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HomeMy WebLinkAboutAPPROVED 004 Truss EngineeringLumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 These truss designs rely on lumber values established by others. RE: Job 89004 Page 1 of 2 A-1 Roof Trusses 4451 St Lucie Blvd Fort Pierce, FL 34946Site Information: Customer Info: COLE CONSTRUCTION MANAGEMENT Project Name: DAWSON RESIDENCE Lot/Block:Model: Subdivision: Address: ST. LUCIE COUNTY City: County: St Lucie State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC 7th Ed. 2020 Res. / TPI 2014 Design Program: Alpine Engineered Products Wind Code: ASCE 7-16 Wind Speed: 160 Roof Load: 40.0 psf Floor Load: 0.0 psf This package includes 102 individual, dated Truss Design Drawings and 16 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. The truss drawing(s) referenced have been prepared by Alpine Engineered Products, Inc. under my direct supervision based on the parameters provided by A-1 Roof Trusses, Ltd. Truss Design Engineer's Name: Ryan Bays My license renewal date for the state of Florida is February 28,2023. NOTE: The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of components for any particular building is the responsibility of the building designer, per ANSI/TPI-1 Sec. 2. The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction documents (also referred to at times as 'Structural Engineering Documents') provided by the Building Designer indicating the nature and character of the work. The design criteria therein have been transferred to Ryan Bays PE by [A1 Roof Trusses or specific location]. These TDDs (also referred to at times as 'Structural Delegated' Engineering Documents') are specialty structural component designs and may be part of the project's deferred or phased submittals. As a Truss Design Engineer (i.e., Specialty Engineer), the seal here and on the TDD represents an acceptance of professional engineering responsibility for the design of the single Truss depicted on the TDD only. The Building Designer is responsible for and shall coordinate and review the TDDs for compatibility with their written engineering requirements. Please review all TDDs and all related notes. Ryan Bays, P.E. 4451 St Lucie Blvd. Suite 201 Fort Pierce, FL 34946 No.Seq #Truss Name Date 1 2642 A01 10/21/21 2 2645 A02 10/21/21 3 2648 A03 10/21/21 4 2530 A04 10/21/21 5 2531 A05 10/21/21 6 2532 A06 10/21/21 7 2533 A07 10/21/21 8 2652 A08 10/21/21 9 2535 A09 10/21/21 10 2536 A10 10/21/21 11 2655 A12 10/21/21 12 2658 A13 10/21/21 No.Seq #Truss Name Date 13 2664 A14 10/21/21 14 2667 A15 10/21/21 15 2719 A17 10/21/21 16 2772 A18 10/21/21 17 2769 A19 10/21/21 18 2766 A20 10/21/21 19 2775 B01 10/21/21 20 2517 B02 10/21/21 21 2520 B03 10/21/21 22 2685 B04 10/21/21 23 2688 B05 10/21/21 24 2538 B06 10/21/21 No.Seq #Truss Name Date 25 2541 B07 10/21/21 26 2547 B08 10/21/21 27 2552 B09 10/21/21 28 2501 B10 10/21/21 29 2605 B11 10/21/21 30 2504 B12 10/21/21 31 2666 B13 10/21/21 32 2610 B14 10/21/21 33 2698 B15 10/21/21 34 2722 C01 10/21/21 35 2751 C02 10/21/21 36 2725 C03 10/21/21 Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 These truss designs rely on lumber values established by others. RE: Job 89004 Page 2 of 2 No.Seq #Truss Name Date 37 2770 C04 10/21/21 38 2775 C05 10/21/21 39 2781 C06 10/21/21 40 2784 C07 10/21/21 41 2691 C08 10/21/21 42 2694 C09 10/21/21 43 2969 C10 10/21/21 44 2765 C11 10/21/21 45 2509 C12 10/21/21 46 2743 D01 10/21/21 47 2806 D02 10/21/21 48 2811 D03 10/21/21 49 2944 D04 10/21/21 50 2749 H01 10/21/21 51 2700 H02 10/21/21 52 2705 H03 10/21/21 53 2398 HC6 10/21/21 54 2715 HJ3 10/21/21 55 2621 HJ5P 10/21/21 56 2704 HJ7 10/21/21 57 2711 HJ7B 10/21/21 58 2714 HJ7P 10/21/21 59 2464 J1 10/21/21 60 2473 J3 10/21/21 61 2513 J3B 10/21/21 62 2717 J3P 10/21/21 63 2481 J5 10/21/21 64 2493 J5P 10/21/21 65 2613 J5S 10/21/21 66 2484 J7 10/21/21 67 2496 J7P 10/21/21 68 2504 J7R 10/21/21 69 2741 J7S 10/21/21 70 2649 K01 10/21/21 71 2652 K02 10/21/21 72 2586 M01 10/21/21 73 2825 M02 10/21/21 74 2746 N01 10/21/21 No.Seq #Truss Name Date 75 2728 P01 10/21/21 76 2608 P02 10/21/21 77 2603 P03 10/21/21 78 2598 P04 10/21/21 79 2595 P05 10/21/21 80 2592 P06 10/21/21 81 2737 P07 10/21/21 82 2734 P08 10/21/21 83 2903 PB01 10/21/21 84 2972 PB02 10/21/21 85 2731 R01 10/21/21 86 2561 R02 10/21/21 87 2553 R03 10/21/21 88 2507 V01 10/21/21 89 2510 V02 10/21/21 90 2567 VM10 10/21/21 91 2584 VM10B 10/21/21 92 2576 VM12 10/21/21 93 2573 VM12A 10/21/21 94 2581 VM12B 10/21/21 95 2922 VM14A 10/21/21 96 2555 VM2 10/21/21 97 2754 VM3 10/21/21 98 2558 VM4 10/21/21 99 2561 VM6 10/21/21 100 2594 VM6B 10/21/21 101 2564 VM8 10/21/21 102 2587 VM8B 10/21/21 103 STDL01 STD. DETAIL 10/21/21 104 STDL02 STD. DETAIL 10/21/21 105 STDL03 STD. DETAIL 10/21/21 106 STDL04 STD. DETAIL 10/21/21 107 STDL05 STD. DETAIL 10/21/21 108 STDL06 STD. DETAIL 10/21/21 109 STDL07 STD. DETAIL 10/21/21 110 STDL08 STD. DETAIL 10/21/21 111 STDL09 STD. DETAIL 10/21/21 112 STDL10 STD. DETAIL 10/21/21 No.Seq #Truss Name Date 113 STDL11 STD. DETAIL 10/21/21 114 STDL12 STD. DETAIL 10/21/21 115 STDL13 STD. DETAIL 10/21/21 116 STDL14 STD. DETAIL 10/21/21 117 STDL15 STD. DETAIL 10/21/21 118 STDL16 STD. DETAIL 10/21/21 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x6 SP 2400f-2.0E; Bot chord: 2x6 SP 2400f-2.0E; Webs: 2x4 :SP 2400f-2.0E + SP M-31:; W1, W6 2x4 SP #3; Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 30 plf at 0.00 to 30 plf at 31.33 BC: From 10 plf at 0.00 to 10 plf at 31.33 TC: 116 lb Conc. Load at 1.80, 3.80, 5.80, 7.80 9.80,11.80,28.27,30.27 TC: 130 lb Conc. Load at 13.80,15.80,16.27,18.27 20.27,22.27,24.27,26.27 BC: 64 lb Conc. Load at 1.80, 3.80, 5.80, 7.80 9.80,11.80,28.27,30.27 BC: 70 lb Conc. Load at 13.80,15.80,16.27,18.27 20.27,22.27,24.27,26.27 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.00 12.15 BC 51 12.15 27.68 BC 43 27.73 31.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads and reactions based on MWFRS. End verticals not exposed to wind pressure. Deflection Max JT VERT DEFL: LL: -0.47" DL: 0.32". Additional Notes Truss must be installed as shown with top chord up. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL O 2088 /- /- /- /1779 /- P 2198 /- /- /- /1727 /- Wind reactions based on MWFRS O Brg Width = - Min Req = - P Brg Width = 8.0 Min Req = 1.8 Bearing P is a rigid surface. Bearing P requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 2715 -3243 B - C 5844 -7289 C - D 5889 -7353 Chords Tens. Comp. D - E 5889 -7353 E - F 5165 -6898 F - G 2440 -3156 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. O - N 8 -7 N - M 163 -155 L - K 7013 -5286 Chords Tens. Comp. K - I 3262 -2524 J - H 25 -32 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - O 1763 -2001 A - N 3706 -3102 N - B 2010 -2131 N - L 3227 -2693 B - L 4248 -3269 C - L 729 -625 L - M 131 -31 L - E 360 -631 Webs Tens. Comp. E - K 1005 -933 K - F 3824 -2778 F - I 1542 -1797 I - J 91 -14 I - G 3760 -2907 I - H 31 -23 G - H 1709 -2117 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.13 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.476 C 790 360 VERT(CL): 0.645 C 582 240 HORZ(LL): -0.142 H - - HORZ(TL): 0.196 H - - Creep Factor: 2.0 Max TC CSI: 0.499 Max BC CSI: 0.967 Max Web CSI: 0.982 Weight: 224.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss A01 Truss Type MONO Qty 1 Ply 1 Seal #: 2642 10/21/2021 W1 W1 W1 W6 W1 W1 31'4" SEAT PLATE REQ. 31'4" 12'3"9 15'3"7 3'9"3'10"121'(a) (a)(a) A B C D E F G H I JK LMNO P 7X6(R) 3X10 7X10 4X10 4X4 H0714 3X6 H0710 4X6 3X12 4X10 7X10 3X6 5X8 4X10(R) 1'9"10 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 2' 70# 130# 2' 70# 130# 5"10 70# 130# 2' 70# 130# 2' 70# 130# 2' 70# 130# 2' 70# 130# 2' 70# 130# 2' 64# 116# 2' 64# 116# 1'0"12 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x6 SP 2400f-2.0E; Bot chord: 2x6 SP 2400f-2.0E; Webs: 2x4 :SP 2400f-2.0E + SP M-31:; W1, W6 2x4 SP #3; Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 30 plf at 0.00 to 30 plf at 31.33 BC: From 10 plf at 0.00 to 10 plf at 31.33 TC: 116 lb Conc. Load at 1.80, 3.80, 5.80, 7.80 9.80,11.80,28.27,30.27 TC: 130 lb Conc. Load at 13.80,15.80,16.27,18.27 20.27,22.27,24.27,26.27 BC: 64 lb Conc. Load at 1.80, 3.80, 5.80, 7.80 9.80,11.80,28.27,30.27 BC: 70 lb Conc. Load at 13.80,15.80,16.27,18.27 20.27,22.27,24.27,26.27 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.00 12.15 BC 51 12.15 27.68 BC 43 27.73 31.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads and reactions based on MWFRS. End verticals not exposed to wind pressure. Deflection Max JT VERT DEFL: LL: -0.47" DL: 0.32". Additional Notes Truss must be installed as shown with top chord up. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL O 2088 /- /- /- /1779 /- P 2198 /- /- /- /1727 /- Wind reactions based on MWFRS O Brg Width = - Min Req = - P Brg Width = 8.0 Min Req = 1.8 Bearing P is a rigid surface. Bearing P requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 2715 -3243 B - C 5844 -7289 C - D 5889 -7353 Chords Tens. Comp. D - E 5889 -7353 E - F 5165 -6898 F - G 2440 -3156 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. O - N 8 -7 N - M 163 -155 L - K 7013 -5286 Chords Tens. Comp. K - I 3262 -2524 J - H 25 -32 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - O 1763 -2001 A - N 3706 -3102 N - B 2010 -2131 N - L 3227 -2693 B - L 4248 -3269 C - L 729 -625 L - M 131 -31 L - E 360 -631 Webs Tens. Comp. E - K 1005 -933 K - F 3824 -2778 F - I 1542 -1797 I - J 91 -14 I - G 3760 -2907 I - H 31 -23 G - H 1709 -2117 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.13 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.476 C 790 360 VERT(CL): 0.645 C 582 240 HORZ(LL): -0.142 H - - HORZ(TL): 0.196 H - - Creep Factor: 2.0 Max TC CSI: 0.499 Max BC CSI: 0.967 Max Web CSI: 0.982 Weight: 224.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss A01 Truss Type MONO Qty 1 Ply 1 Seal #: 2642 10/21/2021 W1 W1 W1 W6 W1 W1 31'4" SEAT PLATE REQ. 31'4" 12'3"9 15'3"7 3'9"3'10"121'(a) (a)(a) A B C D E F G H I JK LMNO P 7X6(R) 3X10 7X10 4X10 4X4 H0714 3X6 H0710 4X6 3X12 4X10 7X10 3X6 5X8 4X10(R) 1'9"10 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 2' 70# 130# 2' 70# 130# 5"10 70# 130# 2' 70# 130# 2' 70# 130# 2' 70# 130# 2' 70# 130# 2' 70# 130# 2' 64# 116# 2' 64# 116# 1'0"12 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1,W6 2x4 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.00 12.15 BC 53 12.15 27.69 BC 43 27.73 31.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. Additional Notes Truss must be installed as shown with top chord up. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL O 1253 /- /- /653 /823 /- P 1253 /- /- /653 /823 /- Wind reactions based on MWFRS O Brg Width = - Min Req = - P Brg Width = 8.0 Min Req = 1.5 Bearing P is a rigid surface. Bearing P requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 1572 -1403 B - C 3086 -2736 C - D 3108 -2758 Chords Tens. Comp. D - E 3108 -2758 E - F 2901 -2611 F - G 1410 -1224 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. O - N 0 0 N - M 69 -86 L - K 2657 -2973 Chords Tens. Comp. K - I 1267 -1462 J - H 17 -29 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - O 1439 -1205 A - N 1752 -1964 N - B 1552 -1168 N - L 1395 -1563 B - L 1506 -1705 C - L 651 -386 L - M 95 0 L - E 113 -230 Webs Tens. Comp. E - K 877 -540 K - F 1493 -1598 F - I 1363 -1041 I - J 76 0 I - G 1686 -1943 I - H 31 -18 G - H 1426 -1213 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.13 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.183 C 999 360 VERT(CL): 0.350 C 999 240 HORZ(LL): -0.067 H - - HORZ(TL): 0.129 H - - Creep Factor: 2.0 Max TC CSI: 0.829 Max BC CSI: 0.997 Max Web CSI: 0.922 Weight: 203.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss A02 Truss Type MONO Qty 1 Ply 1 Seal #: 2645 10/21/2021 W1 W1 W1 W6 W1 W1 31'4" SEAT PLATE REQ. 31'4" 12'3"9 15'3"7 3'9"4'10"121'(a) (a) (a)(a) A B C D E F G H IJK LMNO P 4X6 3X6 5X8 4X4 1.5X4 6X8 1.5X4 H0308 3X4 4X4 4X4 6X8 1.5X4 4X6 3X6(R) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1,W6 2x4 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.00 12.15 BC 53 12.15 27.69 BC 43 27.73 31.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. Additional Notes Truss must be installed as shown with top chord up. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL O 1253 /- /- /653 /823 /- P 1253 /- /- /653 /823 /- Wind reactions based on MWFRS O Brg Width = - Min Req = - P Brg Width = 8.0 Min Req = 1.5 Bearing P is a rigid surface. Bearing P requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 1572 -1403 B - C 3086 -2736 C - D 3108 -2758 Chords Tens. Comp. D - E 3108 -2758 E - F 2901 -2611 F - G 1410 -1224 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. O - N 0 0 N - M 69 -86 L - K 2657 -2973 Chords Tens. Comp. K - I 1267 -1462 J - H 17 -29 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - O 1439 -1205 A - N 1752 -1964 N - B 1552 -1168 N - L 1395 -1563 B - L 1506 -1705 C - L 651 -386 L - M 95 0 L - E 113 -230 Webs Tens. Comp. E - K 877 -540 K - F 1493 -1598 F - I 1363 -1041 I - J 76 0 I - G 1686 -1943 I - H 31 -18 G - H 1426 -1213 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.13 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.183 C 999 360 VERT(CL): 0.350 C 999 240 HORZ(LL): -0.067 H - - HORZ(TL): 0.129 H - - Creep Factor: 2.0 Max TC CSI: 0.829 Max BC CSI: 0.997 Max Web CSI: 0.922 Weight: 203.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss A02 Truss Type MONO Qty 1 Ply 1 Seal #: 2645 10/21/2021 W1 W1 W1 W6 W1 W1 31'4" SEAT PLATE REQ. 31'4" 12'3"9 15'3"7 3'9"4'10"121'(a) (a) (a)(a) A B C D E F G H IJK LMNO P 4X6 3X6 5X8 4X4 1.5X4 6X8 1.5X4 H0308 3X4 4X4 4X4 6X8 1.5X4 4X6 3X6(R) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1,W6 2x4 SP M-30; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.00 12.15 BC 60 12.15 27.70 BC 43 27.73 31.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. Additional Notes Truss must be installed as shown with top chord up. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL O 1253 /- /- /653 /823 /- P 1253 /- /- /653 /823 /- Wind reactions based on MWFRS O Brg Width = - Min Req = - P Brg Width = 8.0 Min Req = 1.5 Bearing P is a rigid surface. Bearing P requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 1292 -1153 B - C 2400 -2128 C - D 2413 -2141 Chords Tens. Comp. D - E 2413 -2141 E - F 2274 -2047 F - G 1092 -948 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. O - N 0 0 N - M 53 -68 L - K 2082 -2330 Chords Tens. Comp. K - I 983 -1134 J - H 14 -27 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - O 1440 -1205 A - N 1560 -1749 N - B 1499 -1122 N - L 1149 -1286 B - L 1189 -1349 C - L 652 -387 L - M 96 0 L - E 97 -178 Webs Tens. Comp. E - K 864 -529 K - F 1250 -1339 F - I 1371 -1047 I - J 76 0 I - G 1499 -1726 I - H 28 -15 G - H 1427 -1214 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.13 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.124 C 999 360 VERT(CL): 0.236 C 999 240 HORZ(LL): -0.049 H - - HORZ(TL): 0.095 H - - Creep Factor: 2.0 Max TC CSI: 0.836 Max BC CSI: 0.986 Max Web CSI: 0.987 Weight: 214.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss A03 Truss Type MONO Qty 1 Ply 1 Seal #: 2648 10/21/2021 W1 W1 W1 W6 W1 W1 31'4" SEAT PLATE REQ. 31'4" 12'3"9 15'3"7 3'9"5'10"121'(a) (a)(a)(a) A B C D E F G H IJK LMNO P 4X4 3X6 4X10 4X4 1.5X4 6X8 1.5X4 4X6 3X4 4X4 4X4 7X6 1.5X4 4X4 3X6(R) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1,W6 2x4 SP M-30; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.00 12.15 BC 60 12.15 27.70 BC 43 27.73 31.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. Additional Notes Truss must be installed as shown with top chord up. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL O 1253 /- /- /653 /823 /- P 1253 /- /- /653 /823 /- Wind reactions based on MWFRS O Brg Width = - Min Req = - P Brg Width = 8.0 Min Req = 1.5 Bearing P is a rigid surface. Bearing P requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 1292 -1153 B - C 2400 -2128 C - D 2413 -2141 Chords Tens. Comp. D - E 2413 -2141 E - F 2274 -2047 F - G 1092 -948 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. O - N 0 0 N - M 53 -68 L - K 2082 -2330 Chords Tens. Comp. K - I 983 -1134 J - H 14 -27 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - O 1440 -1205 A - N 1560 -1749 N - B 1499 -1122 N - L 1149 -1286 B - L 1189 -1349 C - L 652 -387 L - M 96 0 L - E 97 -178 Webs Tens. Comp. E - K 864 -529 K - F 1250 -1339 F - I 1371 -1047 I - J 76 0 I - G 1499 -1726 I - H 28 -15 G - H 1427 -1214 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.13 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.124 C 999 360 VERT(CL): 0.236 C 999 240 HORZ(LL): -0.049 H - - HORZ(TL): 0.095 H - - Creep Factor: 2.0 Max TC CSI: 0.836 Max BC CSI: 0.986 Max Web CSI: 0.987 Weight: 214.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss A03 Truss Type MONO Qty 1 Ply 1 Seal #: 2648 10/21/2021 W1 W1 W1 W6 W1 W1 31'4" SEAT PLATE REQ. 31'4" 12'3"9 15'3"7 3'9"5'10"121'(a) (a)(a)(a) A B C D E F G H IJK LMNO P 4X4 3X6 4X10 4X4 1.5X4 6X8 1.5X4 4X6 3X4 4X4 4X4 7X6 1.5X4 4X4 3X6(R) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 7.00 30.33 BC 120 0.00 12.15 BC 72 12.18 27.70 BC 43 27.73 31.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL P 1290 /- /- /755 /505 /160 Q 1290 /- /- /661 /716 /- Wind reactions based on MWFRS P Brg Width = - Min Req = - Q Brg Width = 8.0 Min Req = 1.5 Bearing Q is a rigid surface. Bearing Q requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 1255 -1339 B - C 2014 -1792 C - D 1955 -1752 D - E 1955 -1752 Chords Tens. Comp. E - F 1955 -1752 F - G 922 -795 G - H 40 -27 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. P - O 91 -246 O - N 22 -40 M - L 1806 -2003 Chords Tens. Comp. L - J 825 -928 K - I 9 -23 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - P 1149 -1228 A - O 1191 -1071 B - O 772 -572 B - M 995 -1163 O - M 1112 -1202 M - N 66 0 M - C 597 -343 C - L 132 -72 Webs Tens. Comp. E - L 829 -509 L - F 1152 -1238 F - J 1383 -1078 J - K 75 0 J - G 1391 -1569 J - I 190 -197 G - I 1405 -1268 H - I 78 -59 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.13 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.086 E 999 360 VERT(CL): 0.178 E 999 240 HORZ(LL): 0.039 I - - HORZ(TL): 0.079 I - - Creep Factor: 2.0 Max TC CSI: 0.834 Max BC CSI: 0.981 Max Web CSI: 0.990 Weight: 226.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss A04 Truss Type MONO Qty 1 Ply 1 Seal #: 2530 10/21/2021 31'4" SEAT PLATE REQ. 7'23'4"1' 12'3"9 15'3"7 3'9"3'4"126'4"121'6'10"12(a) (a)(a)(a)(a) (a) A B C D E F G H I JKL M NOP Q 6 12 3X6(R) 3X6 5X8 4X8 6X6 1.5X4 3X4 3X6 1.5X4 3X10 4X4 7X6 1.5X4 5X6 1.5X3 7X6(R) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 7.00 30.33 BC 120 0.00 12.15 BC 72 12.18 27.70 BC 43 27.73 31.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL P 1290 /- /- /755 /505 /160 Q 1290 /- /- /661 /716 /- Wind reactions based on MWFRS P Brg Width = - Min Req = - Q Brg Width = 8.0 Min Req = 1.5 Bearing Q is a rigid surface. Bearing Q requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 1255 -1339 B - C 2014 -1792 C - D 1955 -1752 D - E 1955 -1752 Chords Tens. Comp. E - F 1955 -1752 F - G 922 -795 G - H 40 -27 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. P - O 91 -246 O - N 22 -40 M - L 1806 -2003 Chords Tens. Comp. L - J 825 -928 K - I 9 -23 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - P 1149 -1228 A - O 1191 -1071 B - O 772 -572 B - M 995 -1163 O - M 1112 -1202 M - N 66 0 M - C 597 -343 C - L 132 -72 Webs Tens. Comp. E - L 829 -509 L - F 1152 -1238 F - J 1383 -1078 J - K 75 0 J - G 1391 -1569 J - I 190 -197 G - I 1405 -1268 H - I 78 -59 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.13 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.086 E 999 360 VERT(CL): 0.178 E 999 240 HORZ(LL): 0.039 I - - HORZ(TL): 0.079 I - - Creep Factor: 2.0 Max TC CSI: 0.834 Max BC CSI: 0.981 Max Web CSI: 0.990 Weight: 226.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss A04 Truss Type MONO Qty 1 Ply 1 Seal #: 2530 10/21/2021 31'4" SEAT PLATE REQ. 7'23'4"1' 12'3"9 15'3"7 3'9"3'4"126'4"121'6'10"12(a) (a)(a)(a)(a) (a) A B C D E F G H I JKL M NOP Q 6 12 3X6(R) 3X6 5X8 4X8 6X6 1.5X4 3X4 3X6 1.5X4 3X10 4X4 7X6 1.5X4 5X6 1.5X3 7X6(R) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 5X6 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 9.00 28.33 BC 120 0.00 12.30 BC 96 9.12 28.21 BC 45 27.58 31.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL Q 1290 /- /- /771 /486 /187 R 1290 /- /- /664 /633 /- Wind reactions based on MWFRS Q Brg Width = - Min Req = - R Brg Width = 8.0 Min Req = 1.5 Bearing R is a rigid surface. Bearing R requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 1470 -1627 B - C 1485 -1359 C - D 1576 -1449 Chords Tens. Comp. D - E 1576 -1449 E - F 696 -574 F - G 703 -673 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. Q - P 39 -60 P - M 33 -46 O - N 1537 -1655 N - L 1559 -1700 Chords Tens. Comp. L - I 1230 -1371 K - J 0 0 J - H 0 -46 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - Q 1098 -1209 A - O 1338 -1153 Q - O 131 -203 B - O 366 -136 O - P 368 0 O - C 563 -462 N - M 2 -33 C - L 382 -207 Webs Tens. Comp. L - E 466 -204 E - I 1285 -1064 I - J 91 0 I - F 145 -64 I - G 1064 -1077 I - H 49 0 G - H 1301 -1267 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.13 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.061 C 999 360 VERT(CL): 0.126 C 999 240 HORZ(LL): 0.033 K - - HORZ(TL): 0.068 K - - Creep Factor: 2.0 Max TC CSI: 0.847 Max BC CSI: 0.990 Max Web CSI: 0.954 Weight: 225.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss A05 Truss Type MONO Qty 1 Ply 1 Seal #: 2531 10/21/2021 31'4" SEAT PLATE REQ. 9'19'4"3' 12'3"9 15'3"7 5"8 3'3"83'4"126'4"121'7'10"12(a) (a) (a)(a) A B C D E F G H IJKL MNOPQ R 6 12 3X6(R) 6X6 6X8 1.5X3 1.5X3 1.5X3 3X4 3X6 3X4 6X6 1.5X4 3X4(R) 3X6(R) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 5X6 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 9.00 28.33 BC 120 0.00 12.30 BC 96 9.12 28.21 BC 45 27.58 31.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL Q 1290 /- /- /771 /486 /187 R 1290 /- /- /664 /633 /- Wind reactions based on MWFRS Q Brg Width = - Min Req = - R Brg Width = 8.0 Min Req = 1.5 Bearing R is a rigid surface. Bearing R requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 1470 -1627 B - C 1485 -1359 C - D 1576 -1449 Chords Tens. Comp. D - E 1576 -1449 E - F 696 -574 F - G 703 -673 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. Q - P 39 -60 P - M 33 -46 O - N 1537 -1655 N - L 1559 -1700 Chords Tens. Comp. L - I 1230 -1371 K - J 0 0 J - H 0 -46 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - Q 1098 -1209 A - O 1338 -1153 Q - O 131 -203 B - O 366 -136 O - P 368 0 O - C 563 -462 N - M 2 -33 C - L 382 -207 Webs Tens. Comp. L - E 466 -204 E - I 1285 -1064 I - J 91 0 I - F 145 -64 I - G 1064 -1077 I - H 49 0 G - H 1301 -1267 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.13 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.061 C 999 360 VERT(CL): 0.126 C 999 240 HORZ(LL): 0.033 K - - HORZ(TL): 0.068 K - - Creep Factor: 2.0 Max TC CSI: 0.847 Max BC CSI: 0.990 Max Web CSI: 0.954 Weight: 225.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss A05 Truss Type MONO Qty 1 Ply 1 Seal #: 2531 10/21/2021 31'4" SEAT PLATE REQ. 9'19'4"3' 12'3"9 15'3"7 5"8 3'3"83'4"126'4"121'7'10"12(a) (a) (a)(a) A B C D E F G H IJKL MNOPQ R 6 12 3X6(R) 6X6 6X8 1.5X3 1.5X3 1.5X3 3X4 3X6 3X4 6X6 1.5X4 3X4(R) 3X6(R) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:; Webs: 2x4 SP #3; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X3 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 11.00 26.33 BC 120 0.00 12.30 BC 120 11.13 27.74 BC 43 27.73 31.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL R 1290 /- /- /781 /484 /226 S 1290 /- /- /669 /556 /- Wind reactions based on MWFRS R Brg Width = - Min Req = - S Brg Width = 8.0 Min Req = 1.5 Bearing S is a rigid surface. Bearing S requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 987 -1230 B - C 1441 -1478 C - D 1503 -1339 Chords Tens. Comp. D - E 1503 -1339 E - F 776 -684 F - G 719 -737 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. R - Q 157 -234 Q - P 40 -45 O - N 1236 -1219 P - M 27 -28 Chords Tens. Comp. N - L 1260 -1246 L - K 741 -730 K - I 742 -729 J - H 0 -41 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - R 993 -1246 A - Q 1179 -904 Q - B 691 -648 Q - O 1032 -1007 B - O 329 -280 C - O 269 -72 C - L 262 -225 O - P 179 0 N - M 39 -90 Webs Tens. Comp. D - L 861 -527 L - E 850 -883 E - I 817 -634 I - J 74 0 I - F 126 -113 I - G 1056 -996 I - H 43 0 G - H 1201 -1259 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.13 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.056 D 999 360 VERT(CL): 0.116 D 999 240 HORZ(LL): 0.026 I - - HORZ(TL): 0.053 I - - Creep Factor: 2.0 Max TC CSI: 0.902 Max BC CSI: 0.953 Max Web CSI: 0.954 Weight: 245.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss A06 Truss Type MONO Qty 1 Ply 1 Seal #: 2532 10/21/2021 31'4" SEAT PLATE REQ. 11'15'4"5' 12'3"9 15'3"7 3'9"3'4"126'4"121'8'10"12(a)(a) A B C D E F G H IJKL MNOPQR S 6 12 4X4 3X6 4X8 3X4 5X8 5X6 1.5X4 3X8 4X6 5X6 6X8 1.5X4 3X4(R) 3X6(R) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:; Webs: 2x4 SP #3; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X3 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 11.00 26.33 BC 120 0.00 12.30 BC 120 11.13 27.74 BC 43 27.73 31.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL R 1290 /- /- /781 /484 /226 S 1290 /- /- /669 /556 /- Wind reactions based on MWFRS R Brg Width = - Min Req = - S Brg Width = 8.0 Min Req = 1.5 Bearing S is a rigid surface. Bearing S requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 987 -1230 B - C 1441 -1478 C - D 1503 -1339 Chords Tens. Comp. D - E 1503 -1339 E - F 776 -684 F - G 719 -737 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. R - Q 157 -234 Q - P 40 -45 O - N 1236 -1219 P - M 27 -28 Chords Tens. Comp. N - L 1260 -1246 L - K 741 -730 K - I 742 -729 J - H 0 -41 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - R 993 -1246 A - Q 1179 -904 Q - B 691 -648 Q - O 1032 -1007 B - O 329 -280 C - O 269 -72 C - L 262 -225 O - P 179 0 N - M 39 -90 Webs Tens. Comp. D - L 861 -527 L - E 850 -883 E - I 817 -634 I - J 74 0 I - F 126 -113 I - G 1056 -996 I - H 43 0 G - H 1201 -1259 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.13 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.056 D 999 360 VERT(CL): 0.116 D 999 240 HORZ(LL): 0.026 I - - HORZ(TL): 0.053 I - - Creep Factor: 2.0 Max TC CSI: 0.902 Max BC CSI: 0.953 Max Web CSI: 0.954 Weight: 245.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss A06 Truss Type MONO Qty 1 Ply 1 Seal #: 2532 10/21/2021 31'4" SEAT PLATE REQ. 11'15'4"5' 12'3"9 15'3"7 3'9"3'4"126'4"121'8'10"12(a)(a) A B C D E F G H IJKL MNOPQR S 6 12 4X4 3X6 4X8 3X4 5X8 5X6 1.5X4 3X8 4X6 5X6 6X8 1.5X4 3X4(R) 3X6(R) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:; Webs: 2x4 SP #3; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 13.00 24.33 BC 120 0.00 31.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL L 1290 /- /- /784 /482 /265 M 1353 /- /- /675 /532 /- Wind reactions based on MWFRS L Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 1.5 Bearings L & M are a rigid surface. Bearings L & M require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 998 -1405 B - C 1254 -1403 C - D 1162 -1109 Chords Tens. Comp. D - E 1162 -1109 E - F 853 -954 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. L - K 205 -277 K - J 1050 -939 J - I 1050 -939 Chords Tens. Comp. I - H 792 -653 H - G 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - L 914 -1244 A - K 1265 -817 B - K 520 -470 K - C 335 -238 C - I 185 -108 Webs Tens. Comp. D - I 592 -339 I - E 611 -566 E - H 629 -541 H - F 1049 -866 F - G 1092 -1238 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.13 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.046 D 999 360 VERT(CL): 0.093 D 999 240 HORZ(LL): 0.016 B - - HORZ(TL): 0.031 B - - Creep Factor: 2.0 Max TC CSI: 0.814 Max BC CSI: 0.630 Max Web CSI: 0.994 Weight: 221.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss A07 Truss Type MONO Qty 1 Ply 1 Seal #: 2533 10/21/2021 31'4" SEAT PLATE REQ.SEAT PLATE REQ. 13'11'4"7'3'4"126'4"129'10"12(a) (a) (a) (a)A B C D E F GHIJKLM 6 12 3X6(R) 3X6 1.5X4 3X10 5X6 3X6 1.5X3 3X8 5X8 3X4 3X4(R) 3X6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:; Webs: 2x4 SP #3; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 13.00 24.33 BC 120 0.00 31.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL L 1290 /- /- /784 /482 /265 M 1353 /- /- /675 /532 /- Wind reactions based on MWFRS L Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 1.5 Bearings L & M are a rigid surface. Bearings L & M require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 998 -1405 B - C 1254 -1403 C - D 1162 -1109 Chords Tens. Comp. D - E 1162 -1109 E - F 853 -954 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. L - K 205 -277 K - J 1050 -939 J - I 1050 -939 Chords Tens. Comp. I - H 792 -653 H - G 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - L 914 -1244 A - K 1265 -817 B - K 520 -470 K - C 335 -238 C - I 185 -108 Webs Tens. Comp. D - I 592 -339 I - E 611 -566 E - H 629 -541 H - F 1049 -866 F - G 1092 -1238 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.13 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.046 D 999 360 VERT(CL): 0.093 D 999 240 HORZ(LL): 0.016 B - - HORZ(TL): 0.031 B - - Creep Factor: 2.0 Max TC CSI: 0.814 Max BC CSI: 0.630 Max Web CSI: 0.994 Weight: 221.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss A07 Truss Type MONO Qty 1 Ply 1 Seal #: 2533 10/21/2021 31'4" SEAT PLATE REQ.SEAT PLATE REQ. 13'11'4"7'3'4"126'4"129'10"12(a) (a) (a) (a)A B C D E F GHIJKLM 6 12 3X6(R) 3X6 1.5X4 3X10 5X6 3X6 1.5X3 3X8 5X8 3X4 3X4(R) 3X6 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 3X6 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 14.96 22.38 BC 75 0.00 9.25 BC 87 4.60 31.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Truss supports 200# mech unit; unit centered at 6-10-8; supported by TC; unit width 2-0-0; supported by 1 trusses. Wind Wind loads based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL P 1290 /- /- /782 /480 /302 Q 1290 /- /- /681 /529 /- Wind reactions based on MWFRS P Brg Width = 8.0 Min Req = 1.5 Q Brg Width = 8.0 Min Req = 1.5 Bearings P & Q are a rigid surface. Bearings P & Q require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 1165 -1730 B - C 1334 -1742 C - D 1221 -1424 Chords Tens. Comp. D - E 1242 -1383 E - F 1079 -1038 F - G 1019 -1265 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. P - O 313 -297 O - L 311 -296 N - M 1507 -1202 M - K 1499 -1197 Chords Tens. Comp. K - J 1204 -952 J - I 1204 -952 I - H 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - P 800 -1165 A - N 1522 -988 P - N 89 -314 B - N 359 -326 N - O 222 0 N - L 335 -355 M - C 215 -78 Webs Tens. Comp. M - L 189 -125 C - K 345 -415 E - K 463 -184 E - I 274 -353 I - F 325 -104 I - G 1139 -854 G - H 981 -1216 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.13 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.060 L 999 360 VERT(CL): 0.124 L 999 240 HORZ(LL): 0.033 I - - HORZ(TL): 0.068 I - - Creep Factor: 2.0 Max TC CSI: 0.813 Max BC CSI: 0.971 Max Web CSI: 0.778 Weight: 225.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss A08 Truss Type MONO Qty 1 Ply 1 Seal #: 2652 10/21/2021 31'4" SEAT PLATE REQ.SEAT PLATE REQ. 14'11"8 7'5"1 8'11"8 9'3"22'1"3'4"122'4'4"1210'10"8(a) (a) (a) (a) A B C D E F G HIJK L MN OP Q 6 12 4X4 3X6(R) 1.5X3 7X8 1.5X3 3X4 3X4(R) 5X8 3X4 3X10 H0510 3X4(R) 5'10"8 200# 2' 200# 23'5"8 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 3X6 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 14.96 22.38 BC 75 0.00 9.25 BC 87 4.60 31.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Truss supports 200# mech unit; unit centered at 6-10-8; supported by TC; unit width 2-0-0; supported by 1 trusses. Wind Wind loads based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL P 1290 /- /- /782 /480 /302 Q 1290 /- /- /681 /529 /- Wind reactions based on MWFRS P Brg Width = 8.0 Min Req = 1.5 Q Brg Width = 8.0 Min Req = 1.5 Bearings P & Q are a rigid surface. Bearings P & Q require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 1165 -1730 B - C 1334 -1742 C - D 1221 -1424 Chords Tens. Comp. D - E 1242 -1383 E - F 1079 -1038 F - G 1019 -1265 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. P - O 313 -297 O - L 311 -296 N - M 1507 -1202 M - K 1499 -1197 Chords Tens. Comp. K - J 1204 -952 J - I 1204 -952 I - H 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - P 800 -1165 A - N 1522 -988 P - N 89 -314 B - N 359 -326 N - O 222 0 N - L 335 -355 M - C 215 -78 Webs Tens. Comp. M - L 189 -125 C - K 345 -415 E - K 463 -184 E - I 274 -353 I - F 325 -104 I - G 1139 -854 G - H 981 -1216 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.13 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.060 L 999 360 VERT(CL): 0.124 L 999 240 HORZ(LL): 0.033 I - - HORZ(TL): 0.068 I - - Creep Factor: 2.0 Max TC CSI: 0.813 Max BC CSI: 0.971 Max Web CSI: 0.778 Weight: 225.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss A08 Truss Type MONO Qty 1 Ply 1 Seal #: 2652 10/21/2021 31'4" SEAT PLATE REQ.SEAT PLATE REQ. 14'11"8 7'5"1 8'11"8 9'3"22'1"3'4"122'4'4"1210'10"8(a) (a) (a) (a) A B C D E F G HIJK L MN OP Q 6 12 4X4 3X6(R) 1.5X3 7X8 1.5X3 3X4 3X4(R) 5X8 3X4 3X10 H0510 3X4(R) 5'10"8 200# 2' 200# 23'5"8 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 :SP 2400f-2.0E + SP M-31:; Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:; Webs: 2x4 SP #3; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X3 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 16.96 20.38 BC 75 0.00 9.25 BC 114 4.60 31.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Truss supports 200# mech unit; unit centered at 6-10-8; supported by TC; unit width 2-0-0; supported by 1 trusses. Wind Wind loads based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL Q 1290 /- /- /774 /478 /341 R 1290 /- /- /686 /526 /- Wind reactions based on MWFRS Q Brg Width = 8.0 Min Req = 1.5 R Brg Width = 8.0 Min Req = 1.5 Bearings Q & R are a rigid surface. Bearings Q & R require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 1033 -1766 B - C 1180 -1762 C - D 978 -1309 D - E 1009 -1268 Chords Tens. Comp. E - F 1028 -1074 F - G 964 -1195 G - H 104 -61 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. Q - P 432 -295 P - M 430 -294 O - N 1539 -1080 N - L 1529 -1077 Chords Tens. Comp. L - K 990 -585 K - J 990 -585 J - I 862 -586 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - Q 724 -1192 A - O 1553 -864 Q - O 62 -284 B - O 308 -373 O - P 224 0 O - M 330 -491 N - C 275 -54 N - M 229 -124 Webs Tens. Comp. C - L 475 -674 E - L 262 -44 L - F 367 -325 F - J 216 -119 J - G 314 -81 G - I 931 -1370 H - I 171 -136 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.13 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.053 M 999 360 VERT(CL): 0.110 M 999 240 HORZ(LL): 0.031 I - - HORZ(TL): 0.063 I - - Creep Factor: 2.0 Max TC CSI: 0.328 Max BC CSI: 0.969 Max Web CSI: 0.618 Weight: 240.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss A09 Truss Type MONO Qty 1 Ply 1 Seal #: 2535 10/21/2021 31'4" SEAT PLATE REQ.SEAT PLATE REQ. 16'11"8 3'5"1 10'11"8 9'3"22'1"3'4"122'4'4"1211'10"8(a) (a) A B C D E F G H IJKL M NO PQ R 6 12 4X4 3X6(R) 7X8 3X6 3X4 3X4(R) 3X6 5X6 3X8 4X6 5X8 3X4 4X4 3X6(R) 5'10"8 200# 2' 200# 23'5"8 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 :SP 2400f-2.0E + SP M-31:; Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:; Webs: 2x4 SP #3; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X3 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 16.96 20.38 BC 75 0.00 9.25 BC 114 4.60 31.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Truss supports 200# mech unit; unit centered at 6-10-8; supported by TC; unit width 2-0-0; supported by 1 trusses. Wind Wind loads based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL Q 1290 /- /- /774 /478 /341 R 1290 /- /- /686 /526 /- Wind reactions based on MWFRS Q Brg Width = 8.0 Min Req = 1.5 R Brg Width = 8.0 Min Req = 1.5 Bearings Q & R are a rigid surface. Bearings Q & R require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 1033 -1766 B - C 1180 -1762 C - D 978 -1309 D - E 1009 -1268 Chords Tens. Comp. E - F 1028 -1074 F - G 964 -1195 G - H 104 -61 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. Q - P 432 -295 P - M 430 -294 O - N 1539 -1080 N - L 1529 -1077 Chords Tens. Comp. L - K 990 -585 K - J 990 -585 J - I 862 -586 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - Q 724 -1192 A - O 1553 -864 Q - O 62 -284 B - O 308 -373 O - P 224 0 O - M 330 -491 N - C 275 -54 N - M 229 -124 Webs Tens. Comp. C - L 475 -674 E - L 262 -44 L - F 367 -325 F - J 216 -119 J - G 314 -81 G - I 931 -1370 H - I 171 -136 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.13 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.053 M 999 360 VERT(CL): 0.110 M 999 240 HORZ(LL): 0.031 I - - HORZ(TL): 0.063 I - - Creep Factor: 2.0 Max TC CSI: 0.328 Max BC CSI: 0.969 Max Web CSI: 0.618 Weight: 240.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss A09 Truss Type MONO Qty 1 Ply 1 Seal #: 2535 10/21/2021 31'4" SEAT PLATE REQ.SEAT PLATE REQ. 16'11"8 3'5"1 10'11"8 9'3"22'1"3'4"122'4'4"1211'10"8(a) (a) A B C D E F G H IJKL M NO PQ R 6 12 4X4 3X6(R) 7X8 3X6 3X4 3X4(R) 3X6 5X6 3X8 4X6 5X8 3X4 4X4 3X6(R) 5'10"8 200# 2' 200# 23'5"8 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 3X4 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 22.83 26.25 BC 75 0.00 15.13 BC 90 10.47 17.98 BC 96 17.99 33.59 BC 43 33.60 37.21 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss supports 200# mech unit; unit centered at 12-9-0; supported by TC; unit width 2-0-0; supported by 1 trusses. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Additional Notes Negative reaction(s) of -392# MAX. from a non-wind load case requires uplift connection. See Maximum Reactions. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL Y 75 /-392 /- /316 /272 /479 X 2085 /- /- /1534 /1025 /- Z 1200 /- /- /654 /518 /- Wind reactions based on MWFRS Y Brg Width = 8.0 Min Req = 1.5 X Brg Width = 8.0 Min Req = 2.5 Z Brg Width = 8.0 Min Req = 1.5 Bearings Y, X, & Z are a rigid surface. Bearings Y, X, & Z require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 179 -136 B - C 842 -665 C - D 686 -1313 D - E 694 -1241 E - F 857 -1335 Chords Tens. Comp. F - G 1075 -1515 G - H 978 -1222 H - I 931 -992 I - J 898 -1212 J - K 640 -973 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - Y 148 -127 Y - X 216 -451 X - W 237 -536 V - U 1114 -698 W - T 244 -546 U - S 1129 -707 Chords Tens. Comp. S - R 19 -16 Q - P 1326 -803 P - O 1030 -565 O - M 863 -549 N - L 1 -14 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. Y - B 456 -308 B - X 642 -642 X - C 1108 -1703 X - V 124 -298 C - V 1868 -1074 E - V 313 -312 V - W 199 0 V - T 614 -276 U - T 128 -208 F - S 424 -618 F - Q 434 -185 S - Q 1191 -740 Webs Tens. Comp. Q - R 63 0 Q - G 285 -132 G - P 387 -481 H - P 402 -248 H - O 205 -262 O - I 244 -57 O - J 245 -111 J - M 482 -570 M - N 75 0 M - K 1095 -696 M - L 15 -1 K - L 764 -1165 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.72 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.068 Q 999 360 VERT(CL): 0.140 Q 999 240 HORZ(LL): 0.040 L - - HORZ(TL): 0.084 L - - Creep Factor: 2.0 Max TC CSI: 0.555 Max BC CSI: 0.973 Max Web CSI: 0.712 Weight: 295.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss A10 Truss Type MONO Qty 2 Ply 1 Seal #: 2536 10/21/2021 W1 1'10"8 4'4"31' SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ. 22'10"3'5"10'11"8 15'1"8 3'15'4"3'9" 37'2"8 5"8 2'4'4"123'11'10"8(a) A B C D E F G H I J K L MNOP Q RS T UV WXY Z 6 12 3X4(B1) 1.5X4 3X6 4X8 4X6 3X6 1.5X3 7X8 1.5X3 1.5X3 3X4(R) 4X4 5X6 1.5X4 5X6 3X8 5X6 6X6 1.5X4 3X4(R) 3X6(R) 11'9" 200# 2' 200# 23'5"8 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 3X4 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 22.83 26.25 BC 75 0.00 15.13 BC 90 10.47 17.98 BC 96 17.99 33.59 BC 43 33.60 37.21 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss supports 200# mech unit; unit centered at 12-9-0; supported by TC; unit width 2-0-0; supported by 1 trusses. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Additional Notes Negative reaction(s) of -392# MAX. from a non-wind load case requires uplift connection. See Maximum Reactions. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL Y 75 /-392 /- /316 /272 /479 X 2085 /- /- /1534 /1025 /- Z 1200 /- /- /654 /518 /- Wind reactions based on MWFRS Y Brg Width = 8.0 Min Req = 1.5 X Brg Width = 8.0 Min Req = 2.5 Z Brg Width = 8.0 Min Req = 1.5 Bearings Y, X, & Z are a rigid surface. Bearings Y, X, & Z require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 179 -136 B - C 842 -665 C - D 686 -1313 D - E 694 -1241 E - F 857 -1335 Chords Tens. Comp. F - G 1075 -1515 G - H 978 -1222 H - I 931 -992 I - J 898 -1212 J - K 640 -973 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - Y 148 -127 Y - X 216 -451 X - W 237 -536 V - U 1114 -698 W - T 244 -546 U - S 1129 -707 Chords Tens. Comp. S - R 19 -16 Q - P 1326 -803 P - O 1030 -565 O - M 863 -549 N - L 1 -14 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. Y - B 456 -308 B - X 642 -642 X - C 1108 -1703 X - V 124 -298 C - V 1868 -1074 E - V 313 -312 V - W 199 0 V - T 614 -276 U - T 128 -208 F - S 424 -618 F - Q 434 -185 S - Q 1191 -740 Webs Tens. Comp. Q - R 63 0 Q - G 285 -132 G - P 387 -481 H - P 402 -248 H - O 205 -262 O - I 244 -57 O - J 245 -111 J - M 482 -570 M - N 75 0 M - K 1095 -696 M - L 15 -1 K - L 764 -1165 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.72 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.068 Q 999 360 VERT(CL): 0.140 Q 999 240 HORZ(LL): 0.040 L - - HORZ(TL): 0.084 L - - Creep Factor: 2.0 Max TC CSI: 0.555 Max BC CSI: 0.973 Max Web CSI: 0.712 Weight: 295.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss A10 Truss Type MONO Qty 2 Ply 1 Seal #: 2536 10/21/2021 W1 1'10"8 4'4"31' SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ. 22'10"3'5"10'11"8 15'1"8 3'15'4"3'9" 37'2"8 5"8 2'4'4"123'11'10"8(a) A B C D E F G H I J K L MNOP Q RS T UV WXY Z 6 12 3X4(B1) 1.5X4 3X6 4X8 4X6 3X6 1.5X3 7X8 1.5X3 1.5X3 3X4(R) 4X4 5X6 1.5X4 5X6 3X8 5X6 6X6 1.5X4 3X4(R) 3X6(R) 11'9" 200# 2' 200# 23'5"8 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Lt Bearing Leg: 2x8 SP 2400f-1.8E; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 3X6 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 16.25 19.67 BC 101 0.00 8.40 BC 37 8.42 11.54 BC 87 8.43 27.01 BC 43 27.02 30.63 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL W 1293 /- /- /786 /366 /338 X 1267 /- /- /673 /373 /- Wind reactions based on MWFRS W Brg Width = 8.0 Min Req = 1.5 X Brg Width = 8.0 Min Req = 1.5 Bearings W & X are a rigid surface. Bearings W & X require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 568 -1034 B - C 1350 -2058 C - D 1011 -1403 D - E 1042 -1359 Chords Tens. Comp. E - F 1000 -1078 F - G 993 -1308 G - H 686 -1031 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. U - T 140 -143 T - S 21 -29 Q - P 1785 -1177 R - O 27 -50 P - N 1809 -1227 Chords Tens. Comp. N - M 1154 -719 M - L 913 -588 L - J 915 -588 K - I 2 -13 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - V 70 0 A - T 1028 -613 V - A 789 -1358 V - U 70 0 T - B 901 -1219 T - Q 1094 -745 B - Q 1066 -704 Q - R 134 0 Q - C 377 -91 R - S 66 0 C - N 592 -764 Webs Tens. Comp. P - O 59 0 E - N 458 -190 E - M 245 -331 M - F 322 -123 M - G 263 -107 G - J 515 -612 J - K 75 0 J - H 1161 -746 J - I 14 -2 H - I 814 -1231 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.13 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.075 R 999 360 VERT(CL): 0.207 O 999 240 HORZ(LL): 0.064 I - - HORZ(TL): 0.131 I - - Creep Factor: 2.0 Max TC CSI: 0.770 Max BC CSI: 0.993 Max Web CSI: 0.891 Weight: 253.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss A12 Truss Type HIPS Qty 5 Ply 1 Seal #: 2655 10/21/2021 31'4" SEAT PLATE REQ.SEAT PLATE REQ. 1"4 16'10"4 3'5"10'11"8 9'3"3'15'4"3'9"2'1'4"12 4'4"123'11'10"8(a) (a) A B C D E F G H I JKLMN OPQR STU V W X 6 12 4X8 1.5X4 3X10 4X4 6X6 3X3 1.5X4 3X4 1.5X3 1.5X3 6X6 3X4 3X8 5X6 3X4 6X6 1.5X4 3X4(R) 3X6(R) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Lt Bearing Leg: 2x8 SP 2400f-1.8E; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 3X6 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 16.25 19.67 BC 101 0.00 8.40 BC 37 8.42 11.54 BC 87 8.43 27.01 BC 43 27.02 30.63 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL W 1293 /- /- /786 /366 /338 X 1267 /- /- /673 /373 /- Wind reactions based on MWFRS W Brg Width = 8.0 Min Req = 1.5 X Brg Width = 8.0 Min Req = 1.5 Bearings W & X are a rigid surface. Bearings W & X require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 568 -1034 B - C 1350 -2058 C - D 1011 -1403 D - E 1042 -1359 Chords Tens. Comp. E - F 1000 -1078 F - G 993 -1308 G - H 686 -1031 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. U - T 140 -143 T - S 21 -29 Q - P 1785 -1177 R - O 27 -50 P - N 1809 -1227 Chords Tens. Comp. N - M 1154 -719 M - L 913 -588 L - J 915 -588 K - I 2 -13 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - V 70 0 A - T 1028 -613 V - A 789 -1358 V - U 70 0 T - B 901 -1219 T - Q 1094 -745 B - Q 1066 -704 Q - R 134 0 Q - C 377 -91 R - S 66 0 C - N 592 -764 Webs Tens. Comp. P - O 59 0 E - N 458 -190 E - M 245 -331 M - F 322 -123 M - G 263 -107 G - J 515 -612 J - K 75 0 J - H 1161 -746 J - I 14 -2 H - I 814 -1231 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.13 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.075 R 999 360 VERT(CL): 0.207 O 999 240 HORZ(LL): 0.064 I - - HORZ(TL): 0.131 I - - Creep Factor: 2.0 Max TC CSI: 0.770 Max BC CSI: 0.993 Max Web CSI: 0.891 Weight: 253.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss A12 Truss Type HIPS Qty 5 Ply 1 Seal #: 2655 10/21/2021 31'4" SEAT PLATE REQ.SEAT PLATE REQ. 1"4 16'10"4 3'5"10'11"8 9'3"3'15'4"3'9"2'1'4"12 4'4"123'11'10"8(a) (a) A B C D E F G H I JKLMN OPQR STU V W X 6 12 4X8 1.5X4 3X10 4X4 6X6 3X3 1.5X4 3X4 1.5X3 1.5X3 6X6 3X4 3X8 5X6 3X4 6X6 1.5X4 3X4(R) 3X6(R) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Lt Bearing Leg: 2x8 SP 2400f-1.8E; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 3X4(R) except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 -0.60 7.58 BC 68 0.00 5.64 BC 34 5.73 8.54 BC 84 5.70 24.01 BC 43 24.02 27.63 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. Wind loading based on both gable and hip roof types. Deflection Max JT VERT DEFL: LL: 0.15" DL: 0.28". Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL S 1169 /- /- /602 /508 /254 T 1143 /- /- /672 /332 /- Wind reactions based on MWFRS S Brg Width = 8.0 Min Req = 1.5 T Brg Width = 8.0 Min Req = 1.5 Bearings S & T are a rigid surface. Bearings S & T require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 220 -125 B - C 1697 -2020 C - D 854 -1090 Chords Tens. Comp. D - E 826 -1124 E - F 604 -937 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. Q - N 2033 -1538 P - L 0 -52 O - M 103 -10 M - K 50 -13 Chords Tens. Comp. K - J 839 -527 J - H 841 -526 I - G 0 -23 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - R 943 -663 R - A 1472 -1416 R - Q 943 -663 Q - B 1655 -2126 B - N 782 -343 N - O 157 0 N - C 237 -167 N - K 2020 -1508 O - P 80 0 Webs Tens. Comp. C - K 1248 -1344 M - L 40 0 K - D 488 -210 K - E 225 -128 E - H 471 -545 H - I 74 0 H - F 1067 -668 H - G 24 0 F - G 697 -1110 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.153 M 999 360 VERT(CL): 0.412 L 809 240 HORZ(LL): 0.049 H - - HORZ(TL): 0.100 H - - Creep Factor: 2.0 Max TC CSI: 0.808 Max BC CSI: 0.951 Max Web CSI: 0.769 Weight: 211.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss A13 Truss Type SPEC Qty 1 Ply 1 Seal #: 2658 10/21/2021 28'4" SEAT PLATE REQ.SEAT PLATE REQ. 1"4 8'2"4 7'4"8 12'8" 6'3"7 2'11"9 15'4"3'9"5'2'0"84'4"124'1'10'8"12(a) (a) (a) A B C D E F G H IJK LM N OP Q R S T 6 12 3X6 4X4 4X4 5X8 3X3 1.5X4 4X6(SRS)(R) 1.5X3 1.5X3 8X14 4X4(R1) 3X6 3X4 6X6 1.5X4 3X6(R) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Lt Bearing Leg: 2x8 SP 2400f-1.8E; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 3X4(R) except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 -0.60 7.58 BC 68 0.00 5.64 BC 34 5.73 8.54 BC 84 5.70 24.01 BC 43 24.02 27.63 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. Wind loading based on both gable and hip roof types. Deflection Max JT VERT DEFL: LL: 0.15" DL: 0.28". Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL S 1169 /- /- /602 /508 /254 T 1143 /- /- /672 /332 /- Wind reactions based on MWFRS S Brg Width = 8.0 Min Req = 1.5 T Brg Width = 8.0 Min Req = 1.5 Bearings S & T are a rigid surface. Bearings S & T require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 220 -125 B - C 1697 -2020 C - D 854 -1090 Chords Tens. Comp. D - E 826 -1124 E - F 604 -937 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. Q - N 2033 -1538 P - L 0 -52 O - M 103 -10 M - K 50 -13 Chords Tens. Comp. K - J 839 -527 J - H 841 -526 I - G 0 -23 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - R 943 -663 R - A 1472 -1416 R - Q 943 -663 Q - B 1655 -2126 B - N 782 -343 N - O 157 0 N - C 237 -167 N - K 2020 -1508 O - P 80 0 Webs Tens. Comp. C - K 1248 -1344 M - L 40 0 K - D 488 -210 K - E 225 -128 E - H 471 -545 H - I 74 0 H - F 1067 -668 H - G 24 0 F - G 697 -1110 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.153 M 999 360 VERT(CL): 0.412 L 809 240 HORZ(LL): 0.049 H - - HORZ(TL): 0.100 H - - Creep Factor: 2.0 Max TC CSI: 0.808 Max BC CSI: 0.951 Max Web CSI: 0.769 Weight: 211.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss A13 Truss Type SPEC Qty 1 Ply 1 Seal #: 2658 10/21/2021 28'4" SEAT PLATE REQ.SEAT PLATE REQ. 1"4 8'2"4 7'4"8 12'8" 6'3"7 2'11"9 15'4"3'9"5'2'0"84'4"124'1'10'8"12(a) (a) (a) A B C D E F G H IJK LM N OP Q R S T 6 12 3X6 4X4 4X4 5X8 3X3 1.5X4 4X6(SRS)(R) 1.5X3 1.5X3 8X14 4X4(R1) 3X6 3X4 6X6 1.5X4 3X6(R) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X4 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 0.00 10.29 BC 77 0.00 6.43 BC 34 6.43 9.25 BC 98 6.43 24.71 BC 43 24.73 28.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. Wind loading based on both gable and hip roof types. Deflection Max JT VERT DEFL: LL: 0.17" DL: 0.30". Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL P 1167 /- /- /605 /558 /260 Q 1167 /- /- /699 /336 /- Wind reactions based on MWFRS P Brg Width = 8.0 Min Req = 1.5 Q Brg Width = 8.0 Min Req = 1.5 Bearings P & Q are a rigid surface. Bearings P & Q require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 2071 -2298 B - C 2064 -2275 C - D 941 -1079 Chords Tens. Comp. D - E 898 -1156 E - F 649 -959 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. P - M 261 -158 N - L 84 -3 O - K 0 -51 Chords Tens. Comp. L - J 32 -8 J - H 863 -569 I - G 0 -22 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - P 1132 -1100 A - M 2452 -2207 M - N 154 0 M - C 652 -644 M - J 1872 -1440 N - O 80 0 B - M 682 -390 L - K 40 0 Webs Tens. Comp. C - J 1279 -1304 D - J 525 -325 J - E 213 -108 E - H 504 -562 H - I 74 0 H - F 1094 -722 H - G 24 0 F - G 747 -1133 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.170 K 999 360 VERT(CL): 0.449 K 757 240 HORZ(LL): 0.046 H - - HORZ(TL): 0.094 H - - Creep Factor: 2.0 Max TC CSI: 0.874 Max BC CSI: 0.921 Max Web CSI: 0.952 Weight: 212.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss A14 Truss Type SPEC Qty 1 Ply 1 Seal #: 2664 10/21/2021 28'4" SEAT PLATE REQ.SEAT PLATE REQ. 10'3"8 5'4"8 12'8" 6'3"7 2'11"9 15'4"3'9"5'3'0"84'4"121'10'8"12(a) (a) (a) A B C D E F G H IJ KL M N O P Q 6 12 4X8 3X6 6X12 3X3 1.5X3 1.5X3 4X6(SRS)(R) 4X4(R1) 6X10 3X4 6X6 3X4(R) 3X6(R) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X4 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 0.00 10.29 BC 77 0.00 6.43 BC 34 6.43 9.25 BC 98 6.43 24.71 BC 43 24.73 28.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. Wind loading based on both gable and hip roof types. Deflection Max JT VERT DEFL: LL: 0.17" DL: 0.30". Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL P 1167 /- /- /605 /558 /260 Q 1167 /- /- /699 /336 /- Wind reactions based on MWFRS P Brg Width = 8.0 Min Req = 1.5 Q Brg Width = 8.0 Min Req = 1.5 Bearings P & Q are a rigid surface. Bearings P & Q require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 2071 -2298 B - C 2064 -2275 C - D 941 -1079 Chords Tens. Comp. D - E 898 -1156 E - F 649 -959 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. P - M 261 -158 N - L 84 -3 O - K 0 -51 Chords Tens. Comp. L - J 32 -8 J - H 863 -569 I - G 0 -22 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - P 1132 -1100 A - M 2452 -2207 M - N 154 0 M - C 652 -644 M - J 1872 -1440 N - O 80 0 B - M 682 -390 L - K 40 0 Webs Tens. Comp. C - J 1279 -1304 D - J 525 -325 J - E 213 -108 E - H 504 -562 H - I 74 0 H - F 1094 -722 H - G 24 0 F - G 747 -1133 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.170 K 999 360 VERT(CL): 0.449 K 757 240 HORZ(LL): 0.046 H - - HORZ(TL): 0.094 H - - Creep Factor: 2.0 Max TC CSI: 0.874 Max BC CSI: 0.921 Max Web CSI: 0.952 Weight: 212.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss A14 Truss Type SPEC Qty 1 Ply 1 Seal #: 2664 10/21/2021 28'4" SEAT PLATE REQ.SEAT PLATE REQ. 10'3"8 5'4"8 12'8" 6'3"7 2'11"9 15'4"3'9"5'3'0"84'4"121'10'8"12(a) (a) (a) A B C D E F G H IJ KL M N O P Q 6 12 4X8 3X6 6X12 3X3 1.5X3 1.5X3 4X6(SRS)(R) 4X4(R1) 6X10 3X4 6X6 3X4(R) 3X6(R) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:; Webs: 2x4 SP #3; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 0.00 12.29 BC 76 0.00 6.35 BC 120 6.43 28.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL M 1166 /- /- /621 /615 /266 N 1167 /- /- /718 /365 /- Wind reactions based on MWFRS M Brg Width = 8.0 Min Req = 1.5 N Brg Width = 8.0 Min Req = 1.5 Bearings M & N are a rigid surface. Bearings M & N require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 15 -14 B - C 1646 -1671 C - D 971 -946 Chords Tens. Comp. D - E 923 -1003 E - F 716 -996 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. M - K 1671 -1379 L - J 6 -5 J - I 840 -556 Chords Tens. Comp. I - H 840 -556 H - G 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - M 279 -162 M - B 1898 -1926 B - K 574 -197 K - L 155 0 K - C 575 -539 K - J 1342 -1042 Webs Tens. Comp. C - J 1164 -1023 D - J 536 -565 J - E 198 -130 E - H 416 -419 H - F 988 -649 F - G 796 -1113 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.070 C 999 360 VERT(CL): 0.144 C 999 240 HORZ(LL): 0.029 H - - HORZ(TL): 0.061 H - - Creep Factor: 2.0 Max TC CSI: 0.712 Max BC CSI: 0.347 Max Web CSI: 0.956 Weight: 219.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss A15 Truss Type SPEC Qty 2 Ply 1 Seal #: 2667 10/21/2021 28'4" SEAT PLATE REQ.SEAT PLATE REQ. 12'3"8 3'4"8 12'8" 6'3"7 22'0"95'4'0"84'4"1210'8"12(a) (a) (a) (a) (a) A B C D E F GHIJ K L M N 6 12 2X4 4X6(R) 4X4 5X6 2X4 4X6(SRS)(R) 4X4 7X10 3X6 3X4 3X4 3X4(R) 3X6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:; Webs: 2x4 SP #3; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 0.00 12.29 BC 76 0.00 6.35 BC 120 6.43 28.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL M 1166 /- /- /621 /615 /266 N 1167 /- /- /718 /365 /- Wind reactions based on MWFRS M Brg Width = 8.0 Min Req = 1.5 N Brg Width = 8.0 Min Req = 1.5 Bearings M & N are a rigid surface. Bearings M & N require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 15 -14 B - C 1646 -1671 C - D 971 -946 Chords Tens. Comp. D - E 923 -1003 E - F 716 -996 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. M - K 1671 -1379 L - J 6 -5 J - I 840 -556 Chords Tens. Comp. I - H 840 -556 H - G 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - M 279 -162 M - B 1898 -1926 B - K 574 -197 K - L 155 0 K - C 575 -539 K - J 1342 -1042 Webs Tens. Comp. C - J 1164 -1023 D - J 536 -565 J - E 198 -130 E - H 416 -419 H - F 988 -649 F - G 796 -1113 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.070 C 999 360 VERT(CL): 0.144 C 999 240 HORZ(LL): 0.029 H - - HORZ(TL): 0.061 H - - Creep Factor: 2.0 Max TC CSI: 0.712 Max BC CSI: 0.347 Max Web CSI: 0.956 Weight: 219.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss A15 Truss Type SPEC Qty 2 Ply 1 Seal #: 2667 10/21/2021 28'4" SEAT PLATE REQ.SEAT PLATE REQ. 12'3"8 3'4"8 12'8" 6'3"7 22'0"95'4'0"84'4"1210'8"12(a) (a) (a) (a) (a) A B C D E F GHIJ K L M N 6 12 2X4 4X6(R) 4X4 5X6 2X4 4X6(SRS)(R) 4X4 7X10 3X6 3X4 3X4 3X4(R) 3X6 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W2 2x4 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 0.00 10.29 BC 77 0.00 6.43 BC 108 6.43 33.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Deflection Max JT VERT DEFL: LL: 0.14" DL: 0.15". Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL O 1373 /- /- /731 /575 /372 P 1373 /- /- /888 /385 /- Wind reactions based on MWFRS O Brg Width = 8.0 Min Req = 1.6 P Brg Width = 8.0 Min Req = 1.6 Bearings O & P are a rigid surface. Bearings O & P require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 2207 -2825 B - C 2200 -2807 C - D 1125 -1323 D - E 1111 -1334 Chords Tens. Comp. E - F 1199 -1620 F - G 1191 -1751 G - H 134 -121 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. O - M 402 -211 N - L 8 -7 L - K 1398 -745 Chords Tens. Comp. K - J 1398 -745 J - I 1502 -886 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - O 1156 -1306 A - M 3018 -2356 B - M 607 -363 M - N 149 0 M - C 921 -658 M - L 2328 -1483 C - L 1368 -1606 Webs Tens. Comp. D - L 795 -640 L - E 422 -475 E - J 300 -96 J - G 222 -80 G - I 1100 -1834 H - I 200 -178 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.33 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.153 C 999 360 VERT(CL): 0.315 C 999 240 HORZ(LL): 0.051 I - - HORZ(TL): 0.106 I - - Creep Factor: 2.0 Max TC CSI: 0.490 Max BC CSI: 0.992 Max Web CSI: 0.920 Weight: 233.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss A17 Truss Type SPEC Qty 1 Ply 1 Seal #: 2719 10/21/2021 W2 33'4" SEAT PLATE REQ.SEAT PLATE REQ. 10'3"8 5'4"8 17'8" 6'3"7 27'0"95'3'0"81'10"1210'8"12(a) (a) (a) (a) (a) (a) A B C D E F G H IJKL M N O P 6 12 5X6 3X6 1.5X3 6X10 3X6 4X6(SRS)(R) 4X6(R) 7X10 4X6 3X4 3X6 3X4 4X4 1.5X3 4X6(R) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W2 2x4 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 0.00 10.29 BC 77 0.00 6.43 BC 108 6.43 33.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Deflection Max JT VERT DEFL: LL: 0.14" DL: 0.15". Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL O 1373 /- /- /731 /575 /372 P 1373 /- /- /888 /385 /- Wind reactions based on MWFRS O Brg Width = 8.0 Min Req = 1.6 P Brg Width = 8.0 Min Req = 1.6 Bearings O & P are a rigid surface. Bearings O & P require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 2207 -2825 B - C 2200 -2807 C - D 1125 -1323 D - E 1111 -1334 Chords Tens. Comp. E - F 1199 -1620 F - G 1191 -1751 G - H 134 -121 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. O - M 402 -211 N - L 8 -7 L - K 1398 -745 Chords Tens. Comp. K - J 1398 -745 J - I 1502 -886 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - O 1156 -1306 A - M 3018 -2356 B - M 607 -363 M - N 149 0 M - C 921 -658 M - L 2328 -1483 C - L 1368 -1606 Webs Tens. Comp. D - L 795 -640 L - E 422 -475 E - J 300 -96 J - G 222 -80 G - I 1100 -1834 H - I 200 -178 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.33 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.153 C 999 360 VERT(CL): 0.315 C 999 240 HORZ(LL): 0.051 I - - HORZ(TL): 0.106 I - - Creep Factor: 2.0 Max TC CSI: 0.490 Max BC CSI: 0.992 Max Web CSI: 0.920 Weight: 233.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss A17 Truss Type SPEC Qty 1 Ply 1 Seal #: 2719 10/21/2021 W2 33'4" SEAT PLATE REQ.SEAT PLATE REQ. 10'3"8 5'4"8 17'8" 6'3"7 27'0"95'3'0"81'10"1210'8"12(a) (a) (a) (a) (a) (a) A B C D E F G H IJKL M N O P 6 12 5X6 3X6 1.5X3 6X10 3X6 4X6(SRS)(R) 4X6(R) 7X10 4X6 3X4 3X6 3X4 4X4 1.5X3 4X6(R) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; Lt Bearing Leg: 2x8 SP 2400f-1.8E; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X3 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 -0.60 7.58 BC 68 0.00 5.63 BC 75 5.73 20.48 BC 115 20.49 30.05 BC 31 30.02 32.63 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL T 1374 /- /- /712 /524 /368 U 1349 /- /- /863 /371 /- Wind reactions based on MWFRS T Brg Width = 8.0 Min Req = 1.5 U Brg Width = 8.0 Min Req = 1.6 Bearings T & U are a rigid surface. Bearings T & U require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 276 -154 B - C 1882 -2490 C - D 1033 -1319 D - E 1409 -1856 Chords Tens. Comp. E - F 1233 -1773 F - G 1226 -1867 G - H 1374 -2197 H - I 1221 -2130 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. R - P 2494 -1574 Q - O 17 -11 O - N 0 -50 Chords Tens. Comp. M - K 1860 -1042 L - J 17 -37 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - S 1146 -725 S - A 1507 -1632 S - R 1146 -725 R - B 1806 -2625 B - P 1001 -491 P - Q 154 0 P - C 295 -179 P - O 2518 -1590 C - O 1376 -1657 D - O 232 -99 D - M 991 -674 Webs Tens. Comp. O - M 1120 -438 M - N 53 0 M - E 351 -288 M - G 342 -330 G - K 162 -76 K - L 52 0 K - H 290 -244 K - I 1902 -1065 K - J 38 -13 I - J 772 -1317 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.33 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.148 C 999 360 VERT(CL): 0.302 C 999 240 HORZ(LL): 0.073 J - - HORZ(TL): 0.149 J - - Creep Factor: 2.0 Max TC CSI: 0.621 Max BC CSI: 0.735 Max Web CSI: 0.959 Weight: 253.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss A18 Truss Type SPEC Qty 1 Ply 1 Seal #: 2772 10/21/2021 33'4" SEAT PLATE REQ.SEAT PLATE REQ. 1"4 8'2"4 7'4"8 17'8" 6'3"7 15'0"9 9'3"2'9"5'2'0"81'10"124'1'10'8"12(a) (a) (a) (a) A B C D E F G H I J KL M NO P Q R S T U 6 12 4X4 3X6 4X6 4X6 5X8 3X6 4X6(SRS)(R) 6X6 8X12 6X8 3X6 3X4 6X8 4X4 3X6(R) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; Lt Bearing Leg: 2x8 SP 2400f-1.8E; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X3 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 -0.60 7.58 BC 68 0.00 5.63 BC 75 5.73 20.48 BC 115 20.49 30.05 BC 31 30.02 32.63 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL T 1374 /- /- /712 /524 /368 U 1349 /- /- /863 /371 /- Wind reactions based on MWFRS T Brg Width = 8.0 Min Req = 1.5 U Brg Width = 8.0 Min Req = 1.6 Bearings T & U are a rigid surface. Bearings T & U require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 276 -154 B - C 1882 -2490 C - D 1033 -1319 D - E 1409 -1856 Chords Tens. Comp. E - F 1233 -1773 F - G 1226 -1867 G - H 1374 -2197 H - I 1221 -2130 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. R - P 2494 -1574 Q - O 17 -11 O - N 0 -50 Chords Tens. Comp. M - K 1860 -1042 L - J 17 -37 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - S 1146 -725 S - A 1507 -1632 S - R 1146 -725 R - B 1806 -2625 B - P 1001 -491 P - Q 154 0 P - C 295 -179 P - O 2518 -1590 C - O 1376 -1657 D - O 232 -99 D - M 991 -674 Webs Tens. Comp. O - M 1120 -438 M - N 53 0 M - E 351 -288 M - G 342 -330 G - K 162 -76 K - L 52 0 K - H 290 -244 K - I 1902 -1065 K - J 38 -13 I - J 772 -1317 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.33 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.148 C 999 360 VERT(CL): 0.302 C 999 240 HORZ(LL): 0.073 J - - HORZ(TL): 0.149 J - - Creep Factor: 2.0 Max TC CSI: 0.621 Max BC CSI: 0.735 Max Web CSI: 0.959 Weight: 253.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss A18 Truss Type SPEC Qty 1 Ply 1 Seal #: 2772 10/21/2021 33'4" SEAT PLATE REQ.SEAT PLATE REQ. 1"4 8'2"4 7'4"8 17'8" 6'3"7 15'0"9 9'3"2'9"5'2'0"81'10"124'1'10'8"12(a) (a) (a) (a) A B C D E F G H I J KL M NO P Q R S T U 6 12 4X4 3X6 4X6 4X6 5X8 3X6 4X6(SRS)(R) 6X6 8X12 6X8 3X6 3X4 6X8 4X4 3X6(R) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 24.19 BC 115 24.20 33.76 BC 31 33.73 36.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL S 1496 /- /- /888 /380 /376 T 1496 /- /- /868 /381 /- Wind reactions based on MWFRS S Brg Width = 8.0 Min Req = 1.8 T Brg Width = 8.0 Min Req = 1.8 Bearings S & T are a rigid surface. Bearings S & T require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 242 -302 B - C 1247 -2113 C - D 1256 -1987 D - E 1102 -1578 E - F 1481 -2172 Chords Tens. Comp. F - G 1312 -2081 G - H 1305 -2175 H - I 1430 -2442 I - J 1274 -2372 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. S - R 1869 -1026 R - Q 1699 -841 Q - P 1699 -841 Chords Tens. Comp. P - O 3 -41 N - L 2121 -1108 M - K 22 -38 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - S 271 -278 S - B 1076 -2018 B - R 275 -130 R - D 382 -122 D - P 485 -563 E - P 400 -190 E - N 1065 -704 P - N 1357 -499 N - O 71 0 Webs Tens. Comp. N - F 380 -309 N - H 335 -309 H - L 166 -108 L - M 52 0 L - I 297 -246 L - J 2121 -1115 L - K 39 -18 J - K 803 -1462 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.63 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.114 F 999 360 VERT(CL): 0.236 F 999 240 HORZ(LL): 0.068 K - - HORZ(TL): 0.140 K - - Creep Factor: 2.0 Max TC CSI: 0.427 Max BC CSI: 0.804 Max Web CSI: 0.808 Weight: 247.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss A19 Truss Type SPEC Qty 5 Ply 1 Seal #: 2769 10/21/2021 W1 36'4" SEAT PLATE REQ.SEAT PLATE REQ. 18'8"17'8" 24'4"9'3"2'9" 1'4"12 1'10"12 1'10'8"12(a) (a) (a) A B C D E F G H I J K LM N OPQRS T 6 12 3X3 4X6(R) 4X4 3X4 3X6 3X4 H0308 6X6 5X8 6X8 1.5X4 1.5X3 3X6 3X4 6X8 1.5X3 1.5X3 4X6 3X6(R) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 24.19 BC 115 24.20 33.76 BC 31 33.73 36.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL S 1496 /- /- /888 /380 /376 T 1496 /- /- /868 /381 /- Wind reactions based on MWFRS S Brg Width = 8.0 Min Req = 1.8 T Brg Width = 8.0 Min Req = 1.8 Bearings S & T are a rigid surface. Bearings S & T require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 242 -302 B - C 1247 -2113 C - D 1256 -1987 D - E 1102 -1578 E - F 1481 -2172 Chords Tens. Comp. F - G 1312 -2081 G - H 1305 -2175 H - I 1430 -2442 I - J 1274 -2372 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. S - R 1869 -1026 R - Q 1699 -841 Q - P 1699 -841 Chords Tens. Comp. P - O 3 -41 N - L 2121 -1108 M - K 22 -38 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - S 271 -278 S - B 1076 -2018 B - R 275 -130 R - D 382 -122 D - P 485 -563 E - P 400 -190 E - N 1065 -704 P - N 1357 -499 N - O 71 0 Webs Tens. Comp. N - F 380 -309 N - H 335 -309 H - L 166 -108 L - M 52 0 L - I 297 -246 L - J 2121 -1115 L - K 39 -18 J - K 803 -1462 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.63 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.114 F 999 360 VERT(CL): 0.236 F 999 240 HORZ(LL): 0.068 K - - HORZ(TL): 0.140 K - - Creep Factor: 2.0 Max TC CSI: 0.427 Max BC CSI: 0.804 Max Web CSI: 0.808 Weight: 247.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss A19 Truss Type SPEC Qty 5 Ply 1 Seal #: 2769 10/21/2021 W1 36'4" SEAT PLATE REQ.SEAT PLATE REQ. 18'8"17'8" 24'4"9'3"2'9" 1'4"12 1'10"12 1'10'8"12(a) (a) (a) A B C D E F G H I J K LM N OPQRS T 6 12 3X3 4X6(R) 4X4 3X4 3X6 3X4 H0308 6X6 5X8 6X8 1.5X4 1.5X3 3X6 3X4 6X8 1.5X3 1.5X3 4X6 3X6(R) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 :SP 2400f-2.0E + SP M-31:; Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 3X6 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 22.83 26.25 BC 79 0.00 6.54 BC 109 3.98 42.21 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL V 488 /- /- /350 /213 /481 W 1515 /- /- /1128 /728 /- X 1483 /- /- /884 /657 /- Wind reactions based on MWFRS V Brg Width = 8.0 Min Req = 1.5 W Brg Width = 8.0 Min Req = 1.5 X Brg Width = 8.0 Min Req = 1.5 Bearings V, W, & X are a rigid surface. Bearings V, W, & X require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 129 -179 B - C 156 -231 C - D 418 -776 D - E 1273 -2157 E - F 1294 -2053 Chords Tens. Comp. F - G 1229 -1700 G - H 1215 -1404 H - I 1228 -1615 I - J 1201 -1689 J - K 1214 -2036 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - V 191 -121 V - T 304 -317 C - U 731 -497 U - S 792 -507 S - R 827 -538 R - Q 1837 -1086 Chords Tens. Comp. Q - P 1837 -1086 P - O 1412 -733 O - N 1746 -977 N - M 1746 -977 M - L 52 -44 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - V 264 -349 C - T 399 -325 U - T 893 -1504 S - D 859 -1266 D - R 1154 -570 R - F 219 -36 F - P 433 -522 Webs Tens. Comp. G - P 428 -188 G - O 269 -274 O - H 414 -244 O - J 375 -450 J - M 289 -164 M - K 1721 -950 K - L 903 -1418 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 4.22 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.083 P 999 360 VERT(CL): 0.170 P 999 240 HORZ(LL): -0.018 B - - HORZ(TL): 0.037 B - - Creep Factor: 2.0 Max TC CSI: 0.417 Max BC CSI: 0.972 Max Web CSI: 0.833 Weight: 260.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss A20 Truss Type HIPS Qty 2 Ply 1 Seal #: 2766 10/21/2021 W1 1'10"8 4'4"36' SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ. 22'10"3'5"15'11"8 6'6"8 35'8" 42'2"8 5"8 2'1'10"1211'10"8(a) (a) (a) (a) A B C D E F G H I J K LMNOPQRS T U V W X 6 12 3X6(B1) 1.5X3 1.5X3 4X6 2X4 3X6(R) 2X4 4X4 4X4 3X4 5X8 3X4 3X8 5X6 3X4 4X6(R) 4X6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 :SP 2400f-2.0E + SP M-31:; Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 3X6 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 22.83 26.25 BC 79 0.00 6.54 BC 109 3.98 42.21 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL V 488 /- /- /350 /213 /481 W 1515 /- /- /1128 /728 /- X 1483 /- /- /884 /657 /- Wind reactions based on MWFRS V Brg Width = 8.0 Min Req = 1.5 W Brg Width = 8.0 Min Req = 1.5 X Brg Width = 8.0 Min Req = 1.5 Bearings V, W, & X are a rigid surface. Bearings V, W, & X require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 129 -179 B - C 156 -231 C - D 418 -776 D - E 1273 -2157 E - F 1294 -2053 Chords Tens. Comp. F - G 1229 -1700 G - H 1215 -1404 H - I 1228 -1615 I - J 1201 -1689 J - K 1214 -2036 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - V 191 -121 V - T 304 -317 C - U 731 -497 U - S 792 -507 S - R 827 -538 R - Q 1837 -1086 Chords Tens. Comp. Q - P 1837 -1086 P - O 1412 -733 O - N 1746 -977 N - M 1746 -977 M - L 52 -44 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - V 264 -349 C - T 399 -325 U - T 893 -1504 S - D 859 -1266 D - R 1154 -570 R - F 219 -36 F - P 433 -522 Webs Tens. Comp. G - P 428 -188 G - O 269 -274 O - H 414 -244 O - J 375 -450 J - M 289 -164 M - K 1721 -950 K - L 903 -1418 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 4.22 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.083 P 999 360 VERT(CL): 0.170 P 999 240 HORZ(LL): -0.018 B - - HORZ(TL): 0.037 B - - Creep Factor: 2.0 Max TC CSI: 0.417 Max BC CSI: 0.972 Max Web CSI: 0.833 Weight: 260.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss A20 Truss Type HIPS Qty 2 Ply 1 Seal #: 2766 10/21/2021 W1 1'10"8 4'4"36' SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ. 22'10"3'5"15'11"8 6'6"8 35'8" 42'2"8 5"8 2'1'10"1211'10"8(a) (a) (a) (a) A B C D E F G H I J K LMNOPQRS T U V W X 6 12 3X6(B1) 1.5X3 1.5X3 4X6 2X4 3X6(R) 2X4 4X4 4X4 3X4 5X8 3X4 3X8 5X6 3X4 4X6(R) 4X6 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x6 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at 0.00 to 62 plf at 6.88 TC: From 31 plf at 6.88 to 31 plf at 20.54 TC: From 62 plf at 20.54 to 62 plf at 27.42 BC: From 20 plf at 0.00 to 20 plf at 6.91 BC: From 10 plf at 6.91 to 10 plf at 20.51 BC: From 20 plf at 20.51 to 20 plf at 27.42 TC: 174 lb Conc. Load at 6.91,20.51 TC: 116 lb Conc. Load at 8.94,18.48 TC: 156 lb Conc. Load at 10.94,12.94,14.48,16.48 BC: 165 lb Conc. Load at 6.91,20.51 BC: 64 lb Conc. Load at 8.94,18.48 BC: 100 lb Conc. Load at 10.94,12.94,14.48,16.48 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 6.88 20.54 BC 73 0.00 27.42 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL K 1879 /- /- /- /1277 /- H 1879 /- /- /- /1277 /- Wind reactions based on MWFRS K Brg Width = 8.0 Min Req = 2.2 H Brg Width = 8.0 Min Req = 2.2 Bearings K & H are a rigid surface. Bearings K & H require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 124 -403 B - C 125 -404 C - D 1920 -3235 Chords Tens. Comp. D - E 1920 -3235 E - F 83 -345 F - G 80 -361 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - J 358 -112 J - I 1711 -1239 Chords Tens. Comp. I - H 1767 -1297 H - G 308 -61 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - J 293 -287 J - C 1530 -1813 C - I 1713 -765 I - E 1649 -699 Webs Tens. Comp. D - I 769 -858 E - H 1645 -1924 H - F 214 -245 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.112 D 999 360 VERT(CL): 0.206 D 999 240 HORZ(LL): -0.028 C - - HORZ(TL): 0.050 C - - Creep Factor: 2.0 Max TC CSI: 0.758 Max BC CSI: 0.958 Max Web CSI: 0.801 Weight: 149.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss B01 Truss Type HIPS Qty 2 Ply 1 Seal #: 2775 10/21/2021 W1 W1 1'10"8 23'8"1'10"8SEAT PLATE REQ.SEAT PLATE REQ. 6'10"8 13'8"6'10"8 27'5" 5"83'10"12(a)(a) A B C D E F G HIJK 6 12 2X4(A1) 1.5X3 5X6 5X10 3X4 8X8 5X10 5X6 1.5X3 2X4(A1) 6'10"14 165# 174# 2'0"6 64# 116# 2' 100# 156# 2' 100# 156# 1'6"8 100# 156# 2' 100# 156# 2' 64# 116# 2'0"6 165# 174# 6'10"14 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x6 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at 0.00 to 62 plf at 6.88 TC: From 31 plf at 6.88 to 31 plf at 20.54 TC: From 62 plf at 20.54 to 62 plf at 27.42 BC: From 20 plf at 0.00 to 20 plf at 6.91 BC: From 10 plf at 6.91 to 10 plf at 20.51 BC: From 20 plf at 20.51 to 20 plf at 27.42 TC: 174 lb Conc. Load at 6.91,20.51 TC: 116 lb Conc. Load at 8.94,18.48 TC: 156 lb Conc. Load at 10.94,12.94,14.48,16.48 BC: 165 lb Conc. Load at 6.91,20.51 BC: 64 lb Conc. Load at 8.94,18.48 BC: 100 lb Conc. Load at 10.94,12.94,14.48,16.48 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 6.88 20.54 BC 73 0.00 27.42 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL K 1879 /- /- /- /1277 /- H 1879 /- /- /- /1277 /- Wind reactions based on MWFRS K Brg Width = 8.0 Min Req = 2.2 H Brg Width = 8.0 Min Req = 2.2 Bearings K & H are a rigid surface. Bearings K & H require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 124 -403 B - C 125 -404 C - D 1920 -3235 Chords Tens. Comp. D - E 1920 -3235 E - F 83 -345 F - G 80 -361 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - J 358 -112 J - I 1711 -1239 Chords Tens. Comp. I - H 1767 -1297 H - G 308 -61 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - J 293 -287 J - C 1530 -1813 C - I 1713 -765 I - E 1649 -699 Webs Tens. Comp. D - I 769 -858 E - H 1645 -1924 H - F 214 -245 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.112 D 999 360 VERT(CL): 0.206 D 999 240 HORZ(LL): -0.028 C - - HORZ(TL): 0.050 C - - Creep Factor: 2.0 Max TC CSI: 0.758 Max BC CSI: 0.958 Max Web CSI: 0.801 Weight: 149.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss B01 Truss Type HIPS Qty 2 Ply 1 Seal #: 2775 10/21/2021 W1 W1 1'10"8 23'8"1'10"8SEAT PLATE REQ.SEAT PLATE REQ. 6'10"8 13'8"6'10"8 27'5" 5"83'10"12(a)(a) A B C D E F G HIJK 6 12 2X4(A1) 1.5X3 5X6 5X10 3X4 8X8 5X10 5X6 1.5X3 2X4(A1) 6'10"14 165# 174# 2'0"6 64# 116# 2' 100# 156# 2' 100# 156# 1'6"8 100# 156# 2' 100# 156# 2' 64# 116# 2'0"6 165# 174# 6'10"14 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 8.88 18.54 BC 75 0.00 27.42 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left and right cantilevers are exposed to wind Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL L 1133 /- /- /742 /704 /168 H 1133 /- /- /742 /704 /- Wind reactions based on MWFRS L Brg Width = 8.0 Min Req = 1.5 H Brg Width = 8.0 Min Req = 1.5 Bearings L & H are a rigid surface. Bearings L & H require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 131 -152 B - C 1156 -1225 C - D 1150 -1016 Chords Tens. Comp. D - E 1150 -1017 E - F 1156 -1225 F - G 128 -152 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - L 138 -97 L - K 210 -229 K - J 1150 -1098 Chords Tens. Comp. J - I 1150 -1098 I - H 210 -185 H - G 138 -94 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. L - B 996 -1041 B - K 871 -750 C - K 258 -51 K - D 414 -200 Webs Tens. Comp. D - I 414 -200 I - E 258 -50 I - F 871 -750 F - H 996 -1041 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.037 D 999 360 VERT(CL): 0.075 D 999 240 HORZ(LL): -0.010 G - - HORZ(TL): 0.022 G - - Creep Factor: 2.0 Max TC CSI: 0.542 Max BC CSI: 0.726 Max Web CSI: 0.664 Weight: 148.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss B02 Truss Type HIPS Qty 2 Ply 1 Seal #: 2517 10/21/2021 W1 W1 1'10"8 23'8"1'10"8SEAT PLATE REQ.SEAT PLATE REQ. 8'10"8 9'8"8'10"8 27'5" 5"84'10"12A B C D E F G HIJKL 6 12 2X4(B1) 4X4 3X6 5X6 3X8 3X4 3X6 3X8 5X6 3X6 4X4 2X4(B1) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 8.88 18.54 BC 75 0.00 27.42 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left and right cantilevers are exposed to wind Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL L 1133 /- /- /742 /704 /168 H 1133 /- /- /742 /704 /- Wind reactions based on MWFRS L Brg Width = 8.0 Min Req = 1.5 H Brg Width = 8.0 Min Req = 1.5 Bearings L & H are a rigid surface. Bearings L & H require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 131 -152 B - C 1156 -1225 C - D 1150 -1016 Chords Tens. Comp. D - E 1150 -1017 E - F 1156 -1225 F - G 128 -152 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - L 138 -97 L - K 210 -229 K - J 1150 -1098 Chords Tens. Comp. J - I 1150 -1098 I - H 210 -185 H - G 138 -94 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. L - B 996 -1041 B - K 871 -750 C - K 258 -51 K - D 414 -200 Webs Tens. Comp. D - I 414 -200 I - E 258 -50 I - F 871 -750 F - H 996 -1041 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.037 D 999 360 VERT(CL): 0.075 D 999 240 HORZ(LL): -0.010 G - - HORZ(TL): 0.022 G - - Creep Factor: 2.0 Max TC CSI: 0.542 Max BC CSI: 0.726 Max Web CSI: 0.664 Weight: 148.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss B02 Truss Type HIPS Qty 2 Ply 1 Seal #: 2517 10/21/2021 W1 W1 1'10"8 23'8"1'10"8SEAT PLATE REQ.SEAT PLATE REQ. 8'10"8 9'8"8'10"8 27'5" 5"84'10"12A B C D E F G HIJKL 6 12 2X4(B1) 4X4 3X6 5X6 3X8 3X4 3X6 3X8 5X6 3X6 4X4 2X4(B1) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 10.88 16.54 BC 120 0.00 27.42 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left and right cantilevers are exposed to wind Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL K 1133 /- /- /744 /409 /206 G 1133 /- /- /744 /409 /- Wind reactions based on MWFRS K Brg Width = 8.0 Min Req = 1.5 G Brg Width = 8.0 Min Req = 1.5 Bearings K & G are a rigid surface. Bearings K & G require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 136 -235 B - C 977 -1186 C - D 1016 -952 Chords Tens. Comp. D - E 979 -1187 E - F 136 -238 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - K 259 -155 K - J 369 -316 J - I 950 -668 Chords Tens. Comp. I - H 950 -668 H - G 371 -261 G - F 262 -155 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. K - B 939 -989 B - J 647 -486 C - J 198 0 C - H 163 -158 Webs Tens. Comp. H - D 215 -61 H - E 645 -489 E - G 940 -986 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.028 H 999 360 VERT(CL): 0.058 H 999 240 HORZ(LL): 0.009 F - - HORZ(TL): 0.019 F - - Creep Factor: 2.0 Max TC CSI: 0.766 Max BC CSI: 0.859 Max Web CSI: 0.726 Weight: 151.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss B03 Truss Type HIPS Qty 2 Ply 1 Seal #: 2520 10/21/2021 W1 W1 1'10"8 23'8"1'10"8SEAT PLATE REQ.SEAT PLATE REQ. 10'10"8 5'8"10'10"8 27'5" 5"85'10"12A B C D E F GHIJK 6 12 2X4(B1) 3X4 3X6 5X8 3X4 3X6 3X8 5X6 3X6 3X4 2X4(B1) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 10.88 16.54 BC 120 0.00 27.42 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left and right cantilevers are exposed to wind Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL K 1133 /- /- /744 /409 /206 G 1133 /- /- /744 /409 /- Wind reactions based on MWFRS K Brg Width = 8.0 Min Req = 1.5 G Brg Width = 8.0 Min Req = 1.5 Bearings K & G are a rigid surface. Bearings K & G require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 136 -235 B - C 977 -1186 C - D 1016 -952 Chords Tens. Comp. D - E 979 -1187 E - F 136 -238 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - K 259 -155 K - J 369 -316 J - I 950 -668 Chords Tens. Comp. I - H 950 -668 H - G 371 -261 G - F 262 -155 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. K - B 939 -989 B - J 647 -486 C - J 198 0 C - H 163 -158 Webs Tens. Comp. H - D 215 -61 H - E 645 -489 E - G 940 -986 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.028 H 999 360 VERT(CL): 0.058 H 999 240 HORZ(LL): 0.009 F - - HORZ(TL): 0.019 F - - Creep Factor: 2.0 Max TC CSI: 0.766 Max BC CSI: 0.859 Max Web CSI: 0.726 Weight: 151.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss B03 Truss Type HIPS Qty 2 Ply 1 Seal #: 2520 10/21/2021 W1 W1 1'10"8 23'8"1'10"8SEAT PLATE REQ.SEAT PLATE REQ. 10'10"8 5'8"10'10"8 27'5" 5"85'10"12A B C D E F GHIJK 6 12 2X4(B1) 3X4 3X6 5X8 3X4 3X6 3X8 5X6 3X6 3X4 2X4(B1) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 12.88 14.54 BC 75 0.00 27.42 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left and right cantilevers are exposed to wind Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL N 1134 /- /- /741 /406 /244 I 1134 /- /- /741 /406 /- Wind reactions based on MWFRS N Brg Width = 8.0 Min Req = 1.5 I Brg Width = 8.0 Min Req = 1.5 Bearings N & I are a rigid surface. Bearings N & I require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 73 -217 B - C 98 -174 C - D 754 -968 D - E 741 -794 Chords Tens. Comp. E - F 754 -968 F - G 98 -174 G - H 73 -217 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - M 193 -59 M - L 910 -547 L - K 794 -325 Chords Tens. Comp. K - J 794 -325 J - I 910 -515 I - H 193 -59 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - M 336 -272 M - C 871 -1108 C - L 281 -184 D - L 241 -97 Webs Tens. Comp. E - J 238 -97 J - F 281 -184 F - I 871 -1107 I - G 336 -272 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.030 L 999 360 VERT(CL): 0.076 L 999 240 HORZ(LL): 0.017 G - - HORZ(TL): 0.035 G - - Creep Factor: 2.0 Max TC CSI: 0.345 Max BC CSI: 0.834 Max Web CSI: 0.320 Weight: 154.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss B04 Truss Type HIPS Qty 2 Ply 1 Seal #: 2685 10/21/2021 W1 W1 1'10"8 23'8"1'10"8SEAT PLATE REQ.SEAT PLATE REQ. 12'10"8 1'8"12'10"8 27'5" 5"86'10"12(a)(a) A B C D E F G H IJKLMN 6 12 2X4(B1) 1.5X3 3X6 3X4 5X6 3X4 4X6 5X6 3X4 3X4 3X6 1.5X3 2X4(B1) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 12.88 14.54 BC 75 0.00 27.42 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left and right cantilevers are exposed to wind Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL N 1134 /- /- /741 /406 /244 I 1134 /- /- /741 /406 /- Wind reactions based on MWFRS N Brg Width = 8.0 Min Req = 1.5 I Brg Width = 8.0 Min Req = 1.5 Bearings N & I are a rigid surface. Bearings N & I require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 73 -217 B - C 98 -174 C - D 754 -968 D - E 741 -794 Chords Tens. Comp. E - F 754 -968 F - G 98 -174 G - H 73 -217 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - M 193 -59 M - L 910 -547 L - K 794 -325 Chords Tens. Comp. K - J 794 -325 J - I 910 -515 I - H 193 -59 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - M 336 -272 M - C 871 -1108 C - L 281 -184 D - L 241 -97 Webs Tens. Comp. E - J 238 -97 J - F 281 -184 F - I 871 -1107 I - G 336 -272 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.030 L 999 360 VERT(CL): 0.076 L 999 240 HORZ(LL): 0.017 G - - HORZ(TL): 0.035 G - - Creep Factor: 2.0 Max TC CSI: 0.345 Max BC CSI: 0.834 Max Web CSI: 0.320 Weight: 154.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss B04 Truss Type HIPS Qty 2 Ply 1 Seal #: 2685 10/21/2021 W1 W1 1'10"8 23'8"1'10"8SEAT PLATE REQ.SEAT PLATE REQ. 12'10"8 1'8"12'10"8 27'5" 5"86'10"12(a)(a) A B C D E F G H IJKLMN 6 12 2X4(B1) 1.5X3 3X6 3X4 5X6 3X4 4X6 5X6 3X4 3X4 3X6 1.5X3 2X4(B1) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 12.75 14.67 BC 75 0.00 27.42 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left and right cantilevers are exposed to wind Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL N 1134 /- /- /742 /407 /241 I 1134 /- /- /742 /407 /- Wind reactions based on MWFRS N Brg Width = 8.0 Min Req = 1.5 I Brg Width = 8.0 Min Req = 1.5 Bearings N & I are a rigid surface. Bearings N & I require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 73 -217 B - C 97 -170 C - D 768 -973 D - E 753 -798 Chords Tens. Comp. E - F 768 -972 F - G 97 -170 G - H 73 -218 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - M 193 -59 M - L 909 -556 L - K 798 -341 Chords Tens. Comp. K - J 798 -341 J - I 909 -524 I - H 193 -59 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - M 333 -269 M - C 883 -1111 C - L 273 -178 D - L 240 -90 Webs Tens. Comp. E - J 238 -90 J - F 273 -178 F - I 884 -1111 I - G 333 -269 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.031 L 999 360 VERT(CL): 0.083 L 999 240 HORZ(LL): -0.018 D - - HORZ(TL): 0.036 D - - Creep Factor: 2.0 Max TC CSI: 0.339 Max BC CSI: 0.823 Max Web CSI: 0.995 Weight: 154.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss B05 Truss Type COMN Qty 2 Ply 1 Seal #: 2688 10/21/2021 W1 W1 1'10"8 23'8"1'10"8SEAT PLATE REQ.SEAT PLATE REQ. 12'9"1'11"12'9" 27'5" 5"86'10"A B C D E F G H IJKLMN 6 12 2X4(B1) 1.5X3 3X6 3X4 5X6 3X4 4X6 5X6 3X4 3X4 3X6 1.5X3 2X4(B1) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 12.75 14.67 BC 75 0.00 27.42 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left and right cantilevers are exposed to wind Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL N 1134 /- /- /742 /407 /241 I 1134 /- /- /742 /407 /- Wind reactions based on MWFRS N Brg Width = 8.0 Min Req = 1.5 I Brg Width = 8.0 Min Req = 1.5 Bearings N & I are a rigid surface. Bearings N & I require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 73 -217 B - C 97 -170 C - D 768 -973 D - E 753 -798 Chords Tens. Comp. E - F 768 -972 F - G 97 -170 G - H 73 -218 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - M 193 -59 M - L 909 -556 L - K 798 -341 Chords Tens. Comp. K - J 798 -341 J - I 909 -524 I - H 193 -59 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - M 333 -269 M - C 883 -1111 C - L 273 -178 D - L 240 -90 Webs Tens. Comp. E - J 238 -90 J - F 273 -178 F - I 884 -1111 I - G 333 -269 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.031 L 999 360 VERT(CL): 0.083 L 999 240 HORZ(LL): -0.018 D - - HORZ(TL): 0.036 D - - Creep Factor: 2.0 Max TC CSI: 0.339 Max BC CSI: 0.823 Max Web CSI: 0.995 Weight: 154.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss B05 Truss Type COMN Qty 2 Ply 1 Seal #: 2688 10/21/2021 W1 W1 1'10"8 23'8"1'10"8SEAT PLATE REQ.SEAT PLATE REQ. 12'9"1'11"12'9" 27'5" 5"86'10"A B C D E F G H IJKLMN 6 12 2X4(B1) 1.5X3 3X6 3X4 5X6 3X4 4X6 5X6 3X4 3X4 3X6 1.5X3 2X4(B1) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 14.67 16.67 BC 75 0.00 27.42 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL O 1134 /- /- /739 /404 /241 J 1134 /- /- /739 /405 /- Wind reactions based on MWFRS O Brg Width = 8.0 Min Req = 1.5 J Brg Width = 8.0 Min Req = 1.5 Bearings O & J are a rigid surface. Bearings O & J require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 91 -252 B - C 109 -198 C - D 775 -997 D - E 806 -894 Chords Tens. Comp. E - F 803 -884 F - G 806 -1062 G - H 139 -194 H - I 111 -234 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - N 235 -74 N - M 885 -564 M - L 911 -478 Chords Tens. Comp. L - K 911 -478 K - J 802 -497 J - I 221 -91 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - N 243 -185 N - C 935 -1164 C - M 225 -108 D - M 491 -354 M - E 372 -304 Webs Tens. Comp. E - K 89 -152 K - F 220 -36 K - G 206 -33 G - J 963 -1180 J - H 193 -143 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.031 E 999 360 VERT(CL): 0.064 E 999 240 HORZ(LL): 0.015 J - - HORZ(TL): 0.031 J - - Creep Factor: 2.0 Max TC CSI: 0.386 Max BC CSI: 0.831 Max Web CSI: 0.688 Weight: 165.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss B06 Truss Type SPEC Qty 1 Ply 1 Seal #: 2538 10/21/2021 W1 W1 1'10"8 23'8"1'10"8SEAT PLATE REQ.SEAT PLATE REQ. 12'8"8 1'11"8 2'10'9" 27'5" 5"8 5'10"6'9"12A B C D E F G H I JKLMNO 6 12 2X4(B1) 1.5X3 3X6 3X4 4X4 3X8 3X6 4X6(SRS)(R) 3X8 5X6 3X4 3X6 1.5X3 2X4(B1) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 14.67 16.67 BC 75 0.00 27.42 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL O 1134 /- /- /739 /404 /241 J 1134 /- /- /739 /405 /- Wind reactions based on MWFRS O Brg Width = 8.0 Min Req = 1.5 J Brg Width = 8.0 Min Req = 1.5 Bearings O & J are a rigid surface. Bearings O & J require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 91 -252 B - C 109 -198 C - D 775 -997 D - E 806 -894 Chords Tens. Comp. E - F 803 -884 F - G 806 -1062 G - H 139 -194 H - I 111 -234 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - N 235 -74 N - M 885 -564 M - L 911 -478 Chords Tens. Comp. L - K 911 -478 K - J 802 -497 J - I 221 -91 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - N 243 -185 N - C 935 -1164 C - M 225 -108 D - M 491 -354 M - E 372 -304 Webs Tens. Comp. E - K 89 -152 K - F 220 -36 K - G 206 -33 G - J 963 -1180 J - H 193 -143 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.031 E 999 360 VERT(CL): 0.064 E 999 240 HORZ(LL): 0.015 J - - HORZ(TL): 0.031 J - - Creep Factor: 2.0 Max TC CSI: 0.386 Max BC CSI: 0.831 Max Web CSI: 0.688 Weight: 165.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss B06 Truss Type SPEC Qty 1 Ply 1 Seal #: 2538 10/21/2021 W1 W1 1'10"8 23'8"1'10"8SEAT PLATE REQ.SEAT PLATE REQ. 12'8"8 1'11"8 2'10'9" 27'5" 5"8 5'10"6'9"12A B C D E F G H I JKLMNO 6 12 2X4(B1) 1.5X3 3X6 3X4 4X4 3X8 3X6 4X6(SRS)(R) 3X8 5X6 3X4 3X6 1.5X3 2X4(B1) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 16.67 18.67 BC 75 0.00 27.42 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL N 1145 /- /- /740 /409 /241 I 1123 /- /- /728 /401 /- Wind reactions based on MWFRS N Brg Width = 8.0 Min Req = 1.5 I Brg Width = 8.0 Min Req = 1.5 Bearings N & I are a rigid surface. Bearings N & I require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 94 -249 B - C 112 -196 C - D 777 -1019 D - E 772 -968 Chords Tens. Comp. E - F 884 -981 F - G 865 -1184 G - H 109 -163 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - M 232 -77 M - L 898 -552 L - K 1070 -616 Chords Tens. Comp. K - J 1070 -616 J - I 223 -153 I - H 146 -87 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - M 244 -186 M - C 976 -1181 C - L 233 -113 D - L 509 -335 L - E 467 -367 Webs Tens. Comp. E - J 181 -248 J - F 248 -22 J - G 823 -500 G - I 819 -1003 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.034 E 999 360 VERT(CL): 0.070 E 999 240 HORZ(LL): 0.013 H - - HORZ(TL): 0.028 H - - Creep Factor: 2.0 Max TC CSI: 0.417 Max BC CSI: 0.844 Max Web CSI: 0.698 Weight: 154.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss B07 Truss Type SPEC Qty 1 Ply 1 Seal #: 2541 10/21/2021 W1 W1 1'10"8 23'8"1'10"8SEAT PLATE REQ.SEAT PLATE REQ. 12'8"8 3'11"8 2'8'9" 27'5" 5"8 4'10"6'9"12A B C D E F G H IJKLMN 6 12 2X4(B1) 1.5X3 3X6 3X4 4X4 3X8 3X6 4X6(SRS)(R) 3X8 5X6 3X6 3X4 2X4(B1) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 16.67 18.67 BC 75 0.00 27.42 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL N 1145 /- /- /740 /409 /241 I 1123 /- /- /728 /401 /- Wind reactions based on MWFRS N Brg Width = 8.0 Min Req = 1.5 I Brg Width = 8.0 Min Req = 1.5 Bearings N & I are a rigid surface. Bearings N & I require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 94 -249 B - C 112 -196 C - D 777 -1019 D - E 772 -968 Chords Tens. Comp. E - F 884 -981 F - G 865 -1184 G - H 109 -163 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - M 232 -77 M - L 898 -552 L - K 1070 -616 Chords Tens. Comp. K - J 1070 -616 J - I 223 -153 I - H 146 -87 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - M 244 -186 M - C 976 -1181 C - L 233 -113 D - L 509 -335 L - E 467 -367 Webs Tens. Comp. E - J 181 -248 J - F 248 -22 J - G 823 -500 G - I 819 -1003 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.034 E 999 360 VERT(CL): 0.070 E 999 240 HORZ(LL): 0.013 H - - HORZ(TL): 0.028 H - - Creep Factor: 2.0 Max TC CSI: 0.417 Max BC CSI: 0.844 Max Web CSI: 0.698 Weight: 154.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss B07 Truss Type SPEC Qty 1 Ply 1 Seal #: 2541 10/21/2021 W1 W1 1'10"8 23'8"1'10"8SEAT PLATE REQ.SEAT PLATE REQ. 12'8"8 3'11"8 2'8'9" 27'5" 5"8 4'10"6'9"12A B C D E F G H IJKLMN 6 12 2X4(B1) 1.5X3 3X6 3X4 4X4 3X8 3X6 4X6(SRS)(R) 3X8 5X6 3X6 3X4 2X4(B1) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 14.67 16.67 BC 75 0.00 27.42 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left and right cantilevers are exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL O 339 /- /- /354 /221 /241 N 1040 /- /- /682 /384 /- J 938 /- /- /662 /329 /- Wind reactions based on MWFRS O Brg Width = 8.0 Min Req = 1.5 N Brg Width = 8.0 Min Req = 1.5 J Brg Width = 8.0 Min Req = 1.5 Bearings O, N, & J are a rigid surface. Bearings O, N, & J require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 176 -99 B - C 183 -66 C - D 505 -558 D - E 536 -471 Chords Tens. Comp. E - F 615 -590 F - G 581 -737 G - H 149 -194 H - I 117 -233 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - O 115 -125 O - N 184 -245 N - M 183 -177 M - L 545 -233 Chords Tens. Comp. L - K 545 -233 K - J 605 -373 J - I 221 -92 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. O - B 202 -270 B - N 143 -74 N - C 729 -910 C - M 551 -295 D - M 198 -172 M - E 392 -365 Webs Tens. Comp. E - K 157 -136 K - F 151 -25 K - G 177 -47 G - J 771 -914 J - H 190 -139 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.015 K 999 360 VERT(CL): 0.031 K 999 240 HORZ(LL): 0.005 J - - HORZ(TL): 0.011 J - - Creep Factor: 2.0 Max TC CSI: 0.365 Max BC CSI: 0.538 Max Web CSI: 0.339 Weight: 169.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss B08 Truss Type COMN Qty 1 Ply 1 Seal #: 2547 10/21/2021 W1 W1 1'10"8 5'18'8"1'10"8SEAT PLATE REQ. SEAT PLATE REQ.SEAT PLATE REQ. 12'8"8 1'11"8 2'10'9" 27'5" 5"8 5'10"6'9"12A B C D E F G H I JKLMNO 6 12 2X4(B1) 1.5X3 3X6 3X4 3X4 4X4 3X8 3X6 4X6(SRS)(R) 3X8 5X6 3X4 3X6 1.5X3 2X4(B1) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 14.67 16.67 BC 75 0.00 27.42 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left and right cantilevers are exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL O 339 /- /- /354 /221 /241 N 1040 /- /- /682 /384 /- J 938 /- /- /662 /329 /- Wind reactions based on MWFRS O Brg Width = 8.0 Min Req = 1.5 N Brg Width = 8.0 Min Req = 1.5 J Brg Width = 8.0 Min Req = 1.5 Bearings O, N, & J are a rigid surface. Bearings O, N, & J require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 176 -99 B - C 183 -66 C - D 505 -558 D - E 536 -471 Chords Tens. Comp. E - F 615 -590 F - G 581 -737 G - H 149 -194 H - I 117 -233 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - O 115 -125 O - N 184 -245 N - M 183 -177 M - L 545 -233 Chords Tens. Comp. L - K 545 -233 K - J 605 -373 J - I 221 -92 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. O - B 202 -270 B - N 143 -74 N - C 729 -910 C - M 551 -295 D - M 198 -172 M - E 392 -365 Webs Tens. Comp. E - K 157 -136 K - F 151 -25 K - G 177 -47 G - J 771 -914 J - H 190 -139 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.015 K 999 360 VERT(CL): 0.031 K 999 240 HORZ(LL): 0.005 J - - HORZ(TL): 0.011 J - - Creep Factor: 2.0 Max TC CSI: 0.365 Max BC CSI: 0.538 Max Web CSI: 0.339 Weight: 169.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss B08 Truss Type COMN Qty 1 Ply 1 Seal #: 2547 10/21/2021 W1 W1 1'10"8 5'18'8"1'10"8SEAT PLATE REQ. SEAT PLATE REQ.SEAT PLATE REQ. 12'8"8 1'11"8 2'10'9" 27'5" 5"8 5'10"6'9"12A B C D E F G H I JKLMNO 6 12 2X4(B1) 1.5X3 3X6 3X4 3X4 4X4 3X8 3X6 4X6(SRS)(R) 3X8 5X6 3X4 3X6 1.5X3 2X4(B1) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 16.67 18.67 BC 75 0.00 27.42 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left and right cantilevers are exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL N 325 /- /- /341 /225 /241 M 1082 /- /- /703 /393 /- I 921 /- /- /647 /323 /- Wind reactions based on MWFRS N Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 1.5 I Brg Width = 8.0 Min Req = 1.5 Bearings N, M, & I are a rigid surface. Bearings N, M, & I require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 175 -99 B - C 221 -95 C - D 510 -562 D - E 500 -521 Chords Tens. Comp. E - F 692 -691 F - G 653 -864 G - H 115 -162 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - N 115 -123 N - M 182 -245 M - L 209 -193 L - K 694 -376 Chords Tens. Comp. K - J 694 -376 J - I 190 -136 I - H 145 -89 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. N - B 192 -253 B - M 166 -109 M - C 718 -946 C - L 594 -319 D - L 197 -120 Webs Tens. Comp. L - E 479 -405 E - J 68 -42 J - F 148 -16 J - G 563 -320 G - I 693 -810 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.017 E 999 360 VERT(CL): 0.036 E 999 240 HORZ(LL): 0.005 D - - HORZ(TL): 0.010 D - - Creep Factor: 2.0 Max TC CSI: 0.411 Max BC CSI: 0.368 Max Web CSI: 0.283 Weight: 158.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss B09 Truss Type COMN Qty 1 Ply 1 Seal #: 2552 10/21/2021 W1 W1 1'10"8 5'18'8"1'10"8SEAT PLATE REQ. SEAT PLATE REQ.SEAT PLATE REQ. 12'8"8 3'11"8 2'8'9" 27'5" 5"8 4'10"6'9"12A B C D E F G H IJKLMN 6 12 2X4(B1) 1.5X3 3X6 3X4 3X4 4X4 3X8 3X6 4X6(SRS)(R) 3X8 5X6 3X6 2X4 2X4(B1) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 16.67 18.67 BC 75 0.00 27.42 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left and right cantilevers are exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL N 325 /- /- /341 /225 /241 M 1082 /- /- /703 /393 /- I 921 /- /- /647 /323 /- Wind reactions based on MWFRS N Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 1.5 I Brg Width = 8.0 Min Req = 1.5 Bearings N, M, & I are a rigid surface. Bearings N, M, & I require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 175 -99 B - C 221 -95 C - D 510 -562 D - E 500 -521 Chords Tens. Comp. E - F 692 -691 F - G 653 -864 G - H 115 -162 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - N 115 -123 N - M 182 -245 M - L 209 -193 L - K 694 -376 Chords Tens. Comp. K - J 694 -376 J - I 190 -136 I - H 145 -89 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. N - B 192 -253 B - M 166 -109 M - C 718 -946 C - L 594 -319 D - L 197 -120 Webs Tens. Comp. L - E 479 -405 E - J 68 -42 J - F 148 -16 J - G 563 -320 G - I 693 -810 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.017 E 999 360 VERT(CL): 0.036 E 999 240 HORZ(LL): 0.005 D - - HORZ(TL): 0.010 D - - Creep Factor: 2.0 Max TC CSI: 0.411 Max BC CSI: 0.368 Max Web CSI: 0.283 Weight: 158.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss B09 Truss Type COMN Qty 1 Ply 1 Seal #: 2552 10/21/2021 W1 W1 1'10"8 5'18'8"1'10"8SEAT PLATE REQ. SEAT PLATE REQ.SEAT PLATE REQ. 12'8"8 3'11"8 2'8'9" 27'5" 5"8 4'10"6'9"12A B C D E F G H IJKLMN 6 12 2X4(B1) 1.5X3 3X6 3X4 3X4 4X4 3X8 3X6 4X6(SRS)(R) 3X8 5X6 3X6 2X4 2X4(B1) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x6 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at 0.00 to 62 plf at 27.42 BC: From 20 plf at 0.00 to 20 plf at 27.42 BC: 968 lb Conc. Load at 20.48 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 18.54 20.54 BC 74 0.00 27.42 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL N 1346 /- /- /- /841 /- I 1890 /- /- /- /1135 /- Wind reactions based on MWFRS N Brg Width = 8.0 Min Req = 1.6 I Brg Width = 8.0 Min Req = 2.2 Bearings N & I are a rigid surface. Bearings N & I require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 33 -150 B - C 68 -193 C - D 860 -1390 D - E 851 -1381 Chords Tens. Comp. E - F 1166 -2016 F - G 1355 -2286 G - H 68 -111 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - M 128 0 M - L 1174 -765 L - K 2142 -1293 Chords Tens. Comp. K - J 2142 -1293 J - I 319 -162 I - H 106 -26 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - M 215 -215 M - C 1123 -1478 C - L 103 -5 D - L 774 -299 L - E 698 -1139 Webs Tens. Comp. E - J 271 -304 J - F 824 -408 J - G 1768 -1022 G - I 1118 -1722 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.055 E 999 360 VERT(CL): 0.112 E 999 240 HORZ(LL): -0.016 C - - HORZ(TL): 0.033 C - - Creep Factor: 2.0 Max TC CSI: 0.448 Max BC CSI: 0.965 Max Web CSI: 0.913 Weight: 165.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss B10 Truss Type SPEC Qty 1 Ply 1 Seal #: 2501 10/21/2021 W1 W1 1'10"8 23'8"1'10"8SEAT PLATE REQ.SEAT PLATE REQ. 12'8"8 5'10"2'6'10"8 27'5" 5"8 3'10"126'9"12(a) A B C D E F G H IJKLMN 6 12 2X4(A1) 1.5X3 4X6 3X4 4X4 3X8 4X6 4X6(SRS)(R) 7X6(R) 5X6 4X6 4X6 2X4(A1) 20'5"12 968# 6'11"4 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x6 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at 0.00 to 62 plf at 27.42 BC: From 20 plf at 0.00 to 20 plf at 27.42 BC: 968 lb Conc. Load at 20.48 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 18.54 20.54 BC 74 0.00 27.42 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL N 1346 /- /- /- /841 /- I 1890 /- /- /- /1135 /- Wind reactions based on MWFRS N Brg Width = 8.0 Min Req = 1.6 I Brg Width = 8.0 Min Req = 2.2 Bearings N & I are a rigid surface. Bearings N & I require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 33 -150 B - C 68 -193 C - D 860 -1390 D - E 851 -1381 Chords Tens. Comp. E - F 1166 -2016 F - G 1355 -2286 G - H 68 -111 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - M 128 0 M - L 1174 -765 L - K 2142 -1293 Chords Tens. Comp. K - J 2142 -1293 J - I 319 -162 I - H 106 -26 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - M 215 -215 M - C 1123 -1478 C - L 103 -5 D - L 774 -299 L - E 698 -1139 Webs Tens. Comp. E - J 271 -304 J - F 824 -408 J - G 1768 -1022 G - I 1118 -1722 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.055 E 999 360 VERT(CL): 0.112 E 999 240 HORZ(LL): -0.016 C - - HORZ(TL): 0.033 C - - Creep Factor: 2.0 Max TC CSI: 0.448 Max BC CSI: 0.965 Max Web CSI: 0.913 Weight: 165.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss B10 Truss Type SPEC Qty 1 Ply 1 Seal #: 2501 10/21/2021 W1 W1 1'10"8 23'8"1'10"8SEAT PLATE REQ.SEAT PLATE REQ. 12'8"8 5'10"2'6'10"8 27'5" 5"8 3'10"126'9"12(a) A B C D E F G H IJKLMN 6 12 2X4(A1) 1.5X3 4X6 3X4 4X4 3X8 4X6 4X6(SRS)(R) 7X6(R) 5X6 4X6 4X6 2X4(A1) 20'5"12 968# 6'11"4 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 20.42 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL I 955 /- /- /650 /326 /254 F 733 /- /- /391 /286 /- Wind reactions based on MWFRS I Brg Width = 8.0 Min Req = 1.5 F Brg Width = - Min Req = - Bearing I is a rigid surface. Bearing I requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 108 -266 B - C 143 -229 Chords Tens. Comp. C - D 541 -737 D - E 510 -729 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - H 261 -98 H - G 640 -564 Chords Tens. Comp. G - F 32 -34 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - H 153 -76 H - C 890 -954 C - G 277 -146 Webs Tens. Comp. D - G 245 0 G - E 569 -296 E - F 523 -674 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.014 G 999 360 VERT(CL): 0.029 G 999 240 HORZ(LL): 0.007 C - - HORZ(TL): 0.014 C - - Creep Factor: 2.0 Max TC CSI: 0.803 Max BC CSI: 0.769 Max Web CSI: 0.450 Weight: 113.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss B11 Truss Type SPEC Qty 2 Ply 1 Seal #: 2605 10/21/2021 W1 1'10"8 18'6"8 SEAT PLATE REQ. 12'8"8 7'8"8 20'5" 5"8 2'11"86'9"12(a) A B C D E FGHI 6 12 2X4(B1) 1.5X3 3X6 3X4 4X4(R1) 5X6 4X4 3X6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 20.42 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL I 955 /- /- /650 /326 /254 F 733 /- /- /391 /286 /- Wind reactions based on MWFRS I Brg Width = 8.0 Min Req = 1.5 F Brg Width = - Min Req = - Bearing I is a rigid surface. Bearing I requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 108 -266 B - C 143 -229 Chords Tens. Comp. C - D 541 -737 D - E 510 -729 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - H 261 -98 H - G 640 -564 Chords Tens. Comp. G - F 32 -34 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - H 153 -76 H - C 890 -954 C - G 277 -146 Webs Tens. Comp. D - G 245 0 G - E 569 -296 E - F 523 -674 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.014 G 999 360 VERT(CL): 0.029 G 999 240 HORZ(LL): 0.007 C - - HORZ(TL): 0.014 C - - Creep Factor: 2.0 Max TC CSI: 0.803 Max BC CSI: 0.769 Max Web CSI: 0.450 Weight: 113.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss B11 Truss Type SPEC Qty 2 Ply 1 Seal #: 2605 10/21/2021 W1 1'10"8 18'6"8 SEAT PLATE REQ. 12'8"8 7'8"8 20'5" 5"8 2'11"86'9"12(a) A B C D E FGHI 6 12 2X4(B1) 1.5X3 3X6 3X4 4X4(R1) 5X6 4X4 3X6 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x6 SP 2400f-2.0E; Webs: 2x4 SP #3; W1,W8 2x6 SP #2; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at 0.00 to 62 plf at 23.54 BC: From 20 plf at 0.00 to 20 plf at 20.48 BC: From 10 plf at 20.48 to 10 plf at 23.54 BC: 1044 lb Conc. Load at 20.48 BC: 129 lb Conc. Load at 22.27 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 117 0.00 23.54 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL K 1239 /- /- /- /771 /- L 1848 /- /- /- /1076 /- Wind reactions based on MWFRS K Brg Width = 8.0 Min Req = 1.5 L Brg Width = 8.0 Min Req = 1.5 Bearings K & L are a rigid surface. Bearings K & L require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 5 -161 B - C 39 -179 C - D 729 -1189 Chords Tens. Comp. D - E 727 -1187 E - F 1237 -2121 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - J 144 0 J - I 1044 -680 Chords Tens. Comp. I - H 1808 -1044 H - G 162 -104 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - J 210 -209 J - C 997 -1270 C - I 119 -62 D - I 609 -196 Webs Tens. Comp. I - E 542 -950 E - H 657 -151 H - F 1720 -971 F - G 862 -1416 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.039 H 999 360 VERT(CL): 0.078 H 999 240 HORZ(LL): 0.011 C - - HORZ(TL): 0.022 C - - Creep Factor: 2.0 Max TC CSI: 0.478 Max BC CSI: 0.988 Max Web CSI: 0.851 Weight: 151.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss B12 Truss Type COMN Qty 1 Ply 1 Seal #: 2504 10/21/2021 W1 W8 1'10"8 21'8" SEAT PLATE REQ.SEAT PLATE REQ. 12'8"8 10'10" 23'6"8 5"8 1'4"126'9"12A B C D E F GHIJKL 6 12 2X4(A1) 1.5X3 4X6 3X4 4X4 7X6 3X4 4X6(R) 4X6 3X10 20'5"12 1044# 1'9"7 129# 1'3"5 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x6 SP 2400f-2.0E; Webs: 2x4 SP #3; W1,W8 2x6 SP #2; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at 0.00 to 62 plf at 23.54 BC: From 20 plf at 0.00 to 20 plf at 20.48 BC: From 10 plf at 20.48 to 10 plf at 23.54 BC: 1044 lb Conc. Load at 20.48 BC: 129 lb Conc. Load at 22.27 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 117 0.00 23.54 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL K 1239 /- /- /- /771 /- L 1848 /- /- /- /1076 /- Wind reactions based on MWFRS K Brg Width = 8.0 Min Req = 1.5 L Brg Width = 8.0 Min Req = 1.5 Bearings K & L are a rigid surface. Bearings K & L require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 5 -161 B - C 39 -179 C - D 729 -1189 Chords Tens. Comp. D - E 727 -1187 E - F 1237 -2121 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - J 144 0 J - I 1044 -680 Chords Tens. Comp. I - H 1808 -1044 H - G 162 -104 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - J 210 -209 J - C 997 -1270 C - I 119 -62 D - I 609 -196 Webs Tens. Comp. I - E 542 -950 E - H 657 -151 H - F 1720 -971 F - G 862 -1416 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.039 H 999 360 VERT(CL): 0.078 H 999 240 HORZ(LL): 0.011 C - - HORZ(TL): 0.022 C - - Creep Factor: 2.0 Max TC CSI: 0.478 Max BC CSI: 0.988 Max Web CSI: 0.851 Weight: 151.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss B12 Truss Type COMN Qty 1 Ply 1 Seal #: 2504 10/21/2021 W1 W8 1'10"8 21'8" SEAT PLATE REQ.SEAT PLATE REQ. 12'8"8 10'10" 23'6"8 5"8 1'4"126'9"12A B C D E F GHIJKL 6 12 2X4(A1) 1.5X3 4X6 3X4 4X4 7X6 3X4 4X6(R) 4X6 3X10 20'5"12 1044# 1'9"7 129# 1'3"5 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x6 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at 0.00 to 62 plf at 27.42 BC: From 20 plf at 0.00 to 20 plf at 27.42 BC: 826 lb Conc. Load at 20.48 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 18.54 20.54 BC 75 0.00 27.42 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Left and right cantilevers are exposed to wind Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL N 204 /-49 /- /- /123 /- M 1443 /- /- /- /869 /- I 1506 /- /- /- /926 /- Wind reactions based on MWFRS N Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 1.7 I Brg Width = 8.0 Min Req = 1.8 Bearings N, M, & I are a rigid surface. Bearings N, M, & I require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 184 -130 B - C 396 -241 C - D 486 -730 D - E 483 -727 Chords Tens. Comp. E - F 881 -1506 F - G 1042 -1726 G - H 94 -78 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - N 75 -133 N - M 53 -128 M - L 95 -213 L - K 1502 -933 Chords Tens. Comp. K - J 1502 -933 J - I 243 -125 I - H 77 -50 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. N - B 166 -141 B - M 102 -246 M - C 882 -1264 C - L 933 -538 D - L 233 0 Webs Tens. Comp. L - E 665 -1074 E - J 173 -105 J - F 578 -271 J - G 1328 -771 G - I 914 -1365 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.034 E 999 360 VERT(CL): 0.069 E 999 240 HORZ(LL): -0.009 D - - HORZ(TL): 0.019 D - - Creep Factor: 2.0 Max TC CSI: 0.434 Max BC CSI: 0.540 Max Web CSI: 0.957 Weight: 169.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss B13 Truss Type COMN Qty 1 Ply 1 Seal #: 2666 10/21/2021 W1 W1 1'10"8 5'18'8"1'10"8SEAT PLATE REQ. SEAT PLATE REQ.SEAT PLATE REQ. 12'8"8 5'10"2'6'10"8 27'5" 5"8 3'10"126'9"12A B C D E F G H IJKLMN 6 12 2X4(A1) 1.5X3 3X6 4X6 4X4 4X4 3X8 4X6 4X6(SRS)(R) 5X8 5X6 3X6 4X6 2X4(A1) 20'5"12 826# 6'11"4 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x6 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at 0.00 to 62 plf at 27.42 BC: From 20 plf at 0.00 to 20 plf at 27.42 BC: 826 lb Conc. Load at 20.48 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 18.54 20.54 BC 75 0.00 27.42 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Left and right cantilevers are exposed to wind Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL N 204 /-49 /- /- /123 /- M 1443 /- /- /- /869 /- I 1506 /- /- /- /926 /- Wind reactions based on MWFRS N Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 1.7 I Brg Width = 8.0 Min Req = 1.8 Bearings N, M, & I are a rigid surface. Bearings N, M, & I require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 184 -130 B - C 396 -241 C - D 486 -730 D - E 483 -727 Chords Tens. Comp. E - F 881 -1506 F - G 1042 -1726 G - H 94 -78 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - N 75 -133 N - M 53 -128 M - L 95 -213 L - K 1502 -933 Chords Tens. Comp. K - J 1502 -933 J - I 243 -125 I - H 77 -50 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. N - B 166 -141 B - M 102 -246 M - C 882 -1264 C - L 933 -538 D - L 233 0 Webs Tens. Comp. L - E 665 -1074 E - J 173 -105 J - F 578 -271 J - G 1328 -771 G - I 914 -1365 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.034 E 999 360 VERT(CL): 0.069 E 999 240 HORZ(LL): -0.009 D - - HORZ(TL): 0.019 D - - Creep Factor: 2.0 Max TC CSI: 0.434 Max BC CSI: 0.540 Max Web CSI: 0.957 Weight: 169.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss B13 Truss Type COMN Qty 1 Ply 1 Seal #: 2666 10/21/2021 W1 W1 1'10"8 5'18'8"1'10"8SEAT PLATE REQ. SEAT PLATE REQ.SEAT PLATE REQ. 12'8"8 5'10"2'6'10"8 27'5" 5"8 3'10"126'9"12A B C D E F G H IJKLMN 6 12 2X4(A1) 1.5X3 3X6 4X6 4X4 4X4 3X8 4X6 4X6(SRS)(R) 5X8 5X6 3X6 4X6 2X4(A1) 20'5"12 826# 6'11"4 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 20.42 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL I 397 /- /- /372 /216 /254 H 735 /- /- /552 /278 /- F 562 /- /- /323 /215 /- Wind reactions based on MWFRS I Brg Width = 8.0 Min Req = 1.5 H Brg Width = 8.0 Min Req = 1.5 F Brg Width = - Min Req = - Bearings I & H are a rigid surface. Bearings I & H require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 166 -93 B - C 109 -96 Chords Tens. Comp. C - D 403 -457 D - E 350 -485 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - I 111 -115 I - H 122 -235 Chords Tens. Comp. H - G 110 -113 G - F 36 -36 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. I - B 278 -319 B - H 138 -38 H - C 535 -648 C - G 349 -136 Webs Tens. Comp. D - G 207 -136 G - E 330 -138 E - F 409 -495 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.007 D 999 360 VERT(CL): 0.014 D 999 240 HORZ(LL): -0.002 C - - HORZ(TL): 0.003 C - - Creep Factor: 2.0 Max TC CSI: 0.819 Max BC CSI: 0.467 Max Web CSI: 0.441 Weight: 119.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss B14 Truss Type COMN Qty 2 Ply 1 Seal #: 2610 10/21/2021 W1 1'10"8 5'13'6"8 SEAT PLATE REQ. SEAT PLATE REQ. 12'8"8 7'8"8 20'5" 5"8 2'11"86'9"12A B C D E FGHI 6 12 2X4(B1) 1.5X3 3X6 3X4 3X4 4X4(R1) 5X6 4X4 3X6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 20.42 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL I 397 /- /- /372 /216 /254 H 735 /- /- /552 /278 /- F 562 /- /- /323 /215 /- Wind reactions based on MWFRS I Brg Width = 8.0 Min Req = 1.5 H Brg Width = 8.0 Min Req = 1.5 F Brg Width = - Min Req = - Bearings I & H are a rigid surface. Bearings I & H require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 166 -93 B - C 109 -96 Chords Tens. Comp. C - D 403 -457 D - E 350 -485 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - I 111 -115 I - H 122 -235 Chords Tens. Comp. H - G 110 -113 G - F 36 -36 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. I - B 278 -319 B - H 138 -38 H - C 535 -648 C - G 349 -136 Webs Tens. Comp. D - G 207 -136 G - E 330 -138 E - F 409 -495 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.007 D 999 360 VERT(CL): 0.014 D 999 240 HORZ(LL): -0.002 C - - HORZ(TL): 0.003 C - - Creep Factor: 2.0 Max TC CSI: 0.819 Max BC CSI: 0.467 Max Web CSI: 0.441 Weight: 119.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss B14 Truss Type COMN Qty 2 Ply 1 Seal #: 2610 10/21/2021 W1 1'10"8 5'13'6"8 SEAT PLATE REQ. SEAT PLATE REQ. 12'8"8 7'8"8 20'5" 5"8 2'11"86'9"12A B C D E FGHI 6 12 2X4(B1) 1.5X3 3X6 3X4 3X4 4X4(R1) 5X6 4X4 3X6 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x6 SP #2; B2 2x6 SP 2400f-2.0E; Webs: 2x4 SP #3; W1,W7 2x6 SP #2; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at 0.00 to 62 plf at 23.54 BC: From 20 plf at 0.00 to 20 plf at 20.48 BC: From 10 plf at 20.48 to 10 plf at 23.54 BC: 843 lb Conc. Load at 20.48 BC: 129 lb Conc. Load at 22.27 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 23.54 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL K 270 /- /- /- /182 /- J 1228 /- /- /- /722 /- L 1428 /- /- /- /860 /- Wind reactions based on MWFRS K Brg Width = 8.0 Min Req = 1.5 J Brg Width = 8.0 Min Req = 1.5 L Brg Width = 8.0 Min Req = 1.5 Bearings K, J, & L are a rigid surface. Bearings K, J, & L require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 185 -127 B - C 261 -154 C - D 437 -652 Chords Tens. Comp. D - E 438 -652 E - F 926 -1544 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - K 72 -134 K - J 43 -119 J - I 24 -119 Chords Tens. Comp. I - H 1292 -764 H - G 149 -102 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. K - B 222 -210 B - J 30 -133 J - C 753 -1056 C - I 722 -402 D - I 184 0 Webs Tens. Comp. I - E 524 -918 E - H 601 -137 H - F 1202 -685 F - G 663 -1044 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.026 H 999 360 VERT(CL): 0.052 H 999 240 HORZ(LL): 0.006 D - - HORZ(TL): 0.012 D - - Creep Factor: 2.0 Max TC CSI: 0.432 Max BC CSI: 0.387 Max Web CSI: 0.797 Weight: 155.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss B15 Truss Type SPEC Qty 1 Ply 1 Seal #: 2698 10/21/2021 B2 W1 W7 1'10"8 5'16'8" SEAT PLATE REQ. SEAT PLATE REQ.SEAT PLATE REQ. 12'8"8 10'10" 23'6"8 5"8 1'4"126'9"12A B C D E F GHIJKL 6 12 2X4(A1) 1.5X3 3X6 4X4 3X4 4X4 7X6 3X4 4X4 4X4(R) 3X10 20'5"12 843# 1'9"7 129# 1'3"5 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x6 SP #2; B2 2x6 SP 2400f-2.0E; Webs: 2x4 SP #3; W1,W7 2x6 SP #2; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at 0.00 to 62 plf at 23.54 BC: From 20 plf at 0.00 to 20 plf at 20.48 BC: From 10 plf at 20.48 to 10 plf at 23.54 BC: 843 lb Conc. Load at 20.48 BC: 129 lb Conc. Load at 22.27 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 23.54 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL K 270 /- /- /- /182 /- J 1228 /- /- /- /722 /- L 1428 /- /- /- /860 /- Wind reactions based on MWFRS K Brg Width = 8.0 Min Req = 1.5 J Brg Width = 8.0 Min Req = 1.5 L Brg Width = 8.0 Min Req = 1.5 Bearings K, J, & L are a rigid surface. Bearings K, J, & L require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 185 -127 B - C 261 -154 C - D 437 -652 Chords Tens. Comp. D - E 438 -652 E - F 926 -1544 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - K 72 -134 K - J 43 -119 J - I 24 -119 Chords Tens. Comp. I - H 1292 -764 H - G 149 -102 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. K - B 222 -210 B - J 30 -133 J - C 753 -1056 C - I 722 -402 D - I 184 0 Webs Tens. Comp. I - E 524 -918 E - H 601 -137 H - F 1202 -685 F - G 663 -1044 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.026 H 999 360 VERT(CL): 0.052 H 999 240 HORZ(LL): 0.006 D - - HORZ(TL): 0.012 D - - Creep Factor: 2.0 Max TC CSI: 0.432 Max BC CSI: 0.387 Max Web CSI: 0.797 Weight: 155.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss B15 Truss Type SPEC Qty 1 Ply 1 Seal #: 2698 10/21/2021 B2 W1 W7 1'10"8 5'16'8" SEAT PLATE REQ. SEAT PLATE REQ.SEAT PLATE REQ. 12'8"8 10'10" 23'6"8 5"8 1'4"126'9"12A B C D E F GHIJKL 6 12 2X4(A1) 1.5X3 3X6 4X4 3X4 4X4 7X6 3X4 4X4 4X4(R) 3X10 20'5"12 843# 1'9"7 129# 1'3"5 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 25.42 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL M 1052 /- /- /689 /283 /241 H 1052 /- /- /689 /283 /- Wind reactions based on MWFRS M Brg Width = 8.0 Min Req = 1.5 H Brg Width = 8.0 Min Req = 1.5 Bearings M & H are a rigid surface. Bearings M & H require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 193 -216 B - C 243 -191 C - D 632 -963 Chords Tens. Comp. D - E 632 -963 E - F 243 -191 F - G 193 -216 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - L 222 -171 L - K 715 -453 K - J 677 -263 Chords Tens. Comp. J - I 677 -263 I - H 715 -424 H - G 222 -170 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - L 74 -70 L - C 871 -1236 C - K 296 -75 K - D 260 -70 Webs Tens. Comp. D - I 260 -71 I - E 296 -75 E - H 871 -1236 H - F 74 -70 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.020 D 999 360 VERT(CL): 0.041 K 999 240 HORZ(LL): 0.011 H - - HORZ(TL): 0.023 H - - Creep Factor: 2.0 Max TC CSI: 0.683 Max BC CSI: 0.642 Max Web CSI: 0.345 Weight: 140.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss C01 Truss Type COMN Qty 1 Ply 1 Seal #: 2722 10/21/2021 W1 W1 1'10"8 21'8"1'10"8 SEAT PLATE REQ.SEAT PLATE REQ. 12'8"8 12'8"8 25'5" 5"86'9"12A B C D E F G HIJKLM 6 12 2X4(B1) 1.5X3 3X6 3X4 3X4 4X6 4X6(R) 3X4 3X4 3X6 1.5X3 2X4(B1) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 25.42 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL M 1052 /- /- /689 /283 /241 H 1052 /- /- /689 /283 /- Wind reactions based on MWFRS M Brg Width = 8.0 Min Req = 1.5 H Brg Width = 8.0 Min Req = 1.5 Bearings M & H are a rigid surface. Bearings M & H require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 193 -216 B - C 243 -191 C - D 632 -963 Chords Tens. Comp. D - E 632 -963 E - F 243 -191 F - G 193 -216 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - L 222 -171 L - K 715 -453 K - J 677 -263 Chords Tens. Comp. J - I 677 -263 I - H 715 -424 H - G 222 -170 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - L 74 -70 L - C 871 -1236 C - K 296 -75 K - D 260 -70 Webs Tens. Comp. D - I 260 -71 I - E 296 -75 E - H 871 -1236 H - F 74 -70 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.020 D 999 360 VERT(CL): 0.041 K 999 240 HORZ(LL): 0.011 H - - HORZ(TL): 0.023 H - - Creep Factor: 2.0 Max TC CSI: 0.683 Max BC CSI: 0.642 Max Web CSI: 0.345 Weight: 140.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss C01 Truss Type COMN Qty 1 Ply 1 Seal #: 2722 10/21/2021 W1 W1 1'10"8 21'8"1'10"8 SEAT PLATE REQ.SEAT PLATE REQ. 12'8"8 12'8"8 25'5" 5"86'9"12A B C D E F G HIJKLM 6 12 2X4(B1) 1.5X3 3X6 3X4 3X4 4X6 4X6(R) 3X4 3X4 3X6 1.5X3 2X4(B1) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1,W6 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 23.54 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Truss supports 200# mech unit; unit centered at 12-8-8; supported by TC; unit width 2-0-0; supported by 1 trusses. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL L 1081 /- /- /701 /290 /246 M 863 /- /- /493 /252 /- Wind reactions based on MWFRS L Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 1.5 Bearings L & M are a rigid surface. Bearings L & M require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 193 -216 B - C 241 -191 C - D 696 -1016 Chords Tens. Comp. D - E 744 -1086 E - F 61 -50 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - K 223 -170 K - J 746 -553 J - I 733 -376 Chords Tens. Comp. I - H 733 -376 H - G 928 -633 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - K 79 -71 K - C 925 -1273 C - J 306 -74 J - D 247 -107 Webs Tens. Comp. D - H 351 -96 H - E 290 -135 E - G 871 -1217 F - G 32 -48 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.025 H 999 360 VERT(CL): 0.051 H 999 240 HORZ(LL): 0.013 G - - HORZ(TL): 0.027 G - - Creep Factor: 2.0 Max TC CSI: 0.689 Max BC CSI: 0.653 Max Web CSI: 0.356 Weight: 134.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss C02 Truss Type COMN Qty 3 Ply 1 Seal #: 2751 10/21/2021 W1 W6 1'10"8 21'8" SEAT PLATE REQ.SEAT PLATE REQ. 12'8"8 10'10" 23'6"8 5"8 1'4"126'9"12A B C D E F GHIJKL M 6 12 2X4(B1) 1.5X3 3X6 3X4 3X4 4X6 4X6(R) 3X4 3X4 1.5X3 3X6(R) 11'8"8 200# 2' 200# 9'10" **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1,W6 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 23.54 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Truss supports 200# mech unit; unit centered at 12-8-8; supported by TC; unit width 2-0-0; supported by 1 trusses. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL L 1081 /- /- /701 /290 /246 M 863 /- /- /493 /252 /- Wind reactions based on MWFRS L Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 1.5 Bearings L & M are a rigid surface. Bearings L & M require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 193 -216 B - C 241 -191 C - D 696 -1016 Chords Tens. Comp. D - E 744 -1086 E - F 61 -50 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - K 223 -170 K - J 746 -553 J - I 733 -376 Chords Tens. Comp. I - H 733 -376 H - G 928 -633 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - K 79 -71 K - C 925 -1273 C - J 306 -74 J - D 247 -107 Webs Tens. Comp. D - H 351 -96 H - E 290 -135 E - G 871 -1217 F - G 32 -48 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.025 H 999 360 VERT(CL): 0.051 H 999 240 HORZ(LL): 0.013 G - - HORZ(TL): 0.027 G - - Creep Factor: 2.0 Max TC CSI: 0.689 Max BC CSI: 0.653 Max Web CSI: 0.356 Weight: 134.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss C02 Truss Type COMN Qty 3 Ply 1 Seal #: 2751 10/21/2021 W1 W6 1'10"8 21'8" SEAT PLATE REQ.SEAT PLATE REQ. 12'8"8 10'10" 23'6"8 5"8 1'4"126'9"12A B C D E F GHIJKL M 6 12 2X4(B1) 1.5X3 3X6 3X4 3X4 4X6 4X6(R) 3X4 3X4 1.5X3 3X6(R) 11'8"8 200# 2' 200# 9'10" Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; W1,W6 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 24.17 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL L 1107 /- /- /711 /299 /244 G 889 /- /- /515 /259 /- Wind reactions based on MWFRS L Brg Width = 8.0 Min Req = 1.5 G Brg Width = 3.5 Min Req = 1.5 Bearings L & G are a rigid surface. Bearing L requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 191 -215 B - C 239 -191 C - D 712 -1054 Chords Tens. Comp. D - E 797 -1185 E - F 45 -103 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - K 222 -169 K - J 769 -541 J - I 773 -377 Chords Tens. Comp. I - H 773 -377 H - G 1111 -727 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - K 75 -70 K - C 935 -1304 C - J 311 -73 J - D 236 -77 Webs Tens. Comp. D - H 418 -145 H - E 368 -199 E - G 905 -1302 F - G 58 -65 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.030 H 999 360 VERT(CL): 0.060 H 999 240 HORZ(LL): 0.013 F - - HORZ(TL): 0.027 F - - Creep Factor: 2.0 Max TC CSI: 0.693 Max BC CSI: 0.374 Max Web CSI: 0.454 Weight: 132.3 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss C03 Truss Type EJAC Qty 3 Ply 1 Seal #: 2725 10/21/2021 W1 W6 1'10"8 22'3"8 SEAT PLATE REQ. 12'8"8 11'5"8 24'2" 5"8 1'1"6'9"12A B C D E F GHIJKL 6 12 2X4(B1) 1.5X3 3X6 3X4 3X4 4X6(R) 4X6 3X4 3X4 1.5X3 3X6(R) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; W1,W6 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 24.17 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL L 1107 /- /- /711 /299 /244 G 889 /- /- /515 /259 /- Wind reactions based on MWFRS L Brg Width = 8.0 Min Req = 1.5 G Brg Width = 3.5 Min Req = 1.5 Bearings L & G are a rigid surface. Bearing L requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 191 -215 B - C 239 -191 C - D 712 -1054 Chords Tens. Comp. D - E 797 -1185 E - F 45 -103 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - K 222 -169 K - J 769 -541 J - I 773 -377 Chords Tens. Comp. I - H 773 -377 H - G 1111 -727 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - K 75 -70 K - C 935 -1304 C - J 311 -73 J - D 236 -77 Webs Tens. Comp. D - H 418 -145 H - E 368 -199 E - G 905 -1302 F - G 58 -65 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.030 H 999 360 VERT(CL): 0.060 H 999 240 HORZ(LL): 0.013 F - - HORZ(TL): 0.027 F - - Creep Factor: 2.0 Max TC CSI: 0.693 Max BC CSI: 0.374 Max Web CSI: 0.454 Weight: 132.3 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss C03 Truss Type EJAC Qty 3 Ply 1 Seal #: 2725 10/21/2021 W1 W6 1'10"8 22'3"8 SEAT PLATE REQ. 12'8"8 11'5"8 24'2" 5"8 1'1"6'9"12A B C D E F GHIJKL 6 12 2X4(B1) 1.5X3 3X6 3X4 3X4 4X6(R) 4X6 3X4 3X4 1.5X3 3X6(R) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 13.21 24.17 BC 75 0.00 24.17 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL K 1095 /- /- /787 /314 /298 G 904 /- /- /515 /551 /- Wind reactions based on MWFRS K Brg Width = 8.0 Min Req = 1.5 G Brg Width = 3.5 Min Req = 1.5 Bearings K & G are a rigid surface. Bearing K requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 99 -162 B - C 876 -1154 C - D 1107 -1110 Chords Tens. Comp. D - E 725 -601 E - F 725 -601 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - K 182 -101 K - J 291 -679 J - I 726 -869 Chords Tens. Comp. I - H 726 -869 H - G 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. K - B 858 -975 B - J 720 -401 C - J 497 -396 J - D 499 -385 Webs Tens. Comp. D - H 233 -203 E - H 770 -409 H - F 940 -1134 F - G 1131 -860 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.030 C 999 360 VERT(CL): 0.063 C 999 240 HORZ(LL): -0.011 C - - HORZ(TL): 0.018 C - - Creep Factor: 2.0 Max TC CSI: 0.607 Max BC CSI: 0.584 Max Web CSI: 0.792 Weight: 158.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss C04 Truss Type EJAC Qty 1 Ply 1 Seal #: 2770 10/21/2021 W1 1'10"8 22'3"8 SEAT PLATE REQ. 13'2"8 10'11"8 24'2" 5"8 7'0"12(a)(a) A B C D E F GHIJK 6 12 2X4(B1) 3X4 3X6 1.5X3 3X8 5X6 3X6 1.5X4 3X10 3X4(R) 3X6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 13.21 24.17 BC 75 0.00 24.17 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL K 1095 /- /- /787 /314 /298 G 904 /- /- /515 /551 /- Wind reactions based on MWFRS K Brg Width = 8.0 Min Req = 1.5 G Brg Width = 3.5 Min Req = 1.5 Bearings K & G are a rigid surface. Bearing K requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 99 -162 B - C 876 -1154 C - D 1107 -1110 Chords Tens. Comp. D - E 725 -601 E - F 725 -601 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - K 182 -101 K - J 291 -679 J - I 726 -869 Chords Tens. Comp. I - H 726 -869 H - G 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. K - B 858 -975 B - J 720 -401 C - J 497 -396 J - D 499 -385 Webs Tens. Comp. D - H 233 -203 E - H 770 -409 H - F 940 -1134 F - G 1131 -860 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.030 C 999 360 VERT(CL): 0.063 C 999 240 HORZ(LL): -0.011 C - - HORZ(TL): 0.018 C - - Creep Factor: 2.0 Max TC CSI: 0.607 Max BC CSI: 0.584 Max Web CSI: 0.792 Weight: 158.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss C04 Truss Type EJAC Qty 1 Ply 1 Seal #: 2770 10/21/2021 W1 1'10"8 22'3"8 SEAT PLATE REQ. 13'2"8 10'11"8 24'2" 5"8 7'0"12(a)(a) A B C D E F GHIJK 6 12 2X4(B1) 3X4 3X6 1.5X3 3X8 5X6 3X6 1.5X4 3X10 3X4(R) 3X6 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 15.21 24.17 BC 75 0.00 24.17 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL L 1095 /- /- /797 /271 /344 H 926 /- /- /540 /530 /- Wind reactions based on MWFRS L Brg Width = 8.0 Min Req = 1.5 H Brg Width = 3.5 Min Req = 1.5 Bearings L & H are a rigid surface. Bearing L requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 102 -152 B - C 705 -1160 C - D 935 -1133 Chords Tens. Comp. D - E 957 -1118 E - F 497 -470 F - G 496 -470 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - L 173 -97 L - K 282 -705 K - J 609 -663 Chords Tens. Comp. J - I 609 -663 I - H 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. L - B 778 -981 B - K 757 -296 C - K 520 -434 K - E 601 -465 Webs Tens. Comp. E - I 343 -319 F - I 618 -322 I - G 920 -970 G - H 1049 -888 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.033 C 999 360 VERT(CL): 0.068 C 999 240 HORZ(LL): -0.013 C - - HORZ(TL): 0.021 C - - Creep Factor: 2.0 Max TC CSI: 0.595 Max BC CSI: 0.719 Max Web CSI: 0.756 Weight: 163.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss C05 Truss Type EJAC Qty 1 Ply 1 Seal #: 2775 10/21/2021 W1 1'10"8 22'3"8 SEAT PLATE REQ. 15'2"8 8'11"8 24'2" 5"8 8'0"12(a)(a) (a) A B CD E F G HIJKL 6 12 2X4(B1) 3X4 3X6 1.5X3 3X8 3X6 3X6 5X6 1.5X3 4X8 3X4(R) 3X6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 15.21 24.17 BC 75 0.00 24.17 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL L 1095 /- /- /797 /271 /344 H 926 /- /- /540 /530 /- Wind reactions based on MWFRS L Brg Width = 8.0 Min Req = 1.5 H Brg Width = 3.5 Min Req = 1.5 Bearings L & H are a rigid surface. Bearing L requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 102 -152 B - C 705 -1160 C - D 935 -1133 Chords Tens. Comp. D - E 957 -1118 E - F 497 -470 F - G 496 -470 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - L 173 -97 L - K 282 -705 K - J 609 -663 Chords Tens. Comp. J - I 609 -663 I - H 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. L - B 778 -981 B - K 757 -296 C - K 520 -434 K - E 601 -465 Webs Tens. Comp. E - I 343 -319 F - I 618 -322 I - G 920 -970 G - H 1049 -888 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.033 C 999 360 VERT(CL): 0.068 C 999 240 HORZ(LL): -0.013 C - - HORZ(TL): 0.021 C - - Creep Factor: 2.0 Max TC CSI: 0.595 Max BC CSI: 0.719 Max Web CSI: 0.756 Weight: 163.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss C05 Truss Type EJAC Qty 1 Ply 1 Seal #: 2775 10/21/2021 W1 1'10"8 22'3"8 SEAT PLATE REQ. 15'2"8 8'11"8 24'2" 5"8 8'0"12(a)(a) (a) A B CD E F G HIJKL 6 12 2X4(B1) 3X4 3X6 1.5X3 3X8 3X6 3X6 5X6 1.5X3 4X8 3X4(R) 3X6 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 17.21 24.17 BC 101 0.00 24.17 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL J 1093 /- /- /804 /231 /389 F 898 /- /- /569 /506 /- Wind reactions based on MWFRS J Brg Width = 8.0 Min Req = 1.5 F Brg Width = 3.5 Min Req = 1.5 Bearings J & F are a rigid surface. Bearing J requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 108 -197 B - C 581 -1136 Chords Tens. Comp. C - D 473 -673 D - E 518 -514 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - J 218 -121 J - I 324 -791 I - H 910 -872 Chords Tens. Comp. H - G 910 -872 G - F 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. J - B 724 -959 B - I 649 -155 I - C 220 0 C - G 448 -509 Webs Tens. Comp. D - G 481 -191 G - E 837 -844 E - F 1016 -843 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.026 C 999 360 VERT(CL): 0.054 I 999 240 HORZ(LL): -0.011 C - - HORZ(TL): 0.016 C - - Creep Factor: 2.0 Max TC CSI: 0.548 Max BC CSI: 0.979 Max Web CSI: 0.999 Weight: 159.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss C06 Truss Type EJAC Qty 1 Ply 1 Seal #: 2781 10/21/2021 W1 1'10"8 22'3"8 SEAT PLATE REQ. 17'2"8 6'11"8 24'2" 5"8 9'0"12(a) (a) (a) (a) A B C D E FGHIJ 6 12 2X4(B1) 3X4 3X6 3X4 5X6 3X6 5X6 3X8 3X6(R) 3X6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 17.21 24.17 BC 101 0.00 24.17 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL J 1093 /- /- /804 /231 /389 F 898 /- /- /569 /506 /- Wind reactions based on MWFRS J Brg Width = 8.0 Min Req = 1.5 F Brg Width = 3.5 Min Req = 1.5 Bearings J & F are a rigid surface. Bearing J requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 108 -197 B - C 581 -1136 Chords Tens. Comp. C - D 473 -673 D - E 518 -514 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - J 218 -121 J - I 324 -791 I - H 910 -872 Chords Tens. Comp. H - G 910 -872 G - F 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. J - B 724 -959 B - I 649 -155 I - C 220 0 C - G 448 -509 Webs Tens. Comp. D - G 481 -191 G - E 837 -844 E - F 1016 -843 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.026 C 999 360 VERT(CL): 0.054 I 999 240 HORZ(LL): -0.011 C - - HORZ(TL): 0.016 C - - Creep Factor: 2.0 Max TC CSI: 0.548 Max BC CSI: 0.979 Max Web CSI: 0.999 Weight: 159.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss C06 Truss Type EJAC Qty 1 Ply 1 Seal #: 2781 10/21/2021 W1 1'10"8 22'3"8 SEAT PLATE REQ. 17'2"8 6'11"8 24'2" 5"8 9'0"12(a) (a) (a) (a) A B C D E FGHIJ 6 12 2X4(B1) 3X4 3X6 3X4 5X6 3X6 5X6 3X8 3X6(R) 3X6 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 19.21 24.17 BC 75 0.00 24.17 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL M 1107 /- /- /815 /201 /435 H 912 /- /- /594 /477 /- Wind reactions based on MWFRS M Brg Width = 8.0 Min Req = 1.5 H Brg Width = 3.5 Min Req = 1.5 Bearings M & H are a rigid surface. Bearing M requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 108 -183 B - C 149 -134 C - D 508 -999 Chords Tens. Comp. D - E 522 -923 E - F 291 -489 F - G 343 -367 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - L 164 -86 L - K 900 -929 K - J 710 -675 Chords Tens. Comp. J - I 710 -675 I - H 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - L 350 -292 L - C 506 -1130 C - K 324 -135 K - E 363 -189 Webs Tens. Comp. E - I 509 -538 F - I 402 -175 I - G 830 -776 G - H 940 -860 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.030 K 999 360 VERT(CL): 0.061 K 999 240 HORZ(LL): 0.012 C - - HORZ(TL): 0.025 C - - Creep Factor: 2.0 Max TC CSI: 0.483 Max BC CSI: 0.646 Max Web CSI: 0.889 Weight: 165.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss C07 Truss Type EJAC Qty 1 Ply 1 Seal #: 2784 10/21/2021 W1 1'10"8 22'3"8 SEAT PLATE REQ. 19'2"8 4'11"8 24'2" 5"8 10'0"12(a) (a) (a) (a) (a) A B C D E F G HIJKLM 6 12 2X4(B1) 1.5X3 3X6 3X4 3X6 3X4 3X4 3X6 5X6 4X8 3X4(R) 3X6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 19.21 24.17 BC 75 0.00 24.17 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL M 1107 /- /- /815 /201 /435 H 912 /- /- /594 /477 /- Wind reactions based on MWFRS M Brg Width = 8.0 Min Req = 1.5 H Brg Width = 3.5 Min Req = 1.5 Bearings M & H are a rigid surface. Bearing M requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 108 -183 B - C 149 -134 C - D 508 -999 Chords Tens. Comp. D - E 522 -923 E - F 291 -489 F - G 343 -367 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - L 164 -86 L - K 900 -929 K - J 710 -675 Chords Tens. Comp. J - I 710 -675 I - H 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - L 350 -292 L - C 506 -1130 C - K 324 -135 K - E 363 -189 Webs Tens. Comp. E - I 509 -538 F - I 402 -175 I - G 830 -776 G - H 940 -860 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.030 K 999 360 VERT(CL): 0.061 K 999 240 HORZ(LL): 0.012 C - - HORZ(TL): 0.025 C - - Creep Factor: 2.0 Max TC CSI: 0.483 Max BC CSI: 0.646 Max Web CSI: 0.889 Weight: 165.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss C07 Truss Type EJAC Qty 1 Ply 1 Seal #: 2784 10/21/2021 W1 1'10"8 22'3"8 SEAT PLATE REQ. 19'2"8 4'11"8 24'2" 5"8 10'0"12(a) (a) (a) (a) (a) A B C D E F G HIJKLM 6 12 2X4(B1) 1.5X3 3X6 3X4 3X6 3X4 3X4 3X6 5X6 4X8 3X4(R) 3X6 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 21.21 24.17 BC 75 0.00 24.17 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL M 1107 /- /- /813 /179 /480 H 889 /- /- /632 /446 /- Wind reactions based on MWFRS M Brg Width = 8.0 Min Req = 1.5 H Brg Width = 3.5 Min Req = 1.5 Bearings M & H are a rigid surface. Bearing M requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 128 -203 B - C 165 -154 C - D 387 -1014 Chords Tens. Comp. D - E 404 -930 E - F 113 -366 F - G 193 -237 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - L 190 -97 L - K 901 -963 K - J 689 -649 Chords Tens. Comp. J - I 689 -649 I - H 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - L 268 -223 L - C 514 -1213 C - K 348 -112 K - E 410 -160 Webs Tens. Comp. E - I 641 -651 F - I 399 -227 I - G 935 -763 G - H 845 -939 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.030 K 999 360 VERT(CL): 0.063 K 999 240 HORZ(LL): 0.011 C - - HORZ(TL): 0.024 C - - Creep Factor: 2.0 Max TC CSI: 0.580 Max BC CSI: 0.484 Max Web CSI: 0.900 Weight: 169.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss C08 Truss Type EJAC Qty 1 Ply 1 Seal #: 2691 10/21/2021 W1 1'10"8 22'3"8 SEAT PLATE REQ. 21'2"8 2'11"8 24'2" 5"8 11'0"12(a) (a) (a) (a) A B C D E F G HIJKLM 6 12 2X4(B1) 1.5X3 3X6 3X4 3X6 3X4 3X6 3X4 5X6 3X10 3X4 3X6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 21.21 24.17 BC 75 0.00 24.17 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL M 1107 /- /- /813 /179 /480 H 889 /- /- /632 /446 /- Wind reactions based on MWFRS M Brg Width = 8.0 Min Req = 1.5 H Brg Width = 3.5 Min Req = 1.5 Bearings M & H are a rigid surface. Bearing M requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 128 -203 B - C 165 -154 C - D 387 -1014 Chords Tens. Comp. D - E 404 -930 E - F 113 -366 F - G 193 -237 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - L 190 -97 L - K 901 -963 K - J 689 -649 Chords Tens. Comp. J - I 689 -649 I - H 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - L 268 -223 L - C 514 -1213 C - K 348 -112 K - E 410 -160 Webs Tens. Comp. E - I 641 -651 F - I 399 -227 I - G 935 -763 G - H 845 -939 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.030 K 999 360 VERT(CL): 0.063 K 999 240 HORZ(LL): 0.011 C - - HORZ(TL): 0.024 C - - Creep Factor: 2.0 Max TC CSI: 0.580 Max BC CSI: 0.484 Max Web CSI: 0.900 Weight: 169.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss C08 Truss Type EJAC Qty 1 Ply 1 Seal #: 2691 10/21/2021 W1 1'10"8 22'3"8 SEAT PLATE REQ. 21'2"8 2'11"8 24'2" 5"8 11'0"12(a) (a) (a) (a) A B C D E F G HIJKLM 6 12 2X4(B1) 1.5X3 3X6 3X4 3X6 3X4 3X6 3X4 5X6 3X10 3X4 3X6 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 22.08 24.17 BC 75 0.00 24.17 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL M 1107 /- /- /811 /169 /500 H 889 /- /- /649 /431 /- Wind reactions based on MWFRS M Brg Width = 8.0 Min Req = 1.5 H Brg Width = 3.5 Min Req = 1.5 Bearings M & H are a rigid surface. Bearing M requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 117 -203 B - C 159 -152 C - D 342 -1006 Chords Tens. Comp. D - E 362 -929 E - F 41 -302 F - G 132 -180 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - L 189 -92 L - K 909 -964 K - J 658 -615 Chords Tens. Comp. J - I 658 -615 I - H 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - L 280 -234 L - C 474 -1199 C - K 382 -146 K - E 444 -185 Webs Tens. Comp. E - I 680 -693 F - I 416 -264 I - G 1053 -772 G - H 785 -1028 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.031 K 999 360 VERT(CL): 0.067 K 999 240 HORZ(LL): 0.011 C - - HORZ(TL): 0.025 C - - Creep Factor: 2.0 Max TC CSI: 0.633 Max BC CSI: 0.435 Max Web CSI: 0.972 Weight: 180.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss C09 Truss Type EJAC Qty 1 Ply 1 Seal #: 2694 10/21/2021 W1 1'10"8 22'3"8 SEAT PLATE REQ. 22'1"2'1" 24'2" 5"8 11'6"(a) (a) (a) (a) A B C D E F G HIJKLM 6 12 2X4(B1) 1.5X3 3X6 3X4 3X6 3X4 3X6 3X4 5X6 3X10 3X4(R) 3X6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 22.08 24.17 BC 75 0.00 24.17 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL M 1107 /- /- /811 /169 /500 H 889 /- /- /649 /431 /- Wind reactions based on MWFRS M Brg Width = 8.0 Min Req = 1.5 H Brg Width = 3.5 Min Req = 1.5 Bearings M & H are a rigid surface. Bearing M requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 117 -203 B - C 159 -152 C - D 342 -1006 Chords Tens. Comp. D - E 362 -929 E - F 41 -302 F - G 132 -180 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - L 189 -92 L - K 909 -964 K - J 658 -615 Chords Tens. Comp. J - I 658 -615 I - H 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - L 280 -234 L - C 474 -1199 C - K 382 -146 K - E 444 -185 Webs Tens. Comp. E - I 680 -693 F - I 416 -264 I - G 1053 -772 G - H 785 -1028 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.031 K 999 360 VERT(CL): 0.067 K 999 240 HORZ(LL): 0.011 C - - HORZ(TL): 0.025 C - - Creep Factor: 2.0 Max TC CSI: 0.633 Max BC CSI: 0.435 Max Web CSI: 0.972 Weight: 180.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss C09 Truss Type EJAC Qty 1 Ply 1 Seal #: 2694 10/21/2021 W1 1'10"8 22'3"8 SEAT PLATE REQ. 22'1"2'1" 24'2" 5"8 11'6"(a) (a) (a) (a) A B C D E F G HIJKLM 6 12 2X4(B1) 1.5X3 3X6 3X4 3X6 3X4 3X6 3X4 5X6 3X10 3X4(R) 3X6 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 22.83 24.17 BC 97 0.00 24.17 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL M 1107 /- /- /809 /160 /517 H 889 /- /- /665 /418 /- Wind reactions based on MWFRS M Brg Width = 8.0 Min Req = 1.5 H Brg Width = 3.5 Min Req = 1.5 Bearings M & H are a rigid surface. Bearing M requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 86 -194 B - C 208 -245 C - D 301 -930 Chords Tens. Comp. D - E 328 -893 E - F 0 -232 F - G 52 -108 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - L 205 -81 L - K 891 -892 K - J 593 -550 Chords Tens. Comp. J - I 593 -550 I - H 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - L 443 -364 L - C 260 -1007 C - K 418 -228 K - E 498 -249 Webs Tens. Comp. E - I 771 -781 I - G 980 -478 G - H 752 -1104 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.139 F 999 360 VERT(CL): 0.261 F 999 240 HORZ(LL): -0.071 F - - HORZ(TL): 0.115 F - - Creep Factor: 2.0 Max TC CSI: 0.579 Max BC CSI: 0.986 Max Web CSI: 0.761 Weight: 166.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss C10 Truss Type EJAC Qty 2 Ply 1 Seal #: 2969 10/21/2021 W1 1'10"8 22'3"8 SEAT PLATE REQ. 22'10"1'4" 24'2" 5"8 11'10"8(a) (a) (a) (a) A B C D E F G HIJKLM 6 12 2X4(B1) 1.5X3 3X6 3X4 3X6 3X4 3X6 3X4 5X6 3X4 3X4(R) 3X6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 22.83 24.17 BC 97 0.00 24.17 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL M 1107 /- /- /809 /160 /517 H 889 /- /- /665 /418 /- Wind reactions based on MWFRS M Brg Width = 8.0 Min Req = 1.5 H Brg Width = 3.5 Min Req = 1.5 Bearings M & H are a rigid surface. Bearing M requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 86 -194 B - C 208 -245 C - D 301 -930 Chords Tens. Comp. D - E 328 -893 E - F 0 -232 F - G 52 -108 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - L 205 -81 L - K 891 -892 K - J 593 -550 Chords Tens. Comp. J - I 593 -550 I - H 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - L 443 -364 L - C 260 -1007 C - K 418 -228 K - E 498 -249 Webs Tens. Comp. E - I 771 -781 I - G 980 -478 G - H 752 -1104 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.139 F 999 360 VERT(CL): 0.261 F 999 240 HORZ(LL): -0.071 F - - HORZ(TL): 0.115 F - - Creep Factor: 2.0 Max TC CSI: 0.579 Max BC CSI: 0.986 Max Web CSI: 0.761 Weight: 166.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss C10 Truss Type EJAC Qty 2 Ply 1 Seal #: 2969 10/21/2021 W1 1'10"8 22'3"8 SEAT PLATE REQ. 22'10"1'4" 24'2" 5"8 11'10"8(a) (a) (a) (a) A B C D E F G HIJKLM 6 12 2X4(B1) 1.5X3 3X6 3X4 3X6 3X4 3X6 3X4 5X6 3X4 3X4(R) 3X6 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 24.17 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL M 1107 /- /- /798 /195 /469 H 889 /- /- /614 /362 /- Wind reactions based on MWFRS M Brg Width = 8.0 Min Req = 1.5 H Brg Width = 3.5 Min Req = 1.5 Bearings M & H are a rigid surface. Bearing M requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 120 -203 B - C 159 -152 C - D 403 -1006 Chords Tens. Comp. D - E 423 -927 E - F 147 -326 F - G 168 -229 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - L 189 -93 L - K 907 -925 K - J 665 -595 Chords Tens. Comp. J - I 665 -595 I - H 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - L 278 -231 L - C 550 -1201 C - K 364 -138 K - E 432 -170 Webs Tens. Comp. E - I 663 -679 F - I 230 -154 I - G 906 -593 G - H 661 -987 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.030 K 999 360 VERT(CL): 0.063 K 999 240 HORZ(LL): 0.011 C - - HORZ(TL): 0.024 C - - Creep Factor: 2.0 Max TC CSI: 0.619 Max BC CSI: 0.508 Max Web CSI: 0.951 Weight: 177.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss C11 Truss Type EJAC Qty 7 Ply 1 Seal #: 2765 10/21/2021 W1 1'10"8 22'3"8 SEAT PLATE REQ. 21'10"8 2'3"8 24'2" 5"8 10'3"11'4"12(a) (a)(a) (a) A B C D E F G HIJKLM 6 12 2X4(B1) 1.5X3 3X6 3X4 3X6 3X4 3X6 3X4 4X4 3X10 3X4 3X6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 24.17 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL M 1107 /- /- /798 /195 /469 H 889 /- /- /614 /362 /- Wind reactions based on MWFRS M Brg Width = 8.0 Min Req = 1.5 H Brg Width = 3.5 Min Req = 1.5 Bearings M & H are a rigid surface. Bearing M requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 120 -203 B - C 159 -152 C - D 403 -1006 Chords Tens. Comp. D - E 423 -927 E - F 147 -326 F - G 168 -229 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - L 189 -93 L - K 907 -925 K - J 665 -595 Chords Tens. Comp. J - I 665 -595 I - H 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - L 278 -231 L - C 550 -1201 C - K 364 -138 K - E 432 -170 Webs Tens. Comp. E - I 663 -679 F - I 230 -154 I - G 906 -593 G - H 661 -987 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.030 K 999 360 VERT(CL): 0.063 K 999 240 HORZ(LL): 0.011 C - - HORZ(TL): 0.024 C - - Creep Factor: 2.0 Max TC CSI: 0.619 Max BC CSI: 0.508 Max Web CSI: 0.951 Weight: 177.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss C11 Truss Type EJAC Qty 7 Ply 1 Seal #: 2765 10/21/2021 W1 1'10"8 22'3"8 SEAT PLATE REQ. 21'10"8 2'3"8 24'2" 5"8 10'3"11'4"12(a) (a)(a) (a) A B C D E F G HIJKLM 6 12 2X4(B1) 1.5X3 3X6 3X4 3X6 3X4 3X6 3X4 4X4 3X10 3X4 3X6 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 3X6 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 24.17 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL K 751 /- /- /541 /118 /514 G* 180 /- /- /126 /88 /- Wind reactions based on MWFRS K Brg Width = 8.0 Min Req = 1.5 G Brg Width = 82.8 Min Req = - Bearings K & H are a rigid surface. Bearing K requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 92 -181 B - C 22 -551 C - D 180 -204 Chords Tens. Comp. D - E 146 -21 E - F 58 -32 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - K 202 -99 K - J 299 -812 J - I 385 -456 Chords Tens. Comp. I - H 385 -456 H - G 8 -26 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. K - B 405 -620 B - J 411 -7 J - C 282 0 C - H 568 -606 Webs Tens. Comp. D - H 437 -365 H - E 44 -238 E - G 130 -38 F - G 105 -71 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.017 A 999 360 VERT(CL): 0.019 J 999 240 HORZ(LL): -0.012 D - - HORZ(TL): 0.015 D - - Creep Factor: 2.0 Max TC CSI: 0.678 Max BC CSI: 0.545 Max Web CSI: 0.247 Weight: 179.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss C12 Truss Type SPEC Qty 1 Ply 1 Seal #: 2509 10/21/2021 W1 1'10"8 22'3"8 SEAT PLATE REQ. 21'10"8 2'3"8 24'2" 5"8 10'3"11'4"12(a) (a) (a) (a) (a) A B C D E F GHIJK 6 12 2X4(B1) 1.5X4 3X4 5X6 1.5X3 3X8 4X4 2X4 3X6(R) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 3X6 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 24.17 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL K 751 /- /- /541 /118 /514 G* 180 /- /- /126 /88 /- Wind reactions based on MWFRS K Brg Width = 8.0 Min Req = 1.5 G Brg Width = 82.8 Min Req = - Bearings K & H are a rigid surface. Bearing K requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 92 -181 B - C 22 -551 C - D 180 -204 Chords Tens. Comp. D - E 146 -21 E - F 58 -32 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - K 202 -99 K - J 299 -812 J - I 385 -456 Chords Tens. Comp. I - H 385 -456 H - G 8 -26 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. K - B 405 -620 B - J 411 -7 J - C 282 0 C - H 568 -606 Webs Tens. Comp. D - H 437 -365 H - E 44 -238 E - G 130 -38 F - G 105 -71 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.017 A 999 360 VERT(CL): 0.019 J 999 240 HORZ(LL): -0.012 D - - HORZ(TL): 0.015 D - - Creep Factor: 2.0 Max TC CSI: 0.678 Max BC CSI: 0.545 Max Web CSI: 0.247 Weight: 179.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss C12 Truss Type SPEC Qty 1 Ply 1 Seal #: 2509 10/21/2021 W1 1'10"8 22'3"8 SEAT PLATE REQ. 21'10"8 2'3"8 24'2" 5"8 10'3"11'4"12(a) (a) (a) (a) (a) A B C D E F GHIJK 6 12 2X4(B1) 1.5X4 3X4 5X6 1.5X3 3X8 4X4 2X4 3X6(R) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 25.42 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left and right cantilevers are exposed to wind Wind loading based on both gable and hip roof types. Right bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL L 865 /- /- /603 /224 /241 M 907 /- /- /521 /263 /- H 368 /- /- /431 /199 /- Wind reactions based on MWFRS L Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 1.5 H Brg Width = 8.0 Min Req = 1.5 Bearings L, M, & H are a rigid surface. Bearings L, M, & H require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 94 -239 B - C 114 -185 C - D 408 -522 Chords Tens. Comp. D - E 415 -519 E - F 137 -29 F - G 167 -99 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - K 219 -77 K - J 564 -307 J - I 122 -20 Chords Tens. Comp. I - H 82 -92 H - G 114 -116 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - K 272 -210 K - C 623 -731 C - J 322 -199 D - J 180 0 Webs Tens. Comp. J - E 473 -177 E - I 579 -816 I - F 115 -48 F - H 237 -286 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.011 C 999 360 VERT(CL): 0.023 C 999 240 HORZ(LL): 0.005 C - - HORZ(TL): 0.011 C - - Creep Factor: 2.0 Max TC CSI: 0.337 Max BC CSI: 0.760 Max Web CSI: 0.491 Weight: 142.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss D01 Truss Type COMN Qty 1 Ply 1 Seal #: 2743 10/21/2021 W1 W1 1'10"8 16'8"5'1'10"8 SEAT PLATE REQ.SEAT PLATE REQ. SEAT PLATE REQ. 12'8"8 12'8"8 25'5" 5"86'9"12A B C D E F G HIJKLM 6 12 2X4(B1) 1.5X3 3X6 3X4 4X4 5X6 3X4 3X4 3X6 1.5X3 2X4(B1) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 25.42 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left and right cantilevers are exposed to wind Wind loading based on both gable and hip roof types. Right bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL L 865 /- /- /603 /224 /241 M 907 /- /- /521 /263 /- H 368 /- /- /431 /199 /- Wind reactions based on MWFRS L Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 1.5 H Brg Width = 8.0 Min Req = 1.5 Bearings L, M, & H are a rigid surface. Bearings L, M, & H require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 94 -239 B - C 114 -185 C - D 408 -522 Chords Tens. Comp. D - E 415 -519 E - F 137 -29 F - G 167 -99 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - K 219 -77 K - J 564 -307 J - I 122 -20 Chords Tens. Comp. I - H 82 -92 H - G 114 -116 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - K 272 -210 K - C 623 -731 C - J 322 -199 D - J 180 0 Webs Tens. Comp. J - E 473 -177 E - I 579 -816 I - F 115 -48 F - H 237 -286 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.011 C 999 360 VERT(CL): 0.023 C 999 240 HORZ(LL): 0.005 C - - HORZ(TL): 0.011 C - - Creep Factor: 2.0 Max TC CSI: 0.337 Max BC CSI: 0.760 Max Web CSI: 0.491 Weight: 142.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss D01 Truss Type COMN Qty 1 Ply 1 Seal #: 2743 10/21/2021 W1 W1 1'10"8 16'8"5'1'10"8 SEAT PLATE REQ.SEAT PLATE REQ. SEAT PLATE REQ. 12'8"8 12'8"8 25'5" 5"86'9"12A B C D E F G HIJKLM 6 12 2X4(B1) 1.5X3 3X6 3X4 4X4 5X6 3X4 3X4 3X6 1.5X3 2X4(B1) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1,W8 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 23.54 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Right bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL K 868 /- /- /605 /222 /246 L 934 /- /- /565 /272 /- M 174 /- /- /211 /95 /- Wind reactions based on MWFRS K Brg Width = 8.0 Min Req = 1.5 L Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 1.5 Bearings K, L, & M are a rigid surface. Bearings K, L, & M require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 93 -235 B - C 114 -180 C - D 417 -527 Chords Tens. Comp. D - E 427 -528 E - F 115 -63 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - J 215 -76 J - I 569 -375 Chords Tens. Comp. I - H 69 -3 H - G 72 -100 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - J 287 -221 J - C 623 -723 C - I 334 -201 I - E 459 -165 Webs Tens. Comp. D - I 188 0 E - H 632 -818 H - F 183 -91 F - G 95 -130 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.012 C 999 360 VERT(CL): 0.024 C 999 240 HORZ(LL): 0.005 C - - HORZ(TL): 0.011 C - - Creep Factor: 2.0 Max TC CSI: 0.352 Max BC CSI: 0.763 Max Web CSI: 0.486 Weight: 137.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss D02 Truss Type COMN Qty 1 Ply 1 Seal #: 2806 10/21/2021 W1 W8 1'10"8 16'8"5' SEAT PLATE REQ.SEAT PLATE REQ. SEAT PLATE REQ. 12'8"8 10'10" 23'6"8 5"8 1'4"126'9"12A B C D E F GHIJKL M 6 12 2X4(B1) 1.5X3 3X6 3X6 4X4 5X6 3X4 3X4 4X4 1.5X4 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1,W8 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 23.54 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Right bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL K 868 /- /- /605 /222 /246 L 934 /- /- /565 /272 /- M 174 /- /- /211 /95 /- Wind reactions based on MWFRS K Brg Width = 8.0 Min Req = 1.5 L Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 1.5 Bearings K, L, & M are a rigid surface. Bearings K, L, & M require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 93 -235 B - C 114 -180 C - D 417 -527 Chords Tens. Comp. D - E 427 -528 E - F 115 -63 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - J 215 -76 J - I 569 -375 Chords Tens. Comp. I - H 69 -3 H - G 72 -100 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - J 287 -221 J - C 623 -723 C - I 334 -201 I - E 459 -165 Webs Tens. Comp. D - I 188 0 E - H 632 -818 H - F 183 -91 F - G 95 -130 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.012 C 999 360 VERT(CL): 0.024 C 999 240 HORZ(LL): 0.005 C - - HORZ(TL): 0.011 C - - Creep Factor: 2.0 Max TC CSI: 0.352 Max BC CSI: 0.763 Max Web CSI: 0.486 Weight: 137.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss D02 Truss Type COMN Qty 1 Ply 1 Seal #: 2806 10/21/2021 W1 W8 1'10"8 16'8"5' SEAT PLATE REQ.SEAT PLATE REQ. SEAT PLATE REQ. 12'8"8 10'10" 23'6"8 5"8 1'4"126'9"12A B C D E F GHIJKL M 6 12 2X4(B1) 1.5X3 3X6 3X6 4X4 5X6 3X4 3X4 4X4 1.5X4 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1,W8 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 23.54 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Right bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL K 868 /- /- /605 /222 /246 L 932 /- /- /565 /272 /- G 174 /- /- /211 /95 /- Wind reactions based on MWFRS K Brg Width = 8.0 Min Req = 1.5 L Brg Width = 8.0 Min Req = 1.5 G Brg Width = - Min Req = - Bearings K & L are a rigid surface. Bearings K & L require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 93 -240 B - C 114 -185 C - D 416 -530 Chords Tens. Comp. D - E 428 -529 E - F 113 -64 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - J 222 -77 J - I 570 -381 Chords Tens. Comp. I - H 68 -2 H - G 72 -100 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - J 275 -210 J - C 638 -735 C - I 334 -199 D - I 187 0 Webs Tens. Comp. I - E 459 -166 E - H 630 -817 H - F 182 -90 F - G 96 -130 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.012 C 999 360 VERT(CL): 0.024 C 999 240 HORZ(LL): 0.005 C - - HORZ(TL): 0.011 C - - Creep Factor: 2.0 Max TC CSI: 0.349 Max BC CSI: 0.763 Max Web CSI: 0.493 Weight: 137.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss D03 Truss Type COMN Qty 2 Ply 1 Seal #: 2811 10/21/2021 W1 W8 1'10"8 16'8"5' SEAT PLATE REQ.SEAT PLATE REQ. 12'8"8 10'10" 23'6"8 5"8 1'4"126'9"12A B C D E F GHIJKL 6 12 2X4(B1) 1.5X3 3X6 3X4 4X4 5X6 3X4 3X4 4X4 1.5X4 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1,W8 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 23.54 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Right bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL K 868 /- /- /605 /222 /246 L 932 /- /- /565 /272 /- G 174 /- /- /211 /95 /- Wind reactions based on MWFRS K Brg Width = 8.0 Min Req = 1.5 L Brg Width = 8.0 Min Req = 1.5 G Brg Width = - Min Req = - Bearings K & L are a rigid surface. Bearings K & L require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 93 -240 B - C 114 -185 C - D 416 -530 Chords Tens. Comp. D - E 428 -529 E - F 113 -64 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - J 222 -77 J - I 570 -381 Chords Tens. Comp. I - H 68 -2 H - G 72 -100 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - J 275 -210 J - C 638 -735 C - I 334 -199 D - I 187 0 Webs Tens. Comp. I - E 459 -166 E - H 630 -817 H - F 182 -90 F - G 96 -130 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.012 C 999 360 VERT(CL): 0.024 C 999 240 HORZ(LL): 0.005 C - - HORZ(TL): 0.011 C - - Creep Factor: 2.0 Max TC CSI: 0.349 Max BC CSI: 0.763 Max Web CSI: 0.493 Weight: 137.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss D03 Truss Type COMN Qty 2 Ply 1 Seal #: 2811 10/21/2021 W1 W8 1'10"8 16'8"5' SEAT PLATE REQ.SEAT PLATE REQ. 12'8"8 10'10" 23'6"8 5"8 1'4"126'9"12A B C D E F GHIJKL 6 12 2X4(B1) 1.5X3 3X6 3X4 4X4 5X6 3X4 3X4 4X4 1.5X4 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x8 SP 2400f-1.8E; Webs: 2x4 SP #3; W1,W6 2x8 SP 2400f-1.8E; Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @ 3.50" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. (1) 1/2" bolts may be used for (2) 0.131"x3", min. nails on The Bottom Chord Only. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at 0.00 to 62 plf at 6.94 TC: From 31 plf at 6.94 to 31 plf at 12.71 TC: From 62 plf at 12.71 to 62 plf at 18.88 BC: From 20 plf at 0.00 to 20 plf at 6.94 BC: From 10 plf at 6.94 to 10 plf at 18.88 BC: 2088 lb Conc. Load at 6.94 BC: 1253 lb Conc. Load at 8.94,10.94 BC: 1290 lb Conc. Load at 12.94,14.94,16.94 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.00 18.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL I 4577 /- /- /- /3034 /- J 5151 /- /- /- /2698 /- Wind reactions based on MWFRS I Brg Width = 8.0 Min Req = 1.9 J Brg Width = 8.0 Min Req = 2.1 Bearings I & J are a rigid surface. Bearings I & J require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 1202 -1593 B - C 1188 -1595 Chords Tens. Comp. C - D 1363 -2331 D - E 1390 -2357 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - H 1431 -1072 H - G 2018 -1256 Chords Tens. Comp. G - F 67 -30 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - H 115 -119 H - C 282 -820 C - G 115 0 Webs Tens. Comp. D - G 1937 -1062 G - E 2263 -1326 E - F 1323 -2195 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.044 A 680 360 VERT(CL): 0.080 G 999 240 HORZ(LL): -0.018 C - - HORZ(TL): 0.030 C - - Creep Factor: 2.0 Max TC CSI: 0.417 Max BC CSI: 0.737 Max Web CSI: 0.862 Weight: 285.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss D04 Truss Type SPEC Qty 1 Ply 2 Seal #: 2944 10/21/2021 W1 W6 1'10"8 17' SEAT PLATE REQ.SEAT PLATE REQ. 12'8"8 6'2" 18'10"8 5"8 3'8"126'9"12A B C D E FGHI J 6 12 4X4(A1) 2X4 3X8 3X4 4X4 H1014 3X10(R) 4X16 6'11"4 2088# 2' 1253# 2' 1253# 2' 1290# 2' 1290# 2' 1290# 1'11"4 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x8 SP 2400f-1.8E; Webs: 2x4 SP #3; W1,W6 2x8 SP 2400f-1.8E; Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @ 3.50" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. (1) 1/2" bolts may be used for (2) 0.131"x3", min. nails on The Bottom Chord Only. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at 0.00 to 62 plf at 6.94 TC: From 31 plf at 6.94 to 31 plf at 12.71 TC: From 62 plf at 12.71 to 62 plf at 18.88 BC: From 20 plf at 0.00 to 20 plf at 6.94 BC: From 10 plf at 6.94 to 10 plf at 18.88 BC: 2088 lb Conc. Load at 6.94 BC: 1253 lb Conc. Load at 8.94,10.94 BC: 1290 lb Conc. Load at 12.94,14.94,16.94 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.00 18.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL I 4577 /- /- /- /3034 /- J 5151 /- /- /- /2698 /- Wind reactions based on MWFRS I Brg Width = 8.0 Min Req = 1.9 J Brg Width = 8.0 Min Req = 2.1 Bearings I & J are a rigid surface. Bearings I & J require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 1202 -1593 B - C 1188 -1595 Chords Tens. Comp. C - D 1363 -2331 D - E 1390 -2357 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - H 1431 -1072 H - G 2018 -1256 Chords Tens. Comp. G - F 67 -30 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - H 115 -119 H - C 282 -820 C - G 115 0 Webs Tens. Comp. D - G 1937 -1062 G - E 2263 -1326 E - F 1323 -2195 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.044 A 680 360 VERT(CL): 0.080 G 999 240 HORZ(LL): -0.018 C - - HORZ(TL): 0.030 C - - Creep Factor: 2.0 Max TC CSI: 0.417 Max BC CSI: 0.737 Max Web CSI: 0.862 Weight: 285.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss D04 Truss Type SPEC Qty 1 Ply 2 Seal #: 2944 10/21/2021 W1 W6 1'10"8 17' SEAT PLATE REQ.SEAT PLATE REQ. 12'8"8 6'2" 18'10"8 5"8 3'8"126'9"12A B C D E FGHI J 6 12 4X4(A1) 2X4 3X8 3X4 4X4 H1014 3X10(R) 4X16 6'11"4 2088# 2' 1253# 2' 1253# 2' 1290# 2' 1290# 2' 1290# 1'11"4 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x6 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at -1.88 to 62 plf at 3.13 TC: From 31 plf at 3.13 to 31 plf at 10.00 BC: From 20 plf at 0.00 to 20 plf at 3.08 BC: From 10 plf at 3.08 to 10 plf at 10.00 TC: -11 lb Conc. Load at 3.08 TC: 52 lb Conc. Load at 3.19, 5.19, 7.19, 9.19 BC: -10 lb Conc. Load at 3.08 BC: 11 lb Conc. Load at 3.19, 5.19, 7.19, 9.19 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 3.13 10.00 BC 120 0.00 10.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 524 /- /- /- /567 /- E 365 /- /- /- /484 /- Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 E Brg Width = - Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 52 -53 B - C 86 -154 Chords Tens. Comp. C - D 42 -31 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. F - E 245 -364 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - F 260 -266 F - C 440 -264 Webs Tens. Comp. C - E 344 -228 D - E 309 -208 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.009 C 999 360 VERT(CL): -0.011 C 999 240 HORZ(LL): -0.004 C - - HORZ(TL): 0.004 C - - Creep Factor: 2.0 Max TC CSI: 0.993 Max BC CSI: 0.650 Max Web CSI: 0.389 Weight: 60.9 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss H01 Truss Type HIPM Qty 2 Ply 1 Seal #: 2749 10/21/2021 W1 10' SEAT PLATE REQ. 3'1"8 6'10"8 1'10"81'4"122'11"8A B C D EF 6 12 1.5X3 3X8(R) 5X6 3X6 3X8(R) 3'1" -10# -11# 1"4 11# 52# 2' 11# 52# 2' 11# 52# 2' 11# 52# 9"12 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x6 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at -1.88 to 62 plf at 3.13 TC: From 31 plf at 3.13 to 31 plf at 10.00 BC: From 20 plf at 0.00 to 20 plf at 3.08 BC: From 10 plf at 3.08 to 10 plf at 10.00 TC: -11 lb Conc. Load at 3.08 TC: 52 lb Conc. Load at 3.19, 5.19, 7.19, 9.19 BC: -10 lb Conc. Load at 3.08 BC: 11 lb Conc. Load at 3.19, 5.19, 7.19, 9.19 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 3.13 10.00 BC 120 0.00 10.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 524 /- /- /- /567 /- E 365 /- /- /- /484 /- Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 E Brg Width = - Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 52 -53 B - C 86 -154 Chords Tens. Comp. C - D 42 -31 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. F - E 245 -364 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - F 260 -266 F - C 440 -264 Webs Tens. Comp. C - E 344 -228 D - E 309 -208 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.009 C 999 360 VERT(CL): -0.011 C 999 240 HORZ(LL): -0.004 C - - HORZ(TL): 0.004 C - - Creep Factor: 2.0 Max TC CSI: 0.993 Max BC CSI: 0.650 Max Web CSI: 0.389 Weight: 60.9 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss H01 Truss Type HIPM Qty 2 Ply 1 Seal #: 2749 10/21/2021 W1 10' SEAT PLATE REQ. 3'1"8 6'10"8 1'10"81'4"122'11"8A B C D EF 6 12 1.5X3 3X8(R) 5X6 3X6 3X8(R) 3'1" -10# -11# 1"4 11# 52# 2' 11# 52# 2' 11# 52# 2' 11# 52# 9"12 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at 0.00 to 62 plf at 6.88 TC: From 31 plf at 6.88 to 31 plf at 8.54 TC: From 62 plf at 8.54 to 62 plf at 15.42 BC: From 20 plf at 0.00 to 20 plf at 6.91 BC: From 10 plf at 6.91 to 10 plf at 8.51 BC: From 20 plf at 8.51 to 20 plf at 15.42 TC: 174 lb Conc. Load at 6.91, 8.51 BC: 165 lb Conc. Load at 6.91, 8.51 Plating Notes All plates are 3X4 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 6.88 8.54 BC 75 0.00 15.42 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Left and right cantilevers are exposed to wind Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL K 953 /- /- /- /798 /- L 952 /- /- /- /798 /- Wind reactions based on MWFRS K Brg Width = 16.0 Min Req = 1.5 L Brg Width = 16.0 Min Req = 1.5 Bearings K & L are a rigid surface. Bearings K & L require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 184 -131 B - C 759 -764 C - D 621 -626 Chords Tens. Comp. D - E 759 -763 E - F 195 -131 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - J 68 -136 J - I 58 -60 I - H 626 -621 Chords Tens. Comp. H - G 61 -62 G - F 68 -136 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. J - B 829 -864 B - I 680 -637 C - I 115 -34 Webs Tens. Comp. D - H 115 -34 H - E 678 -637 E - G 829 -863 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.014 C 999 360 VERT(CL): 0.023 C 999 240 HORZ(LL): 0.004 C - - HORZ(TL): 0.008 C - - Creep Factor: 2.0 Max TC CSI: 0.296 Max BC CSI: 0.566 Max Web CSI: 0.259 Weight: 81.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss H02 Truss Type HIPS Qty 1 Ply 1 Seal #: 2700 10/21/2021 W1 W1 1'10"8 11'8"1'10"8 SEAT PLATE REQ.SEAT PLATE REQ. 6'10"8 1'8"6'10"8 15'5" 5"83'10"12A B C D E F G HI J K L 6 12 2X4(B1) 3X6 5X6 5X6 3X6 2X4(B1) 6'10"14 165# 174# 1'7"4 165# 174# 6'10"14 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at 0.00 to 62 plf at 6.88 TC: From 31 plf at 6.88 to 31 plf at 8.54 TC: From 62 plf at 8.54 to 62 plf at 15.42 BC: From 20 plf at 0.00 to 20 plf at 6.91 BC: From 10 plf at 6.91 to 10 plf at 8.51 BC: From 20 plf at 8.51 to 20 plf at 15.42 TC: 174 lb Conc. Load at 6.91, 8.51 BC: 165 lb Conc. Load at 6.91, 8.51 Plating Notes All plates are 3X4 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 6.88 8.54 BC 75 0.00 15.42 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Left and right cantilevers are exposed to wind Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL K 953 /- /- /- /798 /- L 952 /- /- /- /798 /- Wind reactions based on MWFRS K Brg Width = 16.0 Min Req = 1.5 L Brg Width = 16.0 Min Req = 1.5 Bearings K & L are a rigid surface. Bearings K & L require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 184 -131 B - C 759 -764 C - D 621 -626 Chords Tens. Comp. D - E 759 -763 E - F 195 -131 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - J 68 -136 J - I 58 -60 I - H 626 -621 Chords Tens. Comp. H - G 61 -62 G - F 68 -136 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. J - B 829 -864 B - I 680 -637 C - I 115 -34 Webs Tens. Comp. D - H 115 -34 H - E 678 -637 E - G 829 -863 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.014 C 999 360 VERT(CL): 0.023 C 999 240 HORZ(LL): 0.004 C - - HORZ(TL): 0.008 C - - Creep Factor: 2.0 Max TC CSI: 0.296 Max BC CSI: 0.566 Max Web CSI: 0.259 Weight: 81.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss H02 Truss Type HIPS Qty 1 Ply 1 Seal #: 2700 10/21/2021 W1 W1 1'10"8 11'8"1'10"8 SEAT PLATE REQ.SEAT PLATE REQ. 6'10"8 1'8"6'10"8 15'5" 5"83'10"12A B C D E F G HI J K L 6 12 2X4(B1) 3X6 5X6 5X6 3X6 2X4(B1) 6'10"14 165# 174# 1'7"4 165# 174# 6'10"14 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 15.42 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left and right cantilevers are exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL H 652 /- /- /659 /362 /145 F 652 /- /- /443 /323 /- Wind reactions based on MWFRS H Brg Width = 8.0 Min Req = 1.5 F Brg Width = 8.0 Min Req = 1.5 Bearings H & F are a rigid surface. Bearings H & F require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 232 -202 B - C 498 -300 Chords Tens. Comp. C - D 468 -300 D - E 232 -266 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - H 228 -165 H - G 161 -150 Chords Tens. Comp. G - F 229 -144 F - E 283 -179 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. H - B 725 -557 B - G 311 -440 C - G 187 -198 Webs Tens. Comp. G - D 311 -227 D - F 590 -557 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.004 E 999 360 VERT(CL): 0.008 E 999 240 HORZ(LL): -0.002 E - - HORZ(TL): 0.002 E - - Creep Factor: 2.0 Max TC CSI: 0.273 Max BC CSI: 0.309 Max Web CSI: 0.210 Weight: 78.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss H03 Truss Type COMN Qty 2 Ply 1 Seal #: 2705 10/21/2021 W1 W1 2'6"8 10'4"2'6"8 SEAT PLATE REQ.SEAT PLATE REQ. 7'8"8 7'8"8 15'5" 5"84'3"12A B C D E FGH 6 12 2X4(B1) 3X4 3X6 4X4 3X8 3X6 3X4 2X4(B1) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 15.42 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left and right cantilevers are exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL H 652 /- /- /659 /362 /145 F 652 /- /- /443 /323 /- Wind reactions based on MWFRS H Brg Width = 8.0 Min Req = 1.5 F Brg Width = 8.0 Min Req = 1.5 Bearings H & F are a rigid surface. Bearings H & F require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 232 -202 B - C 498 -300 Chords Tens. Comp. C - D 468 -300 D - E 232 -266 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - H 228 -165 H - G 161 -150 Chords Tens. Comp. G - F 229 -144 F - E 283 -179 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. H - B 725 -557 B - G 311 -440 C - G 187 -198 Webs Tens. Comp. G - D 311 -227 D - F 590 -557 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.004 E 999 360 VERT(CL): 0.008 E 999 240 HORZ(LL): -0.002 E - - HORZ(TL): 0.002 E - - Creep Factor: 2.0 Max TC CSI: 0.273 Max BC CSI: 0.309 Max Web CSI: 0.210 Weight: 78.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss H03 Truss Type COMN Qty 2 Ply 1 Seal #: 2705 10/21/2021 W1 W1 2'6"8 10'4"2'6"8 SEAT PLATE REQ.SEAT PLATE REQ. 7'8"8 7'8"8 15'5" 5"84'3"12A B C D E FGH 6 12 2X4(B1) 3X4 3X6 4X4 3X8 3X6 3X4 2X4(B1) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: ; Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Shim all supports to solid bearing. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL A 114 /- /- /67 /15 /37 B 114 /- /- /70 /30 /- Wind reactions based on MWFRS A Brg Width = 1.5 B Brg Width = 1.5 Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 38 -87 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 150 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 2017 RES TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.000 - - 360 VERT(CL): 0.000 - - 240 HORZ(LL): -0.000 B - - HORZ(TL): 0.000 B - - Creep Factor: 2.0 Max TC CSI: 0.232 Max BC CSI: 0.000 Max Web CSI: 0.000 Weight: 5.6 lbs VIEW Ver: 18.01.00C.0525.21 Job: 89004 Truss HC6 Truss Type SPEC Qty 106 Ply 1 Seal #: 2398 10/21/2021 2'9"5 3"111'3"8A B4.24 12 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: ; Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Shim all supports to solid bearing. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL A 114 /- /- /67 /15 /37 B 114 /- /- /70 /30 /- Wind reactions based on MWFRS A Brg Width = 1.5 B Brg Width = 1.5 Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 38 -87 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 150 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 2017 RES TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.000 - - 360 VERT(CL): 0.000 - - 240 HORZ(LL): -0.000 B - - HORZ(TL): 0.000 B - - Creep Factor: 2.0 Max TC CSI: 0.232 Max BC CSI: 0.000 Max Web CSI: 0.000 Weight: 5.6 lbs VIEW Ver: 18.01.00C.0525.21 Job: 89004 Truss HC6 Truss Type SPEC Qty 106 Ply 1 Seal #: 2398 10/21/2021 2'9"5 3"111'3"8A B4.24 12 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x6 SP #2; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 2 plf at 0.00 to 2 plf at 4.18 BC: From 2 plf at 0.00 to 2 plf at 4.18 TC: 136 lb Conc. Load at 1.46 BC: 47 lb Conc. Load at 1.46 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 50 0.00 4.18 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Additional Notes Negative reaction(s) of -553# MAX. from a non-wind load case requires uplift connection. See Maximum Reactions. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 1276 /- /- /- /858 /- D - /-543 /- /359 /- /- C - /-553 /- /369 /- /- Wind reactions based on MWFRS F Brg Width = 11.3 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 119 -78 Chords Tens. Comp. B - C 123 -185 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 55 -81 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 450 -683 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.139 A 325 360 VERT(CL): 0.212 A 212 240 HORZ(LL): 0.054 C - - HORZ(TL): 0.085 C - - Creep Factor: 2.0 Max TC CSI: 0.509 Max BC CSI: 0.475 Max Web CSI: 0.089 Weight: 18.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss HJ3 Truss Type HIP_ Qty 4 Ply 1 Seal #: 2715 10/21/2021 3'0"12 SEAT PLATE REQ. 3'9"2 5" 4'2"3 5"8 1'11"4HB 5" A B C D E F 4.24 12 2X4(A1) 3X6 3X6 1'5"8 47# 136# 2'8"11 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x6 SP #2; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 2 plf at 0.00 to 2 plf at 4.18 BC: From 2 plf at 0.00 to 2 plf at 4.18 TC: 136 lb Conc. Load at 1.46 BC: 47 lb Conc. Load at 1.46 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 50 0.00 4.18 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Additional Notes Negative reaction(s) of -553# MAX. from a non-wind load case requires uplift connection. See Maximum Reactions. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 1276 /- /- /- /858 /- D - /-543 /- /359 /- /- C - /-553 /- /369 /- /- Wind reactions based on MWFRS F Brg Width = 11.3 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 119 -78 Chords Tens. Comp. B - C 123 -185 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 55 -81 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 450 -683 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.139 A 325 360 VERT(CL): 0.212 A 212 240 HORZ(LL): 0.054 C - - HORZ(TL): 0.085 C - - Creep Factor: 2.0 Max TC CSI: 0.509 Max BC CSI: 0.475 Max Web CSI: 0.089 Weight: 18.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss HJ3 Truss Type HIP_ Qty 4 Ply 1 Seal #: 2715 10/21/2021 3'0"12 SEAT PLATE REQ. 3'9"2 5" 4'2"3 5"8 1'11"4HB 5" A B C D E F 4.24 12 2X4(A1) 3X6 3X6 1'5"8 47# 136# 2'8"11 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 :SP 2400f-2.0E + SP M-31:; Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:; Webs: 2x6 SP #2; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 2 plf at 0.00 to 2 plf at 6.95 BC: From 20 plf at 0.00 to 20 plf at 4.11 BC: From 2 plf at 4.11 to 2 plf at 6.95 TC: 136 lb Conc. Load at 1.45 TC: 40 lb Conc. Load at 4.11, 4.29 BC: 46 lb Conc. Load at 1.45 BC: -14 lb Conc. Load at 4.11, 4.29 Plating Notes All plates are 1.5X4 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 6.95 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F* 286 /- /- /- /153 /- D - /-88 /- /20 /24 /- C - /-79 /- /28 /18 /- Wind reactions based on MWFRS F Brg Width = 21.1 Min Req = - D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 129 -50 Chords Tens. Comp. B - C 25 -55 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 30 -86 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 140 -313 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.133 A 337 360 VERT(CL): 0.329 A 136 240 HORZ(LL): -0.053 C - - HORZ(TL): 0.129 C - - Creep Factor: 2.0 Max TC CSI: 0.297 Max BC CSI: 0.325 Max Web CSI: 0.063 Weight: 25.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss HJ5P Truss Type HIP_ Qty 2 Ply 1 Seal #: 2621 10/21/2021 2'7"13 SEAT PLATE REQ. 3'9"2 3'2"4 6'11"6 5"8 2'11"HB 3'2"4 A B C D E F 4.24 12 2X4(A1) 1'5"6 136# 46# 2'7"15 -14# 40# 2"2 -14# 40# 2'7"15 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 :SP 2400f-2.0E + SP M-31:; Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:; Webs: 2x6 SP #2; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 2 plf at 0.00 to 2 plf at 6.95 BC: From 20 plf at 0.00 to 20 plf at 4.11 BC: From 2 plf at 4.11 to 2 plf at 6.95 TC: 136 lb Conc. Load at 1.45 TC: 40 lb Conc. Load at 4.11, 4.29 BC: 46 lb Conc. Load at 1.45 BC: -14 lb Conc. Load at 4.11, 4.29 Plating Notes All plates are 1.5X4 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 6.95 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F* 286 /- /- /- /153 /- D - /-88 /- /20 /24 /- C - /-79 /- /28 /18 /- Wind reactions based on MWFRS F Brg Width = 21.1 Min Req = - D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 129 -50 Chords Tens. Comp. B - C 25 -55 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 30 -86 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 140 -313 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.133 A 337 360 VERT(CL): 0.329 A 136 240 HORZ(LL): -0.053 C - - HORZ(TL): 0.129 C - - Creep Factor: 2.0 Max TC CSI: 0.297 Max BC CSI: 0.325 Max Web CSI: 0.063 Weight: 25.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss HJ5P Truss Type HIP_ Qty 2 Ply 1 Seal #: 2621 10/21/2021 2'7"13 SEAT PLATE REQ. 3'9"2 3'2"4 6'11"6 5"8 2'11"HB 3'2"4 A B C D E F 4.24 12 2X4(A1) 1'5"6 136# 46# 2'7"15 -14# 40# 2"2 -14# 40# 2'7"15 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x6 SP #2; W2 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 2 plf at 0.00 to 2 plf at 9.66 BC: From 2 plf at 0.00 to 2 plf at 9.66 TC: 136 lb Conc. Load at 1.46 TC: 80 lb Conc. Load at 4.29 TC: 104 lb Conc. Load at 7.12 BC: 47 lb Conc. Load at 1.46 BC: -28 lb Conc. Load at 4.29 BC: 23 lb Conc. Load at 7.12 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 9.66 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 433 /- /- /- /388 /- D 102 /-5 /- /- /56 /- C 58 /- /- /- /105 /- Wind reactions based on MWFRS F Brg Width = 11.3 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 179 0 Chords Tens. Comp. B - C 50 -46 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - F 0 -133 F - E 0 -88 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. F - B 213 -322 Webs Tens. Comp. B - E 90 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.028 E 999 360 VERT(CL): 0.043 E 999 240 HORZ(LL): -0.008 B - - HORZ(TL): 0.009 B - - Creep Factor: 2.0 Max TC CSI: 0.616 Max BC CSI: 0.405 Max Web CSI: 0.034 Weight: 43.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss HJ7 Truss Type HIP_ Qty 4 Ply 1 Seal #: 2704 10/21/2021 W2 2'7"1 SEAT PLATE REQ. 9'7"15 5"8 3'10"8A B C DE F 4.24 12 2X4(A1) 1.5X3 3X6 3X3 1'5"8 47# 136# 2'9"15 -28# 80# 2'9"15 23# 104# 2'6"9 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x6 SP #2; W2 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 2 plf at 0.00 to 2 plf at 9.66 BC: From 2 plf at 0.00 to 2 plf at 9.66 TC: 136 lb Conc. Load at 1.46 TC: 80 lb Conc. Load at 4.29 TC: 104 lb Conc. Load at 7.12 BC: 47 lb Conc. Load at 1.46 BC: -28 lb Conc. Load at 4.29 BC: 23 lb Conc. Load at 7.12 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 9.66 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 433 /- /- /- /388 /- D 102 /-5 /- /- /56 /- C 58 /- /- /- /105 /- Wind reactions based on MWFRS F Brg Width = 11.3 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 179 0 Chords Tens. Comp. B - C 50 -46 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - F 0 -133 F - E 0 -88 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. F - B 213 -322 Webs Tens. Comp. B - E 90 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.028 E 999 360 VERT(CL): 0.043 E 999 240 HORZ(LL): -0.008 B - - HORZ(TL): 0.009 B - - Creep Factor: 2.0 Max TC CSI: 0.616 Max BC CSI: 0.405 Max Web CSI: 0.034 Weight: 43.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss HJ7 Truss Type HIP_ Qty 4 Ply 1 Seal #: 2704 10/21/2021 W2 2'7"1 SEAT PLATE REQ. 9'7"15 5"8 3'10"8A B C DE F 4.24 12 2X4(A1) 1.5X3 3X6 3X3 1'5"8 47# 136# 2'9"15 -28# 80# 2'9"15 23# 104# 2'6"9 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x6 SP #2; Webs: 2x6 SP #2; W2 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 2 plf at 0.00 to 2 plf at 9.60 BC: From 20 plf at 0.00 to 20 plf at 4.29 BC: From 2 plf at 4.29 to 2 plf at 9.60 TC: 80 lb Conc. Load at 4.29 TC: 149 lb Conc. Load at 7.12 BC: -28 lb Conc. Load at 4.29 BC: 74 lb Conc. Load at 7.12 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 9.60 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL G 435 /- /- /- /139 /- D 98 /- /0 /- /58 /0 C 86 /- /- /- /90 /- Wind reactions based on MWFRS G Brg Width = 11.3 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing G is a rigid surface. Bearing G requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 181 -50 Chords Tens. Comp. B - C 44 -52 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - F 62 -185 F - E 86 -194 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. F - B 68 -176 Webs Tens. Comp. B - E 199 -88 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.014 A 999 360 VERT(CL): 0.010 E 999 240 HORZ(LL): -0.004 B - - HORZ(TL): 0.004 B - - Creep Factor: 2.0 Max TC CSI: 0.598 Max BC CSI: 0.172 Max Web CSI: 0.063 Weight: 48.3 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss HJ7B Truss Type HIP_ Qty 2 Ply 1 Seal #: 2711 10/21/2021 W2 2'7"13 SEAT PLATE REQ. 9'7"3 5"8 3'10"4A B C DE F G 4.24 12 2X4(A1) 1.5X3 3X6 4X4 4'3"7 -28# 80# 2'9"15 74# 149# 2'5"13 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x6 SP #2; Webs: 2x6 SP #2; W2 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 2 plf at 0.00 to 2 plf at 9.60 BC: From 20 plf at 0.00 to 20 plf at 4.29 BC: From 2 plf at 4.29 to 2 plf at 9.60 TC: 80 lb Conc. Load at 4.29 TC: 149 lb Conc. Load at 7.12 BC: -28 lb Conc. Load at 4.29 BC: 74 lb Conc. Load at 7.12 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 9.60 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL G 435 /- /- /- /139 /- D 98 /- /0 /- /58 /0 C 86 /- /- /- /90 /- Wind reactions based on MWFRS G Brg Width = 11.3 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing G is a rigid surface. Bearing G requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 181 -50 Chords Tens. Comp. B - C 44 -52 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - F 62 -185 F - E 86 -194 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. F - B 68 -176 Webs Tens. Comp. B - E 199 -88 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.014 A 999 360 VERT(CL): 0.010 E 999 240 HORZ(LL): -0.004 B - - HORZ(TL): 0.004 B - - Creep Factor: 2.0 Max TC CSI: 0.598 Max BC CSI: 0.172 Max Web CSI: 0.063 Weight: 48.3 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss HJ7B Truss Type HIP_ Qty 2 Ply 1 Seal #: 2711 10/21/2021 W2 2'7"13 SEAT PLATE REQ. 9'7"3 5"8 3'10"4A B C DE F G 4.24 12 2X4(A1) 1.5X3 3X6 4X4 4'3"7 -28# 80# 2'9"15 74# 149# 2'5"13 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x6 SP #2; W2 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 2 plf at 0.00 to 2 plf at 9.66 BC: From 2 plf at 0.00 to 2 plf at 9.66 TC: 46 lb Conc. Load at 1.46 TC: 136 lb Conc. Load at 1.46 TC: 80 lb Conc. Load at 4.29 TC: 104 lb Conc. Load at 7.12 BC: 136 lb Conc. Load at 1.46 BC: 47 lb Conc. Load at 1.46 BC: -28 lb Conc. Load at 4.29 BC: 23 lb Conc. Load at 7.12 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 9.66 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 573 /- /- /- /537 /- D 102 /-46 /- /- /52 /- C 58 /- /- /- /104 /- Wind reactions based on MWFRS F Brg Width = 11.3 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 408 -140 Chords Tens. Comp. B - C 51 -47 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - F 97 -340 F - E 51 -272 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. F - B 317 -473 Webs Tens. Comp. B - E 279 -52 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.026 E 999 360 VERT(CL): 0.043 E 999 240 HORZ(LL): -0.007 B - - HORZ(TL): 0.009 B - - Creep Factor: 2.0 Max TC CSI: 0.611 Max BC CSI: 0.480 Max Web CSI: 0.106 Weight: 43.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss HJ7P Truss Type HIP_ Qty 5 Ply 1 Seal #: 2714 10/21/2021 W2 2'7"1 SEAT PLATE REQ. 9'7"15 5"8 3'10"8A B C DE F 4.24 12 2X4(A1) 1.5X3 3X6 4X4 1'5"8 183# 182# 2'9"15 -28# 80# 2'9"15 23# 104# 2'6"9 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x6 SP #2; W2 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 2 plf at 0.00 to 2 plf at 9.66 BC: From 2 plf at 0.00 to 2 plf at 9.66 TC: 46 lb Conc. Load at 1.46 TC: 136 lb Conc. Load at 1.46 TC: 80 lb Conc. Load at 4.29 TC: 104 lb Conc. Load at 7.12 BC: 136 lb Conc. Load at 1.46 BC: 47 lb Conc. Load at 1.46 BC: -28 lb Conc. Load at 4.29 BC: 23 lb Conc. Load at 7.12 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 9.66 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 573 /- /- /- /537 /- D 102 /-46 /- /- /52 /- C 58 /- /- /- /104 /- Wind reactions based on MWFRS F Brg Width = 11.3 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 408 -140 Chords Tens. Comp. B - C 51 -47 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - F 97 -340 F - E 51 -272 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. F - B 317 -473 Webs Tens. Comp. B - E 279 -52 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.026 E 999 360 VERT(CL): 0.043 E 999 240 HORZ(LL): -0.007 B - - HORZ(TL): 0.009 B - - Creep Factor: 2.0 Max TC CSI: 0.611 Max BC CSI: 0.480 Max Web CSI: 0.106 Weight: 43.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss HJ7P Truss Type HIP_ Qty 5 Ply 1 Seal #: 2714 10/21/2021 W2 2'7"1 SEAT PLATE REQ. 9'7"15 5"8 3'10"8A B C DE F 4.24 12 2X4(A1) 1.5X3 3X6 4X4 1'5"8 183# 182# 2'9"15 -28# 80# 2'9"15 23# 104# 2'6"9 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 12 0.00 1.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes ***** BEARING ANALOG MODIFIED! ***** Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL C 23 /- /63 /42 /25 /71 B 68 /- /63 /59 /45 /72 Wind reactions based on MWFRS C Brg Width = 1.5 B Brg Width = 1.5 Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 88 -126 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 142 -73 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.000 A 999 360 VERT(CL): 0.001 A 999 240 HORZ(LL): -0.000 A - - HORZ(TL): 0.000 A - - Creep Factor: 2.0 Max TC CSI: 0.049 Max BC CSI: 0.014 Max Web CSI: 0.000 Weight: 4.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss J1 Truss Type JACK Qty 34 Ply 1 Seal #: 2464 10/21/2021 1' 5"8 11"8A B C 6 12 2X4(B1) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 12 0.00 1.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes ***** BEARING ANALOG MODIFIED! ***** Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL C 23 /- /63 /42 /25 /71 B 68 /- /63 /59 /45 /72 Wind reactions based on MWFRS C Brg Width = 1.5 B Brg Width = 1.5 Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 88 -126 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 142 -73 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.000 A 999 360 VERT(CL): 0.001 A 999 240 HORZ(LL): -0.000 A - - HORZ(TL): 0.000 A - - Creep Factor: 2.0 Max TC CSI: 0.049 Max BC CSI: 0.014 Max Web CSI: 0.000 Weight: 4.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss J1 Truss Type JACK Qty 34 Ply 1 Seal #: 2464 10/21/2021 1' 5"8 11"8A B C 6 12 2X4(B1) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 36 0.00 3.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Additional Notes ***** BEARING ANALOG MODIFIED! ***** Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 227 /- /147 /232 /170 /167 D - /-24 /- /31 /50 /- C 40 /- /147 /65 /25 /166 Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 200 -286 Chords Tens. Comp. B - C 177 -69 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 346 -162 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 566 -157 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.002 A 999 360 VERT(CL): 0.003 A 999 240 HORZ(LL): -0.000 A - - HORZ(TL): 0.001 A - - Creep Factor: 2.0 Max TC CSI: 0.183 Max BC CSI: 0.070 Max Web CSI: 0.087 Weight: 14.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss J3 Truss Type JACK Qty 12 Ply 1 Seal #: 2473 10/21/2021 1'10"8 SEAT PLATE REQ. 2'5"4 6"12 3' 5"8 1'11"8HB 6"12 A B C DEF 6 12 2X4(B1) 1.5X4 3X6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 36 0.00 3.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Additional Notes ***** BEARING ANALOG MODIFIED! ***** Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 227 /- /147 /232 /170 /167 D - /-24 /- /31 /50 /- C 40 /- /147 /65 /25 /166 Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 200 -286 Chords Tens. Comp. B - C 177 -69 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 346 -162 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 566 -157 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.002 A 999 360 VERT(CL): 0.003 A 999 240 HORZ(LL): -0.000 A - - HORZ(TL): 0.001 A - - Creep Factor: 2.0 Max TC CSI: 0.183 Max BC CSI: 0.070 Max Web CSI: 0.087 Weight: 14.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss J3 Truss Type JACK Qty 12 Ply 1 Seal #: 2473 10/21/2021 1'10"8 SEAT PLATE REQ. 2'5"4 6"12 3' 5"8 1'11"8HB 6"12 A B C DEF 6 12 2X4(B1) 1.5X4 3X6 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 36 0.00 3.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Additional Notes ***** BEARING ANALOG MODIFIED! ***** Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 336 /- /178 /394 /230 /203 D - /-88 /- /88 /154 /- C 15 /-30 /178 /127 /26 /201 Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 234 -360 Chords Tens. Comp. B - C 202 -98 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 414 -195 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 808 -226 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.003 A 999 360 VERT(CL): 0.004 A 999 240 HORZ(LL): 0.001 A - - HORZ(TL): 0.001 A - - Creep Factor: 2.0 Max TC CSI: 0.252 Max BC CSI: 0.099 Max Web CSI: 0.130 Weight: 14.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss J3B Truss Type EJAC Qty 10 Ply 1 Seal #: 2513 10/21/2021 2'2"8 SEAT PLATE REQ. 2'9"4 2"12 3' 5"8 1'11"8HB 2"12 A B C D E F 6 12 2X4(B1) 3X4 3X6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 36 0.00 3.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Additional Notes ***** BEARING ANALOG MODIFIED! ***** Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 336 /- /178 /394 /230 /203 D - /-88 /- /88 /154 /- C 15 /-30 /178 /127 /26 /201 Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 234 -360 Chords Tens. Comp. B - C 202 -98 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 414 -195 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 808 -226 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.003 A 999 360 VERT(CL): 0.004 A 999 240 HORZ(LL): 0.001 A - - HORZ(TL): 0.001 A - - Creep Factor: 2.0 Max TC CSI: 0.252 Max BC CSI: 0.099 Max Web CSI: 0.130 Weight: 14.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss J3B Truss Type EJAC Qty 10 Ply 1 Seal #: 2513 10/21/2021 2'2"8 SEAT PLATE REQ. 2'9"4 2"12 3' 5"8 1'11"8HB 2"12 A B C D E F 6 12 2X4(B1) 3X4 3X6 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 36 0.00 3.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Additional Notes ***** BEARING ANALOG MODIFIED! ***** Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 227 /- /147 /262 /159 /168 D - /-24 /- /23 /42 /- C 40 /- /147 /66 /26 /169 Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 200 -287 Chords Tens. Comp. B - C 181 -73 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 345 -164 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 565 -157 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.002 A 999 360 VERT(CL): 0.003 A 999 240 HORZ(LL): 0.000 A - - HORZ(TL): 0.001 A - - Creep Factor: 2.0 Max TC CSI: 0.183 Max BC CSI: 0.070 Max Web CSI: 0.087 Weight: 14.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss J3P Truss Type JACK Qty 14 Ply 1 Seal #: 2717 10/21/2021 1'10"8 SEAT PLATE REQ. 2'5"4 6"12 3' 5"8 1'11"8HB 6"12 A B C DEF 6 12 2X4(B1) 1.5X4 3X6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 36 0.00 3.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Additional Notes ***** BEARING ANALOG MODIFIED! ***** Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 227 /- /147 /262 /159 /168 D - /-24 /- /23 /42 /- C 40 /- /147 /66 /26 /169 Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 200 -287 Chords Tens. Comp. B - C 181 -73 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 345 -164 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 565 -157 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.002 A 999 360 VERT(CL): 0.003 A 999 240 HORZ(LL): 0.000 A - - HORZ(TL): 0.001 A - - Creep Factor: 2.0 Max TC CSI: 0.183 Max BC CSI: 0.070 Max Web CSI: 0.087 Weight: 14.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss J3P Truss Type JACK Qty 14 Ply 1 Seal #: 2717 10/21/2021 1'10"8 SEAT PLATE REQ. 2'5"4 6"12 3' 5"8 1'11"8HB 6"12 A B C DEF 6 12 2X4(B1) 1.5X4 3X6 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 60 0.00 5.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 402 /- /- /359 /114 /183 D 11 /-22 /- /32 /34 /- C 52 /-19 /- /16 /106 /- Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 100 -253 Chords Tens. Comp. B - C 23 -119 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 287 -75 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 430 -270 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.055 A 529 360 VERT(CL): 0.091 A 319 240 HORZ(LL): -0.032 C - - HORZ(TL): 0.051 C - - Creep Factor: 2.0 Max TC CSI: 0.289 Max BC CSI: 0.256 Max Web CSI: 0.072 Weight: 19.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss J5 Truss Type JACK Qty 10 Ply 1 Seal #: 2481 10/21/2021 1'10"8 SEAT PLATE REQ. 2'5"4 2'6"12 5' 5"8 2'11"8HB 2'6"12 A B C DEF 6 12 2X4(B1) 1.5X3 1.5X4 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 60 0.00 5.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 402 /- /- /359 /114 /183 D 11 /-22 /- /32 /34 /- C 52 /-19 /- /16 /106 /- Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 100 -253 Chords Tens. Comp. B - C 23 -119 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 287 -75 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 430 -270 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.055 A 529 360 VERT(CL): 0.091 A 319 240 HORZ(LL): -0.032 C - - HORZ(TL): 0.051 C - - Creep Factor: 2.0 Max TC CSI: 0.289 Max BC CSI: 0.256 Max Web CSI: 0.072 Weight: 19.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss J5 Truss Type JACK Qty 10 Ply 1 Seal #: 2481 10/21/2021 1'10"8 SEAT PLATE REQ. 2'5"4 2'6"12 5' 5"8 2'11"8HB 2'6"12 A B C DEF 6 12 2X4(B1) 1.5X3 1.5X4 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 60 0.00 5.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 402 /- /- /453 /193 /183 D 11 /-22 /- /29 /31 /- C 52 /-19 /- /15 /106 /- Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 100 -344 Chords Tens. Comp. B - C 23 -131 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 385 -76 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 560 -270 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.059 A 497 360 VERT(CL): 0.091 A 319 240 HORZ(LL): -0.033 C - - HORZ(TL): 0.051 C - - Creep Factor: 2.0 Max TC CSI: 0.289 Max BC CSI: 0.282 Max Web CSI: 0.094 Weight: 19.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss J5P Truss Type JACK Qty 18 Ply 1 Seal #: 2493 10/21/2021 1'10"8 SEAT PLATE REQ. 2'5"4 2'6"12 5' 5"8 2'11"8HB 2'6"12 A B C DEF 6 12 2X4(B1) 1.5X3 2X4 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 60 0.00 5.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 402 /- /- /453 /193 /183 D 11 /-22 /- /29 /31 /- C 52 /-19 /- /15 /106 /- Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 100 -344 Chords Tens. Comp. B - C 23 -131 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 385 -76 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 560 -270 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.059 A 497 360 VERT(CL): 0.091 A 319 240 HORZ(LL): -0.033 C - - HORZ(TL): 0.051 C - - Creep Factor: 2.0 Max TC CSI: 0.289 Max BC CSI: 0.282 Max Web CSI: 0.094 Weight: 19.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss J5P Truss Type JACK Qty 18 Ply 1 Seal #: 2493 10/21/2021 1'10"8 SEAT PLATE REQ. 2'5"4 2'6"12 5' 5"8 2'11"8HB 2'6"12 A B C DEF 6 12 2X4(B1) 1.5X3 2X4 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 38 0.00 3.13 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D 129 /- /- /98 /106 /- C 63 /- /- /31 /- /- B 97 /- /- /55 /70 /113 Wind reactions based on MWFRS D Brg Width = 1.5 C Brg Width = 1.5 B Brg Width = 1.5 Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 123 -44 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. D - C 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - D 240 -97 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.000 A 999 360 VERT(CL): 0.000 A 999 240 HORZ(LL): -0.000 A - - HORZ(TL): 0.000 A - - Creep Factor: 2.0 Max TC CSI: 0.344 Max BC CSI: 0.107 Max Web CSI: 0.072 Weight: 12.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss J5S Truss Type JACK Qty 2 Ply 1 Seal #: 2613 10/21/2021 3'1"8 3"8 2'10"1'4"122'11"8HB 2'10" A B CD 6 12 1.5X4 3X6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 38 0.00 3.13 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D 129 /- /- /98 /106 /- C 63 /- /- /31 /- /- B 97 /- /- /55 /70 /113 Wind reactions based on MWFRS D Brg Width = 1.5 C Brg Width = 1.5 B Brg Width = 1.5 Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 123 -44 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. D - C 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - D 240 -97 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.000 A 999 360 VERT(CL): 0.000 A 999 240 HORZ(LL): -0.000 A - - HORZ(TL): 0.000 A - - Creep Factor: 2.0 Max TC CSI: 0.344 Max BC CSI: 0.107 Max Web CSI: 0.072 Weight: 12.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss J5S Truss Type JACK Qty 2 Ply 1 Seal #: 2613 10/21/2021 3'1"8 3"8 2'10"1'4"122'11"8HB 2'10" A B CD 6 12 1.5X4 3X6 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 6.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 439 /- /- /374 /137 /252 D 64 /- /- /35 /20 /- C 116 /- /- /71 /179 /- Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 115 -310 Chords Tens. Comp. B - C 52 -176 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 327 -87 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 485 -322 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.159 A 183 360 VERT(CL): 0.213 A 137 240 HORZ(LL): -0.092 C - - HORZ(TL): 0.103 C - - Creep Factor: 2.0 Max TC CSI: 0.611 Max BC CSI: 0.465 Max Web CSI: 0.107 Weight: 25.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss J7 Truss Type EJAC Qty 16 Ply 1 Seal #: 2484 10/21/2021 1'10"8 SEAT PLATE REQ. 2'5"4 4'5"4 6'10"8 5"8 3'10"12HB 4'5"4 A B C DEF 6 12 2X4(B1) 1.5X3 1.5X4 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 6.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 439 /- /- /374 /137 /252 D 64 /- /- /35 /20 /- C 116 /- /- /71 /179 /- Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 115 -310 Chords Tens. Comp. B - C 52 -176 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 327 -87 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 485 -322 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.159 A 183 360 VERT(CL): 0.213 A 137 240 HORZ(LL): -0.092 C - - HORZ(TL): 0.103 C - - Creep Factor: 2.0 Max TC CSI: 0.611 Max BC CSI: 0.465 Max Web CSI: 0.107 Weight: 25.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss J7 Truss Type EJAC Qty 16 Ply 1 Seal #: 2484 10/21/2021 1'10"8 SEAT PLATE REQ. 2'5"4 4'5"4 6'10"8 5"8 3'10"12HB 4'5"4 A B C DEF 6 12 2X4(B1) 1.5X3 1.5X4 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 6.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 439 /- /- /494 /211 /252 D 64 /- /- /119 /79 /- C 116 /- /- /76 /177 /- Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 111 -327 Chords Tens. Comp. B - C 52 -175 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 345 -87 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 493 -322 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.152 A 191 360 VERT(CL): 0.201 A 145 240 HORZ(LL): -0.088 C - - HORZ(TL): 0.098 C - - Creep Factor: 2.0 Max TC CSI: 0.604 Max BC CSI: 0.523 Max Web CSI: 0.109 Weight: 25.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss J7P Truss Type EJAC Qty 37 Ply 1 Seal #: 2496 10/21/2021 1'10"8 SEAT PLATE REQ. 2'5"4 4'5"4 6'10"8 5"8 3'10"12HB 4'5"4 A B C DEF 6 12 2X4(B1) 1.5X3 1.5X4 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 6.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 439 /- /- /494 /211 /252 D 64 /- /- /119 /79 /- C 116 /- /- /76 /177 /- Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 111 -327 Chords Tens. Comp. B - C 52 -175 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 345 -87 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 493 -322 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.152 A 191 360 VERT(CL): 0.201 A 145 240 HORZ(LL): -0.088 C - - HORZ(TL): 0.098 C - - Creep Factor: 2.0 Max TC CSI: 0.604 Max BC CSI: 0.523 Max Web CSI: 0.109 Weight: 25.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss J7P Truss Type EJAC Qty 37 Ply 1 Seal #: 2496 10/21/2021 1'10"8 SEAT PLATE REQ. 2'5"4 4'5"4 6'10"8 5"8 3'10"12HB 4'5"4 A B C DEF 6 12 2X4(B1) 1.5X3 1.5X4 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x6 SP #2; W2 2x4 SP #3; Plating Notes All plates are 1.5X3 except as noted. (**) 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 68 0.00 5.62 BC 59 1.96 6.87 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL H 417 /- /- /352 /83 /179 D 70 /- /- /38 /11 /- C 130 /- /- /87 /126 /- Wind reactions based on MWFRS H Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing H is a rigid surface. Bearing H requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 93 -292 Chords Tens. Comp. B - C 58 -185 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - H 294 -63 B - G 294 -143 G - F 111 -11 Chords Tens. Comp. H - E 11 -111 F - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. G - H 506 -337 Webs Tens. Comp. F - E 49 -51 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.077 A 341 360 VERT(CL): 0.107 A 246 240 HORZ(LL): -0.046 G - - HORZ(TL): 0.054 G - - Creep Factor: 2.0 Max TC CSI: 0.668 Max BC CSI: 0.415 Max Web CSI: 0.175 Weight: 31.5 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss J7R Truss Type EJAC Qty 8 Ply 1 Seal #: 2504 10/21/2021 W2 1'10"8 SEAT PLATE REQ. 5'7"8 1'3" 6'10"8 5"8 1'2'10"123'10"12HB 1'3"A B C D EF G H 6 12 2X4(B1) 3X3(**) 1.5X4 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x6 SP #2; W2 2x4 SP #3; Plating Notes All plates are 1.5X3 except as noted. (**) 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 68 0.00 5.62 BC 59 1.96 6.87 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL H 417 /- /- /352 /83 /179 D 70 /- /- /38 /11 /- C 130 /- /- /87 /126 /- Wind reactions based on MWFRS H Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing H is a rigid surface. Bearing H requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 93 -292 Chords Tens. Comp. B - C 58 -185 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - H 294 -63 B - G 294 -143 G - F 111 -11 Chords Tens. Comp. H - E 11 -111 F - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. G - H 506 -337 Webs Tens. Comp. F - E 49 -51 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.077 A 341 360 VERT(CL): 0.107 A 246 240 HORZ(LL): -0.046 G - - HORZ(TL): 0.054 G - - Creep Factor: 2.0 Max TC CSI: 0.668 Max BC CSI: 0.415 Max Web CSI: 0.175 Weight: 31.5 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss J7R Truss Type EJAC Qty 8 Ply 1 Seal #: 2504 10/21/2021 W2 1'10"8 SEAT PLATE REQ. 5'7"8 1'3" 6'10"8 5"8 1'2'10"123'10"12HB 1'3"A B C D EF G H 6 12 2X4(B1) 3X3(**) 1.5X4 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 60 0.00 5.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D 206 /- /- /158 /172 /- C 100 /- /- /50 /- /- B 156 /- /- /88 /112 /183 Wind reactions based on MWFRS D Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - B Brg Width = 1.5 Min Req = - Bearing D is a rigid surface. Bearing D requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 192 -70 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. D - C 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - D 374 -156 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.000 A 999 360 VERT(CL): 0.000 A 999 240 HORZ(LL): -0.001 A - - HORZ(TL): 0.001 A - - Creep Factor: 2.0 Max TC CSI: 0.872 Max BC CSI: 0.297 Max Web CSI: 0.047 Weight: 19.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss J7S Truss Type EJAC Qty 8 Ply 1 Seal #: 2741 10/21/2021 SEAT PLATE REQ. 5"8 4'6"8 5'1'4"123'10"12HB 4'6"8 A B CD 6 12 1.5X4 3X6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 60 0.00 5.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D 206 /- /- /158 /172 /- C 100 /- /- /50 /- /- B 156 /- /- /88 /112 /183 Wind reactions based on MWFRS D Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - B Brg Width = 1.5 Min Req = - Bearing D is a rigid surface. Bearing D requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 192 -70 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. D - C 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - D 374 -156 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.000 A 999 360 VERT(CL): 0.000 A 999 240 HORZ(LL): -0.001 A - - HORZ(TL): 0.001 A - - Creep Factor: 2.0 Max TC CSI: 0.872 Max BC CSI: 0.297 Max Web CSI: 0.047 Weight: 19.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss J7S Truss Type EJAC Qty 8 Ply 1 Seal #: 2741 10/21/2021 SEAT PLATE REQ. 5"8 4'6"8 5'1'4"123'10"12HB 4'6"8 A B CD 6 12 1.5X4 3X6 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x6 SP 2400f-2.0E; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at 0.00 to 62 plf at 5.00 BC: From 10 plf at 0.00 to 10 plf at 5.00 TC: 86 lb Conc. Load at 4.96 BC: 733 lb Conc. Load at 1.06, 3.06 BC: 98 lb Conc. Load at 4.96 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 0.00 3.00 BC 60 0.00 5.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads and reactions based on MWFRS. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL E 1044 /- /- /- /482 /- D 968 /- /- /- /527 /- Wind reactions based on MWFRS E Brg Width = - Min Req = - D Brg Width = - Min Req = - Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 8 -17 Chords Tens. Comp. B - C 47 -55 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. E - D 102 -95 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - E 84 -84 E - B 114 -112 Webs Tens. Comp. B - D 146 -148 C - D 132 -126 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.001 B 999 360 VERT(CL): 0.001 B 999 240 HORZ(LL): -0.000 D - - HORZ(TL): 0.000 D - - Creep Factor: 2.0 Max TC CSI: 0.128 Max BC CSI: 0.558 Max Web CSI: 0.141 Weight: 38.5 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss K01 Truss Type HIPM Qty 1 Ply 1 Seal #: 2649 10/21/2021 5' 3'2'2'10"123'10"12A B C DE 6 12 1.5X4 3X6(R) 4X6(SRS)(R) 1.5X4 3X6(R) 1'0"12 733# 2' 733# 1'10"11 98# 4'11"8 86# 0"8 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x6 SP 2400f-2.0E; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at 0.00 to 62 plf at 5.00 BC: From 10 plf at 0.00 to 10 plf at 5.00 TC: 86 lb Conc. Load at 4.96 BC: 733 lb Conc. Load at 1.06, 3.06 BC: 98 lb Conc. Load at 4.96 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 0.00 3.00 BC 60 0.00 5.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads and reactions based on MWFRS. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL E 1044 /- /- /- /482 /- D 968 /- /- /- /527 /- Wind reactions based on MWFRS E Brg Width = - Min Req = - D Brg Width = - Min Req = - Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 8 -17 Chords Tens. Comp. B - C 47 -55 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. E - D 102 -95 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - E 84 -84 E - B 114 -112 Webs Tens. Comp. B - D 146 -148 C - D 132 -126 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.001 B 999 360 VERT(CL): 0.001 B 999 240 HORZ(LL): -0.000 D - - HORZ(TL): 0.000 D - - Creep Factor: 2.0 Max TC CSI: 0.128 Max BC CSI: 0.558 Max Web CSI: 0.141 Weight: 38.5 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss K01 Truss Type HIPM Qty 1 Ply 1 Seal #: 2649 10/21/2021 5' 3'2'2'10"123'10"12A B C DE 6 12 1.5X4 3X6(R) 4X6(SRS)(R) 1.5X4 3X6(R) 1'0"12 733# 2' 733# 1'10"11 98# 4'11"8 86# 0"8 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x6 SP 2400f-2.0E; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at 0.00 to 62 plf at 5.00 BC: From 10 plf at 0.00 to 10 plf at 5.00 TC: 86 lb Conc. Load at 4.96 BC: 562 lb Conc. Load at 1.06, 3.06 BC: 98 lb Conc. Load at 4.96 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 0.00 3.00 BC 60 0.00 5.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads and reactions based on MWFRS. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL E 843 /- /- /- /399 /- D 826 /- /- /- /469 /- Wind reactions based on MWFRS E Brg Width = - Min Req = - D Brg Width = - Min Req = - Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 7 -14 Chords Tens. Comp. B - C 57 -64 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. E - D 85 -80 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - E 96 -96 E - B 95 -94 Webs Tens. Comp. B - D 123 -125 C - D 151 -144 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.001 B 999 360 VERT(CL): 0.001 B 999 240 HORZ(LL): -0.000 D - - HORZ(TL): 0.000 D - - Creep Factor: 2.0 Max TC CSI: 0.169 Max BC CSI: 0.431 Max Web CSI: 0.109 Weight: 38.5 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss K02 Truss Type HIPM Qty 1 Ply 1 Seal #: 2652 10/21/2021 5' 3'2'2'10"123'10"12A B C DE 6 12 1.5X4 3X6(R) 4X6(SRS)(R) 1.5X4 3X6(R) 1'0"12 562# 2' 562# 1'10"12 98# 4'11"8 86# 0"8 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x6 SP 2400f-2.0E; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at 0.00 to 62 plf at 5.00 BC: From 10 plf at 0.00 to 10 plf at 5.00 TC: 86 lb Conc. Load at 4.96 BC: 562 lb Conc. Load at 1.06, 3.06 BC: 98 lb Conc. Load at 4.96 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 0.00 3.00 BC 60 0.00 5.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads and reactions based on MWFRS. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL E 843 /- /- /- /399 /- D 826 /- /- /- /469 /- Wind reactions based on MWFRS E Brg Width = - Min Req = - D Brg Width = - Min Req = - Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 7 -14 Chords Tens. Comp. B - C 57 -64 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. E - D 85 -80 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - E 96 -96 E - B 95 -94 Webs Tens. Comp. B - D 123 -125 C - D 151 -144 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.001 B 999 360 VERT(CL): 0.001 B 999 240 HORZ(LL): -0.000 D - - HORZ(TL): 0.000 D - - Creep Factor: 2.0 Max TC CSI: 0.169 Max BC CSI: 0.431 Max Web CSI: 0.109 Weight: 38.5 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss K02 Truss Type HIPM Qty 1 Ply 1 Seal #: 2652 10/21/2021 5' 3'2'2'10"123'10"12A B C DE 6 12 1.5X4 3X6(R) 4X6(SRS)(R) 1.5X4 3X6(R) 1'0"12 562# 2' 562# 1'10"12 98# 4'11"8 86# 0"8 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x8 SP 2400f-1.8E; Webs: 2x4 SP #3; W1 2x6 SP #2; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at 0.00 to 62 plf at 5.00 BC: From 10 plf at 0.00 to 10 plf at 5.00 BC: 1118 lb Conc. Load at 1.06 BC: 1263 lb Conc. Load at 3.06 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 60 0.00 5.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D 1550 /- /- /- /849 /- C 1192 /- /- /- /655 /- Wind reactions based on MWFRS D Brg Width = 8.0 Min Req = 1.5 C Brg Width = - Min Req = - Bearing D is a rigid surface. Bearing D requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 88 -91 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. D - C 196 -139 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - D 150 -140 A - C 130 -184 Webs Tens. Comp. B - C 141 -138 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.001 B 999 360 VERT(CL): 0.001 B 999 240 HORZ(LL): -0.002 B - - HORZ(TL): 0.002 B - - Creep Factor: 2.0 Max TC CSI: 0.404 Max BC CSI: 0.508 Max Web CSI: 0.124 Weight: 35.7 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss M01 Truss Type EJAC Qty 1 Ply 1 Seal #: 2586 10/21/2021 W1 5' SEAT PLATE REQ.1'4"123'10"12A B CD 6 12 3X6(R) 3X6 1.5X4 3X8(R) 1'0"12 1118# 2' 1263# 1'11"4 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x8 SP 2400f-1.8E; Webs: 2x4 SP #3; W1 2x6 SP #2; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at 0.00 to 62 plf at 5.00 BC: From 10 plf at 0.00 to 10 plf at 5.00 BC: 1118 lb Conc. Load at 1.06 BC: 1263 lb Conc. Load at 3.06 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 60 0.00 5.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D 1550 /- /- /- /849 /- C 1192 /- /- /- /655 /- Wind reactions based on MWFRS D Brg Width = 8.0 Min Req = 1.5 C Brg Width = - Min Req = - Bearing D is a rigid surface. Bearing D requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 88 -91 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. D - C 196 -139 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - D 150 -140 A - C 130 -184 Webs Tens. Comp. B - C 141 -138 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.001 B 999 360 VERT(CL): 0.001 B 999 240 HORZ(LL): -0.002 B - - HORZ(TL): 0.002 B - - Creep Factor: 2.0 Max TC CSI: 0.404 Max BC CSI: 0.508 Max Web CSI: 0.124 Weight: 35.7 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss M01 Truss Type EJAC Qty 1 Ply 1 Seal #: 2586 10/21/2021 W1 5' SEAT PLATE REQ.1'4"123'10"12A B CD 6 12 3X6(R) 3X6 1.5X4 3X8(R) 1'0"12 1118# 2' 1263# 1'11"4 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x6 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at 0.00 to 62 plf at 4.67 BC: From 10 plf at 0.00 to 10 plf at 4.67 BC: 174 lb Conc. Load at 1.40, 3.40 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 56 0.00 4.67 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D 338 /- /- /- /227 /- E 348 /- /- /- /233 /- Wind reactions based on MWFRS D Brg Width = 8.0 Min Req = 1.5 E Brg Width = 8.0 Min Req = 1.5 Bearings D & E are a rigid surface. Bearings D & E require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 79 -80 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. D - C 102 -82 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - D 145 -140 A - C 76 -95 Webs Tens. Comp. B - C 133 -131 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.001 B 999 360 VERT(CL): 0.001 B 999 240 HORZ(LL): -0.001 B - - HORZ(TL): 0.001 B - - Creep Factor: 2.0 Max TC CSI: 0.351 Max BC CSI: 0.281 Max Web CSI: 0.107 Weight: 32.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss M02 Truss Type MONO Qty 1 Ply 1 Seal #: 2825 10/21/2021 W1 4'8" SEAT PLATE REQ. SEAT PLATE REQ.1'4"123'8"12A B CDE 6 12 4X4 3X6 1.5X4 3X6(R) 1'4"12 174# 2' 174# 1'3"4 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x6 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at 0.00 to 62 plf at 4.67 BC: From 10 plf at 0.00 to 10 plf at 4.67 BC: 174 lb Conc. Load at 1.40, 3.40 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 56 0.00 4.67 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D 338 /- /- /- /227 /- E 348 /- /- /- /233 /- Wind reactions based on MWFRS D Brg Width = 8.0 Min Req = 1.5 E Brg Width = 8.0 Min Req = 1.5 Bearings D & E are a rigid surface. Bearings D & E require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 79 -80 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. D - C 102 -82 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - D 145 -140 A - C 76 -95 Webs Tens. Comp. B - C 133 -131 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.001 B 999 360 VERT(CL): 0.001 B 999 240 HORZ(LL): -0.001 B - - HORZ(TL): 0.001 B - - Creep Factor: 2.0 Max TC CSI: 0.351 Max BC CSI: 0.281 Max Web CSI: 0.107 Weight: 32.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss M02 Truss Type MONO Qty 1 Ply 1 Seal #: 2825 10/21/2021 W1 4'8" SEAT PLATE REQ. SEAT PLATE REQ.1'4"123'8"12A B CDE 6 12 4X4 3X6 1.5X4 3X6(R) 1'4"12 174# 2' 174# 1'3"4 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x6 SP #2; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at 0.00 to 62 plf at 0.79 TC: From 31 plf at 0.79 to 31 plf at 7.54 TC: From 62 plf at 7.54 to 62 plf at 8.33 BC: From 10 plf at 0.00 to 10 plf at 8.33 TC: -463 lb Conc. Load at 0.82, 7.51 TC: 15 lb Conc. Load at 2.85, 4.17, 5.48 BC: -565 lb Conc. Load at 0.82, 7.51 BC: -48 lb Conc. Load at 2.85, 4.17, 5.48 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 0.79 7.54 BC 75 0.00 8.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes Negative reaction(s) of -881# MAX. from a non-wind load case requires uplift connection. See Maximum Reactions. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL I 260 /-881 /- /144 /- /- F 260 /-881 /- /144 /- /- Wind reactions based on MWFRS I Brg Width = 8.0 Min Req = 1.5 F Brg Width = 8.0 Min Req = 1.5 Bearings I & G are a rigid surface. Bearings I & G require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 565 -224 B - C 473 -204 Chords Tens. Comp. C - D 473 -204 D - E 565 -224 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. I - H 2 -3 H - G 289 -328 Chords Tens. Comp. G - F 2 -3 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - I 848 -348 A - H 317 -766 B - H 107 -280 H - C 193 -160 Webs Tens. Comp. C - G 193 -160 G - D 107 -280 G - E 317 -766 E - F 848 -348 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.006 C 999 360 VERT(CL): 0.006 C 999 240 HORZ(LL): -0.003 B - - HORZ(TL): 0.004 B - - Creep Factor: 2.0 Max TC CSI: 0.209 Max BC CSI: 0.339 Max Web CSI: 0.332 Weight: 61.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss N01 Truss Type HIPS Qty 2 Ply 1 Seal #: 2746 10/21/2021 8'4" SEAT PLATE REQ.SEAT PLATE REQ. 9"8 6'9"9"8 1'6"121'11"8A B C D E FGHI 6 12 3X4 3X10 5X6 3X8 3X4 3X8 5X6 3X4 3X10 9"14 -565# -463# 2'0"6 -48# 15# 1'3"12 -48# 15# 1'3"12 -48# 15# 2'0"6 -565# -463# 9"14 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x6 SP #2; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at 0.00 to 62 plf at 0.79 TC: From 31 plf at 0.79 to 31 plf at 7.54 TC: From 62 plf at 7.54 to 62 plf at 8.33 BC: From 10 plf at 0.00 to 10 plf at 8.33 TC: -463 lb Conc. Load at 0.82, 7.51 TC: 15 lb Conc. Load at 2.85, 4.17, 5.48 BC: -565 lb Conc. Load at 0.82, 7.51 BC: -48 lb Conc. Load at 2.85, 4.17, 5.48 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 0.79 7.54 BC 75 0.00 8.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes Negative reaction(s) of -881# MAX. from a non-wind load case requires uplift connection. See Maximum Reactions. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL I 260 /-881 /- /144 /- /- F 260 /-881 /- /144 /- /- Wind reactions based on MWFRS I Brg Width = 8.0 Min Req = 1.5 F Brg Width = 8.0 Min Req = 1.5 Bearings I & G are a rigid surface. Bearings I & G require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 565 -224 B - C 473 -204 Chords Tens. Comp. C - D 473 -204 D - E 565 -224 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. I - H 2 -3 H - G 289 -328 Chords Tens. Comp. G - F 2 -3 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - I 848 -348 A - H 317 -766 B - H 107 -280 H - C 193 -160 Webs Tens. Comp. C - G 193 -160 G - D 107 -280 G - E 317 -766 E - F 848 -348 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.006 C 999 360 VERT(CL): 0.006 C 999 240 HORZ(LL): -0.003 B - - HORZ(TL): 0.004 B - - Creep Factor: 2.0 Max TC CSI: 0.209 Max BC CSI: 0.339 Max Web CSI: 0.332 Weight: 61.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss N01 Truss Type HIPS Qty 2 Ply 1 Seal #: 2746 10/21/2021 8'4" SEAT PLATE REQ.SEAT PLATE REQ. 9"8 6'9"9"8 1'6"121'11"8A B C D E FGHI 6 12 3X4 3X10 5X6 3X8 3X4 3X8 5X6 3X4 3X10 9"14 -565# -463# 2'0"6 -48# 15# 1'3"12 -48# 15# 1'3"12 -48# 15# 2'0"6 -565# -463# 9"14 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; T2,T3 2x6 SP 2400f-2.0E; Bot chord: 2x6 SP 2400f-2.0E; Webs: 2x4 SP #3; W1 2x8 SP 2400f-1.8E; W2, W4 2x4 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at 0.00 to 62 plf at 6.88 TC: From 31 plf at 6.88 to 31 plf at 36.88 TC: From 62 plf at 36.88 to 62 plf at 43.75 BC: From 20 plf at 0.00 to 20 plf at 6.91 BC: From 10 plf at 6.91 to 10 plf at 36.84 BC: From 20 plf at 36.84 to 20 plf at 43.75 TC: 174 lb Conc. Load at 6.91,36.84 TC: 116 lb Conc. Load at 8.94,10.94,12.94,14.94 16.94,18.94,20.94,22.81,24.81,26.81,28.81,30.81 32.81,34.81 BC: 165 lb Conc. Load at 6.91,36.84 BC: 64 lb Conc. Load at 8.94,10.94,12.94,14.94 16.94,18.94,20.94,22.81,24.81,26.81,28.81,30.81 32.81,34.81 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 6.88 36.88 BC 42 0.00 43.75 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL Q 2782 /- /- /- /2803 /- K 2782 /- /- /- /2803 /- Wind reactions based on MWFRS Q Brg Width = 8.0 Min Req = 2.3 K Brg Width = 8.0 Min Req = 2.3 Bearings Q & K are a rigid surface. Bearings Q & K require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 81 -93 B - C 3924 -3645 C - D 7230 -6489 D - E 8525 -7621 E - F 8525 -7621 Chords Tens. Comp. F - G 8525 -7621 G - H 7230 -6489 H - I 3924 -3645 I - J 81 -93 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - Q 84 -57 Q - P 556 -567 P - O 3265 -3546 O - N 6590 -7355 Chords Tens. Comp. N - M 6590 -7355 M - L 3265 -3546 L - K 556 -567 K - J 84 -57 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. Q - B 2821 -2689 B - P 2830 -3056 P - C 729 -517 C - O 3583 -4079 O - D 1496 -1222 D - N 1147 -1290 E - N 820 -639 Webs Tens. Comp. N - G 1147 -1290 G - M 1496 -1222 M - H 3583 -4079 H - L 729 -517 L - I 2830 -3056 I - K 2821 -2689 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 4.38 ft Loc. from endwall: not in 6.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.755 E 624 360 VERT(CL): 0.740 E 637 240 HORZ(LL): -0.137 C - - HORZ(TL): 0.144 C - - Creep Factor: 2.0 Max TC CSI: 0.592 Max BC CSI: 0.963 Max Web CSI: 0.956 Weight: 274.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss P01 Truss Type HIPS Qty 1 Ply 1 Seal #: 2728 10/21/2021 T2 T3 W1 W2 W4 W4 W2 W1 1'10"8 40'1'10"8SEAT PLATE REQ.SEAT PLATE REQ. 6'10"8 30'6'10"8 43'9" 5"83'10"12(a) (a) (a)(a)(a)(a) (a) (a) A B C D E F G H I J KLMNOPQ 6 12 4X6(A1) 4X10 4X8 5X6 7X6 H0710 4X6 3X6 3X10 H0510 4X6 H0710 7X6 5X6 4X8 4X10 4X6(A1) 6'10"14 165# 174# 2'0"6 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 1'10"8 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 2'0"6 165# 174# 6'10"14 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; T2,T3 2x6 SP 2400f-2.0E; Bot chord: 2x6 SP 2400f-2.0E; Webs: 2x4 SP #3; W1 2x8 SP 2400f-1.8E; W2, W4 2x4 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at 0.00 to 62 plf at 6.88 TC: From 31 plf at 6.88 to 31 plf at 36.88 TC: From 62 plf at 36.88 to 62 plf at 43.75 BC: From 20 plf at 0.00 to 20 plf at 6.91 BC: From 10 plf at 6.91 to 10 plf at 36.84 BC: From 20 plf at 36.84 to 20 plf at 43.75 TC: 174 lb Conc. Load at 6.91,36.84 TC: 116 lb Conc. Load at 8.94,10.94,12.94,14.94 16.94,18.94,20.94,22.81,24.81,26.81,28.81,30.81 32.81,34.81 BC: 165 lb Conc. Load at 6.91,36.84 BC: 64 lb Conc. Load at 8.94,10.94,12.94,14.94 16.94,18.94,20.94,22.81,24.81,26.81,28.81,30.81 32.81,34.81 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 6.88 36.88 BC 42 0.00 43.75 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL Q 2782 /- /- /- /2803 /- K 2782 /- /- /- /2803 /- Wind reactions based on MWFRS Q Brg Width = 8.0 Min Req = 2.3 K Brg Width = 8.0 Min Req = 2.3 Bearings Q & K are a rigid surface. Bearings Q & K require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 81 -93 B - C 3924 -3645 C - D 7230 -6489 D - E 8525 -7621 E - F 8525 -7621 Chords Tens. Comp. F - G 8525 -7621 G - H 7230 -6489 H - I 3924 -3645 I - J 81 -93 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - Q 84 -57 Q - P 556 -567 P - O 3265 -3546 O - N 6590 -7355 Chords Tens. Comp. N - M 6590 -7355 M - L 3265 -3546 L - K 556 -567 K - J 84 -57 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. Q - B 2821 -2689 B - P 2830 -3056 P - C 729 -517 C - O 3583 -4079 O - D 1496 -1222 D - N 1147 -1290 E - N 820 -639 Webs Tens. Comp. N - G 1147 -1290 G - M 1496 -1222 M - H 3583 -4079 H - L 729 -517 L - I 2830 -3056 I - K 2821 -2689 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 4.38 ft Loc. from endwall: not in 6.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.755 E 624 360 VERT(CL): 0.740 E 637 240 HORZ(LL): -0.137 C - - HORZ(TL): 0.144 C - - Creep Factor: 2.0 Max TC CSI: 0.592 Max BC CSI: 0.963 Max Web CSI: 0.956 Weight: 274.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss P01 Truss Type HIPS Qty 1 Ply 1 Seal #: 2728 10/21/2021 T2 T3 W1 W2 W4 W4 W2 W1 1'10"8 40'1'10"8SEAT PLATE REQ.SEAT PLATE REQ. 6'10"8 30'6'10"8 43'9" 5"83'10"12(a) (a) (a)(a)(a)(a) (a) (a) A B C D E F G H I J KLMNOPQ 6 12 4X6(A1) 4X10 4X8 5X6 7X6 H0710 4X6 3X6 3X10 H0510 4X6 H0710 7X6 5X6 4X8 4X10 4X6(A1) 6'10"14 165# 174# 2'0"6 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 1'10"8 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 2'0"6 165# 174# 6'10"14 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 8.87 34.88 BC 50 0.00 43.75 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left and right cantilevers are exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL Q 1804 /- /- /1766 /1295 /185 J 1804 /- /- /1354 /1287 /- Wind reactions based on MWFRS Q Brg Width = 8.0 Min Req = 2.1 J Brg Width = 8.0 Min Req = 2.1 Bearings Q & J are a rigid surface. Bearings Q & J require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 116 -81 B - C 3789 -2330 C - D 5914 -3373 D - E 5913 -3372 Chords Tens. Comp. E - F 5913 -3372 F - G 5893 -3346 G - H 3853 -2330 H - I 213 -145 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - Q 88 -65 Q - P 400 -332 P - O 2027 -3236 O - N 2027 -3236 N - M 3380 -5683 Chords Tens. Comp. M - L 2011 -3310 L - K 2011 -3310 K - J 284 -479 J - I 137 -175 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. Q - B 2580 -1699 B - P 1810 -2979 C - P 423 -209 C - N 1552 -2742 D - N 785 -541 N - F 70 -59 Webs Tens. Comp. F - M 810 -548 M - G 1527 -2650 G - K 442 -212 K - H 1812 -2902 H - J 2493 -1697 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 4.38 ft Loc. from endwall: not in 6.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.288 D 999 360 VERT(CL): 0.426 D 999 240 HORZ(LL): -0.068 C - - HORZ(TL): 0.105 C - - Creep Factor: 2.0 Max TC CSI: 0.754 Max BC CSI: 0.993 Max Web CSI: 0.997 Weight: 229.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss P02 Truss Type HIPS Qty 1 Ply 1 Seal #: 2608 10/21/2021 W1 W1 1'10"8 40'1'10"8SEAT PLATE REQ.SEAT PLATE REQ. 8'10"8 26'8'10"8 43'9" 5"84'10"12(a) (a) (a) (a) (a) (a) (a)A B C D E F G H I JKLMNOPQ 6 12 3X6(B1) 3X6 5X6 5X8 5X6 H0308 1.5X4 4X10 H0308 3X4 4X4 H0308 5X8 5X6 5X6 3X6 3X6(B1) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 8.87 34.88 BC 50 0.00 43.75 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left and right cantilevers are exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL Q 1804 /- /- /1766 /1295 /185 J 1804 /- /- /1354 /1287 /- Wind reactions based on MWFRS Q Brg Width = 8.0 Min Req = 2.1 J Brg Width = 8.0 Min Req = 2.1 Bearings Q & J are a rigid surface. Bearings Q & J require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 116 -81 B - C 3789 -2330 C - D 5914 -3373 D - E 5913 -3372 Chords Tens. Comp. E - F 5913 -3372 F - G 5893 -3346 G - H 3853 -2330 H - I 213 -145 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - Q 88 -65 Q - P 400 -332 P - O 2027 -3236 O - N 2027 -3236 N - M 3380 -5683 Chords Tens. Comp. M - L 2011 -3310 L - K 2011 -3310 K - J 284 -479 J - I 137 -175 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. Q - B 2580 -1699 B - P 1810 -2979 C - P 423 -209 C - N 1552 -2742 D - N 785 -541 N - F 70 -59 Webs Tens. Comp. F - M 810 -548 M - G 1527 -2650 G - K 442 -212 K - H 1812 -2902 H - J 2493 -1697 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 4.38 ft Loc. from endwall: not in 6.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.288 D 999 360 VERT(CL): 0.426 D 999 240 HORZ(LL): -0.068 C - - HORZ(TL): 0.105 C - - Creep Factor: 2.0 Max TC CSI: 0.754 Max BC CSI: 0.993 Max Web CSI: 0.997 Weight: 229.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss P02 Truss Type HIPS Qty 1 Ply 1 Seal #: 2608 10/21/2021 W1 W1 1'10"8 40'1'10"8SEAT PLATE REQ.SEAT PLATE REQ. 8'10"8 26'8'10"8 43'9" 5"84'10"12(a) (a) (a) (a) (a) (a) (a)A B C D E F G H I JKLMNOPQ 6 12 3X6(B1) 3X6 5X6 5X8 5X6 H0308 1.5X4 4X10 H0308 3X4 4X4 H0308 5X8 5X6 5X6 3X6 3X6(B1) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 10.87 32.88 BC 54 0.00 43.75 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Left and right cantilevers are exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL S 1805 /- /- /1791 /1232 /227 L 1805 /- /- /1332 /1245 /- Wind reactions based on MWFRS S Brg Width = 8.0 Min Req = 2.1 L Brg Width = 8.0 Min Req = 2.1 Bearings S & L are a rigid surface. Bearings S & L require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 133 -90 B - C 209 -107 C - D 3642 -2196 D - E 3354 -1930 E - F 4829 -2732 Chords Tens. Comp. F - G 4829 -2732 G - H 3421 -1930 H - I 3702 -2196 I - J 353 -172 J - K 294 -216 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - R 85 -109 R - Q 1727 -2513 Q - P 2643 -4224 P - O 2643 -4224 Chords Tens. Comp. O - N 2644 -4251 N - M 2644 -4251 M - L 1688 -2619 L - K 196 -248 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - R 333 -255 R - C 3265 -2208 C - Q 394 -674 D - Q 855 -1364 Q - E 1620 -960 E - O 474 -578 Webs Tens. Comp. O - G 596 -535 G - M 1567 -961 M - H 860 -1362 M - I 557 -625 I - L 3201 -2208 L - J 323 -255 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 4.38 ft Loc. from endwall: not in 6.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.187 O 999 360 VERT(CL): 0.295 O 999 240 HORZ(LL): 0.069 L - - HORZ(TL): 0.116 L - - Creep Factor: 2.0 Max TC CSI: 0.596 Max BC CSI: 0.973 Max Web CSI: 0.972 Weight: 238.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss P03 Truss Type HIPS Qty 1 Ply 1 Seal #: 2603 10/21/2021 W1 W1 1'10"8 40'1'10"8SEAT PLATE REQ.SEAT PLATE REQ. 10'10"8 22'10'10"8 43'9" 5"85'10"12(a) (a)(a) (a) A B C D E F G H I J K LMNOPQRS 6 12 3X6(B1) 1.5X3 5X6 7X6 5X6 4X8 H0308 4X4 3X4 H0308 4X4 H0308 4X8 5X6 7X6 5X6 1.5X3 3X6(B1) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 10.87 32.88 BC 54 0.00 43.75 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Left and right cantilevers are exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL S 1805 /- /- /1791 /1232 /227 L 1805 /- /- /1332 /1245 /- Wind reactions based on MWFRS S Brg Width = 8.0 Min Req = 2.1 L Brg Width = 8.0 Min Req = 2.1 Bearings S & L are a rigid surface. Bearings S & L require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 133 -90 B - C 209 -107 C - D 3642 -2196 D - E 3354 -1930 E - F 4829 -2732 Chords Tens. Comp. F - G 4829 -2732 G - H 3421 -1930 H - I 3702 -2196 I - J 353 -172 J - K 294 -216 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - R 85 -109 R - Q 1727 -2513 Q - P 2643 -4224 P - O 2643 -4224 Chords Tens. Comp. O - N 2644 -4251 N - M 2644 -4251 M - L 1688 -2619 L - K 196 -248 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - R 333 -255 R - C 3265 -2208 C - Q 394 -674 D - Q 855 -1364 Q - E 1620 -960 E - O 474 -578 Webs Tens. Comp. O - G 596 -535 G - M 1567 -961 M - H 860 -1362 M - I 557 -625 I - L 3201 -2208 L - J 323 -255 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 4.38 ft Loc. from endwall: not in 6.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.187 O 999 360 VERT(CL): 0.295 O 999 240 HORZ(LL): 0.069 L - - HORZ(TL): 0.116 L - - Creep Factor: 2.0 Max TC CSI: 0.596 Max BC CSI: 0.973 Max Web CSI: 0.972 Weight: 238.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss P03 Truss Type HIPS Qty 1 Ply 1 Seal #: 2603 10/21/2021 W1 W1 1'10"8 40'1'10"8SEAT PLATE REQ.SEAT PLATE REQ. 10'10"8 22'10'10"8 43'9" 5"85'10"12(a) (a)(a) (a) A B C D E F G H I J K LMNOPQRS 6 12 3X6(B1) 1.5X3 5X6 7X6 5X6 4X8 H0308 4X4 3X4 H0308 4X4 H0308 4X8 5X6 7X6 5X6 1.5X3 3X6(B1) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; T2 2x4 SP M-30; Bot chord: 2x4 SP M-30; B2 2x4 SP #2; B3 2x4 SP 2400f-2.0E + SP M-31; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 12.87 30.88 BC 50 0.00 43.75 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Left and right cantilevers are exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL S 1805 /- /- /1807 /1145 /269 L 1805 /- /- /1317 /1186 /- Wind reactions based on MWFRS S Brg Width = 8.0 Min Req = 2.1 L Brg Width = 8.0 Min Req = 1.5 Bearings S & L are a rigid surface. Bearings S & L require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 336 -303 B - C 396 -293 C - D 3496 -2187 D - E 3235 -1887 E - F 4009 -2300 Chords Tens. Comp. F - G 4009 -2300 G - H 3293 -1886 H - I 3542 -2186 I - J 541 -400 J - K 498 -445 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - R 255 -271 R - Q 1773 -2415 Q - P 2250 -3472 P - O 2250 -3472 Chords Tens. Comp. O - N 2245 -3493 N - M 2245 -3493 M - L 1700 -2518 L - K 392 -411 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - R 255 -199 R - C 3000 -2192 C - Q 338 -548 D - Q 801 -1355 Q - E 1096 -652 E - O 277 -398 Webs Tens. Comp. O - G 450 -359 G - M 1028 -645 M - H 875 -1326 M - I 556 -499 I - L 2930 -2191 L - J 273 -198 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 4.38 ft Loc. from endwall: not in 6.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.149 O 999 360 VERT(CL): 0.251 O 999 240 HORZ(LL): 0.066 K - - HORZ(TL): 0.109 L - - Creep Factor: 2.0 Max TC CSI: 0.831 Max BC CSI: 0.986 Max Web CSI: 0.893 Weight: 243.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss P04 Truss Type HIPS Qty 1 Ply 1 Seal #: 2598 10/21/2021 T2 B2 B3 W1 W1 1'10"8 40'1'10"8SEAT PLATE REQ.SEAT PLATE REQ. 12'10"8 18'12'10"8 43'9" 5"86'10"12(a) (a)(a) (a) A B C D E F G H I J K LMNOPQRS 6 12 3X6(B1) 1.5X3 5X6 7X6 5X6 3X8 H0510 3X4 3X4 3X6 3X4 H0510 3X8 5X6 6X6 5X6 1.5X3 3X6(B1) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; T2 2x4 SP M-30; Bot chord: 2x4 SP M-30; B2 2x4 SP #2; B3 2x4 SP 2400f-2.0E + SP M-31; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 12.87 30.88 BC 50 0.00 43.75 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Left and right cantilevers are exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL S 1805 /- /- /1807 /1145 /269 L 1805 /- /- /1317 /1186 /- Wind reactions based on MWFRS S Brg Width = 8.0 Min Req = 2.1 L Brg Width = 8.0 Min Req = 1.5 Bearings S & L are a rigid surface. Bearings S & L require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 336 -303 B - C 396 -293 C - D 3496 -2187 D - E 3235 -1887 E - F 4009 -2300 Chords Tens. Comp. F - G 4009 -2300 G - H 3293 -1886 H - I 3542 -2186 I - J 541 -400 J - K 498 -445 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - R 255 -271 R - Q 1773 -2415 Q - P 2250 -3472 P - O 2250 -3472 Chords Tens. Comp. O - N 2245 -3493 N - M 2245 -3493 M - L 1700 -2518 L - K 392 -411 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - R 255 -199 R - C 3000 -2192 C - Q 338 -548 D - Q 801 -1355 Q - E 1096 -652 E - O 277 -398 Webs Tens. Comp. O - G 450 -359 G - M 1028 -645 M - H 875 -1326 M - I 556 -499 I - L 2930 -2191 L - J 273 -198 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 4.38 ft Loc. from endwall: not in 6.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.149 O 999 360 VERT(CL): 0.251 O 999 240 HORZ(LL): 0.066 K - - HORZ(TL): 0.109 L - - Creep Factor: 2.0 Max TC CSI: 0.831 Max BC CSI: 0.986 Max Web CSI: 0.893 Weight: 243.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss P04 Truss Type HIPS Qty 1 Ply 1 Seal #: 2598 10/21/2021 T2 B2 B3 W1 W1 1'10"8 40'1'10"8SEAT PLATE REQ.SEAT PLATE REQ. 12'10"8 18'12'10"8 43'9" 5"86'10"12(a) (a)(a) (a) A B C D E F G H I J K LMNOPQRS 6 12 3X6(B1) 1.5X3 5X6 7X6 5X6 3X8 H0510 3X4 3X4 3X6 3X4 H0510 3X8 5X6 6X6 5X6 1.5X3 3X6(B1) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 14.87 28.88 BC 55 0.00 43.75 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Left and right cantilevers are exposed to wind Wind loading based on both gable and hip roof types. Right bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL T 1804 /- /- /1314 /1140 /310 L 1804 /- /- /1815 /1094 /- Wind reactions based on MWFRS T Brg Width = 8.0 Min Req = 2.1 L Brg Width = 8.0 Min Req = 2.1 Bearings T & L are a rigid surface. Bearings T & L require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 219 -133 B - C 3398 -2284 C - D 3382 -2154 D - E 3402 -2100 E - F 3605 -2121 Chords Tens. Comp. F - G 3605 -2121 G - H 3372 -2100 H - I 3352 -2154 I - J 3342 -2284 J - K 109 -92 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - T 118 -183 T - S 346 -454 S - R 1978 -2904 R - Q 1978 -2904 Q - P 1848 -2740 Chords Tens. Comp. P - O 1848 -2696 O - N 1978 -2826 N - M 1978 -2826 M - L 297 -337 L - K 101 -58 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. T - B 2236 -1694 B - S 1755 -2515 S - C 353 -256 C - Q 258 -212 E - Q 445 -638 E - P 512 -680 F - P 671 -456 Webs Tens. Comp. P - G 409 -746 G - O 636 -615 O - I 217 -291 I - M 348 -256 M - J 1755 -2553 J - L 2343 -1694 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 4.38 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.146 F 999 360 VERT(CL): 0.256 F 999 240 HORZ(LL): -0.050 L - - HORZ(TL): 0.089 L - - Creep Factor: 2.0 Max TC CSI: 0.651 Max BC CSI: 0.980 Max Web CSI: 0.924 Weight: 254.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss P05 Truss Type HIPS Qty 1 Ply 1 Seal #: 2595 10/21/2021 W1 W1 1'10"8 40'1'10"8SEAT PLATE REQ.SEAT PLATE REQ. 14'10"8 14'14'10"8 43'9" 5"87'10"12(a) (a)(a) (a)A B C D E F G H I J K LMNOPQRST 6 12 3X6(B1) 3X6 4X6 5X6 3X4 3X6 3X6 6X6 3X4 1.5X3 3X8 6X6 3X4 3X6 3X6 3X4 5X6 3X10 3X6 3X6(B1) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 14.87 28.88 BC 55 0.00 43.75 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Left and right cantilevers are exposed to wind Wind loading based on both gable and hip roof types. Right bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL T 1804 /- /- /1314 /1140 /310 L 1804 /- /- /1815 /1094 /- Wind reactions based on MWFRS T Brg Width = 8.0 Min Req = 2.1 L Brg Width = 8.0 Min Req = 2.1 Bearings T & L are a rigid surface. Bearings T & L require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 219 -133 B - C 3398 -2284 C - D 3382 -2154 D - E 3402 -2100 E - F 3605 -2121 Chords Tens. Comp. F - G 3605 -2121 G - H 3372 -2100 H - I 3352 -2154 I - J 3342 -2284 J - K 109 -92 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - T 118 -183 T - S 346 -454 S - R 1978 -2904 R - Q 1978 -2904 Q - P 1848 -2740 Chords Tens. Comp. P - O 1848 -2696 O - N 1978 -2826 N - M 1978 -2826 M - L 297 -337 L - K 101 -58 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. T - B 2236 -1694 B - S 1755 -2515 S - C 353 -256 C - Q 258 -212 E - Q 445 -638 E - P 512 -680 F - P 671 -456 Webs Tens. Comp. P - G 409 -746 G - O 636 -615 O - I 217 -291 I - M 348 -256 M - J 1755 -2553 J - L 2343 -1694 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 4.38 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.146 F 999 360 VERT(CL): 0.256 F 999 240 HORZ(LL): -0.050 L - - HORZ(TL): 0.089 L - - Creep Factor: 2.0 Max TC CSI: 0.651 Max BC CSI: 0.980 Max Web CSI: 0.924 Weight: 254.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss P05 Truss Type HIPS Qty 1 Ply 1 Seal #: 2595 10/21/2021 W1 W1 1'10"8 40'1'10"8SEAT PLATE REQ.SEAT PLATE REQ. 14'10"8 14'14'10"8 43'9" 5"87'10"12(a) (a)(a) (a)A B C D E F G H I J K LMNOPQRST 6 12 3X6(B1) 3X6 4X6 5X6 3X4 3X6 3X6 6X6 3X4 1.5X3 3X8 6X6 3X4 3X6 3X6 3X4 5X6 3X10 3X6 3X6(B1) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; B2 2x4 SP M-30; Webs: 2x4 SP #3; W1,W8 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 16.87 26.88 BC 54 0.00 41.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Right bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL R 1820 /- /- /1329 /1103 /351 S 1631 /- /- /1619 /966 /- Wind reactions based on MWFRS R Brg Width = 8.0 Min Req = 2.1 S Brg Width = 8.0 Min Req = 1.9 Bearings R & S are a rigid surface. Bearings R & S require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 200 -144 B - C 3351 -2345 C - D 3164 -2117 D - E 3195 -2069 E - F 2995 -1798 Chords Tens. Comp. F - G 2989 -1815 G - H 3212 -2037 H - I 3191 -2138 I - J 3467 -2464 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - R 131 -163 R - Q 355 -480 Q - P 2036 -2895 P - O 2036 -2895 Chords Tens. Comp. O - N 1874 -2667 N - M 2135 -2985 M - L 2135 -2985 L - K 198 -263 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. R - B 2184 -1711 B - Q 1825 -2496 Q - C 354 -238 C - O 452 -295 E - O 848 -1055 O - F 288 -250 Webs Tens. Comp. F - N 250 -228 N - G 734 -1116 N - I 563 -533 I - L 329 -163 L - J 1974 -2775 J - K 2163 -1565 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 4.19 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.140 N 999 360 VERT(CL): 0.241 F 999 240 HORZ(LL): -0.044 K - - HORZ(TL): 0.084 K - - Creep Factor: 2.0 Max TC CSI: 0.762 Max BC CSI: 0.960 Max Web CSI: 0.967 Weight: 250.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss P06 Truss Type HIPS Qty 1 Ply 1 Seal #: 2592 10/21/2021 B2 W1 W8 1'10"8 40' SEAT PLATE REQ.SEAT PLATE REQ. 16'10"8 10'15' 41'10"8 5"8 1'4"128'10"12(a) (a) (a)(a)(a) (a) (a) (a)A B C D E F G H I J KLMNOPQRS 6 12 3X6(B1) 3X6 4X6 5X6 3X4 3X6 3X6 5X6 3X8 3X4 3X8 5X6 4X6 3X6 3X4 6X6 5X8(R) 4X6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; B2 2x4 SP M-30; Webs: 2x4 SP #3; W1,W8 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 16.87 26.88 BC 54 0.00 41.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Right bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL R 1820 /- /- /1329 /1103 /351 S 1631 /- /- /1619 /966 /- Wind reactions based on MWFRS R Brg Width = 8.0 Min Req = 2.1 S Brg Width = 8.0 Min Req = 1.9 Bearings R & S are a rigid surface. Bearings R & S require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 200 -144 B - C 3351 -2345 C - D 3164 -2117 D - E 3195 -2069 E - F 2995 -1798 Chords Tens. Comp. F - G 2989 -1815 G - H 3212 -2037 H - I 3191 -2138 I - J 3467 -2464 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - R 131 -163 R - Q 355 -480 Q - P 2036 -2895 P - O 2036 -2895 Chords Tens. Comp. O - N 1874 -2667 N - M 2135 -2985 M - L 2135 -2985 L - K 198 -263 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. R - B 2184 -1711 B - Q 1825 -2496 Q - C 354 -238 C - O 452 -295 E - O 848 -1055 O - F 288 -250 Webs Tens. Comp. F - N 250 -228 N - G 734 -1116 N - I 563 -533 I - L 329 -163 L - J 1974 -2775 J - K 2163 -1565 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 4.19 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.140 N 999 360 VERT(CL): 0.241 F 999 240 HORZ(LL): -0.044 K - - HORZ(TL): 0.084 K - - Creep Factor: 2.0 Max TC CSI: 0.762 Max BC CSI: 0.960 Max Web CSI: 0.967 Weight: 250.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss P06 Truss Type HIPS Qty 1 Ply 1 Seal #: 2592 10/21/2021 B2 W1 W8 1'10"8 40' SEAT PLATE REQ.SEAT PLATE REQ. 16'10"8 10'15' 41'10"8 5"8 1'4"128'10"12(a) (a) (a)(a)(a) (a) (a) (a)A B C D E F G H I J KLMNOPQRS 6 12 3X6(B1) 3X6 4X6 5X6 3X4 3X6 3X6 5X6 3X8 3X4 3X8 5X6 4X6 3X6 3X4 6X6 5X8(R) 4X6 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP #2; B3 2x4 SP M-30; Webs: 2x4 SP #3; W1,W12 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 18.87 24.88 BC 75 0.00 41.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Right bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL R 563 /- /- /424 /212 /393 P 1812 /- /- /1265 /978 /- K 1121 /- /- /1202 /586 /- Wind reactions based on MWFRS R Brg Width = 8.0 Min Req = 1.5 P Brg Width = 11.3 Min Req = 2.1 K Brg Width = - Min Req = - Bearings R & P are a rigid surface. Bearings R & P require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 152 -172 B - C 166 -305 C - D 246 -193 D - E 296 -180 E - F 971 -555 Chords Tens. Comp. F - G 1420 -833 G - H 1470 -937 H - I 1439 -995 I - J 2093 -1611 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - R 160 -118 R - Q 317 -412 Q - P 379 -401 P - O 344 -313 Chords Tens. Comp. O - N 434 -494 N - M 1384 -1731 M - L 1384 -1731 L - K 274 -348 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. R - B 425 -467 B - Q 234 -49 Q - C 210 0 C - P 359 -459 P - E 1822 -1420 E - O 1006 -1333 F - O 748 -680 Webs Tens. Comp. F - N 801 -900 N - G 291 -300 N - I 984 -824 I - L 548 -524 L - J 1166 -1439 J - K 1336 -1046 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 4.19 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.062 L 999 360 VERT(CL): 0.095 I 999 240 HORZ(LL): -0.012 F - - HORZ(TL): 0.026 J - - Creep Factor: 2.0 Max TC CSI: 0.486 Max BC CSI: 0.921 Max Web CSI: 0.855 Weight: 263.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss P07 Truss Type HIPS Qty 1 Ply 1 Seal #: 2737 10/21/2021 B3 W1 W12 1'10"8 11'10"5 28'1"11 SEAT PLATE REQ. SEAT PLATE REQ. 18'10"8 6'17' 41'10"8 5"8 1'4"129'10"12(a)(a) (a)(a) (a) (a) (a)A B C D E F G H I J KLMNOPQR 6 12 3X6(B1) 1.5X4 3X6 3X4 3X4 3X6 5X6 4X6 5X6 3X4 3X8 5X6 H0308 3X6 3X4 3X4 4X8(R) 4X6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP #2; B3 2x4 SP M-30; Webs: 2x4 SP #3; W1,W12 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 18.87 24.88 BC 75 0.00 41.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Right bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL R 563 /- /- /424 /212 /393 P 1812 /- /- /1265 /978 /- K 1121 /- /- /1202 /586 /- Wind reactions based on MWFRS R Brg Width = 8.0 Min Req = 1.5 P Brg Width = 11.3 Min Req = 2.1 K Brg Width = - Min Req = - Bearings R & P are a rigid surface. Bearings R & P require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 152 -172 B - C 166 -305 C - D 246 -193 D - E 296 -180 E - F 971 -555 Chords Tens. Comp. F - G 1420 -833 G - H 1470 -937 H - I 1439 -995 I - J 2093 -1611 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - R 160 -118 R - Q 317 -412 Q - P 379 -401 P - O 344 -313 Chords Tens. Comp. O - N 434 -494 N - M 1384 -1731 M - L 1384 -1731 L - K 274 -348 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. R - B 425 -467 B - Q 234 -49 Q - C 210 0 C - P 359 -459 P - E 1822 -1420 E - O 1006 -1333 F - O 748 -680 Webs Tens. Comp. F - N 801 -900 N - G 291 -300 N - I 984 -824 I - L 548 -524 L - J 1166 -1439 J - K 1336 -1046 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 4.19 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.062 L 999 360 VERT(CL): 0.095 I 999 240 HORZ(LL): -0.012 F - - HORZ(TL): 0.026 J - - Creep Factor: 2.0 Max TC CSI: 0.486 Max BC CSI: 0.921 Max Web CSI: 0.855 Weight: 263.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss P07 Truss Type HIPS Qty 1 Ply 1 Seal #: 2737 10/21/2021 B3 W1 W12 1'10"8 11'10"5 28'1"11 SEAT PLATE REQ. SEAT PLATE REQ. 18'10"8 6'17' 41'10"8 5"8 1'4"129'10"12(a)(a) (a)(a) (a) (a) (a)A B C D E F G H I J KLMNOPQR 6 12 3X6(B1) 1.5X4 3X6 3X4 3X4 3X6 5X6 4X6 5X6 3X4 3X8 5X6 H0308 3X6 3X4 3X4 4X8(R) 4X6 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:; Webs: 2x4 SP #3; W1,W12 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 20.88 22.88 BC 75 0.00 41.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Right bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL T 1122 /- /- /772 /357 /434 Q 1101 /- /- /863 /538 /- L 1265 /- /- /1447 /635 /- Wind reactions based on MWFRS T Brg Width = 8.0 Min Req = 1.5 Q Brg Width = 11.3 Min Req = 1.5 L Brg Width = - Min Req = - Bearings T & Q are a rigid surface. Bearings T & Q require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 127 -157 B - C 1085 -1196 C - D 1065 -1103 D - E 1091 -1087 E - F 1569 -1195 Chords Tens. Comp. F - G 1498 -1043 G - H 1607 -1186 H - I 2418 -1928 I - J 2409 -1972 J - K 461 -349 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - T 141 -98 T - S 409 -401 S - R 993 -852 R - Q 993 -852 Q - P 794 -770 Chords Tens. Comp. P - O 984 -1021 O - N 1445 -1598 N - M 1445 -1598 M - L 1676 -1928 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. T - B 881 -1016 B - S 955 -683 S - C 231 -80 C - Q 380 -480 Q - E 894 -803 E - P 413 -472 F - P 294 -235 Webs Tens. Comp. G - O 665 -804 O - H 978 -802 H - M 789 -892 M - J 303 -147 J - L 1958 -1697 K - L 380 -274 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 4.19 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.180 O 999 360 VERT(CL): 0.270 O 999 240 HORZ(LL): -0.040 G - - HORZ(TL): 0.053 G - - Creep Factor: 2.0 Max TC CSI: 0.701 Max BC CSI: 0.673 Max Web CSI: 0.976 Weight: 266.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss P08 Truss Type HIPS Qty 1 Ply 1 Seal #: 2734 10/21/2021 W1 W12 1'10"8 13'10"5 26'1"11 SEAT PLATE REQ.SEAT PLATE REQ. 20'10"8 2'19' 41'10"8 5"8 1'4"1210'10"12(a) (a) (a) (a)(a) (a) A B C D E F G H I J K LMNOPQRST 6 12 3X6(B1) 3X4 3X6 3X4 3X4 3X6 3X6 4X4 3X4 5X6 3X4 5X6 3X4 H0510 3X4 3X6 3X4 4X6(R) 3X4 5X6(R) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:; Webs: 2x4 SP #3; W1,W12 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 20.88 22.88 BC 75 0.00 41.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Right bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL T 1122 /- /- /772 /357 /434 Q 1101 /- /- /863 /538 /- L 1265 /- /- /1447 /635 /- Wind reactions based on MWFRS T Brg Width = 8.0 Min Req = 1.5 Q Brg Width = 11.3 Min Req = 1.5 L Brg Width = - Min Req = - Bearings T & Q are a rigid surface. Bearings T & Q require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 127 -157 B - C 1085 -1196 C - D 1065 -1103 D - E 1091 -1087 E - F 1569 -1195 Chords Tens. Comp. F - G 1498 -1043 G - H 1607 -1186 H - I 2418 -1928 I - J 2409 -1972 J - K 461 -349 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - T 141 -98 T - S 409 -401 S - R 993 -852 R - Q 993 -852 Q - P 794 -770 Chords Tens. Comp. P - O 984 -1021 O - N 1445 -1598 N - M 1445 -1598 M - L 1676 -1928 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. T - B 881 -1016 B - S 955 -683 S - C 231 -80 C - Q 380 -480 Q - E 894 -803 E - P 413 -472 F - P 294 -235 Webs Tens. Comp. G - O 665 -804 O - H 978 -802 H - M 789 -892 M - J 303 -147 J - L 1958 -1697 K - L 380 -274 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 4.19 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.180 O 999 360 VERT(CL): 0.270 O 999 240 HORZ(LL): -0.040 G - - HORZ(TL): 0.053 G - - Creep Factor: 2.0 Max TC CSI: 0.701 Max BC CSI: 0.673 Max Web CSI: 0.976 Weight: 266.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss P08 Truss Type HIPS Qty 1 Ply 1 Seal #: 2734 10/21/2021 W1 W12 1'10"8 13'10"5 26'1"11 SEAT PLATE REQ.SEAT PLATE REQ. 20'10"8 2'19' 41'10"8 5"8 1'4"1210'10"12(a) (a) (a) (a)(a) (a) A B C D E F G H I J K LMNOPQRST 6 12 3X6(B1) 3X4 3X6 3X4 3X4 3X6 3X6 4X4 3X4 5X6 3X4 5X6 3X4 H0510 3X4 3X6 3X4 4X6(R) 3X4 5X6(R) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 15 0.15 1.43 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See A1 Std Detail for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B* 133 /- /- /66 /55 /27 Wind reactions based on MWFRS B Brg Width = 18.9 Min Req = - Bearing B is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 18 0 B - C 20 -25 Chords Tens. Comp. C - D 24 -25 D - E 18 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 127 -32 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.000 D 999 360 VERT(CL): 0.000 D 999 240 HORZ(LL): 0.000 B - - HORZ(TL): 0.000 B - - Creep Factor: 2.0 Max TC CSI: 0.074 Max BC CSI: 0.011 Max Web CSI: 0.000 Weight: 8.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss PB01 Truss Type VAL Qty 9 Ply 1 Seal #: 2903 10/21/2021 1'6"14 9"7 9"7 11"1 11"1 4"28"1410"8A B C D E 6 12 2X4(A1) 3X4 2X4(A1) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 15 0.15 1.43 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See A1 Std Detail for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B* 133 /- /- /66 /55 /27 Wind reactions based on MWFRS B Brg Width = 18.9 Min Req = - Bearing B is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 18 0 B - C 20 -25 Chords Tens. Comp. C - D 24 -25 D - E 18 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 127 -32 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.000 D 999 360 VERT(CL): 0.000 D 999 240 HORZ(LL): 0.000 B - - HORZ(TL): 0.000 B - - Creep Factor: 2.0 Max TC CSI: 0.074 Max BC CSI: 0.011 Max Web CSI: 0.000 Weight: 8.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss PB01 Truss Type VAL Qty 9 Ply 1 Seal #: 2903 10/21/2021 1'6"14 9"7 9"7 11"1 11"1 4"28"1410"8A B C D E 6 12 2X4(A1) 3X4 2X4(A1) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: ; Webs: 2x4 SP #3; Purlins In lieu of rigid ceiling use purlins to brace BC @ 1199998" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See A1 Std Detail for valley details. Shim all supports to solid bearing. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL C 56 /- /- /35 /28 /19 Wind reactions based on MWFRS C Brg Width = 15.5 Min Req = 1.7 Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 11 -39 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - C 77 -28 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.000 B 999 360 VERT(CL): 0.000 B 999 240 HORZ(LL): -0.000 B - - HORZ(TL): 0.000 B - - Creep Factor: 2.0 Max TC CSI: 0.030 Max BC CSI: 0.000 Max Web CSI: 0.038 Weight: 4.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss PB02 Truss Type VAL Qty 1 Ply 1 Seal #: 2972 10/21/2021 1'3"8 6"13 8"11 0"8 8"4A B C 6 12 1.5X3 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: ; Webs: 2x4 SP #3; Purlins In lieu of rigid ceiling use purlins to brace BC @ 1199998" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See A1 Std Detail for valley details. Shim all supports to solid bearing. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL C 56 /- /- /35 /28 /19 Wind reactions based on MWFRS C Brg Width = 15.5 Min Req = 1.7 Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 11 -39 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - C 77 -28 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.000 B 999 360 VERT(CL): 0.000 B 999 240 HORZ(LL): -0.000 B - - HORZ(TL): 0.000 B - - Creep Factor: 2.0 Max TC CSI: 0.030 Max BC CSI: 0.000 Max Web CSI: 0.038 Weight: 4.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss PB02 Truss Type VAL Qty 1 Ply 1 Seal #: 2972 10/21/2021 1'3"8 6"13 8"11 0"8 8"4A B C 6 12 1.5X3 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x6 SP 2400f-2.0E; T1 2x4 SP M-30; Bot chord: 2x6 SP 2400f-2.0E; Webs: 2x4 :SP 2400f-2.0E + SP M-31:; W1, W6 2x8 SP 2400f-1.8E; W3,W5 2x4 SP #3; Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at 0.00 to 62 plf at 6.87 TC: From 31 plf at 6.87 to 31 plf at 45.54 BC: From 20 plf at 0.00 to 20 plf at 6.91 BC: From 10 plf at 6.91 to 10 plf at 45.54 TC: 174 lb Conc. Load at 6.91 TC: 116 lb Conc. Load at 8.94,10.94,12.94,14.94 16.94,18.94,20.94,22.94,24.94,26.94,28.94,30.94 32.94,34.94,36.94,38.94,40.94,42.94 BC: 165 lb Conc. Load at 6.91 BC: 64 lb Conc. Load at 8.94,10.94,12.94,14.94 16.94,18.94,20.94,22.94,24.94,26.94,28.94,30.94 32.94,34.94,36.94,38.94,40.94,42.94 BC: 1192 lb Conc. Load at 44.81 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 6.87 22.22 TC 24 22.22 45.54 BC 34 0.00 45.54 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Additional Notes WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL Q 3044 /- /- /- /3086 /- R 3877 /- /- /- /3657 /- Wind reactions based on MWFRS Q Brg Width = 8.0 Min Req = 2.5 R Brg Width = 8.0 Min Req = 3.2 Bearings Q & R are a rigid surface. Bearings Q & R require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 102 -67 B - C 4343 -4032 C - D 8283 -7449 D - E 10182 -9129 Chords Tens. Comp. E - F 9568 -8575 F - G 9568 -8575 G - H 6326 -5746 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - Q 60 -61 Q - P 583 -597 P - O 3621 -3931 O - N 7573 -8432 N - M 7573 -8432 Chords Tens. Comp. M - L 9162 -10228 L - K 5911 -6523 K - J 5911 -6523 J - I 195 -176 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. Q - B 3124 -2971 B - P 3164 -3419 P - C 832 -611 C - O 4236 -4806 O - D 1787 -1484 D - M 1721 -1931 M - E 551 -402 Webs Tens. Comp. E - L 727 -646 F - L 837 -655 L - G 2929 -3347 G - J 2331 -1949 J - H 6044 -6696 H - I 2964 -2658 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 4.55 ft Loc. from endwall: not in 6.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -1.044 E 498 360 VERT(CL): 1.006 E 516 260 HORZ(LL): -0.195 C - - HORZ(TL): 0.203 C - - Creep Factor: 2.0 Max TC CSI: 0.640 Max BC CSI: 0.924 Max Web CSI: 0.953 Weight: 290.5 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss R01 Truss Type HIPM Qty 1 Ply 1 Seal #: 2731 10/21/2021 T1 W1 W3 W5 W5 W5 W5 W6 1'10"8 43'8" SEAT PLATE REQ.SEAT PLATE REQ. 6'10"8 38'8" 45'6"8 5"8 3'10"12(a)(a)(a)(a)(a) (a) A B C D E F G H IJKLMNOPQ R 6 12 4X6(A1) 4X10 5X8 6X6 H0710 4X10 4X6 H0510 4X6 H0710 3X6 6X10 H0510 H0710 5X10 8X12 5X10 6'10"14 165# 174# 2'0"6 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 1'10"8 1192# 2'7"4 8"12 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x6 SP 2400f-2.0E; T1 2x4 SP M-30; Bot chord: 2x6 SP 2400f-2.0E; Webs: 2x4 :SP 2400f-2.0E + SP M-31:; W1, W6 2x8 SP 2400f-1.8E; W3,W5 2x4 SP #3; Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at 0.00 to 62 plf at 6.87 TC: From 31 plf at 6.87 to 31 plf at 45.54 BC: From 20 plf at 0.00 to 20 plf at 6.91 BC: From 10 plf at 6.91 to 10 plf at 45.54 TC: 174 lb Conc. Load at 6.91 TC: 116 lb Conc. Load at 8.94,10.94,12.94,14.94 16.94,18.94,20.94,22.94,24.94,26.94,28.94,30.94 32.94,34.94,36.94,38.94,40.94,42.94 BC: 165 lb Conc. Load at 6.91 BC: 64 lb Conc. Load at 8.94,10.94,12.94,14.94 16.94,18.94,20.94,22.94,24.94,26.94,28.94,30.94 32.94,34.94,36.94,38.94,40.94,42.94 BC: 1192 lb Conc. Load at 44.81 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 6.87 22.22 TC 24 22.22 45.54 BC 34 0.00 45.54 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Additional Notes WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL Q 3044 /- /- /- /3086 /- R 3877 /- /- /- /3657 /- Wind reactions based on MWFRS Q Brg Width = 8.0 Min Req = 2.5 R Brg Width = 8.0 Min Req = 3.2 Bearings Q & R are a rigid surface. Bearings Q & R require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 102 -67 B - C 4343 -4032 C - D 8283 -7449 D - E 10182 -9129 Chords Tens. Comp. E - F 9568 -8575 F - G 9568 -8575 G - H 6326 -5746 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - Q 60 -61 Q - P 583 -597 P - O 3621 -3931 O - N 7573 -8432 N - M 7573 -8432 Chords Tens. Comp. M - L 9162 -10228 L - K 5911 -6523 K - J 5911 -6523 J - I 195 -176 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. Q - B 3124 -2971 B - P 3164 -3419 P - C 832 -611 C - O 4236 -4806 O - D 1787 -1484 D - M 1721 -1931 M - E 551 -402 Webs Tens. Comp. E - L 727 -646 F - L 837 -655 L - G 2929 -3347 G - J 2331 -1949 J - H 6044 -6696 H - I 2964 -2658 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 4.55 ft Loc. from endwall: not in 6.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -1.044 E 498 360 VERT(CL): 1.006 E 516 260 HORZ(LL): -0.195 C - - HORZ(TL): 0.203 C - - Creep Factor: 2.0 Max TC CSI: 0.640 Max BC CSI: 0.924 Max Web CSI: 0.953 Weight: 290.5 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss R01 Truss Type HIPM Qty 1 Ply 1 Seal #: 2731 10/21/2021 T1 W1 W3 W5 W5 W5 W5 W6 1'10"8 43'8" SEAT PLATE REQ.SEAT PLATE REQ. 6'10"8 38'8" 45'6"8 5"8 3'10"12(a)(a)(a)(a)(a) (a) A B C D E F G H IJKLMNOPQ R 6 12 4X6(A1) 4X10 5X8 6X6 H0710 4X10 4X6 H0510 4X6 H0710 3X6 6X10 H0510 H0710 5X10 8X12 5X10 6'10"14 165# 174# 2'0"6 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 2' 64# 116# 1'10"8 1192# 2'7"4 8"12 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; W1 2x6 SP #2; W5 2x4 SP M-30; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 8.87 45.54 BC 44 0.00 45.54 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Additional Notes WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL S 1971 /- /- /1940 /1431 /272 T 1782 /- /- /1578 /1503 /- Wind reactions based on MWFRS S Brg Width = 8.0 Min Req = 2.3 T Brg Width = 8.0 Min Req = 2.1 Bearings S & T are a rigid surface. Bearings S & T require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 101 -105 B - C 4223 -2591 C - D 6474 -3714 D - E 7411 -4243 E - F 7411 -4244 Chords Tens. Comp. F - G 6675 -3820 G - H 6675 -3820 H - I 6675 -3820 I - J 4239 -2424 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - S 114 -64 S - R 355 -708 R - Q 2238 -3869 Q - P 2238 -3869 P - O 3763 -6553 Chords Tens. Comp. O - N 4254 -7421 N - M 4254 -7421 M - L 2511 -4380 L - K 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. S - B 2847 -1857 B - R 1993 -3294 C - R 440 -264 C - P 1751 -3096 P - D 1251 -791 D - O 579 -1052 O - F 404 -171 Webs Tens. Comp. F - M 888 -517 G - M 609 -422 M - I 1559 -2733 I - L 2239 -1371 L - J 2868 -5016 J - K 2956 -1723 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 4.55 ft Loc. from endwall: not in 6.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.435 F 999 360 VERT(CL): 0.630 F 825 260 HORZ(LL): -0.102 C - - HORZ(TL): 0.148 C - - Creep Factor: 2.0 Max TC CSI: 0.701 Max BC CSI: 0.947 Max Web CSI: 0.913 Weight: 259.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss R02 Truss Type HIPM Qty 1 Ply 1 Seal #: 2561 10/21/2021 W1 W5 1'10"8 43'8" SEAT PLATE REQ.SEAT PLATE REQ. 8'10"8 36'8" 45'6"8 5"8 4'10"12(a) (a) (a) (a)(a) (a) (a) (a) (a) A B C D E F G H I J KLMNOPQRST 6 12 3X6(B1) 4X6 4X8 5X8 6X6 4X6 4X6 3X4 H0308 3X4 3X4 H0308 1.5X3 4X10 H0308 4X6 4X8 4X8 4X6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; W1 2x6 SP #2; W5 2x4 SP M-30; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 8.87 45.54 BC 44 0.00 45.54 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Additional Notes WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL S 1971 /- /- /1940 /1431 /272 T 1782 /- /- /1578 /1503 /- Wind reactions based on MWFRS S Brg Width = 8.0 Min Req = 2.3 T Brg Width = 8.0 Min Req = 2.1 Bearings S & T are a rigid surface. Bearings S & T require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 101 -105 B - C 4223 -2591 C - D 6474 -3714 D - E 7411 -4243 E - F 7411 -4244 Chords Tens. Comp. F - G 6675 -3820 G - H 6675 -3820 H - I 6675 -3820 I - J 4239 -2424 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - S 114 -64 S - R 355 -708 R - Q 2238 -3869 Q - P 2238 -3869 P - O 3763 -6553 Chords Tens. Comp. O - N 4254 -7421 N - M 4254 -7421 M - L 2511 -4380 L - K 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. S - B 2847 -1857 B - R 1993 -3294 C - R 440 -264 C - P 1751 -3096 P - D 1251 -791 D - O 579 -1052 O - F 404 -171 Webs Tens. Comp. F - M 888 -517 G - M 609 -422 M - I 1559 -2733 I - L 2239 -1371 L - J 2868 -5016 J - K 2956 -1723 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 4.55 ft Loc. from endwall: not in 6.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.435 F 999 360 VERT(CL): 0.630 F 825 260 HORZ(LL): -0.102 C - - HORZ(TL): 0.148 C - - Creep Factor: 2.0 Max TC CSI: 0.701 Max BC CSI: 0.947 Max Web CSI: 0.913 Weight: 259.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss R02 Truss Type HIPM Qty 1 Ply 1 Seal #: 2561 10/21/2021 W1 W5 1'10"8 43'8" SEAT PLATE REQ.SEAT PLATE REQ. 8'10"8 36'8" 45'6"8 5"8 4'10"12(a) (a) (a) (a)(a) (a) (a) (a) (a) A B C D E F G H I J KLMNOPQRST 6 12 3X6(B1) 4X6 4X8 5X8 6X6 4X6 4X6 3X4 H0308 3X4 3X4 H0308 1.5X3 4X10 H0308 4X6 4X8 4X8 4X6 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; W5 2x4 SP M-30; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 10.87 45.54 BC 38 0.00 45.54 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Additional Notes WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL S 1971 /- /- /1976 /1371 /334 T 1782 /- /- /1589 /1493 /- Wind reactions based on MWFRS S Brg Width = 8.0 Min Req = 2.3 T Brg Width = 8.0 Min Req = 2.1 Bearings S & T are a rigid surface. Bearings S & T require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 317 -268 B - C 4219 -2657 C - D 5558 -3205 D - E 6055 -3481 E - F 6055 -3481 Chords Tens. Comp. F - G 5310 -3048 G - H 5310 -3048 H - I 5310 -3048 I - J 3312 -1899 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - S 266 -282 S - R 555 -973 R - Q 2268 -3886 Q - P 2268 -3886 P - O 3237 -5610 Chords Tens. Comp. O - N 3484 -6055 N - M 3484 -6055 M - L 1971 -3431 L - K 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. S - B 2668 -1827 B - R 1861 -3041 C - R 379 -143 C - P 1212 -2174 P - D 1007 -635 D - O 323 -609 O - F 333 -151 Webs Tens. Comp. F - M 969 -573 G - M 573 -397 M - I 1401 -2446 I - L 2280 -1393 L - J 2450 -4273 J - K 2959 -1727 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 4.55 ft Loc. from endwall: not in 6.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.325 F 999 360 VERT(CL): 0.480 F 999 260 HORZ(LL): -0.089 L - - HORZ(TL): 0.131 L - - Creep Factor: 2.0 Max TC CSI: 0.525 Max BC CSI: 0.973 Max Web CSI: 0.989 Weight: 271.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss R03 Truss Type HIPM Qty 1 Ply 1 Seal #: 2553 10/21/2021 W1 W5 1'10"8 43'8" SEAT PLATE REQ.SEAT PLATE REQ. 10'10"8 34'8" 45'6"8 5"8 5'10"12(a)(a) (a)(a)(a)(a) (a) A B C D E F G H I J KLMNOPQRST 6 12 3X6(B1) 4X6 5X6 5X8 5X6 4X6 4X4 3X4 H0308 3X4 3X4 H0308 1.5X3 4X10 4X6 4X6 5X6 4X8 4X6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; W5 2x4 SP M-30; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 10.87 45.54 BC 38 0.00 45.54 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Additional Notes WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL S 1971 /- /- /1976 /1371 /334 T 1782 /- /- /1589 /1493 /- Wind reactions based on MWFRS S Brg Width = 8.0 Min Req = 2.3 T Brg Width = 8.0 Min Req = 2.1 Bearings S & T are a rigid surface. Bearings S & T require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 317 -268 B - C 4219 -2657 C - D 5558 -3205 D - E 6055 -3481 E - F 6055 -3481 Chords Tens. Comp. F - G 5310 -3048 G - H 5310 -3048 H - I 5310 -3048 I - J 3312 -1899 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - S 266 -282 S - R 555 -973 R - Q 2268 -3886 Q - P 2268 -3886 P - O 3237 -5610 Chords Tens. Comp. O - N 3484 -6055 N - M 3484 -6055 M - L 1971 -3431 L - K 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. S - B 2668 -1827 B - R 1861 -3041 C - R 379 -143 C - P 1212 -2174 P - D 1007 -635 D - O 323 -609 O - F 333 -151 Webs Tens. Comp. F - M 969 -573 G - M 573 -397 M - I 1401 -2446 I - L 2280 -1393 L - J 2450 -4273 J - K 2959 -1727 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 4.55 ft Loc. from endwall: not in 6.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.325 F 999 360 VERT(CL): 0.480 F 999 260 HORZ(LL): -0.089 L - - HORZ(TL): 0.131 L - - Creep Factor: 2.0 Max TC CSI: 0.525 Max BC CSI: 0.973 Max Web CSI: 0.989 Weight: 271.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss R03 Truss Type HIPM Qty 1 Ply 1 Seal #: 2553 10/21/2021 W1 W5 1'10"8 43'8" SEAT PLATE REQ.SEAT PLATE REQ. 10'10"8 34'8" 45'6"8 5"8 5'10"12(a)(a) (a)(a)(a)(a) (a) A B C D E F G H I J KLMNOPQRST 6 12 3X6(B1) 4X6 5X6 5X8 5X6 4X6 4X4 3X4 H0308 3X4 3X4 H0308 1.5X3 4X10 4X6 4X6 5X6 4X8 4X6 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 45 0.00 3.75 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See A1 Std Detail for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D* 82 /- /- /37 /30 /6 Wind reactions based on MWFRS D Brg Width = 45.0 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 250 -170 Chords Tens. Comp. B - C 246 -170 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 166 -205 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.003 C 999 360 VERT(CL): 0.007 C 999 240 HORZ(LL): -0.001 A - - HORZ(TL): 0.002 A - - Creep Factor: 2.0 Max TC CSI: 0.072 Max BC CSI: 0.091 Max Web CSI: 0.000 Weight: 11.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss V01 Truss Type VAL Qty 2 Ply 1 Seal #: 2507 10/21/2021 3'9" 6"15 1'3"9 1'3"9 6"15 0"411"8A B C D 6 12 2X4(D8R) 3X4 2X4(D8R) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 45 0.00 3.75 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See A1 Std Detail for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D* 82 /- /- /37 /30 /6 Wind reactions based on MWFRS D Brg Width = 45.0 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 250 -170 Chords Tens. Comp. B - C 246 -170 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 166 -205 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.003 C 999 360 VERT(CL): 0.007 C 999 240 HORZ(LL): -0.001 A - - HORZ(TL): 0.002 A - - Creep Factor: 2.0 Max TC CSI: 0.072 Max BC CSI: 0.091 Max Web CSI: 0.000 Weight: 11.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss V01 Truss Type VAL Qty 2 Ply 1 Seal #: 2507 10/21/2021 3'9" 6"15 1'3"9 1'3"9 6"15 0"411"8A B C D 6 12 2X4(D8R) 3X4 2X4(D8R) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 1.87 5.87 BC 93 0.00 7.75 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See A1 Std Detail for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL G* 82 /- /- /39 /42 /3 Wind reactions based on MWFRS G Brg Width = 93.0 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 46 -9 B - C 31 -26 Chords Tens. Comp. C - D 53 -12 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - F 13 -8 F - E 102 -31 Chords Tens. Comp. E - D 15 -9 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - F 432 -163 Webs Tens. Comp. E - C 437 -163 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.001 A 999 360 VERT(CL): 0.001 D 999 240 HORZ(LL): -0.000 A - - HORZ(TL): 0.001 A - - Creep Factor: 2.0 Max TC CSI: 0.668 Max BC CSI: 0.076 Max Web CSI: 0.130 Weight: 25.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss V02 Truss Type VAL Qty 2 Ply 1 Seal #: 2510 10/21/2021 7'9" 6"15 1'3"9 4'1'3"9 6"15 1'10"8 4'1'10"8 0"411"8A B C D EF G 6 12 2X4(D8R)5X6 1.5X4 1.5X4 5X6 2X4(D8R) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 1.87 5.87 BC 93 0.00 7.75 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See A1 Std Detail for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL G* 82 /- /- /39 /42 /3 Wind reactions based on MWFRS G Brg Width = 93.0 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 46 -9 B - C 31 -26 Chords Tens. Comp. C - D 53 -12 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - F 13 -8 F - E 102 -31 Chords Tens. Comp. E - D 15 -9 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - F 432 -163 Webs Tens. Comp. E - C 437 -163 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.001 A 999 360 VERT(CL): 0.001 D 999 240 HORZ(LL): -0.000 A - - HORZ(TL): 0.001 A - - Creep Factor: 2.0 Max TC CSI: 0.668 Max BC CSI: 0.076 Max Web CSI: 0.130 Weight: 25.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss V02 Truss Type VAL Qty 2 Ply 1 Seal #: 2510 10/21/2021 7'9" 6"15 1'3"9 4'1'3"9 6"15 1'10"8 4'1'10"8 0"411"8A B C D EF G 6 12 2X4(D8R)5X6 1.5X4 1.5X4 5X6 2X4(D8R) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 24 0.00 2.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See A1 Std Detail for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D* 82 /- /- /47 /17 /17 Wind reactions based on MWFRS D Brg Width = 24.0 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 0 -24 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 112 -11 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.007 B 999 360 VERT(CL): 0.014 B 999 240 HORZ(LL): 0.003 B - - HORZ(TL): 0.006 B - - Creep Factor: 2.0 Max TC CSI: 0.113 Max BC CSI: 0.183 Max Web CSI: 0.000 Weight: 5.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss VM2 Truss Type VAL Qty 9 Ply 1 Seal #: 2555 10/21/2021 2' 6"15 1'5"1 0"4 1'0"4A B CD 6 12 2X4(D8R) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 24 0.00 2.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See A1 Std Detail for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D* 82 /- /- /47 /17 /17 Wind reactions based on MWFRS D Brg Width = 24.0 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 0 -24 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 112 -11 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.007 B 999 360 VERT(CL): 0.014 B 999 240 HORZ(LL): 0.003 B - - HORZ(TL): 0.006 B - - Creep Factor: 2.0 Max TC CSI: 0.113 Max BC CSI: 0.183 Max Web CSI: 0.000 Weight: 5.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss VM2 Truss Type VAL Qty 9 Ply 1 Seal #: 2555 10/21/2021 2' 6"15 1'5"1 0"4 1'0"4A B CD 6 12 2X4(D8R) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 36 0.00 3.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See A1 Std Detail for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D* 82 /- /- /51 /22 /20 Wind reactions based on MWFRS D Brg Width = 36.0 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 0 -52 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 197 -20 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.072 B 474 360 VERT(CL): 0.142 B 240 240 HORZ(LL): -0.033 B - - HORZ(TL): 0.064 B - - Creep Factor: 2.0 Max TC CSI: 0.565 Max BC CSI: 0.688 Max Web CSI: 0.000 Weight: 8.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss VM3 Truss Type VAL Qty 1 Ply 1 Seal #: 2754 10/21/2021 3' 6"15 2'5"1 0"4 1'6"4A B CD 6 12 2X4(D8R) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 36 0.00 3.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See A1 Std Detail for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D* 82 /- /- /51 /22 /20 Wind reactions based on MWFRS D Brg Width = 36.0 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 0 -52 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 197 -20 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.072 B 474 360 VERT(CL): 0.142 B 240 240 HORZ(LL): -0.033 B - - HORZ(TL): 0.064 B - - Creep Factor: 2.0 Max TC CSI: 0.565 Max BC CSI: 0.688 Max Web CSI: 0.000 Weight: 8.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss VM3 Truss Type VAL Qty 1 Ply 1 Seal #: 2754 10/21/2021 3' 6"15 2'5"1 0"4 1'6"4A B CD 6 12 2X4(D8R) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 48 0.00 4.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See A1 Std Detail for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F* 82 /- /- /53 /24 /22 Wind reactions based on MWFRS F Brg Width = 48.0 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 -133 Chords Tens. Comp. B - C 0 -8 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 8 -19 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 303 -112 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.003 A - - HORZ(TL): 0.007 A - - Creep Factor: 2.0 Max TC CSI: 0.292 Max BC CSI: 0.248 Max Web CSI: 0.147 Weight: 14.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss VM4 Truss Type VAL Qty 6 Ply 1 Seal #: 2558 10/21/2021 4' 6"15 3'5"1 3'5"3"8 3"8 0"4 2'0"4A B C D E F 6 12 2X4(D8R) 1.5X3 3X6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 48 0.00 4.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See A1 Std Detail for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F* 82 /- /- /53 /24 /22 Wind reactions based on MWFRS F Brg Width = 48.0 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 -133 Chords Tens. Comp. B - C 0 -8 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 8 -19 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 303 -112 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.003 A - - HORZ(TL): 0.007 A - - Creep Factor: 2.0 Max TC CSI: 0.292 Max BC CSI: 0.248 Max Web CSI: 0.147 Weight: 14.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss VM4 Truss Type VAL Qty 6 Ply 1 Seal #: 2558 10/21/2021 4' 6"15 3'5"1 3'5"3"8 3"8 0"4 2'0"4A B C D E F 6 12 2X4(D8R) 1.5X3 3X6 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 72 0.00 6.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See A1 Std Detail for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F* 82 /- /- /55 /27 /23 Wind reactions based on MWFRS F Brg Width = 72.0 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 74 -348 Chords Tens. Comp. B - C 0 -64 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 331 -49 Chords Tens. Comp. E - D 313 -46 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 686 -299 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.075 C 933 360 VERT(CL): 0.105 C 666 240 HORZ(LL): -0.040 C - - HORZ(TL): 0.052 C - - Creep Factor: 2.0 Max TC CSI: 0.683 Max BC CSI: 0.101 Max Web CSI: 0.290 Weight: 21.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss VM6 Truss Type VAL Qty 3 Ply 1 Seal #: 2561 10/21/2021 6' 6"15 5'5"1 3'5"3"8 2'3"8 0"4 3'0"4A B C D E F 6 12 2X4(D8R) 1.5X3 2X4 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 72 0.00 6.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See A1 Std Detail for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F* 82 /- /- /55 /27 /23 Wind reactions based on MWFRS F Brg Width = 72.0 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 74 -348 Chords Tens. Comp. B - C 0 -64 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 331 -49 Chords Tens. Comp. E - D 313 -46 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 686 -299 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.075 C 933 360 VERT(CL): 0.105 C 666 240 HORZ(LL): -0.040 C - - HORZ(TL): 0.052 C - - Creep Factor: 2.0 Max TC CSI: 0.683 Max BC CSI: 0.101 Max Web CSI: 0.290 Weight: 21.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss VM6 Truss Type VAL Qty 3 Ply 1 Seal #: 2561 10/21/2021 6' 6"15 5'5"1 3'5"3"8 2'3"8 0"4 3'0"4A B C D E F 6 12 2X4(D8R) 1.5X3 2X4 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 4.54 5.85 BC 72 0.00 6.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes See A1 Std Detail for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL H* 82 /- /- /55 /43 /31 Wind reactions based on MWFRS H Brg Width = 72.0 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 37 -155 B - C 8 -57 Chords Tens. Comp. C - D 26 -10 C - E 26 -66 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - G 266 -37 Chords Tens. Comp. G - F 287 -42 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - G 315 -150 D - E 93 -37 Webs Tens. Comp. D - F 102 -50 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.017 A 999 360 VERT(CL): 0.029 A 999 240 HORZ(LL): -0.006 A - - HORZ(TL): 0.008 A - - Creep Factor: 2.0 Max TC CSI: 0.380 Max BC CSI: 0.269 Max Web CSI: 0.094 Weight: 28.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss VM6B Truss Type VAL Qty 2 Ply 1 Seal #: 2594 10/21/2021 10"8 1'8"126' 6"6 4'0"2 2"7 1'3"1 4'6"8 1'5"8 4'6"8 1'5"8 0"8 2'11"124'10"10"8 3"82'3"122'4"1A B C D E F G H 6 12 6.17 12 2X4(D8R) 5X6 1.5X3 1.5X3 3X6 1.5X3 1.5X4 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 4.54 5.85 BC 72 0.00 6.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes See A1 Std Detail for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL H* 82 /- /- /55 /43 /31 Wind reactions based on MWFRS H Brg Width = 72.0 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 37 -155 B - C 8 -57 Chords Tens. Comp. C - D 26 -10 C - E 26 -66 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - G 266 -37 Chords Tens. Comp. G - F 287 -42 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - G 315 -150 D - E 93 -37 Webs Tens. Comp. D - F 102 -50 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.017 A 999 360 VERT(CL): 0.029 A 999 240 HORZ(LL): -0.006 A - - HORZ(TL): 0.008 A - - Creep Factor: 2.0 Max TC CSI: 0.380 Max BC CSI: 0.269 Max Web CSI: 0.094 Weight: 28.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss VM6B Truss Type VAL Qty 2 Ply 1 Seal #: 2594 10/21/2021 10"8 1'8"126' 6"6 4'0"2 2"7 1'3"1 4'6"8 1'5"8 4'6"8 1'5"8 0"8 2'11"124'10"10"8 3"82'3"122'4"1A B C D E F G H 6 12 6.17 12 2X4(D8R) 5X6 1.5X3 1.5X3 3X6 1.5X3 1.5X4 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 8.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes See A1 Std Detail for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F* 82 /- /- /56 /28 /24 Wind reactions based on MWFRS F Brg Width = 96.0 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 71 -269 Chords Tens. Comp. B - C 0 -44 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 368 -57 Chords Tens. Comp. E - D 385 -63 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 548 -279 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.045 C 999 360 VERT(CL): -0.092 C 999 240 HORZ(LL): -0.030 C - - HORZ(TL): 0.062 C - - Creep Factor: 2.0 Max TC CSI: 0.563 Max BC CSI: 0.406 Max Web CSI: 0.289 Weight: 29.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss VM8 Truss Type VAL Qty 2 Ply 1 Seal #: 2564 10/21/2021 8' 6"15 7'5"1 6'1"12 3"8 1'6"12 0"4 4'0"4A B C D E F 6 12 2X4(D8R) 1.5X3 2X4 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 8.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes See A1 Std Detail for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F* 82 /- /- /56 /28 /24 Wind reactions based on MWFRS F Brg Width = 96.0 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 71 -269 Chords Tens. Comp. B - C 0 -44 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 368 -57 Chords Tens. Comp. E - D 385 -63 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 548 -279 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.045 C 999 360 VERT(CL): -0.092 C 999 240 HORZ(LL): -0.030 C - - HORZ(TL): 0.062 C - - Creep Factor: 2.0 Max TC CSI: 0.563 Max BC CSI: 0.406 Max Web CSI: 0.289 Weight: 29.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss VM8 Truss Type VAL Qty 2 Ply 1 Seal #: 2564 10/21/2021 8' 6"15 7'5"1 6'1"12 3"8 1'6"12 0"4 4'0"4A B C D E F 6 12 2X4(D8R) 1.5X3 2X4 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 4.54 7.37 BC 75 0.00 7.37 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes See A1 Std Detail for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F* 82 /- /- /49 /47 /19 Wind reactions based on MWFRS F Brg Width = 88.4 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 34 -99 Chords Tens. Comp. B - C 7 -1 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 227 -28 Chords Tens. Comp. E - D 266 -33 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 533 -194 Webs Tens. Comp. C - D 269 -89 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.018 A 999 360 VERT(CL): 0.031 A 999 240 HORZ(LL): -0.006 A - - HORZ(TL): 0.008 A - - Creep Factor: 2.0 Max TC CSI: 0.432 Max BC CSI: 0.292 Max Web CSI: 0.159 Weight: 28.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss VM8B Truss Type VAL Qty 2 Ply 1 Seal #: 2587 10/21/2021 7'4"7 6"15 3'11"9 2'9"15 4'6"8 2'9"15 0"4 2'3"8A B C D E F 6 12 2X4(D8R) 5X6 1.5X4 1.5X4 3X6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 4.54 7.37 BC 75 0.00 7.37 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes See A1 Std Detail for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F* 82 /- /- /49 /47 /19 Wind reactions based on MWFRS F Brg Width = 88.4 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 34 -99 Chords Tens. Comp. B - C 7 -1 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 227 -28 Chords Tens. Comp. E - D 266 -33 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 533 -194 Webs Tens. Comp. C - D 269 -89 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.018 A 999 360 VERT(CL): 0.031 A 999 240 HORZ(LL): -0.006 A - - HORZ(TL): 0.008 A - - Creep Factor: 2.0 Max TC CSI: 0.432 Max BC CSI: 0.292 Max Web CSI: 0.159 Weight: 28.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss VM8B Truss Type VAL Qty 2 Ply 1 Seal #: 2587 10/21/2021 7'4"7 6"15 3'11"9 2'9"15 4'6"8 2'9"15 0"4 2'3"8A B C D E F 6 12 2X4(D8R) 5X6 1.5X4 1.5X4 3X6 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 10.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes See A1 Std Detail for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F* 82 /- /- /57 /28 /24 Wind reactions based on MWFRS F Brg Width = 119 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 117 -436 Chords Tens. Comp. B - C 0 -99 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 470 -83 Chords Tens. Comp. E - D 456 -80 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 825 -475 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.316 C 374 360 VERT(CL): 0.423 C 279 240 HORZ(LL): -0.162 C - - HORZ(TL): 0.203 C - - Creep Factor: 2.0 Max TC CSI: 0.781 Max BC CSI: 0.310 Max Web CSI: 0.471 Weight: 35.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss VM10 Truss Type VAL Qty 2 Ply 1 Seal #: 2567 10/21/2021 10' 6"15 9'5"1 6'1"12 3"8 3'6"12 0"4 5'0"4A B C D E F 6 12 2X4(D8R) 2X4 3X4 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 10.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes See A1 Std Detail for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F* 82 /- /- /57 /28 /24 Wind reactions based on MWFRS F Brg Width = 119 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 117 -436 Chords Tens. Comp. B - C 0 -99 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 470 -83 Chords Tens. Comp. E - D 456 -80 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 825 -475 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.316 C 374 360 VERT(CL): 0.423 C 279 240 HORZ(LL): -0.162 C - - HORZ(TL): 0.203 C - - Creep Factor: 2.0 Max TC CSI: 0.781 Max BC CSI: 0.310 Max Web CSI: 0.471 Weight: 35.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss VM10 Truss Type VAL Qty 2 Ply 1 Seal #: 2567 10/21/2021 10' 6"15 9'5"1 6'1"12 3"8 3'6"12 0"4 5'0"4A B C D E F 6 12 2X4(D8R) 2X4 3X4 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 4.54 9.37 BC 112 0.00 9.37 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes See A1 Std Detail for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F* 82 /- /- /48 /49 /15 Wind reactions based on MWFRS F Brg Width = 112 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 20 -79 Chords Tens. Comp. B - C 33 -13 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 169 -25 Chords Tens. Comp. E - D 215 -31 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 633 -245 Webs Tens. Comp. C - D 430 -155 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.020 A 999 360 VERT(CL): 0.031 A 999 240 HORZ(LL): -0.007 A - - HORZ(TL): 0.008 A - - Creep Factor: 2.0 Max TC CSI: 0.863 Max BC CSI: 0.267 Max Web CSI: 0.339 Weight: 33.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss VM10B Truss Type VAL Qty 2 Ply 1 Seal #: 2584 10/21/2021 9'4"7 6"15 3'11"9 4'9"15 4'6"8 4'9"15 0"4 2'3"8A B C D E F 6 12 2X4(D8R) 5X6 2X4 2X4 3X6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 4.54 9.37 BC 112 0.00 9.37 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes See A1 Std Detail for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F* 82 /- /- /48 /49 /15 Wind reactions based on MWFRS F Brg Width = 112 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 20 -79 Chords Tens. Comp. B - C 33 -13 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 169 -25 Chords Tens. Comp. E - D 215 -31 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 633 -245 Webs Tens. Comp. C - D 430 -155 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.020 A 999 360 VERT(CL): 0.031 A 999 240 HORZ(LL): -0.007 A - - HORZ(TL): 0.008 A - - Creep Factor: 2.0 Max TC CSI: 0.863 Max BC CSI: 0.267 Max Web CSI: 0.339 Weight: 33.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss VM10B Truss Type VAL Qty 2 Ply 1 Seal #: 2584 10/21/2021 9'4"7 6"15 3'11"9 4'9"15 4'6"8 4'9"15 0"4 2'3"8A B C D E F 6 12 2X4(D8R) 5X6 2X4 2X4 3X6 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 12.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes See A1 Std Detail for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL H* 82 /- /- /58 /29 /25 Wind reactions based on MWFRS H Brg Width = 144 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 115 -451 B - C 56 -159 Chords Tens. Comp. C - D 0 -13 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - G 10 -15 G - F 0 0 Chords Tens. Comp. F - E 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - G 659 -414 Webs Tens. Comp. C - F 290 -153 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.027 A 999 360 VERT(CL): 0.055 A 999 240 HORZ(LL): 0.010 A - - HORZ(TL): 0.021 A - - Creep Factor: 2.0 Max TC CSI: 0.555 Max BC CSI: 0.382 Max Web CSI: 0.196 Weight: 49.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss VM12 Truss Type VAL Qty 1 Ply 1 Seal #: 2576 10/21/2021 12' 6"15 11'5"1 6'1"12 5'4"12 5"8 0"4 6'0"4A B C D E FG H 6 12 2X4(D8R) 1.5X3 2X4 1.5X4 3X6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 12.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes See A1 Std Detail for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL H* 82 /- /- /58 /29 /25 Wind reactions based on MWFRS H Brg Width = 144 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 115 -451 B - C 56 -159 Chords Tens. Comp. C - D 0 -13 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - G 10 -15 G - F 0 0 Chords Tens. Comp. F - E 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - G 659 -414 Webs Tens. Comp. C - F 290 -153 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.027 A 999 360 VERT(CL): 0.055 A 999 240 HORZ(LL): 0.010 A - - HORZ(TL): 0.021 A - - Creep Factor: 2.0 Max TC CSI: 0.555 Max BC CSI: 0.382 Max Web CSI: 0.196 Weight: 49.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss VM12 Truss Type VAL Qty 1 Ply 1 Seal #: 2576 10/21/2021 12' 6"15 11'5"1 6'1"12 5'4"12 5"8 0"4 6'0"4A B C D E FG H 6 12 2X4(D8R) 1.5X3 2X4 1.5X4 3X6 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 :SP 2400f-2.0E + SP M-31:; Bot chord: 2x4 SP #2; Webs: 2x4 SP #2; W2 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 11.83 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes See A1 Std Detail for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL H* 82 /- /- /57 /29 /25 Wind reactions based on MWFRS H Brg Width = 142 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 115 -447 B - C 55 -150 Chords Tens. Comp. C - D 0 -8 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - G 10 -15 G - F 0 0 Chords Tens. Comp. F - E 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - G 671 -422 Webs Tens. Comp. C - F 272 -140 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.023 A 999 360 VERT(CL): 0.047 A 999 240 HORZ(LL): 0.009 A - - HORZ(TL): 0.018 A - - Creep Factor: 2.0 Max TC CSI: 0.276 Max BC CSI: 0.371 Max Web CSI: 0.118 Weight: 49.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss VM12A Truss Type VAL Qty 1 Ply 1 Seal #: 2573 10/21/2021 W2 11'10" 6"15 11'3"1 6'1"12 5'4"12 3"8 0"4 5'11"4A B C D E FG H 6 12 2X4(D8R) 1.5X3 2X4 1.5X4 3X6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 :SP 2400f-2.0E + SP M-31:; Bot chord: 2x4 SP #2; Webs: 2x4 SP #2; W2 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 11.83 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes See A1 Std Detail for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL H* 82 /- /- /57 /29 /25 Wind reactions based on MWFRS H Brg Width = 142 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 115 -447 B - C 55 -150 Chords Tens. Comp. C - D 0 -8 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - G 10 -15 G - F 0 0 Chords Tens. Comp. F - E 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - G 671 -422 Webs Tens. Comp. C - F 272 -140 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.023 A 999 360 VERT(CL): 0.047 A 999 240 HORZ(LL): 0.009 A - - HORZ(TL): 0.018 A - - Creep Factor: 2.0 Max TC CSI: 0.276 Max BC CSI: 0.371 Max Web CSI: 0.118 Weight: 49.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss VM12A Truss Type VAL Qty 1 Ply 1 Seal #: 2573 10/21/2021 W2 11'10" 6"15 11'3"1 6'1"12 5'4"12 3"8 0"4 5'11"4A B C D E FG H 6 12 2X4(D8R) 1.5X3 2X4 1.5X4 3X6 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 4.54 10.54 BC 120 0.00 10.54 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes See A1 Std Detail for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F* 82 /- /- /47 /49 /14 Wind reactions based on MWFRS F Brg Width = 126 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 27 -92 Chords Tens. Comp. B - C 51 -23 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 135 -21 Chords Tens. Comp. E - D 185 -28 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 691 -276 Webs Tens. Comp. C - D 513 -193 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.019 A 999 360 VERT(CL): 0.027 A 999 240 HORZ(LL): -0.007 A - - HORZ(TL): 0.008 A - - Creep Factor: 2.0 Max TC CSI: 0.711 Max BC CSI: 0.345 Max Web CSI: 0.474 Weight: 37.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss VM12B Truss Type VAL Qty 2 Ply 1 Seal #: 2581 10/21/2021 10'6"8 6"15 3'11"9 6' 4'6"8 6' 0"4 2'3"8A B C D E F 6 12 2X4(D8R) 5X6 2X4 3X6 3X6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 4.54 10.54 BC 120 0.00 10.54 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes See A1 Std Detail for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F* 82 /- /- /47 /49 /14 Wind reactions based on MWFRS F Brg Width = 126 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 27 -92 Chords Tens. Comp. B - C 51 -23 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 135 -21 Chords Tens. Comp. E - D 185 -28 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 691 -276 Webs Tens. Comp. C - D 513 -193 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.019 A 999 360 VERT(CL): 0.027 A 999 240 HORZ(LL): -0.007 A - - HORZ(TL): 0.008 A - - Creep Factor: 2.0 Max TC CSI: 0.711 Max BC CSI: 0.345 Max Web CSI: 0.474 Weight: 37.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss VM12B Truss Type VAL Qty 2 Ply 1 Seal #: 2581 10/21/2021 10'6"8 6"15 3'11"9 6' 4'6"8 6' 0"4 2'3"8A B C D E F 6 12 2X4(D8R) 5X6 2X4 3X6 3X6 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 12.87 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes See A1 Std Detail for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL H* 82 /- /- /58 /29 /25 Wind reactions based on MWFRS H Brg Width = 154 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 122 -480 B - C 61 -207 Chords Tens. Comp. C - D 0 -37 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - G 532 -100 G - F 546 -105 Chords Tens. Comp. F - E 546 -105 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - G 609 -401 Webs Tens. Comp. C - F 388 -219 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.028 A 999 360 VERT(CL): 0.057 A 999 240 HORZ(LL): -0.012 D - - HORZ(TL): 0.025 D - - Creep Factor: 2.0 Max TC CSI: 0.526 Max BC CSI: 0.354 Max Web CSI: 0.181 Weight: 51.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss VM14A Truss Type VAL Qty 1 Ply 1 Seal #: 2922 10/21/2021 12'10"8 6"15 12'3"9 6'1"12 5'4"12 1'4" 0"4 6'5"8A B C D E FG H 6 12 2X4(D8R) 1.5X3 2X4 1.5X3 1.5X3 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 12.87 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes See A1 Std Detail for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL H* 82 /- /- /58 /29 /25 Wind reactions based on MWFRS H Brg Width = 154 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 122 -480 B - C 61 -207 Chords Tens. Comp. C - D 0 -37 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - G 532 -100 G - F 546 -105 Chords Tens. Comp. F - E 546 -105 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - G 609 -401 Webs Tens. Comp. C - F 388 -219 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.028 A 999 360 VERT(CL): 0.057 A 999 240 HORZ(LL): -0.012 D - - HORZ(TL): 0.025 D - - Creep Factor: 2.0 Max TC CSI: 0.526 Max BC CSI: 0.354 Max Web CSI: 0.181 Weight: 51.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 89004 Truss VM14A Truss Type VAL Qty 1 Ply 1 Seal #: 2922 10/21/2021 12'10"8 6"15 12'3"9 6'1"12 5'4"12 1'4" 0"4 6'5"8A B C D E FG H 6 12 2X4(D8R) 1.5X3 2X4 1.5X3 1.5X3 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 ASCE 7-16,STDTL01Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946 NOTE: IN ADDITION TO STRAPPING TOE- NAIL BOTH CHORDS OF CORNER JACKS TO CARRYING MEMBER PER THE FOLLOWING SCHEDULE: 2X4: (2) 0.131" Ø TOE NAILS 2X6: (3) 0.131" Ø TOE NAILS HIGH VELOCITY HURRICANE ZONE CORNERSET SPECIFICATIONS: MAX LOAD: 55 PSF ROOF LOAD, 175 MPH, ASCE 7-10, EXP. B & C, UP TO 60' MEAN ROOF HEIGHT & EXPOSURE D UP TO 30' MEAN ROOF HEIGHT. JACK, OR CORNER JACK (TYP.) IMPORTANT NOTE: CONNECTION DESIGNED IN ACCORDANCE WITH FBC 2321.6- 2321.7 PROVIDING METAL STRAPPING (FLORIDA APPROVED PRODUCT) TO RESIST MIN. 700LB UPLIFT AT ALL CONNECTIONS IN HIGH VELOCITY HURRICANE ZONE. LSTA12 TWIST STRAP WITH 10D NAILS, MIN. (10). SEE MFR'S RECOMMENDED CONNECTION. HIP, OR KING JACK (TYP.)7'-0" MAX.ATTACH KING & END JACKS WITH (1) LSTA12 TWIST STRAP AT TOP CHORD WITH (10) 10d NAILS PER STRAP (MIN.) & (3) 0.131" Ø TOE NAILS. ATTACH KING & END JACK WITH (1) THJA26 HANGER AT BOTTOM CHORD. ATTACH CORNER JACKS & STD. JACKS WITH (1) LSTA12 TWIST STRAP AT TOP CHORD & BOTTOM CHORD WITH (10) 10d NAILS PER STRAP MINIMUM (TYP). A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772) 409-1010 STDLHIP/ KING JACK (HVHZ) (SIMPSON)02.25/28/2020 OR EQUIVALENT AT BOTTOM CHORD ASCE 7-16, STDTL02 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 STDTL03ALTERNATE GABLE END BRACING DETAILFEBRUARY 17, 2017 7-16) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 OPTION #2: APA RATED GUSSET. OPTION #3: 2X4 VERT. SCAB. PIGGY-BACK TRUSS. (REFER TO ACTUAL TRUSS DESIGN DRAWINGS FOR ADDITIONAL INFORMATION.) ** IMPORTANT NOTE ** THIS DETAIL IS VALID ONLY FOR SINGLE PLY BASE TRUSSES SPACED AT 24" O.C. OR LESS. PIGGY-BACK DETAIL (TYPICAL) 180 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-10, PARTIALLY ENCLOSED BLDG. LOCATED ANYWHERE AT ROOF, EXPOSURE C, WIND D.L.= 5.0 P.S.F. (MIN.), KZT= 1.00. OR... 160 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-10, PARTIALLY ENCLOSED BLDG. LOCATED ANYWHERE AT ROOF, EXPOSURE D, WIND D.L.= 5.0 P.S.F. (MIN.), KZT= 1.00. IMPORTANT NOTE: TOP CHORDS OF TRUSSES SUPPORTING PIGGY-BACK CAP TRUSSES MUST BE ADEQUATELY BRACED BY SHEATHING AND/ OR PURLINS. THE BUILDING ENGINEER OF RECORD SHALL PROVIDE DIAGONAL BRACING OR OTHER SUITABLE ANCHORAGE TO PERMANENTLY RESTRAIN PURLINS AND LATERAL BRACING FOR OUT OF PLANE LOADS OVER GABLE ENDS. MAXIMUM TRUSS SPACING IS NOT TO EXCEED 24" O.C. DETAIL IS NOT APPLICABLE IF CAP SUPPORTS ADDITIONAL LOADS SUCH AS CUPOLA, STEEPLE, CHIMNEY OR DRAG STRUT LOADS. **REFER TO ENGINEER'S SEALED TRUSS DESIGN DRAWINGS FOR PIGGY-BACK AND BASE TRUSS SPECIFICATIONS.** OPTION NO. 2 - APA RATED GUSSET: 8" x 8" x 0-7/16" (MIN.) APA RATED SHEATHING GUSSETS EACH FACE. ATTACH AT 8'-0" O.C. w/ 8 (EACH) 6d COMMON (0.113" x 2") NAILS PER GUSSET: 4 (EACH) AT CAP BOTTOM CHORD & 4 (EACH) AT BASE TRUSS TOP CHORD. GUSSETS MAY BE STAGGERED AT 4'-0" O.C. FRONT TO BACK FACES. MINIMUM TWO (2 EA.) CONNECTIONS AT EACH TRUSS. OPTION NO. 3 - 2X4 VERTICAL WOOD SCAB: 2X4 SPF #2, FULL CHORD DEPTH SCABS AT EACH FACE. ATTACH AT 8'-0" O.C. w/6 (EACH) 10d BOX NAILS (0.128" x 3") PER SCAB: 3 (EACH) AT CAP BOTTOM CHORD AND 3 (EACH) AT BASE TRUSS TOP CHORD. SCABS MAY BE STAGGERED 4'-0" O.C. FRONT TO BACK FACES. MINIMUM TWO (2 EA.) CONNECTIONS AT EACH TRUSS. OPTION NO. 1 - TEE-LOK 3" x 8" TEE-LOK MULTI-USE CONNECTION PLATES SPACED AT 4'-0" O.C. MAX. PLATES SHALL BE PRESSED INTO PIGGY-BACK TRUSS AT 4'-0" O.C. STAGGERED FROM EACH FACE AND NAILED TO BASE TRUSS WITH 4 EACH 6d (1.5" X 0.099") NAILS IN EACH PLATE TO ACHEIVE MAXIMUM UPLIFT CAPACITY OF 377 LBS AT EACH 3" X 8" TEE-LOK MULTI-USE CONNECTION PLATE (MINIMUM OF 2 PLATES). OPTION #1: TEE-LOK MULTI-USE CONNECTION PLATE. ATTACH EACH PURLIN TO TOP CHORD OF BASE TRUSS. PURLIN & CONNECTIONS BY OTHERS. BASE TRUSS. (REFER TO TRUSS DESIGN DRAWINGS FOR ADDITIONAL INFORMATION.) PURLINS SPACED ACCORDING TO MAX. SPACING OF TOP CHORD OF BASE TRUSS. SPACING IS NOT TO EXCEED 24" O.C. & PURLINS TO BE LOCATED AT JOINT OF EACH BASE TRUSS. 2'-0" MAX PIGGY-BACK TRUSS STDTL04.112/23/19 A.S.C.E. 7-16 A.S.C.E. 7-16 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 OPTION #2: APA RATED GUSSET. OPTION #3: 2X4 VERT. SCAB. PIGGY-BACK TRUSS. ATTACH 2X4 #2 SYP SCAB TO ONE SIDE OF THE PIGGY-BACK W/ (0.131" X 3") NAILS @ 4" O.C. ALONG BOTTOM CHORD. PIGGY-BACK DETAIL (TYPICAL) 180 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-10, PARTIALLY ENCLOSED BLDG. LOCATED ANYWHERE AT ROOF, EXPOSURE C, WIND D.L.= 5.0 P.S.F. (MIN.), KZT= 1.00. OR... 160 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-10, PARTIALLY ENCLOSED BLDG. LOCATED ANYWHERE AT ROOF, EXPOSURE D, WIND D.L.= 5.0 P.S.F. (MIN.), KZT= 1.00. IMPORTANT NOTE: TOP CHORDS OF TRUSSES SUPPORTING PIGGY-BACK CAP TRUSSES MUST BE ADEQUATELY BRACED BY SHEATHING AND/ OR PURLINS. THE BUILDING ENGINEER OF RECORD SHALL PROVIDE DIAGONAL BRACING OR OTHER SUITABLE ANCHORAGE TO PERMANENTLY RESTRAIN PURLINS AND LATERAL BRACING FOR OUT OF PLANE LOADS OVER GABLE ENDS. MAXIMUM TRUSS SPACING IS NOT TO EXCEED 24" O.C. DETAIL IS NOT APPLICABLE IF CAP SUPPORTS ADDITIONAL LOADS SUCH AS CUPOLA, STEEPLE, CHIMNEY OR DRAG STRUT LOADS. **REFER TO ENGINEER'S SEALED TRUSS DESIGN DRAWINGS FOR PIGGY-BACK AND BASE TRUSS SPECIFICATIONS.** OPTION #2: APA RATED GUSSET: 8" x 8" x 0-7/16" (MIN.) APA RATED SHEATHING GUSSETS EACH FACE. ATTACH AT 8'-0" O.C. w/ 8 (EACH) 6d COMMON (0.113" x 2") NAILS PER GUSSET: 4 (EACH) AT CAP BOTTOM CHORD & 4 (EACH) AT BASE TRUSS TOP CHORD. GUSSETS MAY BE STAGGERED AT 4'-0" O.C. FRONT TO BACK FACES. MINIMUM TWO (2 EA.) CONNECTIONS AT EACH TRUSS. OPTION #3: 2X4 VERTICAL WOOD SCAB: 2X4 SPF #2, FULL CHORD DEPTH SCABS AT EACH FACE. ATTACH AT 8'-0" O.C. w/6 (EACH) 10d BOX NAILS (0.128" x 3") PER SCAB: 3 (EACH) AT CAP BOTTOM CHORD AND 3 (EACH) AT BASE TRUSS TOP CHORD. SCABS MAY BE STAGGERED 4'-0" O.C. FRONT TO BACK FACES. MINIMUM TWO (2 EA.) CONNECTIONS AT EACH TRUSS. OPTION #1: TEE-LOK 3" x 8" TEE-LOK MULTI-USE CONNECTION PLATES SPACED AT 4'-0" O.C. MAX. PLATES SHALL BE PRESSED INTO PIGGY-BACK TRUSS AT 4'-0" O.C. STAGGERED FROM EACH FACE AND NAILED TO BASE TRUSS WITH 4 EACH 6d (1.5" X 0.099") NAILS IN EACH PLATE TO ACHEIVE MAXIMUM UPLIFT CAPACITY OF 377 LBS AT EACH 3" X 8" TEE-LOK MULTI-USE CONNECTION PLATE (MINIMUM OF 2 PLATES). OPTION #1: TEE-LOK MULTI-USE CONNECTION PLATE. ATTACH EACH PURLIN TO TOP CHORD OF BASE TRUSS. PURLIN & CONNECTIONS BY OTHERS. 2-PLY BASE TRUSS. (REFER TO TRUSS DESIGN DRAWINGS FOR ADDITIONAL INFORMATION.) PURLINS SPACED ACCORDING TO MAX. SPACING OF TOP CHORD OF BASE TRUSS. SPACING IS NOT TO EXCEED 24" O.C. & PURLINS TO BE LOCATED AT JOINT OF EACH BASE TRUSS. 2'-0" MAX ** IMPORTANT NOTE ** THIS DETAIL IS VALID ONLY FOR 2-PLY BASE TRUSSES SPACED AT 24" O.C. OR LESS. PIGGY-BACK TRUSS (2-PLY BASE TRUSS)STDTL04.212/23/19 A.S.C.E. 7-16 A.S.C.E. 7-16 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 STDTL05TRUSSED VALLEY SET DETAIL - SHEATHED P 12 VALLEY TRUSS (TYPICAL) BASE TRUSSES SEE DETAIL "A" BELOW (TYP.) VALLEY TRUSS (TYPICAL) GABLE END, COMMON TRUSS, OR GIRDER TRUSS SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6" O.C. DETAIL A TRUSS CRITERIA: WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. GABLE END, COMMON TRUSS, OR GIRDER TRUSS GENERAL SPECIFICATIONS: 1. NAIL SIZE = 3" X 0.131" = 10d 2. WOOD SCREW = 4.5" SDS25412 SIMPSON OR EQUIVALENT. 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL "A". 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NDS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. JULY 17, 2017 ATTACH 2X4 CONTINUOUS #2 SYP TO THE ROOF W/ TWO SIMPSON SDS25412 (1/4" X 4.5") OR EQUIVALENT WOOD SCREWS INTO EACH BASE TRUSS. ASCE 7-16: Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 STDTL06TRUSSED VALLEY SET DETAIL P 12 VALLEY TRUSS (TYPICAL) BASE TRUSSES SEE DETAIL "A" BELOW (TYP.) VALLEY TRUSS (TYPICAL) GABLE END, COMMON TRUSS, OR GIRDER TRUSS SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6" O.C. DETAIL A (NO SHEATHING) N.T.S. WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. GABLE END, COMMON TRUSS, OR GIRDER TRUSS GENERAL SPECIFICATIONS: 1. NAIL SIZE = 3" X 0.131" = 10d 2. WOOD SCREW = 3" SDS25300 SIMPSON OR EQUIVALENT. 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL "A". 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN DRAWINGS. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6. NAILING DONE PER NDS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. FEBRUARY 5, 2018 ATTACH 2X4 CONTINUOUS #2 SYP TO THE ROOF W/ TWO SIMPSON SDS25300 (1/4" X 3") OR EQUIVALENT WOOD SCREWS INTO EACH BASE TRUSS. ASCE 7-16, Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 STDTL07TRUSSED VALLEY SET DETAIL (HIGH WIND VELOCITY) WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET CATERGORY II BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE AND VALLEY) SUPPORTING TRUSSES DIRECTLY UNDER VALLEY TRUSSES MUST BE DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2' - 10" ON AFFECTED TOP CHORDS. NOTES: 1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2. THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER. CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6/12 (MAXIMUM 12/12 PITCH) CLIP MAY BE APPLIED TO THIS FACE UP TO A MAXIMUM 6/12 PITCH FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE. NOTE: VALLEY STUD SPACING NOT TO EXCEED 48" O.C. SPACING. ATTACH VALLEY TRUSSES TO LOWER TRUSSES WITH USP RT7 OR EQUIVALENT. NON-BEVELED BOTTOM CHORD NON-BEVELED BOTTOM CHORD JULY 17, 2017 ASCE 7-16: Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 MAXIMUM STUD LENGTH 2X4 SP #3 / STUD 12" O.C. 16" O.C. 24" O.C. 2X4 SP #3 / STUD 2X4 SP #3 / STUD 2X4 SP #2 12" O.C. 16" O.C. 24" O.C. 2X4 SP #2 2X4 SP #2 3-8-10 3-3-10 2-8-6 5-6-11 4-9-12 3-11-3 6-6-11 6-6-11 5-4-12 11-1-13 9-10-15 8-1-2 3-10-15 5-6-11 6-6-11 11-8-14 10-8-0 9-3-13 6-6-11 6-2-9 4-9-12 3-11-3 3-6-11 3-1-4 3X4 = 12 A A * * * MAX MEAN ROOF HEIGHT = 30 FEET EXPOSURE B OR C ASCE 7-10 190 MPH DURATION OF LOAD INCREASE : 1.60 STDTL08STANDARD GABLE END DETAIL B B + + + + ** STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. CONNECTION OF BRACING IS BASED ON MWFRS. FEBRUARY 17, 2017 ** ASCE 7-16 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 STDTL09FEBRUARY 17, 2017 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 STDTL10FEBRUARY 17, 2017 LATERAL BRACING RECOMMENDATIONS Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 45.00°45.00°45.00° STDTL11FEBRUARY 17, 2017 LATERAL TOE-NAIL DETAIL (2X6) 4 NAILS Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 L STDTL12FEBRUARY 17, 2017 UPLIFT TOE-NAIL DETAIL Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 FEBRUARY 5, 2016 ST-2x2 NAILINGTYP 2x2 NAILER ATTACHMENT A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 2x2 NAILER ATTACHMENT GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 170 mph, ASCE 7-10, 29'-0" Mean Height, Exp. B, C or D. 1.5 x 4 1.5 x 4 2 x 4 SP No . 2 (M in )2x4 SP No. 2 (Min) 2x2 SP No. 3 STDTL13 7-16, Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 April 11, 2016 ST-FLAT GIR BRACETYPICAL ALTERNATE BRACING DETAIL FO EXTERIOR FLAT GIRDER TRUSS A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 (4) 12d MAX 30" (2'-6") 2x6 #2 SP (Both Faces) 24" o.c. SIMPSON H5 (4) 12d TRUSS 24" o.c. UPLIFT CONNECTION (SEE ROOF TRUSS) EXTERIOR FLAT GIRDER VARIES 12 STDTL14 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 STDTL15FEBRUARY 17, 2017 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND DAMAGED OR MISSING CHORD SPLICE PLATES Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 STDTL16FEBRUARY 17, 2017 SCAB APPLIED OVERHANGS (L) 24" MAX (2.0 x L) 24" MIN Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946