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HomeMy WebLinkAbout83808-SEALS ELEC - DigiStamp MS 2-sldLumber 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 83808 Page 1 of 2 A-1 Roof Trusses 4451 St Lucie Blvd Fort Pierce, FL 34946Site Information: Customer Info: GULFSTREAM BUILDING GROUP INC Project Name: FINN RESIDENCE Lot/Block:Model: Subdivision: Address: ST JAMES DR ST LUCIE COUNTY, FL 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: 45.0 psf Floor Load: 0.0 psf This package includes 62 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. This item has been electronically signed and sealed by Ryan Bays, P.E., on 12/9/21 using a digital signature. Printed copies of this document are not considered signed and sealed. The signature must be verified on any electronic copies. 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 3721 A01G 12/9/21 2 3727 A02 12/9/21 3 3724 A02G 12/9/21 4 3730 A03 12/9/21 5 2807 B01G 12/9/21 6 2756 B02 12/9/21 7 2757 B03 12/9/21 8 2758 B04 12/9/21 9 2824 B05 12/9/21 10 2850 B06G 12/9/21 11 3741 C01G 12/9/21 12 2836 C02 12/9/21 No.Seq #Truss Name Date 13 2833 C03 12/9/21 14 2830 C04 12/9/21 15 2827 C05G 12/9/21 16 2809 C06G 12/9/21 17 2810 C07G 12/9/21 18 2801 D01G 12/9/21 19 2763 D02 12/9/21 20 2764 D03 12/9/21 21 2765 D04 12/9/21 22 2766 D05 12/9/21 23 2767 D06 12/9/21 24 2768 D07 12/9/21 No.Seq #Truss Name Date 25 2769 D08 12/9/21 26 2770 D09 12/9/21 27 2771 D10 12/9/21 28 2772 D11 12/9/21 29 2773 D12 12/9/21 30 2774 D13 12/9/21 31 2775 D14 12/9/21 32 2776 D15 12/9/21 33 2777 D16 12/9/21 34 2778 D17 12/9/21 35 2779 D18 12/9/21 36 2780 D19 12/9/21 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 83808 Page 2 of 2 No.Seq #Truss Name Date 37 2781 D20 12/9/21 38 2782 D21 12/9/21 39 2783 D22 12/9/21 40 2821 D23G 12/9/21 41 2378 HC5 12/9/21 42 2802 HJ3 12/9/21 43 2803 HJ5 12/9/21 44 2804 HJ5A 12/9/21 45 2805 HJ7 12/9/21 46 2784 J1 12/9/21 47 2785 J3 12/9/21 48 2786 J3A 12/9/21 49 2787 J5 12/9/21 50 2788 J7 12/9/21 51 2818 J7A 12/9/21 52 2790 V2 12/9/21 53 2791 V4 12/9/21 54 2792 V6 12/9/21 55 2844 V8 12/9/21 56 2794 VM2 12/9/21 57 2795 VM4 12/9/21 58 2796 VM5 12/9/21 59 2797 VM6 12/9/21 60 2798 VM7 12/9/21 61 2847 VM7A 12/9/21 62 2800 VM8 12/9/21 63 STDL01 STD. DETAIL 12/9/21 64 STDL02 STD. DETAIL 12/9/21 65 STDL03 STD. DETAIL 12/9/21 66 STDL04 STD. DETAIL 12/9/21 67 STDL05 STD. DETAIL 12/9/21 68 STDL06 STD. DETAIL 12/9/21 69 STDL07 STD. DETAIL 12/9/21 70 STDL08 STD. DETAIL 12/9/21 71 STDL09 STD. DETAIL 12/9/21 72 STDL10 STD. DETAIL 12/9/21 73 STDL11 STD. DETAIL 12/9/21 74 STDL12 STD. DETAIL 12/9/21 No.Seq #Truss Name Date 75 STDL13 STD. DETAIL 12/9/21 76 STDL14 STD. DETAIL 12/9/21 77 STDL15 STD. DETAIL 12/9/21 78 STDL16 STD. DETAIL 12/9/21 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: 2x4 SP #2; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 82 plf at -2.00 to 82 plf at 11.00 BC: From 10 plf at 0.00 to 10 plf at 11.00 TC: -6 lb Conc. Load at 1.46 TC: 238 lb Conc. Load at 7.05 TC: 155 lb Conc. Load at 9.15 BC: 4 lb Conc. Load at 1.46 BC: 158 lb Conc. Load at 7.05 BC: 66 lb Conc. Load at 9.15 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 1.50 3.50 TC 24 7.00 11.00 BC 65 0.15 11.00 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 exposed to wind pressure. Deflection meets L/360. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 866 /- /- /- /776 /- G 916 /- /- /- /758 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 G Brg Width = - Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 -47 B - C 1465 -1635 C - D 1420 -1613 Chords Tens. Comp. D - E 1110 -1325 E - F 18 -21 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - I 1613 -1420 I - H 1687 -1483 Chords Tens. Comp. H - G 1191 -1001 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. I - D 294 -346 D - H 491 -504 E - H 460 -364 Webs Tens. Comp. E - G 1113 -1326 F - G 211 -258 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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): -0.175 I 743 360 VERT(CL): 0.252 I 517 240 HORZ(LL): -0.033 F - - HORZ(TL): 0.049 F - - Creep Factor: 2.0 Max TC CSI: 0.806 Max BC CSI: 0.985 Max Web CSI: 0.481 Wgt: 54.6 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss A01G Truss Type MONO Qty 1 Ply 1 3721 02/11/2021 11' SEAT PLATE REQ. 1'6"2'3'6"4' 2' 4"1 2'5"111"9 3'2"4A B C D E F GHI 5 12 3X4(A1) H0510 1.5X3 4X6(R) 6X6 3X4 3X6 3X6(R) 1'5"8 4# -6# 5'7"3 158# 238# 2'1"3 66# 155# 1'10"3 **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; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 82 plf at -2.00 to 82 plf at 11.00 BC: From 10 plf at 0.00 to 10 plf at 11.00 TC: -6 lb Conc. Load at 1.46 TC: 238 lb Conc. Load at 7.05 TC: 155 lb Conc. Load at 9.15 BC: 4 lb Conc. Load at 1.46 BC: 158 lb Conc. Load at 7.05 BC: 66 lb Conc. Load at 9.15 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 1.50 3.50 TC 24 7.00 11.00 BC 65 0.15 11.00 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 exposed to wind pressure. Deflection meets L/360. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 866 /- /- /- /776 /- G 916 /- /- /- /758 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 G Brg Width = - Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 -47 B - C 1465 -1635 C - D 1420 -1613 Chords Tens. Comp. D - E 1110 -1325 E - F 18 -21 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - I 1613 -1420 I - H 1687 -1483 Chords Tens. Comp. H - G 1191 -1001 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. I - D 294 -346 D - H 491 -504 E - H 460 -364 Webs Tens. Comp. E - G 1113 -1326 F - G 211 -258 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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): -0.175 I 743 360 VERT(CL): 0.252 I 517 240 HORZ(LL): -0.033 F - - HORZ(TL): 0.049 F - - Creep Factor: 2.0 Max TC CSI: 0.806 Max BC CSI: 0.985 Max Web CSI: 0.481 Wgt: 54.6 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss A01G Truss Type MONO Qty 1 Ply 1 3721 02/11/2021 11' SEAT PLATE REQ. 1'6"2'3'6"4' 2' 4"1 2'5"111"9 3'2"4A B C D E F GHI 5 12 3X4(A1) H0510 1.5X3 4X6(R) 6X6 3X4 3X6 3X6(R) 1'5"8 4# -6# 5'7"3 158# 238# 2'1"3 66# 155# 1'10"3 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 3.50 5.50 TC 24 9.00 11.00 BC 93 0.15 11.00 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 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 B 686 /- /- /354 /401 /265 G 481 /- /- /190 /327 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 G Brg Width = - Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 884 -803 C - D 886 -714 Chords Tens. Comp. D - E 325 -353 E - F 3 -2 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - I 686 -1011 I - H 856 -1201 Chords Tens. Comp. H - G 270 -370 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - I 147 -121 I - D 294 -188 D - H 904 -637 Webs Tens. Comp. E - H 301 -338 E - G 656 -479 F - G 166 -83 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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 D 999 360 VERT(CL): 0.039 D 999 240 HORZ(LL): 0.008 G - - HORZ(TL): 0.012 G - - Creep Factor: 2.0 Max TC CSI: 0.589 Max BC CSI: 0.972 Max Web CSI: 0.269 Wgt: 63.0 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss A02 Truss Type EJAC Qty 2 Ply 1 3727 02/11/2021 11' SEAT PLATE REQ. 3'6"2'3'6"2' 2' 4"1 3'3"11'9"94'0"4A B C D E F GHI 5 12 2X4(A1) 5X6 3X4 4X6(R) 5X6 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 #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 3.50 5.50 TC 24 9.00 11.00 BC 93 0.15 11.00 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 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 B 686 /- /- /354 /401 /265 G 481 /- /- /190 /327 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 G Brg Width = - Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 884 -803 C - D 886 -714 Chords Tens. Comp. D - E 325 -353 E - F 3 -2 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - I 686 -1011 I - H 856 -1201 Chords Tens. Comp. H - G 270 -370 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - I 147 -121 I - D 294 -188 D - H 904 -637 Webs Tens. Comp. E - H 301 -338 E - G 656 -479 F - G 166 -83 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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 D 999 360 VERT(CL): 0.039 D 999 240 HORZ(LL): 0.008 G - - HORZ(TL): 0.012 G - - Creep Factor: 2.0 Max TC CSI: 0.589 Max BC CSI: 0.972 Max Web CSI: 0.269 Wgt: 63.0 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss A02 Truss Type EJAC Qty 2 Ply 1 3727 02/11/2021 11' SEAT PLATE REQ. 3'6"2'3'6"2' 2' 4"1 3'3"11'9"94'0"4A B C D E F GHI 5 12 2X4(A1) 5X6 3X4 4X6(R) 5X6 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 M-30; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 82 plf at -2.00 to 82 plf at 11.00 BC: From 10 plf at 0.00 to 10 plf at 11.00 TC: -6 lb Conc. Load at 1.46 TC: 238 lb Conc. Load at 7.05 TC: 155 lb Conc. Load at 8.60 BC: 4 lb Conc. Load at 1.46 BC: 158 lb Conc. Load at 7.05 BC: 66 lb Conc. Load at 8.60 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 1.50 3.50 TC 24 7.00 11.00 BC 64 0.15 11.00 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 B 877 /- /- /- /788 /- G 904 /- /- /- /747 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 G Brg Width = - Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 -47 B - C 1502 -1670 C - D 1457 -1648 Chords Tens. Comp. D - E 1152 -1364 E - F 17 -20 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - I 1648 -1457 I - H 1724 -1522 Chords Tens. Comp. H - G 1228 -1040 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. I - D 302 -354 D - H 491 -505 E - H 473 -381 Webs Tens. Comp. E - G 1159 -1369 F - G 191 -237 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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): -0.180 I 722 360 VERT(CL): 0.257 I 506 240 HORZ(LL): -0.034 F - - HORZ(TL): 0.051 F - - Creep Factor: 2.0 Max TC CSI: 0.797 Max BC CSI: 0.986 Max Web CSI: 0.497 Wgt: 54.6 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss A02G Truss Type MONO Qty 1 Ply 1 3724 02/11/2021 11' SEAT PLATE REQ. 1'6"2'3'6"4' 2' 4"1 2'5"111"9 3'2"4A B C D E F GHI 5 12 3X4(A1) H0510 1.5X3 4X6(R) 6X6 3X4 3X6 3X6(R) 1'5"8 4# -6# 5'7"3 158# 238# 1'6"10 66# 155# 2'4"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: 2x4 SP M-30; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 82 plf at -2.00 to 82 plf at 11.00 BC: From 10 plf at 0.00 to 10 plf at 11.00 TC: -6 lb Conc. Load at 1.46 TC: 238 lb Conc. Load at 7.05 TC: 155 lb Conc. Load at 8.60 BC: 4 lb Conc. Load at 1.46 BC: 158 lb Conc. Load at 7.05 BC: 66 lb Conc. Load at 8.60 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 1.50 3.50 TC 24 7.00 11.00 BC 64 0.15 11.00 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 B 877 /- /- /- /788 /- G 904 /- /- /- /747 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 G Brg Width = - Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 -47 B - C 1502 -1670 C - D 1457 -1648 Chords Tens. Comp. D - E 1152 -1364 E - F 17 -20 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - I 1648 -1457 I - H 1724 -1522 Chords Tens. Comp. H - G 1228 -1040 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. I - D 302 -354 D - H 491 -505 E - H 473 -381 Webs Tens. Comp. E - G 1159 -1369 F - G 191 -237 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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): -0.180 I 722 360 VERT(CL): 0.257 I 506 240 HORZ(LL): -0.034 F - - HORZ(TL): 0.051 F - - Creep Factor: 2.0 Max TC CSI: 0.797 Max BC CSI: 0.986 Max Web CSI: 0.497 Wgt: 54.6 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss A02G Truss Type MONO Qty 1 Ply 1 3724 02/11/2021 11' SEAT PLATE REQ. 1'6"2'3'6"4' 2' 4"1 2'5"111"9 3'2"4A B C D E F GHI 5 12 3X4(A1) H0510 1.5X3 4X6(R) 6X6 3X4 3X6 3X6(R) 1'5"8 4# -6# 5'7"3 158# 238# 1'6"10 66# 155# 2'4"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; 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 4.60 6.60 TC 24 10.10 11.00 BC 103 0.15 11.00 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 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 B 686 /- /- /356 /392 /299 G 481 /- /- /199 /336 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 G Brg Width = - Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 760 -767 C - D 781 -652 Chords Tens. Comp. D - E 24 -86 E - F 13 -10 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - H 642 -927 Chords Tens. Comp. H - G 664 -919 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - H 115 -23 H - D 129 -34 Webs Tens. Comp. D - G 990 -715 F - G 279 -161 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.043 E 999 360 VERT(CL): 0.058 E 999 240 HORZ(LL): -0.015 E - - HORZ(TL): 0.016 E - - Creep Factor: 2.0 Max TC CSI: 0.530 Max BC CSI: 0.972 Max Web CSI: 0.320 Wgt: 57.4 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss A03 Truss Type EJAC Qty 1 Ply 1 3730 02/11/2021 11' SEAT PLATE REQ. 4'7"4 2'3'6"10"12 2' 4"1 3'8"92'3"14'5"12A B C D E F GH 5 12 2X4(A1) 5X6 3X4 4X6(R) 5X6 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; 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 4.60 6.60 TC 24 10.10 11.00 BC 103 0.15 11.00 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 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 B 686 /- /- /356 /392 /299 G 481 /- /- /199 /336 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 G Brg Width = - Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 760 -767 C - D 781 -652 Chords Tens. Comp. D - E 24 -86 E - F 13 -10 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - H 642 -927 Chords Tens. Comp. H - G 664 -919 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - H 115 -23 H - D 129 -34 Webs Tens. Comp. D - G 990 -715 F - G 279 -161 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.043 E 999 360 VERT(CL): 0.058 E 999 240 HORZ(LL): -0.015 E - - HORZ(TL): 0.016 E - - Creep Factor: 2.0 Max TC CSI: 0.530 Max BC CSI: 0.972 Max Web CSI: 0.320 Wgt: 57.4 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss A03 Truss Type EJAC Qty 1 Ply 1 3730 02/11/2021 11' SEAT PLATE REQ. 4'7"4 2'3'6"10"12 2' 4"1 3'8"92'3"14'5"12A B C D E F GH 5 12 2X4(A1) 5X6 3X4 4X6(R) 5X6 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 M-30; T2 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. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 82 plf at -2.00 to 82 plf at 7.00 TC: From 41 plf at 7.00 to 41 plf at 18.33 TC: From 82 plf at 18.33 to 82 plf at 27.33 BC: From 10 plf at 0.00 to 10 plf at 7.03 BC: From 5 plf at 7.03 to 5 plf at 18.30 BC: From 10 plf at 18.30 to 10 plf at 25.33 TC: 321 lb Conc. Load at 7.03,18.30 TC: 233 lb Conc. Load at 9.06,11.06,12.67,14.27 16.27 BC: 409 lb Conc. Load at 7.03,18.30 BC: 97 lb Conc. Load at 9.06,11.06,12.67,14.27 16.27 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) TC 24 7.00 18.33 BC 33 0.15 25.19 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 B 2615 /- /- /- /2340 /- F 2615 /- /- /- /2340 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.2 F Brg Width = 8.0 Min Req = 2.2 Bearings B & F are a rigid surface. Bearings B & F require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 -47 B - C 5120 -5451 C - D 4770 -5050 Chords Tens. Comp. D - E 4770 -5050 E - F 5120 -5451 F - G 61 -47 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - K 4931 -4645 K - J 6297 -6009 J - I 6297 -6009 Chords Tens. Comp. I - H 6297 -6009 H - F 4931 -4645 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - K 1202 -1261 K - D 1415 -1425 D - I 342 -457 Webs Tens. Comp. D - H 1415 -1425 H - E 1202 -1261 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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): -0.482 I 623 360 VERT(CL): 0.539 I 557 240 HORZ(LL): -0.148 H - - HORZ(TL): 0.165 H - - Creep Factor: 2.0 Max TC CSI: 0.891 Max BC CSI: 0.975 Max Web CSI: 0.458 Wgt: 110.6 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss B01G Truss Type HIPS Qty 1 Ply 1 2807 02/11/2021 25'4" SEAT PLATE REQ.SEAT PLATE REQ. 7'11'4"7' 2'2' 4"13'3"14'0"4(a)(a) A B C D E F GHIJK 5 12 4X10(B3) H0510 4X4 H0510 3X10 1.5X3 4X4 H0510 4X10(B3) 7'0"6 409# 321# 2'0"6 97# 233# 2' 97# 233# 1'7"4 97# 233# 1'7"4 97# 233# 2' 97# 233# 2'0"6 409# 321# 7'0"6 **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 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. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 82 plf at -2.00 to 82 plf at 7.00 TC: From 41 plf at 7.00 to 41 plf at 18.33 TC: From 82 plf at 18.33 to 82 plf at 27.33 BC: From 10 plf at 0.00 to 10 plf at 7.03 BC: From 5 plf at 7.03 to 5 plf at 18.30 BC: From 10 plf at 18.30 to 10 plf at 25.33 TC: 321 lb Conc. Load at 7.03,18.30 TC: 233 lb Conc. Load at 9.06,11.06,12.67,14.27 16.27 BC: 409 lb Conc. Load at 7.03,18.30 BC: 97 lb Conc. Load at 9.06,11.06,12.67,14.27 16.27 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) TC 24 7.00 18.33 BC 33 0.15 25.19 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 B 2615 /- /- /- /2340 /- F 2615 /- /- /- /2340 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.2 F Brg Width = 8.0 Min Req = 2.2 Bearings B & F are a rigid surface. Bearings B & F require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 -47 B - C 5120 -5451 C - D 4770 -5050 Chords Tens. Comp. D - E 4770 -5050 E - F 5120 -5451 F - G 61 -47 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - K 4931 -4645 K - J 6297 -6009 J - I 6297 -6009 Chords Tens. Comp. I - H 6297 -6009 H - F 4931 -4645 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - K 1202 -1261 K - D 1415 -1425 D - I 342 -457 Webs Tens. Comp. D - H 1415 -1425 H - E 1202 -1261 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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): -0.482 I 623 360 VERT(CL): 0.539 I 557 240 HORZ(LL): -0.148 H - - HORZ(TL): 0.165 H - - Creep Factor: 2.0 Max TC CSI: 0.891 Max BC CSI: 0.975 Max Web CSI: 0.458 Wgt: 110.6 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss B01G Truss Type HIPS Qty 1 Ply 1 2807 02/11/2021 25'4" SEAT PLATE REQ.SEAT PLATE REQ. 7'11'4"7' 2'2' 4"13'3"14'0"4(a)(a) A B C D E F GHIJK 5 12 4X10(B3) H0510 4X4 H0510 3X10 1.5X3 4X4 H0510 4X10(B3) 7'0"6 409# 321# 2'0"6 97# 233# 2' 97# 233# 1'7"4 97# 233# 1'7"4 97# 233# 2' 97# 233# 2'0"6 409# 321# 7'0"6 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 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 9.00 16.33 BC 64 0.15 25.19 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 B 1320 /- /- /568 /828 /177 E 1320 /- /- /568 /828 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.6 E Brg Width = 8.0 Min Req = 1.6 Bearings B & E are a rigid surface. Bearings B & E require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 1744 -2089 C - D 1734 -1817 Chords Tens. Comp. D - E 1744 -2088 E - F 61 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - I 1811 -1392 I - H 1815 -1391 Chords Tens. Comp. H - G 1815 -1391 G - E 1810 -1408 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - I 244 0 C - G 152 -148 Webs Tens. Comp. G - D 245 -28 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.104 G 999 360 VERT(CL): 0.156 G 999 240 HORZ(LL): 0.046 G - - HORZ(TL): 0.070 G - - Creep Factor: 2.0 Max TC CSI: 0.919 Max BC CSI: 0.982 Max Web CSI: 0.178 Wgt: 103.6 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss B02 Truss Type HIPS Qty 1 Ply 1 2756 02/11/2021 25'4" SEAT PLATE REQ.SEAT PLATE REQ. 9'7'4"9' 2'2' 4"14'1"14'10"4A B C D E FGHI 5 12 3X4(A1) 6X8 1.5X3 3X6 3X4 6X6 3X4(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 M-30; T2 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 9.00 16.33 BC 64 0.15 25.19 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 B 1320 /- /- /568 /828 /177 E 1320 /- /- /568 /828 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.6 E Brg Width = 8.0 Min Req = 1.6 Bearings B & E are a rigid surface. Bearings B & E require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 1744 -2089 C - D 1734 -1817 Chords Tens. Comp. D - E 1744 -2088 E - F 61 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - I 1811 -1392 I - H 1815 -1391 Chords Tens. Comp. H - G 1815 -1391 G - E 1810 -1408 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - I 244 0 C - G 152 -148 Webs Tens. Comp. G - D 245 -28 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.104 G 999 360 VERT(CL): 0.156 G 999 240 HORZ(LL): 0.046 G - - HORZ(TL): 0.070 G - - Creep Factor: 2.0 Max TC CSI: 0.919 Max BC CSI: 0.982 Max Web CSI: 0.178 Wgt: 103.6 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss B02 Truss Type HIPS Qty 1 Ply 1 2756 02/11/2021 25'4" SEAT PLATE REQ.SEAT PLATE REQ. 9'7'4"9' 2'2' 4"14'1"14'10"4A B C D E FGHI 5 12 3X4(A1) 6X8 1.5X3 3X6 3X4 6X6 3X4(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: 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 11.00 14.33 BC 82 0.15 25.19 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 B 1320 /- /- /560 /512 /203 G 1320 /- /- /560 /512 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.6 G Brg Width = 8.0 Min Req = 1.6 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 1582 -2274 C - D 1296 -1738 D - E 1264 -1524 Chords Tens. Comp. E - F 1296 -1738 F - G 1582 -2274 G - H 61 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - K 2025 -1288 K - J 1524 -876 Chords Tens. Comp. J - I 1524 -876 I - G 2025 -1303 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - K 472 -632 D - K 299 -136 Webs Tens. Comp. E - I 299 -135 I - F 472 -632 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.166 I 999 360 VERT(CL): 0.303 I 991 240 HORZ(LL): 0.053 D - - HORZ(TL): 0.097 D - - Creep Factor: 2.0 Max TC CSI: 0.595 Max BC CSI: 0.999 Max Web CSI: 0.430 Wgt: 117.6 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss B03 Truss Type HIPS Qty 1 Ply 1 2757 02/11/2021 25'4" SEAT PLATE REQ.SEAT PLATE REQ. 11'3'4"11' 2'2' 4"14'11"15'8"4A B C D E F G HIJK 5 12 4X4(A2) 1.5X3 5X6 3X4 3X6 5X6 3X4 1.5X3 4X4(A2) **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 11.00 14.33 BC 82 0.15 25.19 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 B 1320 /- /- /560 /512 /203 G 1320 /- /- /560 /512 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.6 G Brg Width = 8.0 Min Req = 1.6 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 1582 -2274 C - D 1296 -1738 D - E 1264 -1524 Chords Tens. Comp. E - F 1296 -1738 F - G 1582 -2274 G - H 61 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - K 2025 -1288 K - J 1524 -876 Chords Tens. Comp. J - I 1524 -876 I - G 2025 -1303 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - K 472 -632 D - K 299 -136 Webs Tens. Comp. E - I 299 -135 I - F 472 -632 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.166 I 999 360 VERT(CL): 0.303 I 991 240 HORZ(LL): 0.053 D - - HORZ(TL): 0.097 D - - Creep Factor: 2.0 Max TC CSI: 0.595 Max BC CSI: 0.999 Max Web CSI: 0.430 Wgt: 117.6 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss B03 Truss Type HIPS Qty 1 Ply 1 2757 02/11/2021 25'4" SEAT PLATE REQ.SEAT PLATE REQ. 11'3'4"11' 2'2' 4"14'11"15'8"4A B C D E F G HIJK 5 12 4X4(A2) 1.5X3 5X6 3X4 3X6 5X6 3X4 1.5X3 4X4(A2) 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; 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 113 0.15 25.19 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 12-8-0; supported by BC; unit width 4-0-0; supported by 2 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 B 1320 /- /- /548 /511 /225 F 1320 /- /- /548 /511 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 F Brg Width = 8.0 Min Req = 1.5 Bearings B & F are a rigid surface. Bearings B & F require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 1283 -2287 C - D 1292 -2118 Chords Tens. Comp. D - E 1291 -2118 E - F 1282 -2286 F - G 61 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - J 2036 -1003 J - I 1364 -566 Chords Tens. Comp. I - H 1364 -566 H - F 2036 -1019 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - J 406 -462 J - D 779 -423 Webs Tens. Comp. D - H 779 -423 H - E 406 -462 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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): 0.121 J 999 360 VERT(CL): 0.194 J 999 240 HORZ(LL): 0.034 H - - HORZ(TL): 0.054 H - - Creep Factor: 2.0 Max TC CSI: 0.563 Max BC CSI: 0.993 Max Web CSI: 0.422 Wgt: 109.2 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss B04 Truss Type COMN Qty 2 Ply 1 2758 02/11/2021 25'4" SEAT PLATE REQ.SEAT PLATE REQ. 12'8"12'8" 2'2' 4"15'7"66'4"9A B C D E F GHIJ 5 12 4X4(A2) 1.5X3 3X4 H0308 4X4 3X4 1.5X3 4X4(A2) 10'8" 100# 4' 100# 10'8" **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 2400f-2.0E + SP M-31:; 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 113 0.15 25.19 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 12-8-0; supported by BC; unit width 4-0-0; supported by 2 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 B 1320 /- /- /548 /511 /225 F 1320 /- /- /548 /511 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 F Brg Width = 8.0 Min Req = 1.5 Bearings B & F are a rigid surface. Bearings B & F require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 1283 -2287 C - D 1292 -2118 Chords Tens. Comp. D - E 1291 -2118 E - F 1282 -2286 F - G 61 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - J 2036 -1003 J - I 1364 -566 Chords Tens. Comp. I - H 1364 -566 H - F 2036 -1019 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - J 406 -462 J - D 779 -423 Webs Tens. Comp. D - H 779 -423 H - E 406 -462 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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): 0.121 J 999 360 VERT(CL): 0.194 J 999 240 HORZ(LL): 0.034 H - - HORZ(TL): 0.054 H - - Creep Factor: 2.0 Max TC CSI: 0.563 Max BC CSI: 0.993 Max Web CSI: 0.422 Wgt: 109.2 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss B04 Truss Type COMN Qty 2 Ply 1 2758 02/11/2021 25'4" SEAT PLATE REQ.SEAT PLATE REQ. 12'8"12'8" 2'2' 4"15'7"66'4"9A B C D E F GHIJ 5 12 4X4(A2) 1.5X3 3X4 H0308 4X4 3X4 1.5X3 4X4(A2) 10'8" 100# 4' 100# 10'8" 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 M-30; B2 2x4 SP 2400f-2.0E + SP M-31; 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 103 0.15 25.13 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 12-8-0; supported by BC; unit width 4-0-0; supported by 2 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 B 1324 /- /- /546 /513 /197 F 1151 /- /- /421 /445 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.6 F Brg Width = 8.0 Min Req = 1.5 Bearings B & F are a rigid surface. Bearings B & F require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 1304 -2292 C - D 1313 -2123 Chords Tens. Comp. D - E 1335 -2143 E - F 1325 -2312 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - I 2041 -1121 I - H 1371 -670 Chords Tens. Comp. H - G 1371 -670 G - F 2062 -1119 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - I 408 -463 I - D 775 -419 Webs Tens. Comp. D - G 801 -450 G - E 419 -475 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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): 0.122 I 999 360 VERT(CL): 0.197 I 999 240 HORZ(LL): 0.036 G - - HORZ(TL): 0.056 G - - Creep Factor: 2.0 Max TC CSI: 0.564 Max BC CSI: 0.971 Max Web CSI: 0.449 Wgt: 106.4 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss B05 Truss Type COMN Qty 3 Ply 1 2824 02/11/2021 25'4" SEAT PLATE REQ.SEAT PLATE REQ. 12'8"12'7"4 0"12 2' 4"15'7"66'4"9A B C D E F GHI 5 12 4X4(A2) 1.5X3 3X4 H0308 4X4 3X4 1.5X3 4X4(A1) 10'8" 100# 4' 100# 10'7"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: 2x4 SP M-30; B2 2x4 SP 2400f-2.0E + SP M-31; 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 103 0.15 25.13 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 12-8-0; supported by BC; unit width 4-0-0; supported by 2 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 B 1324 /- /- /546 /513 /197 F 1151 /- /- /421 /445 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.6 F Brg Width = 8.0 Min Req = 1.5 Bearings B & F are a rigid surface. Bearings B & F require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 1304 -2292 C - D 1313 -2123 Chords Tens. Comp. D - E 1335 -2143 E - F 1325 -2312 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - I 2041 -1121 I - H 1371 -670 Chords Tens. Comp. H - G 1371 -670 G - F 2062 -1119 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - I 408 -463 I - D 775 -419 Webs Tens. Comp. D - G 801 -450 G - E 419 -475 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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): 0.122 I 999 360 VERT(CL): 0.197 I 999 240 HORZ(LL): 0.036 G - - HORZ(TL): 0.056 G - - Creep Factor: 2.0 Max TC CSI: 0.564 Max BC CSI: 0.971 Max Web CSI: 0.449 Wgt: 106.4 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss B05 Truss Type COMN Qty 3 Ply 1 2824 02/11/2021 25'4" SEAT PLATE REQ.SEAT PLATE REQ. 12'8"12'7"4 0"12 2' 4"15'7"66'4"9A B C D E F GHI 5 12 4X4(A2) 1.5X3 3X4 H0308 4X4 3X4 1.5X3 4X4(A1) 10'8" 100# 4' 100# 10'7"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 M-30; T2 2x4 SP #2; T3 2x4 SP 2400f-2.0E + SP M-31; Bot chord: 2x8 SP 2400f-1.8E; Webs: 2x4 SP #3; W3,W6 2x4 SP #2; W8 2x8 SP 2400f-1.8E; Bracing (a) Continuous lateral restraint equally spaced on member. Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 2 Rows @ 4.50" o.c. (Each Row) Webs : 1 Row @ 4" o.c. Repeat nailing as each layer is applied. 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 82 plf at -2.00 to 82 plf at 7.13 TC: From 41 plf at 7.13 to 41 plf at 16.53 TC: From 82 plf at 16.53 to 82 plf at 25.27 BC: From 10 plf at 0.00 to 10 plf at 7.13 BC: From 5 plf at 7.13 to 5 plf at 23.06 BC: From 10 plf at 23.06 to 10 plf at 25.27 BC: 4079 lb Conc. Load at 7.13 BC: 1772 lb Conc. Load at 9.06 BC: 1766 lb Conc. Load at 11.06,13.06,15.06,17.06 BC: 1761 lb Conc. Load at 19.06,21.06,23.06 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) TC 24 16.53 25.27 BC 120 0.15 25.27 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 M 9218 /- /- /- /6009 /- N 10992 /- /- /- /5523 /- Wind reactions based on MWFRS M Brg Width = 8.0 Min Req = 2.5 N Brg Width = 8.0 Min Req = 3.0 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 20 -16 B - C 4988 -7693 C - D 3112 -5387 Chords Tens. Comp. D - E 3103 -5373 E - F 3517 -6582 F - G 66 -155 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - L 7072 -4583 L - K 7015 -4536 K - J 6629 -3565 Chords Tens. Comp. J - I 6629 -3565 I - H 3672 -1973 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. L - C 1806 -1472 C - K 1869 -2294 D - K 4023 -2311 K - E 952 -2263 Webs Tens. Comp. E - I 586 -573 I - F 3929 -2085 F - H 2425 -4472 G - H 49 -69 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.301 K 999 360 VERT(CL): 0.452 K 667 240 HORZ(LL): 0.064 C - - HORZ(TL): 0.096 C - - Creep Factor: 2.0 Max TC CSI: 0.705 Max BC CSI: 0.640 Max Web CSI: 0.931 Wgt: 529.2 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss B06G Truss Type SPEC Qty 1 Ply 3 2850 02/11/2021 25'4" SEAT PLATE REQ.SEAT PLATE REQ. 12'8"3'10"6 8'8"14 0"12 2' 4"1 4'0"15'7"66'4"9(a) (a) A B C D E F G HIJKLM N 5 12 4X12(A7R) 3X12 5X6 5X6(R) 7X8 H0710 6X8(SRS)(R) 7X10 H1014(R) 2X4 8X14(R) 7'1"9 4079# 1'11"3 1772# 2' 1766# 2' 1766# 2' 1766# 2' 1766# 2' 1761# 2' 1761# 2' 1761# 2'2"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; T2 2x4 SP #2; T3 2x4 SP 2400f-2.0E + SP M-31; Bot chord: 2x8 SP 2400f-1.8E; Webs: 2x4 SP #3; W3,W6 2x4 SP #2; W8 2x8 SP 2400f-1.8E; Bracing (a) Continuous lateral restraint equally spaced on member. Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 2 Rows @ 4.50" o.c. (Each Row) Webs : 1 Row @ 4" o.c. Repeat nailing as each layer is applied. 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 82 plf at -2.00 to 82 plf at 7.13 TC: From 41 plf at 7.13 to 41 plf at 16.53 TC: From 82 plf at 16.53 to 82 plf at 25.27 BC: From 10 plf at 0.00 to 10 plf at 7.13 BC: From 5 plf at 7.13 to 5 plf at 23.06 BC: From 10 plf at 23.06 to 10 plf at 25.27 BC: 4079 lb Conc. Load at 7.13 BC: 1772 lb Conc. Load at 9.06 BC: 1766 lb Conc. Load at 11.06,13.06,15.06,17.06 BC: 1761 lb Conc. Load at 19.06,21.06,23.06 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) TC 24 16.53 25.27 BC 120 0.15 25.27 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 M 9218 /- /- /- /6009 /- N 10992 /- /- /- /5523 /- Wind reactions based on MWFRS M Brg Width = 8.0 Min Req = 2.5 N Brg Width = 8.0 Min Req = 3.0 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 20 -16 B - C 4988 -7693 C - D 3112 -5387 Chords Tens. Comp. D - E 3103 -5373 E - F 3517 -6582 F - G 66 -155 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - L 7072 -4583 L - K 7015 -4536 K - J 6629 -3565 Chords Tens. Comp. J - I 6629 -3565 I - H 3672 -1973 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. L - C 1806 -1472 C - K 1869 -2294 D - K 4023 -2311 K - E 952 -2263 Webs Tens. Comp. E - I 586 -573 I - F 3929 -2085 F - H 2425 -4472 G - H 49 -69 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.301 K 999 360 VERT(CL): 0.452 K 667 240 HORZ(LL): 0.064 C - - HORZ(TL): 0.096 C - - Creep Factor: 2.0 Max TC CSI: 0.705 Max BC CSI: 0.640 Max Web CSI: 0.931 Wgt: 529.2 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss B06G Truss Type SPEC Qty 1 Ply 3 2850 02/11/2021 25'4" SEAT PLATE REQ.SEAT PLATE REQ. 12'8"3'10"6 8'8"14 0"12 2' 4"1 4'0"15'7"66'4"9(a) (a) A B C D E F G HIJKLM N 5 12 4X12(A7R) 3X12 5X6 5X6(R) 7X8 H0710 6X8(SRS)(R) 7X10 H1014(R) 2X4 8X14(R) 7'1"9 4079# 1'11"3 1772# 2' 1766# 2' 1766# 2' 1766# 2' 1766# 2' 1761# 2' 1761# 2' 1761# 2'2"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 M-30; Bot chord: 2x6 SP 2400f-2.0E; Webs: 2x4 SP #3; W3 2x4 SP #2; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 82 plf at -2.00 to 82 plf at 5.06 TC: From 41 plf at 5.06 to 41 plf at 10.25 TC: From 56 plf at 10.25 to 56 plf at 11.27 TC: From 97 plf at 11.27 to 97 plf at 16.27 BC: From 10 plf at 0.00 to 10 plf at 5.06 BC: From 5 plf at 5.06 to 5 plf at 11.27 BC: From 10 plf at 11.27 to 10 plf at 16.27 BC: 916 lb Conc. Load at 5.06 BC: 481 lb Conc. Load at 7.06, 8.17, 9.27 BC: 904 lb Conc. Load at 11.27 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 63 0.15 16.13 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 J 2417 /- /- /- /1761 /- F 2302 /- /- /- /1660 /- Wind reactions based on MWFRS J Brg Width = 8.0 Min Req = 2.0 F Brg Width = 8.0 Min Req = 1.9 Bearings J & F are a rigid surface. Bearings J & F require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 -47 B - C 3616 -4923 C - D 2806 -3859 Chords Tens. Comp. D - E 2809 -3865 E - F 3652 -4989 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - I 4474 -3283 I - H 4433 -3252 Chords Tens. Comp. H - G 4481 -3279 G - F 4523 -3311 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. I - C 1094 -833 C - H 985 -1295 D - H 2905 -2108 Webs Tens. Comp. H - E 1024 -1364 E - G 1110 -839 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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): -0.148 H 999 360 VERT(CL): 0.217 H 883 240 HORZ(LL): -0.036 G - - HORZ(TL): 0.053 G - - Creep Factor: 2.0 Max TC CSI: 0.628 Max BC CSI: 0.973 Max Web CSI: 0.656 Wgt: 88.2 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss C01G Truss Type COMN Qty 1 Ply 1 3741 02/11/2021 16'4" SEAT PLATE REQ.SEAT PLATE REQ. 8'2"8'1"4 0"12 2' 4"13'8"144'6"1A B C D E F GHIJ 5 12 4X8(A1) 4X6 4X4 4X6(R) 8X8 4X4 4X6 4X8(A1) 5'0"12 916# 2' 481# 1'1"4 481# 1'1"4 481# 2' 904# 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 M-30; Bot chord: 2x6 SP 2400f-2.0E; Webs: 2x4 SP #3; W3 2x4 SP #2; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 82 plf at -2.00 to 82 plf at 5.06 TC: From 41 plf at 5.06 to 41 plf at 10.25 TC: From 56 plf at 10.25 to 56 plf at 11.27 TC: From 97 plf at 11.27 to 97 plf at 16.27 BC: From 10 plf at 0.00 to 10 plf at 5.06 BC: From 5 plf at 5.06 to 5 plf at 11.27 BC: From 10 plf at 11.27 to 10 plf at 16.27 BC: 916 lb Conc. Load at 5.06 BC: 481 lb Conc. Load at 7.06, 8.17, 9.27 BC: 904 lb Conc. Load at 11.27 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 63 0.15 16.13 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 J 2417 /- /- /- /1761 /- F 2302 /- /- /- /1660 /- Wind reactions based on MWFRS J Brg Width = 8.0 Min Req = 2.0 F Brg Width = 8.0 Min Req = 1.9 Bearings J & F are a rigid surface. Bearings J & F require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 -47 B - C 3616 -4923 C - D 2806 -3859 Chords Tens. Comp. D - E 2809 -3865 E - F 3652 -4989 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - I 4474 -3283 I - H 4433 -3252 Chords Tens. Comp. H - G 4481 -3279 G - F 4523 -3311 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. I - C 1094 -833 C - H 985 -1295 D - H 2905 -2108 Webs Tens. Comp. H - E 1024 -1364 E - G 1110 -839 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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): -0.148 H 999 360 VERT(CL): 0.217 H 883 240 HORZ(LL): -0.036 G - - HORZ(TL): 0.053 G - - Creep Factor: 2.0 Max TC CSI: 0.628 Max BC CSI: 0.973 Max Web CSI: 0.656 Wgt: 88.2 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss C01G Truss Type COMN Qty 1 Ply 1 3741 02/11/2021 16'4" SEAT PLATE REQ.SEAT PLATE REQ. 8'2"8'1"4 0"12 2' 4"13'8"144'6"1A B C D E F GHIJ 5 12 4X8(A1) 4X6 4X4 4X6(R) 8X8 4X4 4X6 4X8(A1) 5'0"12 916# 2' 481# 1'1"4 481# 1'1"4 481# 2' 904# 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; 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 106 0.15 16.13 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 B 916 /- /- /402 /354 /139 D 735 /- /- /270 /283 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 865 -1179 Chords Tens. Comp. C - D 879 -1176 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - E 988 -665 Chords Tens. Comp. E - D 988 -665 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - E 275 -14 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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 E 999 360 VERT(CL): 0.049 E 999 240 HORZ(LL): 0.016 E - - HORZ(TL): 0.023 E - - Creep Factor: 2.0 Max TC CSI: 0.882 Max BC CSI: 0.977 Max Web CSI: 0.105 Wgt: 64.4 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss C02 Truss Type COMN Qty 1 Ply 1 2836 02/11/2021 16'4" SEAT PLATE REQ.SEAT PLATE REQ. 8'2"8'1"4 0"12 2' 4"13'8"144'6"1A B C D E 5 12 2X4(A1) 5X6(R1) 5X6 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; 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 106 0.15 16.13 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 B 916 /- /- /402 /354 /139 D 735 /- /- /270 /283 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 865 -1179 Chords Tens. Comp. C - D 879 -1176 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - E 988 -665 Chords Tens. Comp. E - D 988 -665 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - E 275 -14 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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 E 999 360 VERT(CL): 0.049 E 999 240 HORZ(LL): 0.016 E - - HORZ(TL): 0.023 E - - Creep Factor: 2.0 Max TC CSI: 0.882 Max BC CSI: 0.977 Max Web CSI: 0.105 Wgt: 64.4 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss C02 Truss Type COMN Qty 1 Ply 1 2836 02/11/2021 16'4" SEAT PLATE REQ.SEAT PLATE REQ. 8'2"8'1"4 0"12 2' 4"13'8"144'6"1A B C D E 5 12 2X4(A1) 5X6(R1) 5X6 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; T2 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 9.53 16.27 BC 95 0.15 16.27 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 B 922 /- /- /459 /340 /242 H 728 /- /- /279 /400 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 H Brg Width = 8.0 Min Req = 1.5 Bearings B & F are a rigid surface. Bearings B & F require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 1066 -1231 Chords Tens. Comp. C - D 873 -856 D - E 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - G 1054 -1202 Chords Tens. Comp. G - F 722 -841 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - G 491 -451 D - G 403 -280 Webs Tens. Comp. D - F 979 -840 E - F 472 -275 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.040 C 999 360 VERT(CL): 0.060 C 999 240 HORZ(LL): 0.015 F - - HORZ(TL): 0.023 F - - Creep Factor: 2.0 Max TC CSI: 0.850 Max BC CSI: 0.972 Max Web CSI: 0.913 Wgt: 81.2 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss C03 Truss Type HIPM Qty 1 Ply 1 2833 02/11/2021 16'4" SEAT PLATE REQ.SEAT PLATE REQ. 9'6"6 6'8"14 0"12 2' 4"1 4'3"115'0"14A B C D E FG H 5 12 2X4(A1) 1.5X3 5X6 5X6 3X6 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; T2 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 9.53 16.27 BC 95 0.15 16.27 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 B 922 /- /- /459 /340 /242 H 728 /- /- /279 /400 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 H Brg Width = 8.0 Min Req = 1.5 Bearings B & F are a rigid surface. Bearings B & F require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 1066 -1231 Chords Tens. Comp. C - D 873 -856 D - E 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - G 1054 -1202 Chords Tens. Comp. G - F 722 -841 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - G 491 -451 D - G 403 -280 Webs Tens. Comp. D - F 979 -840 E - F 472 -275 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.040 C 999 360 VERT(CL): 0.060 C 999 240 HORZ(LL): 0.015 F - - HORZ(TL): 0.023 F - - Creep Factor: 2.0 Max TC CSI: 0.850 Max BC CSI: 0.972 Max Web CSI: 0.913 Wgt: 81.2 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss C03 Truss Type HIPM Qty 1 Ply 1 2833 02/11/2021 16'4" SEAT PLATE REQ.SEAT PLATE REQ. 9'6"6 6'8"14 0"12 2' 4"1 4'3"115'0"14A B C D E FG H 5 12 2X4(A1) 1.5X3 5X6 5X6 3X6 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; 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 11.53 16.27 BC 95 0.15 16.27 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 B 922 /- /- /464 /319 /286 H 728 /- /- /294 /370 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 H Brg Width = 8.0 Min Req = 1.5 Bearings B & F are a rigid surface. Bearings B & F require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 856 -1288 Chords Tens. Comp. C - D 801 -1036 D - E 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - G 1112 -1060 Chords Tens. Comp. G - F 490 -528 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - G 496 -477 G - D 624 -457 Webs Tens. Comp. D - F 754 -700 E - F 332 -193 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.043 C 999 360 VERT(CL): 0.065 C 999 240 HORZ(LL): 0.013 F - - HORZ(TL): 0.020 F - - Creep Factor: 2.0 Max TC CSI: 0.735 Max BC CSI: 0.988 Max Web CSI: 0.603 Wgt: 84.0 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss C04 Truss Type HIPM Qty 1 Ply 1 2830 02/11/2021 16'4" SEAT PLATE REQ.SEAT PLATE REQ. 11'6"6 4'8"14 0"12 2' 4"1 5'1"115'10"14A B C D E FG H 5 12 2X4(A1) 1.5X3 5X6 5X6 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; 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 11.53 16.27 BC 95 0.15 16.27 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 B 922 /- /- /464 /319 /286 H 728 /- /- /294 /370 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 H Brg Width = 8.0 Min Req = 1.5 Bearings B & F are a rigid surface. Bearings B & F require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 856 -1288 Chords Tens. Comp. C - D 801 -1036 D - E 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - G 1112 -1060 Chords Tens. Comp. G - F 490 -528 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - G 496 -477 G - D 624 -457 Webs Tens. Comp. D - F 754 -700 E - F 332 -193 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.043 C 999 360 VERT(CL): 0.065 C 999 240 HORZ(LL): 0.013 F - - HORZ(TL): 0.020 F - - Creep Factor: 2.0 Max TC CSI: 0.735 Max BC CSI: 0.988 Max Web CSI: 0.603 Wgt: 84.0 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss C04 Truss Type HIPM Qty 1 Ply 1 2830 02/11/2021 16'4" SEAT PLATE REQ.SEAT PLATE REQ. 11'6"6 4'8"14 0"12 2' 4"1 5'1"115'10"14A B C D E FG H 5 12 2X4(A1) 1.5X3 5X6 5X6 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: 2x8 SP 2400f-1.8E; Webs: 2x4 SP #3; W5 2x6 SP #2; Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @ 4.25" 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 82 plf at -2.00 to 82 plf at 7.13 TC: From 41 plf at 7.13 to 41 plf at 12.94 TC: From 82 plf at 12.94 to 82 plf at 16.27 BC: From 10 plf at 0.00 to 10 plf at 7.13 BC: From 5 plf at 7.13 to 5 plf at 16.27 BC: 2004 lb Conc. Load at 7.13 BC: 965 lb Conc. Load at 9.06 BC: 983 lb Conc. Load at 11.06 BC: 1021 lb Conc. Load at 13.06 BC: 1089 lb Conc. Load at 15.06 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) TC 24 12.94 16.27 BC 120 0.15 16.27 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 K 2987 /- /- /- /2003 /- L 4442 /- /- /- /2708 /- Wind reactions based on MWFRS K Brg Width = 8.0 Min Req = 1.5 L Brg Width = 8.0 Min Req = 1.8 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 31 -23 B - C 2184 -3283 C - D 823 -1320 Chords Tens. Comp. D - E 814 -1308 E - F 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - J 2986 -1982 J - I 2941 -1951 Chords Tens. Comp. I - H 2941 -1951 H - G 1193 -740 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. J - C 1539 -1052 C - H 1389 -2005 E - H 2280 -1399 Webs Tens. Comp. E - G 1385 -2234 F - G 52 -68 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: No FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.106 J 999 360 VERT(CL): 0.159 J 999 240 HORZ(LL): -0.022 F - - HORZ(TL): 0.033 F - - Creep Factor: 2.0 Max TC CSI: 0.675 Max BC CSI: 0.589 Max Web CSI: 0.895 Wgt: 231.0 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss C05G Truss Type HIPM Qty 1 Ply 2 2827 02/11/2021 16'4" SEAT PLATE REQ.SEAT PLATE REQ. 12'11"4 3'4"0"12 2' 4"1 5'8"126'5"15A B C D E F GHIJK L 5 12 4X6(A1) 3X12 4X6 3X4 6X6 5X8 7X6(R) 1.5X3 3X12(R) 7'1"9 2004# 1'11"3 965# 2' 983# 2' 1021# 2' 1089# 1'2"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: 2x8 SP 2400f-1.8E; Webs: 2x4 SP #3; W5 2x6 SP #2; Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @ 4.25" 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 82 plf at -2.00 to 82 plf at 7.13 TC: From 41 plf at 7.13 to 41 plf at 12.94 TC: From 82 plf at 12.94 to 82 plf at 16.27 BC: From 10 plf at 0.00 to 10 plf at 7.13 BC: From 5 plf at 7.13 to 5 plf at 16.27 BC: 2004 lb Conc. Load at 7.13 BC: 965 lb Conc. Load at 9.06 BC: 983 lb Conc. Load at 11.06 BC: 1021 lb Conc. Load at 13.06 BC: 1089 lb Conc. Load at 15.06 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) TC 24 12.94 16.27 BC 120 0.15 16.27 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 K 2987 /- /- /- /2003 /- L 4442 /- /- /- /2708 /- Wind reactions based on MWFRS K Brg Width = 8.0 Min Req = 1.5 L Brg Width = 8.0 Min Req = 1.8 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 31 -23 B - C 2184 -3283 C - D 823 -1320 Chords Tens. Comp. D - E 814 -1308 E - F 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - J 2986 -1982 J - I 2941 -1951 Chords Tens. Comp. I - H 2941 -1951 H - G 1193 -740 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. J - C 1539 -1052 C - H 1389 -2005 E - H 2280 -1399 Webs Tens. Comp. E - G 1385 -2234 F - G 52 -68 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: No FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.106 J 999 360 VERT(CL): 0.159 J 999 240 HORZ(LL): -0.022 F - - HORZ(TL): 0.033 F - - Creep Factor: 2.0 Max TC CSI: 0.675 Max BC CSI: 0.589 Max Web CSI: 0.895 Wgt: 231.0 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss C05G Truss Type HIPM Qty 1 Ply 2 2827 02/11/2021 16'4" SEAT PLATE REQ.SEAT PLATE REQ. 12'11"4 3'4"0"12 2' 4"1 5'8"126'5"15A B C D E F GHIJK L 5 12 4X6(A1) 3X12 4X6 3X4 6X6 5X8 7X6(R) 1.5X3 3X12(R) 7'1"9 2004# 1'11"3 965# 2' 983# 2' 1021# 2' 1089# 1'2"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 M-30; T2 2x4 SP 2400f-2.0E + SP M-31; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 82 plf at -2.00 to 82 plf at 5.00 TC: From 41 plf at 5.00 to 41 plf at 13.00 TC: From 82 plf at 13.00 to 82 plf at 18.00 BC: From 10 plf at 0.00 to 10 plf at 5.03 BC: From 5 plf at 5.03 to 5 plf at 12.97 BC: From 10 plf at 12.97 to 10 plf at 18.00 TC: 223 lb Conc. Load at 5.03,12.97 TC: 155 lb Conc. Load at 7.06, 9.00,10.94 BC: 159 lb Conc. Load at 5.03,12.97 BC: 66 lb Conc. Load at 7.06, 9.00,10.94 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) TC 24 5.00 13.00 BC 46 0.15 17.85 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 B 1524 /- /- /- /1266 /- F 1345 /- /- /- /1129 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 F Brg Width = 8.0 Min Req = 1.6 Bearings B & F are a rigid surface. Bearings B & F require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 -47 B - C 2519 -2844 C - D 2331 -2623 Chords Tens. Comp. D - E 2374 -2679 E - F 2559 -2896 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - I 2546 -2261 I - H 3086 -2737 Chords Tens. Comp. H - G 3086 -2737 G - F 2603 -2305 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - I 561 -507 I - D 469 -535 Webs Tens. Comp. D - G 419 -470 G - E 555 -503 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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): -0.164 D 999 360 VERT(CL): 0.200 D 999 240 HORZ(LL): -0.054 G - - HORZ(TL): 0.066 G - - Creep Factor: 2.0 Max TC CSI: 0.532 Max BC CSI: 0.965 Max Web CSI: 0.215 Wgt: 75.6 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss C06G Truss Type HIPS Qty 1 Ply 1 2809 02/11/2021 18' SEAT PLATE REQ.SEAT PLATE REQ. 5'8'5' 2' 4"12'5"13'2"4A B C D E F GHI 5 12 3X6(A1) 5X6 3X4 3X4 H0308 3X4 5X6 3X6(A1) 5'0"6 159# 223# 2'0"6 66# 155# 1'11"4 66# 155# 1'11"4 66# 155# 2'0"6 159# 223# 5'0"6 **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 2x4 SP 2400f-2.0E + SP M-31; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 82 plf at -2.00 to 82 plf at 5.00 TC: From 41 plf at 5.00 to 41 plf at 13.00 TC: From 82 plf at 13.00 to 82 plf at 18.00 BC: From 10 plf at 0.00 to 10 plf at 5.03 BC: From 5 plf at 5.03 to 5 plf at 12.97 BC: From 10 plf at 12.97 to 10 plf at 18.00 TC: 223 lb Conc. Load at 5.03,12.97 TC: 155 lb Conc. Load at 7.06, 9.00,10.94 BC: 159 lb Conc. Load at 5.03,12.97 BC: 66 lb Conc. Load at 7.06, 9.00,10.94 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) TC 24 5.00 13.00 BC 46 0.15 17.85 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 B 1524 /- /- /- /1266 /- F 1345 /- /- /- /1129 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 F Brg Width = 8.0 Min Req = 1.6 Bearings B & F are a rigid surface. Bearings B & F require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 -47 B - C 2519 -2844 C - D 2331 -2623 Chords Tens. Comp. D - E 2374 -2679 E - F 2559 -2896 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - I 2546 -2261 I - H 3086 -2737 Chords Tens. Comp. H - G 3086 -2737 G - F 2603 -2305 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - I 561 -507 I - D 469 -535 Webs Tens. Comp. D - G 419 -470 G - E 555 -503 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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): -0.164 D 999 360 VERT(CL): 0.200 D 999 240 HORZ(LL): -0.054 G - - HORZ(TL): 0.066 G - - Creep Factor: 2.0 Max TC CSI: 0.532 Max BC CSI: 0.965 Max Web CSI: 0.215 Wgt: 75.6 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss C06G Truss Type HIPS Qty 1 Ply 1 2809 02/11/2021 18' SEAT PLATE REQ.SEAT PLATE REQ. 5'8'5' 2' 4"12'5"13'2"4A B C D E F GHI 5 12 3X6(A1) 5X6 3X4 3X4 H0308 3X4 5X6 3X6(A1) 5'0"6 159# 223# 2'0"6 66# 155# 1'11"4 66# 155# 1'11"4 66# 155# 2'0"6 159# 223# 5'0"6 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; T3 2x6 SP 2400f-2.0E; Bot chord: 2x8 SP 2400f-1.8E; Webs: 2x4 SP #3; W3 2x4 SP #2; Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 2 Rows @ 4.00" o.c. (Each Row) 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 82 plf at -2.00 to 82 plf at 17.31 BC: From 10 plf at 0.00 to 10 plf at 7.13 BC: From 5 plf at 7.13 to 5 plf at 17.31 BC: From 85 plf at 17.31 to 85 plf at 18.00 BC: 3940 lb Conc. Load at 7.13 BC: 1772 lb Conc. Load at 9.06 BC: 1777 lb Conc. Load at 11.06,13.06,17.06 BC: 1774 lb Conc. Load at 15.06 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) TC 24 6.41 11.59 BC 86 0.15 18.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL I 5765 /- /- /- /4010 /- E 8807 /- /- /- /4804 /- Wind reactions based on MWFRS I Brg Width = 8.0 Min Req = 2.4 E Brg Width = 8.0 Min Req = 3.6 Bearings I & E are a rigid surface. Bearings I & E require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 31 -23 B - C 4913 -7054 Chords Tens. Comp. C - D 4709 -6768 D - E 4839 -8013 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - H 6473 -4506 H - G 7598 -4552 Chords Tens. Comp. G - F 7598 -4552 F - E 7419 -4464 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - H 2585 -1784 H - D 0 -934 Webs Tens. Comp. F - D 3091 -1513 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: No FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.222 F 957 360 VERT(CL): 0.332 F 640 240 HORZ(LL): 0.064 F - - HORZ(TL): 0.095 F - - Creep Factor: 2.0 Max TC CSI: 0.738 Max BC CSI: 0.978 Max Web CSI: 0.985 Wgt: 208.6 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss C07G Truss Type HIPS Qty 1 Ply 2 2810 02/11/2021 18' SEAT PLATE REQ.SEAT PLATE REQ. 6'4"14 5'2"4 5'8"10 8"4 11'7"2 6'4"142' 4"13'0"13'9"4A B C D E FGHI 5 12 4X12(A7R) H0710 7X10(R)H0710 4X16 H0710 4X12(D1) 7'1"9 3940# 1'11"3 1772# 2' 1777# 2' 1777# 2' 1774# 2' 1777# 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 M-30; T3 2x6 SP 2400f-2.0E; Bot chord: 2x8 SP 2400f-1.8E; Webs: 2x4 SP #3; W3 2x4 SP #2; Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 2 Rows @ 4.00" o.c. (Each Row) 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 82 plf at -2.00 to 82 plf at 17.31 BC: From 10 plf at 0.00 to 10 plf at 7.13 BC: From 5 plf at 7.13 to 5 plf at 17.31 BC: From 85 plf at 17.31 to 85 plf at 18.00 BC: 3940 lb Conc. Load at 7.13 BC: 1772 lb Conc. Load at 9.06 BC: 1777 lb Conc. Load at 11.06,13.06,17.06 BC: 1774 lb Conc. Load at 15.06 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) TC 24 6.41 11.59 BC 86 0.15 18.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL I 5765 /- /- /- /4010 /- E 8807 /- /- /- /4804 /- Wind reactions based on MWFRS I Brg Width = 8.0 Min Req = 2.4 E Brg Width = 8.0 Min Req = 3.6 Bearings I & E are a rigid surface. Bearings I & E require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 31 -23 B - C 4913 -7054 Chords Tens. Comp. C - D 4709 -6768 D - E 4839 -8013 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - H 6473 -4506 H - G 7598 -4552 Chords Tens. Comp. G - F 7598 -4552 F - E 7419 -4464 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - H 2585 -1784 H - D 0 -934 Webs Tens. Comp. F - D 3091 -1513 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: No FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.222 F 957 360 VERT(CL): 0.332 F 640 240 HORZ(LL): 0.064 F - - HORZ(TL): 0.095 F - - Creep Factor: 2.0 Max TC CSI: 0.738 Max BC CSI: 0.978 Max Web CSI: 0.985 Wgt: 208.6 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss C07G Truss Type HIPS Qty 1 Ply 2 2810 02/11/2021 18' SEAT PLATE REQ.SEAT PLATE REQ. 6'4"14 5'2"4 5'8"10 8"4 11'7"2 6'4"142' 4"13'0"13'9"4A B C D E FGHI 5 12 4X12(A7R) H0710 7X10(R)H0710 4X16 H0710 4X12(D1) 7'1"9 3940# 1'11"3 1772# 2' 1777# 2' 1777# 2' 1774# 2' 1777# 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: 2x6 SP 2400f-2.0E; T3 2x6 SP #2; Bot chord: 2x6 SP 2400f-2.0E; Webs: 2x4 SP #3; W2 2x4 SP M-30; Bracing (a) Continuous lateral restraint equally spaced on member. Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @10.25" o.c. Bot Chord: 1 Row @12.00" 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 Either The Top or Bottom Chords. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 80 plf at 0.00 to 80 plf at 0.33 TC: From 40 plf at 0.33 to 40 plf at 38.67 BC: From 5 plf at 0.00 to 5 plf at 38.67 TC: 233 lb Conc. Load at 1.80, 3.80, 5.80, 7.80 9.80,11.80,13.80,15.80,17.80,19.80,21.80,23.80 25.80,27.80,29.80,31.80,33.80,35.80,37.80 BC: 97 lb Conc. Load at 1.80, 3.80, 5.80, 7.80 9.80,11.80,13.80,15.80,17.80,19.80,21.80,23.80 25.80,27.80,29.80,31.80,33.80,35.80,37.80 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 63 0.00 38.67 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. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical 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 P 3940 /- /- /- /3714 /- I 4079 /- /- /- /3865 /- Wind reactions based on MWFRS P Brg Width = - Min Req = - I Brg Width = - Min Req = - Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 4351 -4591 B - C 6418 -6773 C - D 6418 -6773 D - E 6471 -6829 Chords Tens. Comp. E - F 4433 -4679 F - G 4433 -4679 G - H 4433 -4679 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. P - O 16 -15 O - N 4743 -4487 N - M 4743 -4487 M - L 6833 -6468 Chords Tens. Comp. L - K 6807 -6445 K - J 6807 -6445 J - I 20 -18 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - P 1768 -1892 A - O 4869 -4615 O - B 1312 -1457 B - M 2171 -2064 M - D 488 -576 D - L 0 -4 Webs Tens. Comp. L - E 208 -255 E - J 2146 -2270 G - J 559 -662 J - H 4948 -4688 H - I 1806 -1934 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 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: 3.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.87 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: No FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.794 L 584 360 VERT(CL): 0.871 L 532 240 HORZ(LL): -0.122 A - - HORZ(TL): 0.134 A - - Creep Factor: 2.0 Max TC CSI: 0.914 Max BC CSI: 0.968 Max Web CSI: 0.827 Wgt: 498.4 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss D01G Truss Type SPEC Qty 1 Ply 2 2801 02/11/2021 38'8" 4"38'4"3'3"1(a)(a)(a)(a) A B C D E F G H IJKLMNOP 6X8 3X10 4X10 3X10 H0510 H0510 3X10 3X4 3X4 4X6 5X6 H0510 3X4 8X12 7X8 3X10 1'9"10 97# 233# 2' 97# 233# 2' 97# 233# 2' 97# 233# 2' 97# 233# 2' 97# 233# 2' 97# 233# 2' 97# 233# 2' 97# 233# 2' 97# 233# 2' 97# 233# 2' 97# 233# 2' 97# 233# 2' 97# 233# 2' 97# 233# 2' 97# 233# 2' 97# 233# 2' 97# 233# 2' 97# 233# 10"6 **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; T3 2x6 SP #2; Bot chord: 2x6 SP 2400f-2.0E; Webs: 2x4 SP #3; W2 2x4 SP M-30; Bracing (a) Continuous lateral restraint equally spaced on member. Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @10.25" o.c. Bot Chord: 1 Row @12.00" 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 Either The Top or Bottom Chords. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 80 plf at 0.00 to 80 plf at 0.33 TC: From 40 plf at 0.33 to 40 plf at 38.67 BC: From 5 plf at 0.00 to 5 plf at 38.67 TC: 233 lb Conc. Load at 1.80, 3.80, 5.80, 7.80 9.80,11.80,13.80,15.80,17.80,19.80,21.80,23.80 25.80,27.80,29.80,31.80,33.80,35.80,37.80 BC: 97 lb Conc. Load at 1.80, 3.80, 5.80, 7.80 9.80,11.80,13.80,15.80,17.80,19.80,21.80,23.80 25.80,27.80,29.80,31.80,33.80,35.80,37.80 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 63 0.00 38.67 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. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical 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 P 3940 /- /- /- /3714 /- I 4079 /- /- /- /3865 /- Wind reactions based on MWFRS P Brg Width = - Min Req = - I Brg Width = - Min Req = - Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 4351 -4591 B - C 6418 -6773 C - D 6418 -6773 D - E 6471 -6829 Chords Tens. Comp. E - F 4433 -4679 F - G 4433 -4679 G - H 4433 -4679 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. P - O 16 -15 O - N 4743 -4487 N - M 4743 -4487 M - L 6833 -6468 Chords Tens. Comp. L - K 6807 -6445 K - J 6807 -6445 J - I 20 -18 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - P 1768 -1892 A - O 4869 -4615 O - B 1312 -1457 B - M 2171 -2064 M - D 488 -576 D - L 0 -4 Webs Tens. Comp. L - E 208 -255 E - J 2146 -2270 G - J 559 -662 J - H 4948 -4688 H - I 1806 -1934 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 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: 3.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.87 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: No FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.794 L 584 360 VERT(CL): 0.871 L 532 240 HORZ(LL): -0.122 A - - HORZ(TL): 0.134 A - - Creep Factor: 2.0 Max TC CSI: 0.914 Max BC CSI: 0.968 Max Web CSI: 0.827 Wgt: 498.4 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss D01G Truss Type SPEC Qty 1 Ply 2 2801 02/11/2021 38'8" 4"38'4"3'3"1(a)(a)(a)(a) A B C D E F G H IJKLMNOP 6X8 3X10 4X10 3X10 H0510 H0510 3X10 3X4 3X4 4X6 5X6 H0510 3X4 8X12 7X8 3X10 1'9"10 97# 233# 2' 97# 233# 2' 97# 233# 2' 97# 233# 2' 97# 233# 2' 97# 233# 2' 97# 233# 2' 97# 233# 2' 97# 233# 2' 97# 233# 2' 97# 233# 2' 97# 233# 2' 97# 233# 2' 97# 233# 2' 97# 233# 2' 97# 233# 2' 97# 233# 2' 97# 233# 2' 97# 233# 10"6 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; T1 2x4 SP #2; Bot chord: 2x4 SP #2; B2 2x4 SP M-30; Webs: 2x4 SP #3; W3,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) TC 24 2.21 8.88 TC 24 8.88 38.67 BC 51 0.00 38.67 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. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL P 1772 /- /- /641 /955 /59 I 1772 /- /- /615 /971 /- Wind reactions based on MWFRS P Brg Width = - Min Req = - I Brg Width = - Min Req = - Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 48 -47 B - C 3074 -3325 C - D 4131 -4481 D - E 4008 -4361 Chords Tens. Comp. E - F 4008 -4361 F - G 4008 -4361 G - H 2650 -2889 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. P - O 976 -967 O - N 3324 -3072 N - M 3324 -3072 M - L 4520 -4174 Chords Tens. Comp. L - K 2996 -2758 K - J 2996 -2758 J - I 23 -21 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - P 99 -97 P - B 1744 -1899 B - O 2692 -2422 C - O 1240 -1225 C - M 1298 -1194 M - D 588 -525 Webs Tens. Comp. D - L 188 -179 E - L 614 -558 L - G 1541 -1411 G - J 1410 -1401 J - H 3223 -2957 H - I 1642 -1738 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.438 D 999 360 VERT(CL): 0.670 D 692 240 HORZ(LL): 0.107 B - - HORZ(TL): 0.163 B - - Creep Factor: 2.0 Max TC CSI: 0.797 Max BC CSI: 0.937 Max Web CSI: 0.999 Wgt: 205.8 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss D02 Truss Type SPEC Qty 1 Ply 1 2763 02/11/2021 38'8" 2'2"8 6'8"1"8 29'8"3'1"64'1"14'0"7(a)(a)(a)(a)(a) A B C D E F G H IJKLMNOP 5 12 1.5X3 3X6(R) 5X6 6X8 5X6 H0308 4X4 3X4 1.5X3 4X10 4X6 4X6 4X4 4X8 4X8 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; T1 2x4 SP #2; Bot chord: 2x4 SP #2; B2 2x4 SP M-30; Webs: 2x4 SP #3; W3,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) TC 24 2.21 8.88 TC 24 8.88 38.67 BC 51 0.00 38.67 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. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL P 1772 /- /- /641 /955 /59 I 1772 /- /- /615 /971 /- Wind reactions based on MWFRS P Brg Width = - Min Req = - I Brg Width = - Min Req = - Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 48 -47 B - C 3074 -3325 C - D 4131 -4481 D - E 4008 -4361 Chords Tens. Comp. E - F 4008 -4361 F - G 4008 -4361 G - H 2650 -2889 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. P - O 976 -967 O - N 3324 -3072 N - M 3324 -3072 M - L 4520 -4174 Chords Tens. Comp. L - K 2996 -2758 K - J 2996 -2758 J - I 23 -21 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - P 99 -97 P - B 1744 -1899 B - O 2692 -2422 C - O 1240 -1225 C - M 1298 -1194 M - D 588 -525 Webs Tens. Comp. D - L 188 -179 E - L 614 -558 L - G 1541 -1411 G - J 1410 -1401 J - H 3223 -2957 H - I 1642 -1738 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.438 D 999 360 VERT(CL): 0.670 D 692 240 HORZ(LL): 0.107 B - - HORZ(TL): 0.163 B - - Creep Factor: 2.0 Max TC CSI: 0.797 Max BC CSI: 0.937 Max Web CSI: 0.999 Wgt: 205.8 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss D02 Truss Type SPEC Qty 1 Ply 1 2763 02/11/2021 38'8" 2'2"8 6'8"1"8 29'8"3'1"64'1"14'0"7(a)(a)(a)(a)(a) A B C D E F G H IJKLMNOP 5 12 1.5X3 3X6(R) 5X6 6X8 5X6 H0308 4X4 3X4 1.5X3 4X10 4X6 4X6 4X4 4X8 4X8 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: 2x6 SP 2400f-2.0E; B2 2x4 SP #2; B3 2x4 SP M-30; 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 11.00 38.67 BC 53 0.00 38.67 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 O 1777 /- /- /730 /743 /249 I 1766 /- /- /636 /909 /- Wind reactions based on MWFRS O Brg Width = - Min Req = - I Brg Width = - Min Req = - Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 2973 -3749 B - C 2896 -3404 C - D 2693 -3086 D - E 3204 -3606 Chords Tens. Comp. E - F 3204 -3606 F - G 2345 -2645 G - H 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - N 3354 -2929 N - M 3663 -3295 M - L 3663 -3296 Chords Tens. Comp. L - K 3507 -3195 K - J 3507 -3195 J - I 1680 -1557 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - N 499 -573 C - N 1246 -1016 N - D 883 -806 D - L 131 -81 L - F 231 -29 Webs Tens. Comp. F - J 1217 -1234 J - G 1382 -1128 G - I 2162 -2333 H - I 122 -111 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.313 L 999 360 VERT(CL): 0.477 L 968 240 HORZ(LL): 0.099 I - - HORZ(TL): 0.151 I - - Creep Factor: 2.0 Max TC CSI: 0.862 Max BC CSI: 0.968 Max Web CSI: 0.929 Wgt: 198.8 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss D03 Truss Type HIPM Qty 1 Ply 1 2764 02/11/2021 38'8" 4"1 10'7"15 27'8" 5"8 4'11"1(a)(a) A B C D E F G H IJKLMNO 5 12 4X6(D1) 1.5X3 5X6 3X8 H0510 3X4 3X4 3X6 3X4 H0308 4X4 4X6 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: 2x6 SP 2400f-2.0E; B2 2x4 SP #2; B3 2x4 SP M-30; 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 11.00 38.67 BC 53 0.00 38.67 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 O 1777 /- /- /730 /743 /249 I 1766 /- /- /636 /909 /- Wind reactions based on MWFRS O Brg Width = - Min Req = - I Brg Width = - Min Req = - Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 2973 -3749 B - C 2896 -3404 C - D 2693 -3086 D - E 3204 -3606 Chords Tens. Comp. E - F 3204 -3606 F - G 2345 -2645 G - H 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - N 3354 -2929 N - M 3663 -3295 M - L 3663 -3296 Chords Tens. Comp. L - K 3507 -3195 K - J 3507 -3195 J - I 1680 -1557 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - N 499 -573 C - N 1246 -1016 N - D 883 -806 D - L 131 -81 L - F 231 -29 Webs Tens. Comp. F - J 1217 -1234 J - G 1382 -1128 G - I 2162 -2333 H - I 122 -111 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.313 L 999 360 VERT(CL): 0.477 L 968 240 HORZ(LL): 0.099 I - - HORZ(TL): 0.151 I - - Creep Factor: 2.0 Max TC CSI: 0.862 Max BC CSI: 0.968 Max Web CSI: 0.929 Wgt: 198.8 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss D03 Truss Type HIPM Qty 1 Ply 1 2764 02/11/2021 38'8" 4"1 10'7"15 27'8" 5"8 4'11"1(a)(a) A B C D E F G H IJKLMNO 5 12 4X6(D1) 1.5X3 5X6 3X8 H0510 3X4 3X4 3X6 3X4 H0308 4X4 4X6 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 M-30; T4,T5 2x4 SP #2; Bot chord: 2x6 SP #2; B2 2x4 SP M-30; B3 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 13.00 34.87 TC 24 35.66 38.67 BC 63 0.00 38.67 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. 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 Q 1777 /- /- /746 /738 /279 J 1766 /- /- /633 /878 /- Wind reactions based on MWFRS Q Brg Width = - Min Req = - J Brg Width = - Min Req = - Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 2864 -3878 B - C 2542 -3127 C - D 2437 -2820 D - E 2526 -2892 Chords Tens. Comp. E - F 2526 -2892 F - G 1032 -1170 G - H 1081 -1253 H - I 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - P 3488 -2878 P - O 3484 -2877 O - N 3483 -2878 N - M 3196 -2837 Chords Tens. Comp. M - L 2491 -2238 L - K 2491 -2238 K - J 972 -843 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. P - B 215 -61 B - N 560 -808 C - N 793 -602 N - D 623 -504 D - M 508 -469 M - F 634 -415 Webs Tens. Comp. F - K 1641 -1767 K - G 216 -133 K - H 1073 -921 H - J 1666 -1919 I - J 119 -108 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.263 D 999 360 VERT(CL): 0.401 D 999 240 HORZ(LL): 0.095 J - - HORZ(TL): 0.145 J - - Creep Factor: 2.0 Max TC CSI: 0.862 Max BC CSI: 0.957 Max Web CSI: 0.662 Wgt: 215.6 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss D04 Truss Type SPEC Qty 1 Ply 1 2765 02/11/2021 38'8" 4"1 12'7"15 21'10"6 9"8 3'0"2 7'7"8 31'0"8 5"8 5'5"15'9"1(a)(a)(a) A B C D E F G H I JKLMNOPQ 5 12 4X6(D1) 1.5X3 3X4 4X6 5X6 3X8 3X4 3X6 3X4 3X6 4X4 4X8 5X6 5X6 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 M-30; T4,T5 2x4 SP #2; Bot chord: 2x6 SP #2; B2 2x4 SP M-30; B3 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 13.00 34.87 TC 24 35.66 38.67 BC 63 0.00 38.67 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. 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 Q 1777 /- /- /746 /738 /279 J 1766 /- /- /633 /878 /- Wind reactions based on MWFRS Q Brg Width = - Min Req = - J Brg Width = - Min Req = - Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 2864 -3878 B - C 2542 -3127 C - D 2437 -2820 D - E 2526 -2892 Chords Tens. Comp. E - F 2526 -2892 F - G 1032 -1170 G - H 1081 -1253 H - I 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - P 3488 -2878 P - O 3484 -2877 O - N 3483 -2878 N - M 3196 -2837 Chords Tens. Comp. M - L 2491 -2238 L - K 2491 -2238 K - J 972 -843 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. P - B 215 -61 B - N 560 -808 C - N 793 -602 N - D 623 -504 D - M 508 -469 M - F 634 -415 Webs Tens. Comp. F - K 1641 -1767 K - G 216 -133 K - H 1073 -921 H - J 1666 -1919 I - J 119 -108 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.263 D 999 360 VERT(CL): 0.401 D 999 240 HORZ(LL): 0.095 J - - HORZ(TL): 0.145 J - - Creep Factor: 2.0 Max TC CSI: 0.862 Max BC CSI: 0.957 Max Web CSI: 0.662 Wgt: 215.6 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss D04 Truss Type SPEC Qty 1 Ply 1 2765 02/11/2021 38'8" 4"1 12'7"15 21'10"6 9"8 3'0"2 7'7"8 31'0"8 5"8 5'5"15'9"1(a)(a)(a) A B C D E F G H I JKLMNOPQ 5 12 4X6(D1) 1.5X3 3X4 4X6 5X6 3X8 3X4 3X6 3X4 3X6 4X4 4X8 5X6 5X6 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 M-30; T2,T4,T5 2x4 SP #2; Bot chord: 2x4 SP #2; B1 2x6 SP 2400f-2.0E; 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 15.00 32.87 TC 24 37.66 38.67 BC 56 0.00 38.67 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. 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 O 1774 /- /- /749 /742 /247 H 1766 /- /- /623 /786 /- Wind reactions based on MWFRS O Brg Width = - Min Req = - H Brg Width = - Min Req = - Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 2638 -3761 B - C 2323 -2930 C - D 2342 -2661 Chords Tens. Comp. D - E 2342 -2661 E - F 1329 -1616 F - G 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - N 3355 -2594 N - M 3351 -2593 M - L 3350 -2593 L - K 2616 -2118 Chords Tens. Comp. K - J 1444 -1165 J - I 1444 -1165 I - H 408 -336 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. N - B 278 -64 B - L 569 -879 C - L 510 -229 C - K 158 -224 K - E 1488 -1300 Webs Tens. Comp. D - K 882 -794 E - I 799 -847 I - F 1392 -1127 F - H 1468 -1783 G - H 50 -40 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.232 L 999 360 VERT(CL): 0.355 L 999 240 HORZ(LL): 0.072 H - - HORZ(TL): 0.111 H - - Creep Factor: 2.0 Max TC CSI: 0.956 Max BC CSI: 0.971 Max Web CSI: 0.920 Wgt: 226.8 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss D05 Truss Type SPEC Qty 1 Ply 1 2766 02/11/2021 38'8" 4"1 14'7"15 17'10"6 4'9"8 1'0"2 8'11"2 29'8"14 5"8 4'7"16'7"1(a) A B C D E F G HIJKLMNO 5 12 4X6(D1) 1.5X3 5X6 4X6 5X8 3X4 7X6 4X8 3X6 6X8 4X4 5X6 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; T2,T4,T5 2x4 SP #2; Bot chord: 2x4 SP #2; B1 2x6 SP 2400f-2.0E; 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 15.00 32.87 TC 24 37.66 38.67 BC 56 0.00 38.67 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. 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 O 1774 /- /- /749 /742 /247 H 1766 /- /- /623 /786 /- Wind reactions based on MWFRS O Brg Width = - Min Req = - H Brg Width = - Min Req = - Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 2638 -3761 B - C 2323 -2930 C - D 2342 -2661 Chords Tens. Comp. D - E 2342 -2661 E - F 1329 -1616 F - G 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - N 3355 -2594 N - M 3351 -2593 M - L 3350 -2593 L - K 2616 -2118 Chords Tens. Comp. K - J 1444 -1165 J - I 1444 -1165 I - H 408 -336 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. N - B 278 -64 B - L 569 -879 C - L 510 -229 C - K 158 -224 K - E 1488 -1300 Webs Tens. Comp. D - K 882 -794 E - I 799 -847 I - F 1392 -1127 F - H 1468 -1783 G - H 50 -40 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.232 L 999 360 VERT(CL): 0.355 L 999 240 HORZ(LL): 0.072 H - - HORZ(TL): 0.111 H - - Creep Factor: 2.0 Max TC CSI: 0.956 Max BC CSI: 0.971 Max Web CSI: 0.920 Wgt: 226.8 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss D05 Truss Type SPEC Qty 1 Ply 1 2766 02/11/2021 38'8" 4"1 14'7"15 17'10"6 4'9"8 1'0"2 8'11"2 29'8"14 5"8 4'7"16'7"1(a) A B C D E F G HIJKLMNO 5 12 4X6(D1) 1.5X3 5X6 4X6 5X8 3X4 7X6 4X8 3X6 6X8 4X4 5X6 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 M-30; T3 2x4 SP #2; Bot chord: 2x4 SP #2; B1 2x6 SP 2400f-2.0E; 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 17.00 30.87 BC 57 0.00 38.67 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. 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 O 1777 /- /- /752 /743 /273 H 1766 /- /- /629 /780 /- Wind reactions based on MWFRS O Brg Width = - Min Req = - H Brg Width = - Min Req = - Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 2493 -3807 B - C 2026 -2736 C - D 2056 -2719 Chords Tens. Comp. D - E 1982 -2301 E - F 1982 -2301 F - G 1412 -1848 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - N 3407 -2443 N - M 3403 -2443 M - L 3403 -2443 L - K 2403 -1813 Chords Tens. Comp. K - J 1607 -1194 J - I 1607 -1194 I - H 25 -18 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. N - B 326 -25 B - L 699 -1109 D - L 516 -236 D - K 180 -175 E - K 629 -544 Webs Tens. Comp. K - F 996 -858 F - I 633 -702 I - G 1765 -1313 G - H 1304 -1732 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.220 L 999 360 VERT(CL): 0.336 L 999 240 HORZ(LL): 0.069 H - - HORZ(TL): 0.105 H - - Creep Factor: 2.0 Max TC CSI: 0.913 Max BC CSI: 0.996 Max Web CSI: 0.892 Wgt: 219.8 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss D06 Truss Type HIPS Qty 1 Ply 1 2767 02/11/2021 38'8" 4"1 16'7"15 13'10"6 7'9"10 8'10"2 29'9"14 5"8 4'2"17'5"1(a) (a)(a) (a) A BC D E F G HIJKLMNO 5 12 4X6(D1) 1.5X4 3X4 4X6 4X6 5X8 3X4 1.5X4 3X10 3X6 7X6(R) 4X6 4X6 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; T3 2x4 SP #2; Bot chord: 2x4 SP #2; B1 2x6 SP 2400f-2.0E; 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 17.00 30.87 BC 57 0.00 38.67 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. 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 O 1777 /- /- /752 /743 /273 H 1766 /- /- /629 /780 /- Wind reactions based on MWFRS O Brg Width = - Min Req = - H Brg Width = - Min Req = - Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 2493 -3807 B - C 2026 -2736 C - D 2056 -2719 Chords Tens. Comp. D - E 1982 -2301 E - F 1982 -2301 F - G 1412 -1848 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - N 3407 -2443 N - M 3403 -2443 M - L 3403 -2443 L - K 2403 -1813 Chords Tens. Comp. K - J 1607 -1194 J - I 1607 -1194 I - H 25 -18 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. N - B 326 -25 B - L 699 -1109 D - L 516 -236 D - K 180 -175 E - K 629 -544 Webs Tens. Comp. K - F 996 -858 F - I 633 -702 I - G 1765 -1313 G - H 1304 -1732 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.220 L 999 360 VERT(CL): 0.336 L 999 240 HORZ(LL): 0.069 H - - HORZ(TL): 0.105 H - - Creep Factor: 2.0 Max TC CSI: 0.913 Max BC CSI: 0.996 Max Web CSI: 0.892 Wgt: 219.8 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss D06 Truss Type HIPS Qty 1 Ply 1 2767 02/11/2021 38'8" 4"1 16'7"15 13'10"6 7'9"10 8'10"2 29'9"14 5"8 4'2"17'5"1(a) (a)(a) (a) A BC D E F G HIJKLMNO 5 12 4X6(D1) 1.5X4 3X4 4X6 4X6 5X8 3X4 1.5X4 3X10 3X6 7X6(R) 4X6 4X6 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; B1 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 19.00 28.87 BC 55 0.15 38.67 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. 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 B 1942 /- /- /902 /832 /336 K 1761 /- /- /632 /776 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.3 K Brg Width = - Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 2283 -3746 C - D 2178 -3380 D - E 2194 -3322 E - F 1788 -2424 Chords Tens. Comp. F - G 1749 -2154 G - H 1402 -1659 H - I 1426 -1878 I - J 74 -67 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - P 3358 -2267 P - O 2798 -1931 O - N 2798 -1931 Chords Tens. Comp. N - M 2024 -1440 M - L 2024 -1440 L - K 1237 -862 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - P 354 -482 P - E 512 -229 E - N 580 -865 F - N 477 -294 N - G 252 -181 Webs Tens. Comp. G - L 629 -709 L - H 323 -191 L - I 616 -389 I - K 1398 -1992 J - K 137 -149 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.249 E 999 360 VERT(CL): 0.379 E 999 240 HORZ(LL): 0.087 K - - HORZ(TL): 0.132 K - - Creep Factor: 2.0 Max TC CSI: 0.954 Max BC CSI: 0.964 Max Web CSI: 0.614 Wgt: 222.6 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss D07 Truss Type HIPS Qty 1 Ply 1 2768 02/11/2021 38'8" SEAT PLATE REQ. 19'9'10"6 9'9"10 2' 4"1 4'2"18'3"19'0"4(a) (a) (a) A B C D E F G H I J KLMNOP 5 12 4X6(A2) 1.5X3 3X6 3X4 4X6 3X4 5X6 3X8 3X4 3X6 3X8 5X6 4X6 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; B1 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 19.00 28.87 BC 55 0.15 38.67 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. 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 B 1942 /- /- /902 /832 /336 K 1761 /- /- /632 /776 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.3 K Brg Width = - Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 2283 -3746 C - D 2178 -3380 D - E 2194 -3322 E - F 1788 -2424 Chords Tens. Comp. F - G 1749 -2154 G - H 1402 -1659 H - I 1426 -1878 I - J 74 -67 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - P 3358 -2267 P - O 2798 -1931 O - N 2798 -1931 Chords Tens. Comp. N - M 2024 -1440 M - L 2024 -1440 L - K 1237 -862 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - P 354 -482 P - E 512 -229 E - N 580 -865 F - N 477 -294 N - G 252 -181 Webs Tens. Comp. G - L 629 -709 L - H 323 -191 L - I 616 -389 I - K 1398 -1992 J - K 137 -149 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.249 E 999 360 VERT(CL): 0.379 E 999 240 HORZ(LL): 0.087 K - - HORZ(TL): 0.132 K - - Creep Factor: 2.0 Max TC CSI: 0.954 Max BC CSI: 0.964 Max Web CSI: 0.614 Wgt: 222.6 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss D07 Truss Type HIPS Qty 1 Ply 1 2768 02/11/2021 38'8" SEAT PLATE REQ. 19'9'10"6 9'9"10 2' 4"1 4'2"18'3"19'0"4(a) (a) (a) A B C D E F G H I J KLMNOP 5 12 4X6(A2) 1.5X3 3X6 3X4 4X6 3X4 5X6 3X8 3X4 3X6 3X8 5X6 4X6 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 M-30; B3 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 21.00 26.87 BC 70 0.15 38.67 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. 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 B 1942 /- /- /898 /830 /365 J 1761 /- /- /636 /774 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.3 J Brg Width = - Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 2123 -3757 C - D 2010 -3381 D - E 2030 -3326 Chords Tens. Comp. E - F 1539 -2228 F - G 1348 -1664 G - H 1372 -1894 H - I 1056 -1661 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - O 3368 -2120 O - N 2696 -1721 N - M 2696 -1721 Chords Tens. Comp. M - L 1951 -1225 L - K 1485 -915 K - J 16 -13 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - O 390 -521 O - E 598 -270 E - M 647 -972 F - M 775 -362 F - L 373 -526 Webs Tens. Comp. L - G 309 -156 L - H 269 -173 H - K 600 -840 K - I 1700 -1044 I - J 1099 -1733 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.244 E 999 360 VERT(CL): 0.371 E 999 240 HORZ(LL): 0.074 J - - HORZ(TL): 0.113 J - - Creep Factor: 2.0 Max TC CSI: 0.911 Max BC CSI: 0.994 Max Web CSI: 0.719 Wgt: 233.8 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss D08 Truss Type HIPS Qty 1 Ply 1 2769 02/11/2021 38'8" SEAT PLATE REQ. 21'5'10"6 11'9"10 2' 4"1 4'2"19'1"19'10"4(a) (a) (a) A B C D E F G H I JKLMNO 5 12 4X6(A2) 1.5X3 3X6 3X4 4X6 3X4 5X8 3X4 5X8 5X6 3X4 4X6 4X4(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 M-30; B3 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 21.00 26.87 BC 70 0.15 38.67 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. 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 B 1942 /- /- /898 /830 /365 J 1761 /- /- /636 /774 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.3 J Brg Width = - Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 2123 -3757 C - D 2010 -3381 D - E 2030 -3326 Chords Tens. Comp. E - F 1539 -2228 F - G 1348 -1664 G - H 1372 -1894 H - I 1056 -1661 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - O 3368 -2120 O - N 2696 -1721 N - M 2696 -1721 Chords Tens. Comp. M - L 1951 -1225 L - K 1485 -915 K - J 16 -13 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - O 390 -521 O - E 598 -270 E - M 647 -972 F - M 775 -362 F - L 373 -526 Webs Tens. Comp. L - G 309 -156 L - H 269 -173 H - K 600 -840 K - I 1700 -1044 I - J 1099 -1733 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.244 E 999 360 VERT(CL): 0.371 E 999 240 HORZ(LL): 0.074 J - - HORZ(TL): 0.113 J - - Creep Factor: 2.0 Max TC CSI: 0.911 Max BC CSI: 0.994 Max Web CSI: 0.719 Wgt: 233.8 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss D08 Truss Type HIPS Qty 1 Ply 1 2769 02/11/2021 38'8" SEAT PLATE REQ. 21'5'10"6 11'9"10 2' 4"1 4'2"19'1"19'10"4(a) (a) (a) A B C D E F G H I JKLMNO 5 12 4X6(A2) 1.5X3 3X6 3X4 4X6 3X4 5X8 3X4 5X8 5X6 3X4 4X6 4X4(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; T4 2x4 SP M-30; 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 23.00 24.87 BC 68 0.15 38.67 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. 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 B 1942 /- /- /889 /530 /394 J 1761 /- /- /640 /478 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.3 J Brg Width = - Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 1923 -3777 C - D 1642 -2968 D - E 1651 -2797 Chords Tens. Comp. E - F 1286 -1999 F - G 1270 -1725 G - H 1271 -1837 H - I 1042 -1819 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - P 3389 -1899 P - O 3388 -1901 O - N 3388 -1901 N - M 2620 -1433 Chords Tens. Comp. M - L 1630 -840 L - K 1630 -840 K - J 20 -14 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. P - C 210 0 C - N 506 -815 N - E 425 -150 E - M 714 -1142 F - M 297 -182 Webs Tens. Comp. M - G 540 -324 G - K 191 -253 K - H 537 -664 K - I 1768 -967 I - J 1010 -1728 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.263 N 999 360 VERT(CL): 0.400 N 999 240 HORZ(LL): 0.091 J - - HORZ(TL): 0.138 J - - Creep Factor: 2.0 Max TC CSI: 0.958 Max BC CSI: 0.978 Max Web CSI: 0.674 Wgt: 231.0 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss D09 Truss Type HIPS Qty 1 Ply 1 2770 02/11/2021 38'8" SEAT PLATE REQ. 23'1'10"6 13'9"10 2' 4"1 4'2"19'11"110'8"4(a) (a) (a) (a) A B C D E F G H I JKLMNOP 5 12 4X6(A2) 1.5X3 3X4 H0308 3X6 3X4 3X4 5X6 3X8 5X6 3X6 4X10 1.5X3 4X4(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; T4 2x4 SP M-30; 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 23.00 24.87 BC 68 0.15 38.67 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. 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 B 1942 /- /- /889 /530 /394 J 1761 /- /- /640 /478 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.3 J Brg Width = - Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 1923 -3777 C - D 1642 -2968 D - E 1651 -2797 Chords Tens. Comp. E - F 1286 -1999 F - G 1270 -1725 G - H 1271 -1837 H - I 1042 -1819 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - P 3389 -1899 P - O 3388 -1901 O - N 3388 -1901 N - M 2620 -1433 Chords Tens. Comp. M - L 1630 -840 L - K 1630 -840 K - J 20 -14 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. P - C 210 0 C - N 506 -815 N - E 425 -150 E - M 714 -1142 F - M 297 -182 Webs Tens. Comp. M - G 540 -324 G - K 191 -253 K - H 537 -664 K - I 1768 -967 I - J 1010 -1728 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.263 N 999 360 VERT(CL): 0.400 N 999 240 HORZ(LL): 0.091 J - - HORZ(TL): 0.138 J - - Creep Factor: 2.0 Max TC CSI: 0.958 Max BC CSI: 0.978 Max Web CSI: 0.674 Wgt: 231.0 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss D09 Truss Type HIPS Qty 1 Ply 1 2770 02/11/2021 38'8" SEAT PLATE REQ. 23'1'10"6 13'9"10 2' 4"1 4'2"19'11"110'8"4(a) (a) (a) (a) A B C D E F G H I JKLMNOP 5 12 4X6(A2) 1.5X3 3X4 H0308 3X6 3X4 3X4 5X6 3X8 5X6 3X6 4X10 1.5X3 4X4(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; T2,T3 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) BC 68 0.15 38.67 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 B 1942 /- /- /884 /516 /407 Q 1761 /- /- /642 /477 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.3 Q Brg Width = 8.0 Min Req = 2.1 Bearings B & Q are a rigid surface. Bearings B & Q require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 1822 -3686 C - D 1522 -2819 D - E 1536 -2694 Chords Tens. Comp. E - F 1193 -1896 F - G 1171 -1840 G - H 1148 -1892 H - I 977 -1796 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - P 3286 -1768 P - O 3284 -1769 O - N 3284 -1769 N - M 2476 -1276 Chords Tens. Comp. M - L 1592 -823 L - K 1592 -823 K - J 21 -15 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. P - C 242 0 C - N 553 -892 N - E 490 -207 E - M 705 -1124 F - M 783 -475 Webs Tens. Comp. M - H 240 -186 H - K 472 -743 K - I 1749 -900 I - J 966 -1728 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.244 N 999 360 VERT(CL): 0.371 N 999 240 HORZ(LL): 0.089 J - - HORZ(TL): 0.135 J - - Creep Factor: 2.0 Max TC CSI: 0.803 Max BC CSI: 0.988 Max Web CSI: 0.917 Wgt: 217.0 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss D10 Truss Type SPEC Qty 1 Ply 1 2771 02/11/2021 38'8" SEAT PLATE REQ.SEAT PLATE REQ. 23'11"3 14'8"13 2' 4"1 4'2"110'3"1111'0"14(a) (a) (a) A B C D E F G H I JKLMNOP Q 5 12 4X6(A2) 1.5X3 3X4 H0308 3X6 3X4 3X4 5X6 3X8 3X6 3X6 3X4 4X6 4X4(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; T2,T3 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) BC 68 0.15 38.67 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 B 1942 /- /- /884 /516 /407 Q 1761 /- /- /642 /477 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.3 Q Brg Width = 8.0 Min Req = 2.1 Bearings B & Q are a rigid surface. Bearings B & Q require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 1822 -3686 C - D 1522 -2819 D - E 1536 -2694 Chords Tens. Comp. E - F 1193 -1896 F - G 1171 -1840 G - H 1148 -1892 H - I 977 -1796 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - P 3286 -1768 P - O 3284 -1769 O - N 3284 -1769 N - M 2476 -1276 Chords Tens. Comp. M - L 1592 -823 L - K 1592 -823 K - J 21 -15 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. P - C 242 0 C - N 553 -892 N - E 490 -207 E - M 705 -1124 F - M 783 -475 Webs Tens. Comp. M - H 240 -186 H - K 472 -743 K - I 1749 -900 I - J 966 -1728 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.244 N 999 360 VERT(CL): 0.371 N 999 240 HORZ(LL): 0.089 J - - HORZ(TL): 0.135 J - - Creep Factor: 2.0 Max TC CSI: 0.803 Max BC CSI: 0.988 Max Web CSI: 0.917 Wgt: 217.0 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss D10 Truss Type SPEC Qty 1 Ply 1 2771 02/11/2021 38'8" SEAT PLATE REQ.SEAT PLATE REQ. 23'11"3 14'8"13 2' 4"1 4'2"110'3"1111'0"14(a) (a) (a) A B C D E F G H I JKLMNOP Q 5 12 4X6(A2) 1.5X3 3X4 H0308 3X6 3X4 3X4 5X6 3X8 3X6 3X6 3X4 4X6 4X4(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; T2,T4 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) BC 71 0.15 38.46 BC 73 38.48 44.52 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 B 1898 /- /- /890 /503 /440 M 2256 /- /- /817 /558 /- J 410 /-75 /- /456 /281 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.2 M Brg Width = 8.0 Min Req = 2.7 J Brg Width = 8.0 Min Req = 1.5 Bearings B, M, & J are a rigid surface. Bearings B, M, & J require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 1830 -3578 C - D 1502 -2701 D - E 1524 -2633 E - F 1178 -1790 Chords Tens. Comp. F - G 1181 -1817 G - H 648 -208 H - I 568 -220 I - J 578 -299 J - K 61 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - S 3187 -1590 S - R 3185 -1591 R - Q 3185 -1591 Q - P 2364 -1097 Chords Tens. Comp. P - O 1208 -493 O - N 1208 -493 N - M 39 -48 L - J 404 -500 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. S - C 246 0 C - Q 556 -906 Q - E 492 -211 E - P 711 -1095 F - P 600 -370 P - G 411 -243 Webs Tens. Comp. G - N 193 -268 G - L 1180 -2249 N - L 1299 -533 L - M 1300 -2238 L - I 333 -430 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 4.47 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.233 Q 999 360 VERT(CL): 0.352 Q 999 240 HORZ(LL): 0.085 N - - HORZ(TL): 0.129 N - - Creep Factor: 2.0 Max TC CSI: 0.914 Max BC CSI: 0.999 Max Web CSI: 0.715 Wgt: 249.2 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss D11 Truss Type SPEC Qty 1 Ply 1 2772 02/11/2021 38'4"6'4" SEAT PLATE REQ.SEAT PLATE REQ. SEAT PLATE REQ. 23'11"3 20'8"13 38'7"4 6'0"122'2' 44'8" 4"1 1'4"10'3"1111'0"14(a) (a)(a) A B C D E F G H I J K LMNOPQRS 5 12 4X6(A2) 1.5X3 3X4 3X6 4X6 3X4 3X4 5X6(R1) 3X8 4X6 4X10 4X4 3X6 6X8 3X6 1.5X3 3X6(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 M-30; T2,T4 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) BC 71 0.15 38.46 BC 73 38.48 44.52 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 B 1898 /- /- /890 /503 /440 M 2256 /- /- /817 /558 /- J 410 /-75 /- /456 /281 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.2 M Brg Width = 8.0 Min Req = 2.7 J Brg Width = 8.0 Min Req = 1.5 Bearings B, M, & J are a rigid surface. Bearings B, M, & J require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 1830 -3578 C - D 1502 -2701 D - E 1524 -2633 E - F 1178 -1790 Chords Tens. Comp. F - G 1181 -1817 G - H 648 -208 H - I 568 -220 I - J 578 -299 J - K 61 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - S 3187 -1590 S - R 3185 -1591 R - Q 3185 -1591 Q - P 2364 -1097 Chords Tens. Comp. P - O 1208 -493 O - N 1208 -493 N - M 39 -48 L - J 404 -500 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. S - C 246 0 C - Q 556 -906 Q - E 492 -211 E - P 711 -1095 F - P 600 -370 P - G 411 -243 Webs Tens. Comp. G - N 193 -268 G - L 1180 -2249 N - L 1299 -533 L - M 1300 -2238 L - I 333 -430 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 4.47 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.233 Q 999 360 VERT(CL): 0.352 Q 999 240 HORZ(LL): 0.085 N - - HORZ(TL): 0.129 N - - Creep Factor: 2.0 Max TC CSI: 0.914 Max BC CSI: 0.999 Max Web CSI: 0.715 Wgt: 249.2 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss D11 Truss Type SPEC Qty 1 Ply 1 2772 02/11/2021 38'4"6'4" SEAT PLATE REQ.SEAT PLATE REQ. SEAT PLATE REQ. 23'11"3 20'8"13 38'7"4 6'0"122'2' 44'8" 4"1 1'4"10'3"1111'0"14(a) (a)(a) A B C D E F G H I J K LMNOPQRS 5 12 4X6(A2) 1.5X3 3X4 3X6 4X6 3X4 3X4 5X6(R1) 3X8 4X6 4X10 4X4 3X6 6X8 3X6 1.5X3 3X6(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 M-30; T2,T4 2x4 SP #2; Bot chord: 2x4 SP #2; B4 2x4 SP 2400f-2.0E + SP M-31; Webs: 2x4 SP #3; W3,W13 2x4 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) BC 70 0.15 12.52 BC 75 12.54 38.44 BC 120 27.42 38.46 BC 73 38.43 44.52 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 B 1885 /- /- /886 /501 /440 O 2346 /- /- /838 /574 /- K 387 /-152 /- /445 /277 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.2 O Brg Width = 8.0 Min Req = 1.5 K Brg Width = 8.0 Min Req = 1.5 Bearings B, O, & K are a rigid surface. Bearings B, O, & K require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 1819 -3543 C - D 2061 -3796 D - E 2068 -3719 E - F 1562 -2689 F - G 1245 -1885 Chords Tens. Comp. G - H 1237 -1932 H - I 1024 -1566 I - J 1008 -1655 J - K 727 -300 K - L 61 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - X 3155 -1581 X - W 64 -36 V - U 3431 -1651 U - T 2376 -1059 T - S 1472 -637 Chords Tens. Comp. S - Q 1472 -637 R - O 85 -4 Q - P 1419 -633 P - N 338 -556 M - K 401 -616 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - X 483 -820 C - V 336 -107 X - V 3206 -1602 V - W 27 -2 V - E 851 -424 E - U 725 -1286 U - F 732 -361 F - T 740 -1140 Webs Tens. Comp. G - T 856 -535 T - H 480 -191 R - Q 149 0 H - P 466 -875 P - J 2139 -1050 J - M 1240 -2253 M - N 1349 -2285 N - O 1361 -2293 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 4.47 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.296 V 999 360 VERT(CL): 0.418 R 999 240 HORZ(LL): 0.138 M - - HORZ(TL): 0.210 M - - Creep Factor: 2.0 Max TC CSI: 0.885 Max BC CSI: 0.995 Max Web CSI: 0.996 Wgt: 274.4 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss D12 Truss Type SPEC Qty 1 Ply 1 2773 02/11/2021 38'4"6'4" SEAT PLATE REQ.SEAT PLATE REQ. SEAT PLATE REQ. 23'11"3 20'8"13 12'8"14'9"11'2"4 6'0"122'2' 44'8" 4"1 1'4"1'10'3"1111'0"14(a) (a) (a) (a) A B C D E F G H I J K L MN O PQRSTU VWX 5 12 4X6(A2) 3X10 3X6 H0510 1.5X3 5X6 3X8 4X6 3X6 1.5X4 4X6 3X6 4X6 3X33X3 H0510 3X6(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 M-30; T2,T4 2x4 SP #2; Bot chord: 2x4 SP #2; B4 2x4 SP 2400f-2.0E + SP M-31; Webs: 2x4 SP #3; W3,W13 2x4 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) BC 70 0.15 12.52 BC 75 12.54 38.44 BC 120 27.42 38.46 BC 73 38.43 44.52 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 B 1885 /- /- /886 /501 /440 O 2346 /- /- /838 /574 /- K 387 /-152 /- /445 /277 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.2 O Brg Width = 8.0 Min Req = 1.5 K Brg Width = 8.0 Min Req = 1.5 Bearings B, O, & K are a rigid surface. Bearings B, O, & K require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 1819 -3543 C - D 2061 -3796 D - E 2068 -3719 E - F 1562 -2689 F - G 1245 -1885 Chords Tens. Comp. G - H 1237 -1932 H - I 1024 -1566 I - J 1008 -1655 J - K 727 -300 K - L 61 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - X 3155 -1581 X - W 64 -36 V - U 3431 -1651 U - T 2376 -1059 T - S 1472 -637 Chords Tens. Comp. S - Q 1472 -637 R - O 85 -4 Q - P 1419 -633 P - N 338 -556 M - K 401 -616 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - X 483 -820 C - V 336 -107 X - V 3206 -1602 V - W 27 -2 V - E 851 -424 E - U 725 -1286 U - F 732 -361 F - T 740 -1140 Webs Tens. Comp. G - T 856 -535 T - H 480 -191 R - Q 149 0 H - P 466 -875 P - J 2139 -1050 J - M 1240 -2253 M - N 1349 -2285 N - O 1361 -2293 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 4.47 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.296 V 999 360 VERT(CL): 0.418 R 999 240 HORZ(LL): 0.138 M - - HORZ(TL): 0.210 M - - Creep Factor: 2.0 Max TC CSI: 0.885 Max BC CSI: 0.995 Max Web CSI: 0.996 Wgt: 274.4 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss D12 Truss Type SPEC Qty 1 Ply 1 2773 02/11/2021 38'4"6'4" SEAT PLATE REQ.SEAT PLATE REQ. SEAT PLATE REQ. 23'11"3 20'8"13 12'8"14'9"11'2"4 6'0"122'2' 44'8" 4"1 1'4"1'10'3"1111'0"14(a) (a) (a) (a) A B C D E F G H I J K L MN O PQRSTU VWX 5 12 4X6(A2) 3X10 3X6 H0510 1.5X3 5X6 3X8 4X6 3X6 1.5X4 4X6 3X6 4X6 3X33X3 H0510 3X6(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: 2x4 SP #2; B4 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 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) BC 75 0.15 12.52 BC 75 12.54 38.44 BC 120 27.42 38.46 BC 73 38.43 44.52 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. Left and right bottom chords exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 558 /- /- /424 /365 /440 Y 2006 /- /- /1083 /530 /- P 1538 /- /- /694 /357 /- L 473 /- /- /427 /281 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 Y Brg Width = 8.0 Min Req = 2.4 P Brg Width = 8.0 Min Req = 1.5 L Brg Width = 8.0 Min Req = 1.5 Bearings B, Y, P, & L are a rigid surface. Bearings B, Y, P, & L require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 320 -304 C - D 528 -231 D - E 225 -290 E - F 232 -273 F - G 707 -1091 Chords Tens. Comp. G - H 808 -1080 H - I 806 -1129 I - J 801 -1155 J - K 785 -1244 K - L 137 -138 L - M 61 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - Z 389 -259 Z - Y 379 -262 Y - X 5 -5 W - V 294 -199 V - U 937 -288 U - T 1077 -419 Chords Tens. Comp. T - R 1077 -419 S - P 76 0 R - Q 1041 -424 Q - O 75 -59 N - L 112 -60 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. Z - C 412 -523 C - Y 799 -631 Y - D 604 -1288 Y - W 492 -525 D - W 1209 -554 W - X 30 -1 W - F 715 -1216 F - V 827 -400 V - G 269 -456 Webs Tens. Comp. G - U 188 -112 H - U 298 -209 U - I 294 -318 S - R 150 0 I - Q 250 -466 Q - K 1174 -539 K - N 813 -1449 O - P 931 -1482 N - O 925 -1487 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 4.47 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.136 S 999 360 VERT(CL): 0.305 S 999 240 HORZ(LL): 0.031 N - - HORZ(TL): 0.048 N - - Creep Factor: 2.0 Max TC CSI: 0.987 Max BC CSI: 0.768 Max Web CSI: 0.567 Wgt: 282.8 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss D13 Truss Type SPEC Qty 1 Ply 1 2774 02/11/2021 10'4"28'6'4" SEAT PLATE REQ. SEAT PLATE REQ.SEAT PLATE REQ. SEAT PLATE REQ. 23'11"3 20'8"13 12'8"14'9"11'2"4 6'0"122'2' 44'8" 4"1 1'4"1'10'3"1111'0"14(a) (a) A B C D E F G H I J K L M NOPQRSTUV W XYZ 5 12 3X6(A1) 1.5X4 4X8 4X4 3X6 7X6 1.5X3 5X6(R1) 3X8 4X6 3X6 1.5X4 3X6 4X4 3X33X3 4X4 3X6(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; B4 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 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) BC 75 0.15 12.52 BC 75 12.54 38.44 BC 120 27.42 38.46 BC 73 38.43 44.52 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. Left and right bottom chords exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 558 /- /- /424 /365 /440 Y 2006 /- /- /1083 /530 /- P 1538 /- /- /694 /357 /- L 473 /- /- /427 /281 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 Y Brg Width = 8.0 Min Req = 2.4 P Brg Width = 8.0 Min Req = 1.5 L Brg Width = 8.0 Min Req = 1.5 Bearings B, Y, P, & L are a rigid surface. Bearings B, Y, P, & L require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 320 -304 C - D 528 -231 D - E 225 -290 E - F 232 -273 F - G 707 -1091 Chords Tens. Comp. G - H 808 -1080 H - I 806 -1129 I - J 801 -1155 J - K 785 -1244 K - L 137 -138 L - M 61 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - Z 389 -259 Z - Y 379 -262 Y - X 5 -5 W - V 294 -199 V - U 937 -288 U - T 1077 -419 Chords Tens. Comp. T - R 1077 -419 S - P 76 0 R - Q 1041 -424 Q - O 75 -59 N - L 112 -60 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. Z - C 412 -523 C - Y 799 -631 Y - D 604 -1288 Y - W 492 -525 D - W 1209 -554 W - X 30 -1 W - F 715 -1216 F - V 827 -400 V - G 269 -456 Webs Tens. Comp. G - U 188 -112 H - U 298 -209 U - I 294 -318 S - R 150 0 I - Q 250 -466 Q - K 1174 -539 K - N 813 -1449 O - P 931 -1482 N - O 925 -1487 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 4.47 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.136 S 999 360 VERT(CL): 0.305 S 999 240 HORZ(LL): 0.031 N - - HORZ(TL): 0.048 N - - Creep Factor: 2.0 Max TC CSI: 0.987 Max BC CSI: 0.768 Max Web CSI: 0.567 Wgt: 282.8 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss D13 Truss Type SPEC Qty 1 Ply 1 2774 02/11/2021 10'4"28'6'4" SEAT PLATE REQ. SEAT PLATE REQ.SEAT PLATE REQ. SEAT PLATE REQ. 23'11"3 20'8"13 12'8"14'9"11'2"4 6'0"122'2' 44'8" 4"1 1'4"1'10'3"1111'0"14(a) (a) A B C D E F G H I J K L M NOPQRSTUV W XYZ 5 12 3X6(A1) 1.5X4 4X8 4X4 3X6 7X6 1.5X3 5X6(R1) 3X8 4X6 3X6 1.5X4 3X6 4X4 3X33X3 4X4 3X6(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: 2x4 SP #2; Webs: 2x4 SP #3; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 3X4 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 75 0.15 12.52 BC 120 12.54 34.47 BC 84 27.42 34.46 BC 120 34.47 44.52 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. Left and right bottom chords exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 578 /- /- /422 /365 /440 Z 1751 /- /- /1021 /464 /- R 1619 /- /- /822 /482 /- M 585 /- /- /514 /325 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 Z Brg Width = 8.0 Min Req = 2.1 R Brg Width = 8.0 Min Req = 1.9 M Brg Width = 8.0 Min Req = 1.5 Bearings B, Z, R, & M are a rigid surface. Bearings B, Z, R, & M require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 357 -352 C - D 393 -226 D - E 233 -308 E - F 240 -290 F - G 598 -899 G - H 657 -793 Chords Tens. Comp. H - I 651 -781 I - J 256 -39 J - K 243 -78 K - L 211 -93 L - M 562 -495 M - N 61 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B -AA 379 -257 AA- Z 367 -242 Z - Y 5 -6 X - W 303 -210 W - V 758 -254 V - U 616 -116 Chords Tens. Comp. U - S 616 -116 T - R 25 -7 S - Q 607 -122 P - O 387 -329 O - M 388 -341 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. AA- C 412 -522 C - Z 796 -627 Z - D 481 -1103 Z - X 410 -387 D - X 1027 -451 X - Y 31 -1 X - F 590 -998 F - W 614 -285 W - G 198 -325 G - V 253 -209 Webs Tens. Comp. H - V 233 -197 V - I 241 -86 T - S 109 0 I - Q 574 -1127 P - Q 772 -717 P - J 347 -459 P - L 725 -576 Q - R 1175 -1583 L - O 340 -424 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 4.47 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.224 T 999 360 VERT(CL): 0.361 T 801 240 HORZ(LL): 0.020 P - - HORZ(TL): 0.030 P - - Creep Factor: 2.0 Max TC CSI: 0.834 Max BC CSI: 0.680 Max Web CSI: 0.529 Wgt: 288.4 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss D14 Truss Type SPEC Qty 4 Ply 1 2775 02/11/2021 10'4"24'10'4" SEAT PLATE REQ. SEAT PLATE REQ.SEAT PLATE REQ. SEAT PLATE REQ. 23'11"3 20'8"13 12'8"14'9"7'2"4 10'0"122'2' 44'8" 4"1 1'4"1'10'3"1111'0"14(a)(a)(a) A B C D E F G H I J K L M N OPQRSTUVW XYZAA 5 12 3X6(A1) 1.5X4 4X8 3X6 6X6 1.5X3 5X6 3X8 4X6 1.5X4 1.5X4 4X6(R)4X6(**) 3X6 1.5X3 3X6 1.5X3 3X6(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; Webs: 2x4 SP #3; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 3X4 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 75 0.15 12.52 BC 120 12.54 34.47 BC 84 27.42 34.46 BC 120 34.47 44.52 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. Left and right bottom chords exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 578 /- /- /422 /365 /440 Z 1751 /- /- /1021 /464 /- R 1619 /- /- /822 /482 /- M 585 /- /- /514 /325 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 Z Brg Width = 8.0 Min Req = 2.1 R Brg Width = 8.0 Min Req = 1.9 M Brg Width = 8.0 Min Req = 1.5 Bearings B, Z, R, & M are a rigid surface. Bearings B, Z, R, & M require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 357 -352 C - D 393 -226 D - E 233 -308 E - F 240 -290 F - G 598 -899 G - H 657 -793 Chords Tens. Comp. H - I 651 -781 I - J 256 -39 J - K 243 -78 K - L 211 -93 L - M 562 -495 M - N 61 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B -AA 379 -257 AA- Z 367 -242 Z - Y 5 -6 X - W 303 -210 W - V 758 -254 V - U 616 -116 Chords Tens. Comp. U - S 616 -116 T - R 25 -7 S - Q 607 -122 P - O 387 -329 O - M 388 -341 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. AA- C 412 -522 C - Z 796 -627 Z - D 481 -1103 Z - X 410 -387 D - X 1027 -451 X - Y 31 -1 X - F 590 -998 F - W 614 -285 W - G 198 -325 G - V 253 -209 Webs Tens. Comp. H - V 233 -197 V - I 241 -86 T - S 109 0 I - Q 574 -1127 P - Q 772 -717 P - J 347 -459 P - L 725 -576 Q - R 1175 -1583 L - O 340 -424 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 4.47 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.224 T 999 360 VERT(CL): 0.361 T 801 240 HORZ(LL): 0.020 P - - HORZ(TL): 0.030 P - - Creep Factor: 2.0 Max TC CSI: 0.834 Max BC CSI: 0.680 Max Web CSI: 0.529 Wgt: 288.4 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss D14 Truss Type SPEC Qty 4 Ply 1 2775 02/11/2021 10'4"24'10'4" SEAT PLATE REQ. SEAT PLATE REQ.SEAT PLATE REQ. SEAT PLATE REQ. 23'11"3 20'8"13 12'8"14'9"7'2"4 10'0"122'2' 44'8" 4"1 1'4"1'10'3"1111'0"14(a)(a)(a) A B C D E F G H I J K L M N OPQRSTUVW XYZAA 5 12 3X6(A1) 1.5X4 4X8 3X6 6X6 1.5X3 5X6 3X8 4X6 1.5X4 1.5X4 4X6(R)4X6(**) 3X6 1.5X3 3X6 1.5X3 3X6(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: 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 23.00 24.87 BC 75 0.15 12.52 BC 75 12.51 34.44 BC 84 27.42 34.46 BC 120 34.44 44.52 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. Left and right bottom chords exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 573 /- /- /431 /359 /426 AA 1770 /- /- /1021 /504 /- S 1573 /- /- /795 /460 /- N 605 /- /- /532 /350 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 AA Brg Width = 8.0 Min Req = 2.1 S Brg Width = 8.0 Min Req = 1.9 N Brg Width = 8.0 Min Req = 1.5 Bearings B, AA, S, & N are a rigid surface. Bearings B, AA, S, & N require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 330 -340 C - D 378 -212 D - E 418 -205 E - F 218 -282 F - G 335 -351 G - H 711 -837 Chords Tens. Comp. H - I 725 -690 I - J 728 -680 J - K 566 -648 K - L 189 -12 L - M 136 -20 M - N 695 -548 N - O 61 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B -AB 383 -232 AB-AA 371 -217 AA- Z 0 -42 Y - X 740 -260 X - W 662 -122 W - U 662 -122 Chords Tens. Comp. V - S 26 -15 U - T 647 -130 T - R 238 -117 Q - P 438 -438 P - N 438 -449 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. AB- C 412 -523 C -AA 797 -627 AA- E 538 -1117 AA- Y 463 -401 E - Y 1027 -475 F - Y 268 -355 Y - Z 31 -1 Y - G 490 -817 G - X 180 -97 H - X 150 -111 Webs Tens. Comp. X - I 265 -127 I - T 69 -379 V - U 101 0 T - J 373 -429 T - K 890 -430 K - Q 717 -1266 Q - R 1119 -1541 Q - M 747 -591 R - S 1126 -1539 M - P 339 -419 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 4.47 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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 V 999 360 VERT(CL): 0.084 V 999 240 HORZ(LL): 0.031 Q - - HORZ(TL): 0.047 Q - - Creep Factor: 2.0 Max TC CSI: 0.839 Max BC CSI: 0.868 Max Web CSI: 0.717 Wgt: 295.4 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss D15 Truss Type HIPS Qty 1 Ply 1 2776 02/11/2021 10'4"24'10'4" SEAT PLATE REQ. SEAT PLATE REQ.SEAT PLATE REQ. SEAT PLATE REQ. 23'1'10"6 19'9"10 12'8"14'9"7'2"4 10'0"122'2' 44'8" 4"1 1'4"1'9'11"110'8"4(a)(a)(a) (a)(a) A B C D E F G H I J K L M N O PQRSTUVWX YZAAAB 5 12 3X6(A1) 3X4 3X6 4X8 3X4 6X6 1.5X3 3X4 5X6 3X8 4X6 5X6 3X8 4X4 4X6(R)3X3 3X6 3X6 3X4 1.5X3 3X6(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; 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 23.00 24.87 BC 75 0.15 12.52 BC 75 12.51 34.44 BC 84 27.42 34.46 BC 120 34.44 44.52 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. Left and right bottom chords exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 573 /- /- /431 /359 /426 AA 1770 /- /- /1021 /504 /- S 1573 /- /- /795 /460 /- N 605 /- /- /532 /350 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 AA Brg Width = 8.0 Min Req = 2.1 S Brg Width = 8.0 Min Req = 1.9 N Brg Width = 8.0 Min Req = 1.5 Bearings B, AA, S, & N are a rigid surface. Bearings B, AA, S, & N require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 330 -340 C - D 378 -212 D - E 418 -205 E - F 218 -282 F - G 335 -351 G - H 711 -837 Chords Tens. Comp. H - I 725 -690 I - J 728 -680 J - K 566 -648 K - L 189 -12 L - M 136 -20 M - N 695 -548 N - O 61 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B -AB 383 -232 AB-AA 371 -217 AA- Z 0 -42 Y - X 740 -260 X - W 662 -122 W - U 662 -122 Chords Tens. Comp. V - S 26 -15 U - T 647 -130 T - R 238 -117 Q - P 438 -438 P - N 438 -449 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. AB- C 412 -523 C -AA 797 -627 AA- E 538 -1117 AA- Y 463 -401 E - Y 1027 -475 F - Y 268 -355 Y - Z 31 -1 Y - G 490 -817 G - X 180 -97 H - X 150 -111 Webs Tens. Comp. X - I 265 -127 I - T 69 -379 V - U 101 0 T - J 373 -429 T - K 890 -430 K - Q 717 -1266 Q - R 1119 -1541 Q - M 747 -591 R - S 1126 -1539 M - P 339 -419 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 4.47 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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 V 999 360 VERT(CL): 0.084 V 999 240 HORZ(LL): 0.031 Q - - HORZ(TL): 0.047 Q - - Creep Factor: 2.0 Max TC CSI: 0.839 Max BC CSI: 0.868 Max Web CSI: 0.717 Wgt: 295.4 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss D15 Truss Type HIPS Qty 1 Ply 1 2776 02/11/2021 10'4"24'10'4" SEAT PLATE REQ. SEAT PLATE REQ.SEAT PLATE REQ. SEAT PLATE REQ. 23'1'10"6 19'9"10 12'8"14'9"7'2"4 10'0"122'2' 44'8" 4"1 1'4"1'9'11"110'8"4(a)(a)(a) (a)(a) A B C D E F G H I J K L M N O PQRSTUVWX YZAAAB 5 12 3X6(A1) 3X4 3X6 4X8 3X4 6X6 1.5X3 3X4 5X6 3X8 4X6 5X6 3X8 4X4 4X6(R)3X3 3X6 3X6 3X4 1.5X3 3X6(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: 2x4 SP #2; Webs: 2x4 SP #3; 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 21.00 26.87 BC 75 0.15 12.52 BC 75 12.54 34.44 BC 84 27.42 34.46 BC 120 34.44 44.52 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. Left and right bottom chords exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 579 /- /- /433 /357 /395 Y 1755 /- /- /1022 /750 /- Q 1573 /- /- /806 /602 /- L 606 /- /- /533 /354 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 Y Brg Width = 8.0 Min Req = 2.1 Q Brg Width = 8.0 Min Req = 1.9 L Brg Width = 8.0 Min Req = 1.5 Bearings B, Y, Q, & L are a rigid surface. Bearings B, Y, Q, & L require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 339 -354 C - D 359 -199 D - E 395 -192 E - F 296 -329 F - G 797 -979 Chords Tens. Comp. G - H 856 -773 H - I 762 -867 I - J 201 -6 J - K 176 -14 K - L 704 -547 L - M 61 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - Z 358 -240 Z - Y 346 -225 Y - X 0 -22 W - V 375 -210 V - U 691 -263 U - T 691 -263 Chords Tens. Comp. T - R 170 -78 S - Q 29 -9 R - P 180 -93 O - N 436 -445 N - L 437 -457 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. Z - C 412 -522 C - Y 809 -644 Y - E 602 -1094 Y - W 441 -390 E - W 1166 -697 W - X 30 0 W - F 782 -1103 F - V 503 -307 G - V 278 -322 Webs Tens. Comp. V - H 254 -141 H - T 263 -374 T - I 825 -434 S - R 101 0 I - O 811 -1295 O - P 1196 -1537 O - K 696 -568 P - Q 1198 -1539 K - N 340 -420 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 4.47 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.039 G 999 360 VERT(CL): 0.059 G 999 240 HORZ(LL): 0.022 O - - HORZ(TL): 0.033 O - - Creep Factor: 2.0 Max TC CSI: 0.949 Max BC CSI: 0.560 Max Web CSI: 0.681 Wgt: 274.4 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss D16 Truss Type HIPS Qty 1 Ply 1 2777 02/11/2021 10'4"24'10'4" SEAT PLATE REQ. SEAT PLATE REQ.SEAT PLATE REQ. SEAT PLATE REQ. 21'5'10"6 17'9"10 12'8"14'9"7'2"4 10'0"122'2' 44'8" 4"1 1'4"1'9'1"19'10"4(a) A B C D E F G H I J K L M NOPQRSTUV W XYZ 5 12 3X6(A1) 1.5X4 3X6 4X8 4X4 6X6 1.5X3 6X6 3X8 4X6 5X8 1.5X4 1.5X4 4X4 4X6(R)3X3 3X6 3X6 1.5X3 3X6(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; Webs: 2x4 SP #3; 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 21.00 26.87 BC 75 0.15 12.52 BC 75 12.54 34.44 BC 84 27.42 34.46 BC 120 34.44 44.52 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. Left and right bottom chords exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 579 /- /- /433 /357 /395 Y 1755 /- /- /1022 /750 /- Q 1573 /- /- /806 /602 /- L 606 /- /- /533 /354 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 Y Brg Width = 8.0 Min Req = 2.1 Q Brg Width = 8.0 Min Req = 1.9 L Brg Width = 8.0 Min Req = 1.5 Bearings B, Y, Q, & L are a rigid surface. Bearings B, Y, Q, & L require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 339 -354 C - D 359 -199 D - E 395 -192 E - F 296 -329 F - G 797 -979 Chords Tens. Comp. G - H 856 -773 H - I 762 -867 I - J 201 -6 J - K 176 -14 K - L 704 -547 L - M 61 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - Z 358 -240 Z - Y 346 -225 Y - X 0 -22 W - V 375 -210 V - U 691 -263 U - T 691 -263 Chords Tens. Comp. T - R 170 -78 S - Q 29 -9 R - P 180 -93 O - N 436 -445 N - L 437 -457 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. Z - C 412 -522 C - Y 809 -644 Y - E 602 -1094 Y - W 441 -390 E - W 1166 -697 W - X 30 0 W - F 782 -1103 F - V 503 -307 G - V 278 -322 Webs Tens. Comp. V - H 254 -141 H - T 263 -374 T - I 825 -434 S - R 101 0 I - O 811 -1295 O - P 1196 -1537 O - K 696 -568 P - Q 1198 -1539 K - N 340 -420 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 4.47 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.039 G 999 360 VERT(CL): 0.059 G 999 240 HORZ(LL): 0.022 O - - HORZ(TL): 0.033 O - - Creep Factor: 2.0 Max TC CSI: 0.949 Max BC CSI: 0.560 Max Web CSI: 0.681 Wgt: 274.4 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss D16 Truss Type HIPS Qty 1 Ply 1 2777 02/11/2021 10'4"24'10'4" SEAT PLATE REQ. SEAT PLATE REQ.SEAT PLATE REQ. SEAT PLATE REQ. 21'5'10"6 17'9"10 12'8"14'9"7'2"4 10'0"122'2' 44'8" 4"1 1'4"1'9'1"19'10"4(a) A B C D E F G H I J K L M NOPQRSTUV W XYZ 5 12 3X6(A1) 1.5X4 3X6 4X8 4X4 6X6 1.5X3 6X6 3X8 4X6 5X8 1.5X4 1.5X4 4X4 4X6(R)3X3 3X6 3X6 1.5X3 3X6(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; T2 2x4 SP M-30; 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 19.00 28.87 BC 75 0.15 34.46 BC 120 34.47 44.52 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. Left and right bottom chords exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 601 /- /- /455 /345 /365 U 1623 /- /- /962 /671 /- P 1660 /- /- /875 /698 /- L 569 /- /- /491 /314 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 U Brg Width = 8.0 Min Req = 1.9 P Brg Width = 8.0 Min Req = 2.0 L Brg Width = 8.0 Min Req = 1.5 Bearings B, U, P, & L are a rigid surface. Bearings B, U, P, & L require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 378 -403 C - D 242 -138 D - E 252 -131 E - F 809 -988 F - G 870 -780 Chords Tens. Comp. G - H 729 -594 H - I 257 -89 I - J 253 -170 J - K 163 -177 K - L 490 -455 L - M 61 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - V 374 -274 V - U 363 -259 U - T 164 -127 T - S 164 -127 S - R 789 -391 Chords Tens. Comp. R - Q 789 -391 Q - P 28 -23 O - N 351 -263 N - L 352 -275 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. V - C 393 -532 C - U 688 -549 U - E 889 -1257 E - S 843 -534 F - S 259 -277 S - G 158 -65 G - Q 440 -419 Webs Tens. Comp. Q - H 338 -280 Q - O 621 -240 H - O 851 -1060 O - P 1426 -1641 O - I 386 -434 O - K 740 -577 K - N 342 -429 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 4.47 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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 F 999 360 VERT(CL): 0.052 F 999 240 HORZ(LL): 0.013 V - - HORZ(TL): 0.020 V - - Creep Factor: 2.0 Max TC CSI: 0.712 Max BC CSI: 0.691 Max Web CSI: 0.980 Wgt: 266.0 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss D17 Truss Type HIPS Qty 1 Ply 1 2778 02/11/2021 10'4"24'10'4" SEAT PLATE REQ. SEAT PLATE REQ.SEAT PLATE REQ. SEAT PLATE REQ. 19'9'10"6 15'9"10 34'7"4 10'0"122'2' 44'8" 4"1 1'4"8'3"19'0"4(a)(a) (a) A B C D E F G H I J K L M N OPQRSTUV 5 12 3X6(A1) 1.5X3 3X4 4X6 4X6 3X4 3X6 6X6 3X8 4X6 3X4 3X8 5X6 6X6 3X6 1.5X3 3X6 3X4 1.5X3 3X6(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; T2 2x4 SP M-30; 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 19.00 28.87 BC 75 0.15 34.46 BC 120 34.47 44.52 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. Left and right bottom chords exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 601 /- /- /455 /345 /365 U 1623 /- /- /962 /671 /- P 1660 /- /- /875 /698 /- L 569 /- /- /491 /314 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 U Brg Width = 8.0 Min Req = 1.9 P Brg Width = 8.0 Min Req = 2.0 L Brg Width = 8.0 Min Req = 1.5 Bearings B, U, P, & L are a rigid surface. Bearings B, U, P, & L require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 378 -403 C - D 242 -138 D - E 252 -131 E - F 809 -988 F - G 870 -780 Chords Tens. Comp. G - H 729 -594 H - I 257 -89 I - J 253 -170 J - K 163 -177 K - L 490 -455 L - M 61 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - V 374 -274 V - U 363 -259 U - T 164 -127 T - S 164 -127 S - R 789 -391 Chords Tens. Comp. R - Q 789 -391 Q - P 28 -23 O - N 351 -263 N - L 352 -275 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. V - C 393 -532 C - U 688 -549 U - E 889 -1257 E - S 843 -534 F - S 259 -277 S - G 158 -65 G - Q 440 -419 Webs Tens. Comp. Q - H 338 -280 Q - O 621 -240 H - O 851 -1060 O - P 1426 -1641 O - I 386 -434 O - K 740 -577 K - N 342 -429 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 4.47 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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 F 999 360 VERT(CL): 0.052 F 999 240 HORZ(LL): 0.013 V - - HORZ(TL): 0.020 V - - Creep Factor: 2.0 Max TC CSI: 0.712 Max BC CSI: 0.691 Max Web CSI: 0.980 Wgt: 266.0 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss D17 Truss Type HIPS Qty 1 Ply 1 2778 02/11/2021 10'4"24'10'4" SEAT PLATE REQ. SEAT PLATE REQ.SEAT PLATE REQ. SEAT PLATE REQ. 19'9'10"6 15'9"10 34'7"4 10'0"122'2' 44'8" 4"1 1'4"8'3"19'0"4(a)(a) (a) A B C D E F G H I J K L M N OPQRSTUV 5 12 3X6(A1) 1.5X3 3X4 4X6 4X6 3X4 3X6 6X6 3X8 4X6 3X4 3X8 5X6 6X6 3X6 1.5X3 3X6 3X4 1.5X3 3X6(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: 2x4 :SP 2400f-2.0E + SP M-31:; B2 2x4 SP #2; B3 2x4 SP M-30; 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 17.00 30.87 BC 75 0.15 34.46 BC 120 34.47 44.52 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. Left and right bottom chords exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 593 /- /- /466 /337 /334 U 1637 /- /- /944 /683 /- P 1716 /- /- /881 /718 /- L 554 /- /- /490 /306 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 U Brg Width = 8.0 Min Req = 1.5 P Brg Width = 8.0 Min Req = 2.0 L Brg Width = 8.0 Min Req = 1.5 Bearings B, U, P, & L are a rigid surface. Bearings B, U, P, & L require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 343 -388 C - D 221 -107 D - E 232 -100 E - F 787 -861 F - G 963 -865 Chords Tens. Comp. G - H 963 -865 H - I 372 -180 I - J 377 -244 J - K 287 -252 K - L 431 -420 L - M 61 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - V 369 -241 V - U 357 -226 U - T 251 -131 T - S 251 -131 S - R 707 -390 Chords Tens. Comp. R - Q 707 -390 Q - P 38 -7 O - N 319 -210 N - L 320 -222 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. V - C 403 -535 C - U 740 -578 U - E 920 -1212 E - S 940 -692 F - S 422 -455 F - Q 219 -259 G - Q 683 -611 Webs Tens. Comp. Q - H 711 -665 Q - O 438 -167 H - O 1053 -1213 O - P 1563 -1673 O - I 313 -321 O - K 769 -584 K - N 343 -431 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 4.47 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.043 G 999 360 VERT(CL): 0.065 G 999 240 HORZ(LL): 0.011 V - - HORZ(TL): 0.016 V - - Creep Factor: 2.0 Max TC CSI: 0.831 Max BC CSI: 0.396 Max Web CSI: 0.930 Wgt: 261.8 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss D18 Truss Type HIPS Qty 1 Ply 1 2779 02/11/2021 10'4"24'10'4" SEAT PLATE REQ. SEAT PLATE REQ.SEAT PLATE REQ. SEAT PLATE REQ. 17'13'10"6 13'9"10 34'7"4 10'0"122'2' 44'8" 4"1 1'4"7'5"18'2"4(a) (a) A B C D E F G H I J K L M N OPQRSTUV 5 12 3X6(A1) 1.5X4 3X4 3X6 4X6 3X4 3X6 6X8 3X4 4X6 1.5X4 10X14 5X6 6X6 3X6 1.5X3 3X6 3X4 1.5X3 3X6(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 2400f-2.0E + SP M-31:; B2 2x4 SP #2; B3 2x4 SP M-30; 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 17.00 30.87 BC 75 0.15 34.46 BC 120 34.47 44.52 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. Left and right bottom chords exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 593 /- /- /466 /337 /334 U 1637 /- /- /944 /683 /- P 1716 /- /- /881 /718 /- L 554 /- /- /490 /306 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 U Brg Width = 8.0 Min Req = 1.5 P Brg Width = 8.0 Min Req = 2.0 L Brg Width = 8.0 Min Req = 1.5 Bearings B, U, P, & L are a rigid surface. Bearings B, U, P, & L require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 343 -388 C - D 221 -107 D - E 232 -100 E - F 787 -861 F - G 963 -865 Chords Tens. Comp. G - H 963 -865 H - I 372 -180 I - J 377 -244 J - K 287 -252 K - L 431 -420 L - M 61 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - V 369 -241 V - U 357 -226 U - T 251 -131 T - S 251 -131 S - R 707 -390 Chords Tens. Comp. R - Q 707 -390 Q - P 38 -7 O - N 319 -210 N - L 320 -222 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. V - C 403 -535 C - U 740 -578 U - E 920 -1212 E - S 940 -692 F - S 422 -455 F - Q 219 -259 G - Q 683 -611 Webs Tens. Comp. Q - H 711 -665 Q - O 438 -167 H - O 1053 -1213 O - P 1563 -1673 O - I 313 -321 O - K 769 -584 K - N 343 -431 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 4.47 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.043 G 999 360 VERT(CL): 0.065 G 999 240 HORZ(LL): 0.011 V - - HORZ(TL): 0.016 V - - Creep Factor: 2.0 Max TC CSI: 0.831 Max BC CSI: 0.396 Max Web CSI: 0.930 Wgt: 261.8 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss D18 Truss Type HIPS Qty 1 Ply 1 2779 02/11/2021 10'4"24'10'4" SEAT PLATE REQ. SEAT PLATE REQ.SEAT PLATE REQ. SEAT PLATE REQ. 17'13'10"6 13'9"10 34'7"4 10'0"122'2' 44'8" 4"1 1'4"7'5"18'2"4(a) (a) A B C D E F G H I J K L M N OPQRSTUV 5 12 3X6(A1) 1.5X4 3X4 3X6 4X6 3X4 3X6 6X8 3X4 4X6 1.5X4 10X14 5X6 6X6 3X6 1.5X3 3X6 3X4 1.5X3 3X6(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; T3 2x4 SP M-30; Bot chord: 2x4 SP #2; B3 2x4 SP M-30; 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 15.00 32.87 BC 75 0.15 34.67 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. Right end vertical not exposed to wind pressure. 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 B 584 /- /- /490 /333 /339 O 1717 /- /- /896 /727 /- J 1089 /- /- /383 /562 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 O Brg Width = 8.0 Min Req = 2.0 J Brg Width = - Min Req = - Bearings B & O are a rigid surface. Bearings B & O require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 178 -367 C - D 237 -324 D - E 278 -317 Chords Tens. Comp. E - F 633 -747 F - G 1161 -1144 G - H 1161 -1144 H - I 36 -28 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - P 245 -306 P - O 243 -295 O - N 171 -179 N - M 171 -179 Chords Tens. Comp. M - L 645 -639 L - K 645 -639 K - J 279 -277 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. P - C 407 -525 C - O 788 -607 O - E 1108 -1260 E - M 1090 -984 F - M 719 -686 Webs Tens. Comp. F - K 627 -634 K - H 1064 -1031 G - K 1004 -850 H - J 1007 -1013 I - J 75 -72 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.47 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.058 G 999 360 VERT(CL): 0.088 G 999 240 HORZ(LL): 0.012 P - - HORZ(TL): 0.019 P - - Creep Factor: 2.0 Max TC CSI: 0.865 Max BC CSI: 0.569 Max Web CSI: 0.948 Wgt: 204.4 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss D19 Truss Type HIPS Qty 1 Ply 1 2780 02/11/2021 10'4"24'4" SEAT PLATE REQ. SEAT PLATE REQ. 15'17'10"6 1'9"10 34'8"2' 4"1 5'10"16'7"17'4"4(a)(a) A B C D E F G H I JKLMNOP 5 12 3X4(A1) 1.5X4 3X4 3X6 4X6 4X4 3X6 6X8 3X4 3X6 H0710 3X10 5X6 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; T3 2x4 SP M-30; Bot chord: 2x4 SP #2; B3 2x4 SP M-30; 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 15.00 32.87 BC 75 0.15 34.67 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. Right end vertical not exposed to wind pressure. 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 B 584 /- /- /490 /333 /339 O 1717 /- /- /896 /727 /- J 1089 /- /- /383 /562 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 O Brg Width = 8.0 Min Req = 2.0 J Brg Width = - Min Req = - Bearings B & O are a rigid surface. Bearings B & O require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 178 -367 C - D 237 -324 D - E 278 -317 Chords Tens. Comp. E - F 633 -747 F - G 1161 -1144 G - H 1161 -1144 H - I 36 -28 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - P 245 -306 P - O 243 -295 O - N 171 -179 N - M 171 -179 Chords Tens. Comp. M - L 645 -639 L - K 645 -639 K - J 279 -277 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. P - C 407 -525 C - O 788 -607 O - E 1108 -1260 E - M 1090 -984 F - M 719 -686 Webs Tens. Comp. F - K 627 -634 K - H 1064 -1031 G - K 1004 -850 H - J 1007 -1013 I - J 75 -72 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.47 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.058 G 999 360 VERT(CL): 0.088 G 999 240 HORZ(LL): 0.012 P - - HORZ(TL): 0.019 P - - Creep Factor: 2.0 Max TC CSI: 0.865 Max BC CSI: 0.569 Max Web CSI: 0.948 Wgt: 204.4 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss D19 Truss Type HIPS Qty 1 Ply 1 2780 02/11/2021 10'4"24'4" SEAT PLATE REQ. SEAT PLATE REQ. 15'17'10"6 1'9"10 34'8"2' 4"1 5'10"16'7"17'4"4(a)(a) A B C D E F G H I JKLMNOP 5 12 3X4(A1) 1.5X4 3X4 3X6 4X6 4X4 3X6 6X8 3X4 3X6 H0710 3X10 5X6 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; 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 34.67 BC 75 0.15 12.52 BC 75 12.51 25.48 BC 110 25.48 34.67 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. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 542 /-13 /- /488 /311 /333 S 1925 /- /- /944 /849 /- M 1021 /- /- /352 /588 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 S Brg Width = 8.0 Min Req = 2.3 M Brg Width = - Min Req = - Bearings B & S are a rigid surface. Bearings B & S require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 435 -585 C - D 611 -686 D - E 652 -679 E - F 90 -99 F - G 79 -102 Chords Tens. Comp. G - H 1114 -1125 H - I 1312 -1317 I - J 1312 -1317 J - K 1304 -1308 K - L 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - T 257 -370 T - S 255 -372 S - R 3 -9 Chords Tens. Comp. Q - P 175 -217 P - N 1169 -1164 O - M 75 -30 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. T - C 410 -528 C - S 809 -634 S - E 1130 -1146 S - Q 615 -655 E - Q 1037 -983 F - Q 49 -49 Q - R 30 0 Q - G 1150 -1101 G - P 1205 -1159 Webs Tens. Comp. P - H 768 -670 H - N 201 -197 J - N 485 -409 N - O 146 0 N - K 709 -658 N - M 753 -813 K - M 1262 -1214 L - M 192 -163 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.47 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.067 J 999 360 VERT(CL): 0.103 J 999 240 HORZ(LL): 0.027 M - - HORZ(TL): 0.041 M - - Creep Factor: 2.0 Max TC CSI: 0.901 Max BC CSI: 0.707 Max Web CSI: 0.766 Wgt: 228.2 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss D20 Truss Type HIPM Qty 1 Ply 1 2781 02/11/2021 10'4"24'4" SEAT PLATE REQ. SEAT PLATE REQ. 13'21'8" 12'8"12'8"9'4"2' 34'8" 4"1 5'9"11'6'6"4(a) (a) (a) A B C D E F G H I J K L M NOP Q RST 5 12 3X4(A1) 1.5X4 3X4 3X6 5X8 4X4 1.5X3 6X6 1.5X3 5X6 4X4 3X4 3X6 1.5X3 6X6 3X6 3X4 1.5X4 3X10(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 13.00 34.67 BC 75 0.15 12.52 BC 75 12.51 25.48 BC 110 25.48 34.67 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. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 542 /-13 /- /488 /311 /333 S 1925 /- /- /944 /849 /- M 1021 /- /- /352 /588 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 S Brg Width = 8.0 Min Req = 2.3 M Brg Width = - Min Req = - Bearings B & S are a rigid surface. Bearings B & S require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 435 -585 C - D 611 -686 D - E 652 -679 E - F 90 -99 F - G 79 -102 Chords Tens. Comp. G - H 1114 -1125 H - I 1312 -1317 I - J 1312 -1317 J - K 1304 -1308 K - L 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - T 257 -370 T - S 255 -372 S - R 3 -9 Chords Tens. Comp. Q - P 175 -217 P - N 1169 -1164 O - M 75 -30 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. T - C 410 -528 C - S 809 -634 S - E 1130 -1146 S - Q 615 -655 E - Q 1037 -983 F - Q 49 -49 Q - R 30 0 Q - G 1150 -1101 G - P 1205 -1159 Webs Tens. Comp. P - H 768 -670 H - N 201 -197 J - N 485 -409 N - O 146 0 N - K 709 -658 N - M 753 -813 K - M 1262 -1214 L - M 192 -163 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.47 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.067 J 999 360 VERT(CL): 0.103 J 999 240 HORZ(LL): 0.027 M - - HORZ(TL): 0.041 M - - Creep Factor: 2.0 Max TC CSI: 0.901 Max BC CSI: 0.707 Max Web CSI: 0.766 Wgt: 228.2 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss D20 Truss Type HIPM Qty 1 Ply 1 2781 02/11/2021 10'4"24'4" SEAT PLATE REQ. SEAT PLATE REQ. 13'21'8" 12'8"12'8"9'4"2' 34'8" 4"1 5'9"11'6'6"4(a) (a) (a) A B C D E F G H I J K L M NOP Q RST 5 12 3X4(A1) 1.5X4 3X4 3X6 5X8 4X4 1.5X3 6X6 1.5X3 5X6 4X4 3X4 3X6 1.5X3 6X6 3X6 3X4 1.5X4 3X10(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 11.00 34.67 BC 75 0.15 12.52 BC 75 12.56 25.48 BC 110 25.48 34.67 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. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 524 /-104 /- /490 /282 /287 R 2041 /- /- /947 /1035 /- L 983 /- /- /341 /565 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 R Brg Width = 8.0 Min Req = 2.4 L Brg Width = - Min Req = - Bearings B & R are a rigid surface. Bearings B & R require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 660 -771 C - D 858 -875 D - E 207 -208 E - F 190 -187 Chords Tens. Comp. F - G 1160 -1199 G - H 1506 -1529 H - I 1506 -1529 I - J 1491 -1514 J - K 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - S 487 -578 S - R 485 -580 R - Q 1 -6 Chords Tens. Comp. P - O 143 -149 O - M 1257 -1225 N - L 83 -46 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. S - C 410 -531 C - R 813 -638 R - D 1176 -1165 R - P 864 -866 D - P 1042 -1036 P - Q 31 0 P - F 1288 -1240 F - O 1521 -1469 Webs Tens. Comp. O - G 817 -719 G - M 327 -323 I - M 454 -383 M - N 146 0 M - J 670 -598 M - L 956 -1014 J - L 1383 -1344 K - L 220 -186 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.47 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.087 I 999 360 VERT(CL): 0.134 I 999 240 HORZ(LL): 0.029 L - - HORZ(TL): 0.044 L - - Creep Factor: 2.0 Max TC CSI: 0.954 Max BC CSI: 0.708 Max Web CSI: 0.959 Wgt: 215.6 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss D21 Truss Type HIPM Qty 1 Ply 1 2782 02/11/2021 10'4"24'4" SEAT PLATE REQ. SEAT PLATE REQ. 11'23'8" 12'8"12'8"9'4"2' 34'8" 4"1 4'11"11'5'8"4(a) (a) (a) A B C D E F G H I J K L MNO PQRS 5 12 3X4(A1) 1.5X4 3X4 5X8 4X4 5X6 6X6 1.5X3 4X4 4X4 3X4 3X6 1.5X3 5X6 3X6 3X4 1.5X4 3X10(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 11.00 34.67 BC 75 0.15 12.52 BC 75 12.56 25.48 BC 110 25.48 34.67 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. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 524 /-104 /- /490 /282 /287 R 2041 /- /- /947 /1035 /- L 983 /- /- /341 /565 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 R Brg Width = 8.0 Min Req = 2.4 L Brg Width = - Min Req = - Bearings B & R are a rigid surface. Bearings B & R require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 660 -771 C - D 858 -875 D - E 207 -208 E - F 190 -187 Chords Tens. Comp. F - G 1160 -1199 G - H 1506 -1529 H - I 1506 -1529 I - J 1491 -1514 J - K 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - S 487 -578 S - R 485 -580 R - Q 1 -6 Chords Tens. Comp. P - O 143 -149 O - M 1257 -1225 N - L 83 -46 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. S - C 410 -531 C - R 813 -638 R - D 1176 -1165 R - P 864 -866 D - P 1042 -1036 P - Q 31 0 P - F 1288 -1240 F - O 1521 -1469 Webs Tens. Comp. O - G 817 -719 G - M 327 -323 I - M 454 -383 M - N 146 0 M - J 670 -598 M - L 956 -1014 J - L 1383 -1344 K - L 220 -186 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.47 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.087 I 999 360 VERT(CL): 0.134 I 999 240 HORZ(LL): 0.029 L - - HORZ(TL): 0.044 L - - Creep Factor: 2.0 Max TC CSI: 0.954 Max BC CSI: 0.708 Max Web CSI: 0.959 Wgt: 215.6 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss D21 Truss Type HIPM Qty 1 Ply 1 2782 02/11/2021 10'4"24'4" SEAT PLATE REQ. SEAT PLATE REQ. 11'23'8" 12'8"12'8"9'4"2' 34'8" 4"1 4'11"11'5'8"4(a) (a) (a) A B C D E F G H I J K L MNO PQRS 5 12 3X4(A1) 1.5X4 3X4 5X8 4X4 5X6 6X6 1.5X3 4X4 4X4 3X4 3X6 1.5X3 5X6 3X6 3X4 1.5X4 3X10(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; T1 2x4 SP 2400f-2.0E + SP M-31; Bot chord: 2x4 SP #2; B1 2x4 SP M-30; 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 9.00 34.67 BC 75 0.15 12.52 BC 67 12.57 25.44 BC 110 25.48 34.67 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. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 500 /-145 /- /493 /297 /306 R 2110 /- /- /939 /1219 /- L 965 /- /- /337 /552 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 R Brg Width = 8.0 Min Req = 2.5 L Brg Width = - Min Req = - Bearings B & R are a rigid surface. Bearings B & R require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 777 -769 C - D 932 -940 D - E 978 -965 E - F 418 -365 Chords Tens. Comp. F - G 1429 -1503 G - H 1429 -1503 H - I 1429 -1503 I - J 1878 -1923 J - K 4 -20 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - R 546 -677 R - Q 28 -25 P - O 318 -371 Chords Tens. Comp. O - M 1962 -1918 N - L 96 -68 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - R 682 -754 R - E 1024 -926 R - P 1047 -1051 E - P 880 -917 P - Q 318 -227 P - F 1243 -1191 F - O 1979 -1895 G - O 646 -548 Webs Tens. Comp. O - I 535 -526 I - M 297 -231 M - N 143 0 M - J 928 -843 M - L 1039 -1095 J - L 1466 -1420 K - L 198 -168 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.47 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.125 I 999 360 VERT(CL): 0.193 I 999 240 HORZ(LL): 0.037 L - - HORZ(TL): 0.058 L - - Creep Factor: 2.0 Max TC CSI: 0.674 Max BC CSI: 0.953 Max Web CSI: 0.945 Wgt: 197.4 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss D22 Truss Type HIPM Qty 1 Ply 1 2783 02/11/2021 10'4"24'4" SEAT PLATE REQ. SEAT PLATE REQ. 9'25'8" 12'8"12'8"9'4"2' 34'8" 4"1 4'1"11'4'10"4(a) (a) A B C D E F G H I J K L MNO PQR 5 12 3X4(A1) 1.5X4 5X6 5X8 3X4 6X6 3X6 4X6 1.5X4 4X10 3X6 3X4 6X6 3X4 3X6 1.5X4 3X10(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; T1 2x4 SP 2400f-2.0E + SP M-31; Bot chord: 2x4 SP #2; B1 2x4 SP M-30; 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 9.00 34.67 BC 75 0.15 12.52 BC 67 12.57 25.44 BC 110 25.48 34.67 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. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 500 /-145 /- /493 /297 /306 R 2110 /- /- /939 /1219 /- L 965 /- /- /337 /552 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 R Brg Width = 8.0 Min Req = 2.5 L Brg Width = - Min Req = - Bearings B & R are a rigid surface. Bearings B & R require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 777 -769 C - D 932 -940 D - E 978 -965 E - F 418 -365 Chords Tens. Comp. F - G 1429 -1503 G - H 1429 -1503 H - I 1429 -1503 I - J 1878 -1923 J - K 4 -20 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - R 546 -677 R - Q 28 -25 P - O 318 -371 Chords Tens. Comp. O - M 1962 -1918 N - L 96 -68 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - R 682 -754 R - E 1024 -926 R - P 1047 -1051 E - P 880 -917 P - Q 318 -227 P - F 1243 -1191 F - O 1979 -1895 G - O 646 -548 Webs Tens. Comp. O - I 535 -526 I - M 297 -231 M - N 143 0 M - J 928 -843 M - L 1039 -1095 J - L 1466 -1420 K - L 198 -168 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.47 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.125 I 999 360 VERT(CL): 0.193 I 999 240 HORZ(LL): 0.037 L - - HORZ(TL): 0.058 L - - Creep Factor: 2.0 Max TC CSI: 0.674 Max BC CSI: 0.953 Max Web CSI: 0.945 Wgt: 197.4 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss D22 Truss Type HIPM Qty 1 Ply 1 2783 02/11/2021 10'4"24'4" SEAT PLATE REQ. SEAT PLATE REQ. 9'25'8" 12'8"12'8"9'4"2' 34'8" 4"1 4'1"11'4'10"4(a) (a) A B C D E F G H I J K L MNO PQR 5 12 3X4(A1) 1.5X4 5X6 5X8 3X4 6X6 3X6 4X6 1.5X4 4X10 3X6 3X4 6X6 3X4 3X6 1.5X4 3X10(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; W3 2x8 SP 2400f-1.8E; W6 2x4 SP #2; Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @11.25" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 82 plf at -2.00 to 82 plf at 7.00 TC: From 41 plf at 7.00 to 41 plf at 34.67 BC: From 10 plf at 0.00 to 10 plf at 7.03 BC: From 5 plf at 7.03 to 5 plf at 34.67 TC: 321 lb Conc. Load at 7.03 TC: 233 lb Conc. Load at 9.06,11.06,27.06,29.06 31.06,33.06 TC: 250 lb Conc. Load at 13.06,15.06,17.06,19.06 21.06,23.06,25.06 BC: 409 lb Conc. Load at 7.03 BC: 97 lb Conc. Load at 9.06,11.06,27.06,29.06 31.06,33.06 BC: 72 lb Conc. Load at 13.06,15.06,17.06,19.06 21.06,23.06,25.06 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) TC 24 7.00 34.67 BC 109 0.15 12.52 BC 74 12.58 25.42 BC 110 25.48 34.67 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. Additional Notes Negative reaction(s) of -575# 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 B 1 /-575 /- /- /46 /- Q 5178 /- /- /- /3484 /- K 2004 /- /- /- /1550 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 Q Brg Width = 8.0 Min Req = 3.1 K Brg Width = - Min Req = - Bearings B & Q are a rigid surface. Bearings B & Q require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 31 -22 B - C 927 -368 C - D 1790 -1067 D - E 1139 -742 E - F 1071 -2006 Chords Tens. Comp. F - G 1071 -2006 G - H 1071 -2006 H - I 1863 -2884 I - J 30 -26 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - R 311 -842 R - Q 296 -829 Q - P 20 -39 Chords Tens. Comp. O - N 710 -1082 N - L 2972 -1916 M - K 193 -167 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - R 286 -292 C - Q 1030 -1413 Q - D 428 -700 Q - O 1134 -1902 D - O 792 -382 O - P 1 -4 O - E 807 -1384 E - N 3230 -1865 Webs Tens. Comp. F - N 336 -546 N - H 884 -1009 H - L 45 -155 L - M 119 -141 L - I 1558 -908 L - K 1242 -853 I - K 1184 -1685 J - K 89 -109 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 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: 3.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.47 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: No FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.250 H 999 360 VERT(CL): 0.376 H 777 240 HORZ(LL): 0.051 K - - HORZ(TL): 0.077 K - - Creep Factor: 2.0 Max TC CSI: 0.955 Max BC CSI: 0.982 Max Web CSI: 0.756 Wgt: 392.0 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss D23G Truss Type HIPM Qty 1 Ply 2 2821 02/11/2021 10'4"24'4" SEAT PLATE REQ. SEAT PLATE REQ. 7'27'8" 12'8"12'8"9'4"2' 34'8" 4"1 3'3"11'4'0"4A B C D E F G H I J K LMN OPQR 5 12 3X4(A1) 5X6 1.5X3 5X12 3X8 6X6 1.5X3 3X10 1.5X3 6X10 3X6 3X4 H0710 3X4 3X12 1.5X4 3X10(R) 7'0"6 409# 321# 2'0"6 97# 233# 2' 97# 233# 2' 72# 250# 2' 72# 250# 2' 72# 250# 2' 72# 250# 2' 72# 250# 2' 72# 250# 2' 72# 250# 2' 97# 233# 2' 97# 233# 2' 97# 233# 2' 97# 233#1'7"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: 2x4 SP #2; Webs: 2x4 SP #3; W3 2x8 SP 2400f-1.8E; W6 2x4 SP #2; Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @11.25" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 82 plf at -2.00 to 82 plf at 7.00 TC: From 41 plf at 7.00 to 41 plf at 34.67 BC: From 10 plf at 0.00 to 10 plf at 7.03 BC: From 5 plf at 7.03 to 5 plf at 34.67 TC: 321 lb Conc. Load at 7.03 TC: 233 lb Conc. Load at 9.06,11.06,27.06,29.06 31.06,33.06 TC: 250 lb Conc. Load at 13.06,15.06,17.06,19.06 21.06,23.06,25.06 BC: 409 lb Conc. Load at 7.03 BC: 97 lb Conc. Load at 9.06,11.06,27.06,29.06 31.06,33.06 BC: 72 lb Conc. Load at 13.06,15.06,17.06,19.06 21.06,23.06,25.06 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) TC 24 7.00 34.67 BC 109 0.15 12.52 BC 74 12.58 25.42 BC 110 25.48 34.67 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. Additional Notes Negative reaction(s) of -575# 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 B 1 /-575 /- /- /46 /- Q 5178 /- /- /- /3484 /- K 2004 /- /- /- /1550 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 Q Brg Width = 8.0 Min Req = 3.1 K Brg Width = - Min Req = - Bearings B & Q are a rigid surface. Bearings B & Q require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 31 -22 B - C 927 -368 C - D 1790 -1067 D - E 1139 -742 E - F 1071 -2006 Chords Tens. Comp. F - G 1071 -2006 G - H 1071 -2006 H - I 1863 -2884 I - J 30 -26 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - R 311 -842 R - Q 296 -829 Q - P 20 -39 Chords Tens. Comp. O - N 710 -1082 N - L 2972 -1916 M - K 193 -167 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - R 286 -292 C - Q 1030 -1413 Q - D 428 -700 Q - O 1134 -1902 D - O 792 -382 O - P 1 -4 O - E 807 -1384 E - N 3230 -1865 Webs Tens. Comp. F - N 336 -546 N - H 884 -1009 H - L 45 -155 L - M 119 -141 L - I 1558 -908 L - K 1242 -853 I - K 1184 -1685 J - K 89 -109 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 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: 3.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.47 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: No FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.250 H 999 360 VERT(CL): 0.376 H 777 240 HORZ(LL): 0.051 K - - HORZ(TL): 0.077 K - - Creep Factor: 2.0 Max TC CSI: 0.955 Max BC CSI: 0.982 Max Web CSI: 0.756 Wgt: 392.0 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss D23G Truss Type HIPM Qty 1 Ply 2 2821 02/11/2021 10'4"24'4" SEAT PLATE REQ. SEAT PLATE REQ. 7'27'8" 12'8"12'8"9'4"2' 34'8" 4"1 3'3"11'4'0"4A B C D E F G H I J K LMN OPQR 5 12 3X4(A1) 5X6 1.5X3 5X12 3X8 6X6 1.5X3 3X10 1.5X3 6X10 3X6 3X4 H0710 3X4 3X12 1.5X4 3X10(R) 7'0"6 409# 321# 2'0"6 97# 233# 2' 97# 233# 2' 72# 250# 2' 72# 250# 2' 72# 250# 2' 72# 250# 2' 72# 250# 2' 72# 250# 2' 72# 250# 2' 97# 233# 2' 97# 233# 2' 97# 233# 2' 97# 233#1'7"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; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From -0 plf at -2.83 to 81 plf at 0.00 TC: From 2 plf at 0.00 to 2 plf at 2.00 BC: From 2 plf at 0.00 to 2 plf at 2.00 TC: -58 lb Conc. Load at 1.46 BC: -9 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 22 0.15 2.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 166 /- /- /- /227 /- D 4 /-41 /- /- /47 /- C - /-70 /- /- /114 /- Wind reactions based on MWFRS B Brg Width = 11.3 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 32 -25 Chords Tens. Comp. B - C 33 -32 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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): NA VERT(CL): NA HORZ(LL): -0.001 D - - HORZ(TL): 0.002 D - - Creep Factor: 2.0 Max TC CSI: 0.310 Max BC CSI: 0.093 Max Web CSI: 0.000 Wgt: 11.2 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss HJ3 Truss Type HIP_ Qty 2 Ply 1 2802 02/11/2021 SEAT PLATE REQ. 1'11"152'9"15 4"1 11"21'8"7A B C D 3.54 12 2X4(A1) 1'5"8 -9# -58# 6"7 **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; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From -0 plf at -2.83 to 81 plf at 0.00 TC: From 2 plf at 0.00 to 2 plf at 2.00 BC: From 2 plf at 0.00 to 2 plf at 2.00 TC: -58 lb Conc. Load at 1.46 BC: -9 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 22 0.15 2.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 166 /- /- /- /227 /- D 4 /-41 /- /- /47 /- C - /-70 /- /- /114 /- Wind reactions based on MWFRS B Brg Width = 11.3 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 32 -25 Chords Tens. Comp. B - C 33 -32 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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): NA VERT(CL): NA HORZ(LL): -0.001 D - - HORZ(TL): 0.002 D - - Creep Factor: 2.0 Max TC CSI: 0.310 Max BC CSI: 0.093 Max Web CSI: 0.000 Wgt: 11.2 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss HJ3 Truss Type HIP_ Qty 2 Ply 1 2802 02/11/2021 SEAT PLATE REQ. 1'11"152'9"15 4"1 11"21'8"7A B C D 3.54 12 2X4(A1) 1'5"8 -9# -58# 6"7 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; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From -0 plf at -2.83 to 81 plf at 0.00 TC: From 2 plf at 0.00 to 2 plf at 7.01 BC: From 2 plf at 0.00 to 2 plf at 7.01 TC: -58 lb Conc. Load at 1.46 TC: 132 lb Conc. Load at 4.29 BC: -9 lb Conc. Load at 1.46 BC: 68 lb Conc. Load at 4.29 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 0.15 7.01 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 Top chord overhangs have been checked only for loads as indicated. Overhangs not checked for man loads or long-term deflection. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 253 /- /- /- /422 /- D 92 /- /- /- /68 /- C 69 /- /- /- /92 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 32 -25 Chords Tens. Comp. B - C 73 -26 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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): NA VERT(CL): NA HORZ(LL): -0.030 D - - HORZ(TL): 0.030 D - - Creep Factor: 2.0 Max TC CSI: 0.570 Max BC CSI: 0.419 Max Web CSI: 0.000 Wgt: 28.0 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss HJ5 Truss Type HIP_ Qty 2 Ply 1 2803 02/11/2021 SEAT PLATE REQ. 7'0"22'9"15 4"1 2'4"133'2"2A B C D 3.54 12 2X4(A1) 1'5"8 -9# -58# 2'9"15 68# 132# 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; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From -0 plf at -2.83 to 81 plf at 0.00 TC: From 2 plf at 0.00 to 2 plf at 7.01 BC: From 2 plf at 0.00 to 2 plf at 7.01 TC: -58 lb Conc. Load at 1.46 TC: 132 lb Conc. Load at 4.29 BC: -9 lb Conc. Load at 1.46 BC: 68 lb Conc. Load at 4.29 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 0.15 7.01 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 Top chord overhangs have been checked only for loads as indicated. Overhangs not checked for man loads or long-term deflection. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 253 /- /- /- /422 /- D 92 /- /- /- /68 /- C 69 /- /- /- /92 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 32 -25 Chords Tens. Comp. B - C 73 -26 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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): NA VERT(CL): NA HORZ(LL): -0.030 D - - HORZ(TL): 0.030 D - - Creep Factor: 2.0 Max TC CSI: 0.570 Max BC CSI: 0.419 Max Web CSI: 0.000 Wgt: 28.0 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss HJ5 Truss Type HIP_ Qty 2 Ply 1 2803 02/11/2021 SEAT PLATE REQ. 7'0"22'9"15 4"1 2'4"133'2"2A B C D 3.54 12 2X4(A1) 1'5"8 -9# -58# 2'9"15 68# 132# 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 #2; Bot chord: 2x4 SP #2; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From -0 plf at -2.83 to 81 plf at 0.00 TC: From 2 plf at 0.00 to 2 plf at 6.95 BC: From 2 plf at 0.00 to 2 plf at 6.95 TC: -58 lb Conc. Load at 1.46 TC: 167 lb Conc. Load at 4.29 BC: -9 lb Conc. Load at 1.46 BC: 76 lb Conc. Load at 4.29 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 0.15 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. Wind loading based on both gable and hip roof types. Additional Notes Top chord overhangs have been checked only for loads as indicated. Overhangs not checked for man loads or long-term deflection. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 252 /- /- /- /421 /- D 92 /- /- /- /56 /- C 83 /- /- /- /105 /- Wind reactions based on MWFRS B Brg Width = 11.3 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 32 -25 Chords Tens. Comp. B - C 78 -30 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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): NA VERT(CL): NA HORZ(LL): -0.029 D - - HORZ(TL): 0.030 D - - Creep Factor: 2.0 Max TC CSI: 0.633 Max BC CSI: 0.424 Max Web CSI: 0.000 Wgt: 26.6 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss HJ5A Truss Type HIP_ Qty 2 Ply 1 2804 02/11/2021 SEAT PLATE REQ. 6'11"62'9"15 4"1 2'4"103'1"15A B C D 3.54 12 2X4(A1) 1'5"8 -9# -58# 2'9"15 76# 167# 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 #2; Bot chord: 2x4 SP #2; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From -0 plf at -2.83 to 81 plf at 0.00 TC: From 2 plf at 0.00 to 2 plf at 6.95 BC: From 2 plf at 0.00 to 2 plf at 6.95 TC: -58 lb Conc. Load at 1.46 TC: 167 lb Conc. Load at 4.29 BC: -9 lb Conc. Load at 1.46 BC: 76 lb Conc. Load at 4.29 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 0.15 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. Wind loading based on both gable and hip roof types. Additional Notes Top chord overhangs have been checked only for loads as indicated. Overhangs not checked for man loads or long-term deflection. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 252 /- /- /- /421 /- D 92 /- /- /- /56 /- C 83 /- /- /- /105 /- Wind reactions based on MWFRS B Brg Width = 11.3 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 32 -25 Chords Tens. Comp. B - C 78 -30 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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): NA VERT(CL): NA HORZ(LL): -0.029 D - - HORZ(TL): 0.030 D - - Creep Factor: 2.0 Max TC CSI: 0.633 Max BC CSI: 0.424 Max Web CSI: 0.000 Wgt: 26.6 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss HJ5A Truss Type HIP_ Qty 2 Ply 1 2804 02/11/2021 SEAT PLATE REQ. 6'11"62'9"15 4"1 2'4"103'1"15A B C D 3.54 12 2X4(A1) 1'5"8 -9# -58# 2'9"15 76# 167# 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 M-30; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From -0 plf at -2.83 to 81 plf at 0.00 TC: From 2 plf at 0.00 to 2 plf at 9.84 BC: From 2 plf at 0.00 to 2 plf at 9.84 TC: -58 lb Conc. Load at 1.46 TC: 132 lb Conc. Load at 4.29 TC: 309 lb Conc. Load at 7.12 BC: -9 lb Conc. Load at 1.46 BC: 68 lb Conc. Load at 4.29 BC: 132 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 82 0.15 9.84 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 Top chord overhangs have been checked only for loads as indicated. Overhangs not checked for man loads or long-term deflection. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 328 /- /- /- /597 /- E 312 /- /- /- /386 /- D 88 /- /- /- /54 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 32 -25 B - C 753 -589 Chords Tens. Comp. C - D 63 -65 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 585 -689 Chords Tens. Comp. F - E 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - F 734 -622 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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): -0.082 F 999 360 VERT(CL): 0.052 F 999 240 HORZ(LL): -0.028 F - - HORZ(TL): 0.028 F - - Creep Factor: 2.0 Max TC CSI: 0.789 Max BC CSI: 0.988 Max Web CSI: 0.292 Wgt: 40.6 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss HJ7 Truss Type HIP_ Qty 3 Ply 1 2805 02/11/2021 SEAT PLATE REQ. 9'10"12'9"15 4"1 3'2"134'0"2A B C D EF 3.54 12 2X4(A1) 2X4 5X6 1'5"8 -9# -58# 2'9"15 68# 132# 2'9"15 132# 309# 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 M-30; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From -0 plf at -2.83 to 81 plf at 0.00 TC: From 2 plf at 0.00 to 2 plf at 9.84 BC: From 2 plf at 0.00 to 2 plf at 9.84 TC: -58 lb Conc. Load at 1.46 TC: 132 lb Conc. Load at 4.29 TC: 309 lb Conc. Load at 7.12 BC: -9 lb Conc. Load at 1.46 BC: 68 lb Conc. Load at 4.29 BC: 132 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 82 0.15 9.84 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 Top chord overhangs have been checked only for loads as indicated. Overhangs not checked for man loads or long-term deflection. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 328 /- /- /- /597 /- E 312 /- /- /- /386 /- D 88 /- /- /- /54 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 32 -25 B - C 753 -589 Chords Tens. Comp. C - D 63 -65 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 585 -689 Chords Tens. Comp. F - E 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - F 734 -622 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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): -0.082 F 999 360 VERT(CL): 0.052 F 999 240 HORZ(LL): -0.028 F - - HORZ(TL): 0.028 F - - Creep Factor: 2.0 Max TC CSI: 0.789 Max BC CSI: 0.988 Max Web CSI: 0.292 Wgt: 40.6 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss HJ7 Truss Type HIP_ Qty 3 Ply 1 2805 02/11/2021 SEAT PLATE REQ. 9'10"12'9"15 4"1 3'2"134'0"2A B C D EF 3.54 12 2X4(A1) 2X4 5X6 1'5"8 -9# -58# 2'9"15 68# 132# 2'9"15 132# 309# 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 #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 10 0.15 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. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 420 /- /- /340 /319 /81 D - /-52 /- /43 /36 /- C - /-118 /- /117 /115 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 Chords Tens. Comp. B - C 148 -58 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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): 0.001 D - - HORZ(TL): 0.001 D - - Creep Factor: 2.0 Max TC CSI: 0.875 Max BC CSI: 0.101 Max Web CSI: 0.000 Wgt: 7.0 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss J1 Truss Type JACK Qty 18 Ply 1 2784 02/11/2021 SEAT PLATE REQ. 1'2' 4"1 9"11'6"4A B C D 5 12 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 10 0.15 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. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 420 /- /- /340 /319 /81 D - /-52 /- /43 /36 /- C - /-118 /- /117 /115 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 Chords Tens. Comp. B - C 148 -58 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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): 0.001 D - - HORZ(TL): 0.001 D - - Creep Factor: 2.0 Max TC CSI: 0.875 Max BC CSI: 0.101 Max Web CSI: 0.000 Wgt: 7.0 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss J1 Truss Type JACK Qty 18 Ply 1 2784 02/11/2021 SEAT PLATE REQ. 1'2' 4"1 9"11'6"4A B C D 5 12 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: 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 34 0.15 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. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 365 /- /- /291 /245 /143 D 34 /- /- /57 /38 /- C 66 /- /- /24 /64 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 Chords Tens. Comp. B - C 25 -74 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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): 0.002 D - - HORZ(TL): 0.002 D - - Creep Factor: 2.0 Max TC CSI: 0.875 Max BC CSI: 0.166 Max Web CSI: 0.000 Wgt: 12.6 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss J3 Truss Type JACK Qty 12 Ply 1 2785 02/11/2021 SEAT PLATE REQ. 3'2' 4"1 1'7"12'4"4A B C D 5 12 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 34 0.15 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. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 365 /- /- /291 /245 /143 D 34 /- /- /57 /38 /- C 66 /- /- /24 /64 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 Chords Tens. Comp. B - C 25 -74 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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): 0.002 D - - HORZ(TL): 0.002 D - - Creep Factor: 2.0 Max TC CSI: 0.875 Max BC CSI: 0.166 Max Web CSI: 0.000 Wgt: 12.6 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss J3 Truss Type JACK Qty 12 Ply 1 2785 02/11/2021 SEAT PLATE REQ. 3'2' 4"1 1'7"12'4"4A B C D 5 12 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: 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 34 0.15 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL A 145 /- /- /63 /65 /91 C 41 /- /- /20 /10 /- B 101 /- /- /43 /92 /- Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - B Brg Width = 1.5 Min Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 39 -98 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 0 0 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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): -0.002 C - - HORZ(TL): 0.003 C - - Creep Factor: 2.0 Max TC CSI: 0.233 Max BC CSI: 0.152 Max Web CSI: 0.000 Wgt: 9.8 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss J3A Truss Type JACK Qty 2 Ply 1 2786 02/11/2021 SEAT PLATE REQ. 3' 4"1 1'7"1A B C 5 12 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 34 0.15 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL A 145 /- /- /63 /65 /91 C 41 /- /- /20 /10 /- B 101 /- /- /43 /92 /- Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - B Brg Width = 1.5 Min Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 39 -98 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 0 0 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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): -0.002 C - - HORZ(TL): 0.003 C - - Creep Factor: 2.0 Max TC CSI: 0.233 Max BC CSI: 0.152 Max Web CSI: 0.000 Wgt: 9.8 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss J3A Truss Type JACK Qty 2 Ply 1 2786 02/11/2021 SEAT PLATE REQ. 3' 4"1 1'7"1A B C 5 12 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: 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 58 0.15 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. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 431 /- /- /344 /273 /205 D 66 /- /- /124 /91 /- C 155 /- /- /67 /140 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 Chords Tens. Comp. B - C 59 -162 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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): 0.004 D - - HORZ(TL): 0.006 D - - Creep Factor: 2.0 Max TC CSI: 0.937 Max BC CSI: 0.232 Max Web CSI: 0.000 Wgt: 18.2 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss J5 Truss Type JACK Qty 15 Ply 1 2787 02/11/2021 SEAT PLATE REQ. 5'2' 4"1 2'5"13'2"4A B C D 5 12 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 58 0.15 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. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 431 /- /- /344 /273 /205 D 66 /- /- /124 /91 /- C 155 /- /- /67 /140 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 Chords Tens. Comp. B - C 59 -162 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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): 0.004 D - - HORZ(TL): 0.006 D - - Creep Factor: 2.0 Max TC CSI: 0.937 Max BC CSI: 0.232 Max Web CSI: 0.000 Wgt: 18.2 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss J5 Truss Type JACK Qty 15 Ply 1 2787 02/11/2021 SEAT PLATE REQ. 5'2' 4"1 2'5"13'2"4A B C D 5 12 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: 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 75 0.15 7.00 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. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 512 /- /- /411 /315 /266 D 97 /- /- /185 /138 /- C 233 /- /- /106 /209 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 Chords Tens. Comp. B - C 90 -178 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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): 0.018 D - - HORZ(TL): 0.027 D - - Creep Factor: 2.0 Max TC CSI: 0.901 Max BC CSI: 0.712 Max Web CSI: 0.000 Wgt: 23.8 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss J7 Truss Type EJAC Qty 33 Ply 1 2788 02/11/2021 SEAT PLATE REQ. 7'2' 4"1 3'3"14'0"4A B C D 5 12 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 75 0.15 7.00 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. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 512 /- /- /411 /315 /266 D 97 /- /- /185 /138 /- C 233 /- /- /106 /209 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 Chords Tens. Comp. B - C 90 -178 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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): 0.018 D - - HORZ(TL): 0.027 D - - Creep Factor: 2.0 Max TC CSI: 0.901 Max BC CSI: 0.712 Max Web CSI: 0.000 Wgt: 23.8 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss J7 Truss Type EJAC Qty 33 Ply 1 2788 02/11/2021 SEAT PLATE REQ. 7'2' 4"1 3'3"14'0"4A B C D 5 12 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 2400f-2.0E + SP M-31:; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; Plating Notes (**) 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 30 0.15 2.67 BC 53 2.63 7.00 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 B 512 /- /- /290 /195 /186 E 72 /- /- /28 /- /- D 250 /- /- /100 /147 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 4 -165 Chords Tens. Comp. C - D 96 -161 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - G 11 -7 G - F 0 0 Chords Tens. Comp. C - E 2 -2 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. G - C 62 -31 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.207 F 396 360 VERT(CL): 0.309 F 266 240 HORZ(LL): 0.097 E - - HORZ(TL): 0.144 E - - Creep Factor: 2.0 Max TC CSI: 0.475 Max BC CSI: 0.114 Max Web CSI: 0.033 Wgt: 26.6 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss J7A Truss Type EJAC Qty 7 Ply 1 2818 02/11/2021 SEAT PLATE REQ. 2'7"4 0"12 4'4"2' 7' 4"1 1'2'3"13'3"14'0"4HB 4'4"12 A B C D E FG 5 12 2X4(A1) 1.5X4 4X8(**) **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 M-30; Webs: 2x4 SP #3; Plating Notes (**) 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 30 0.15 2.67 BC 53 2.63 7.00 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 B 512 /- /- /290 /195 /186 E 72 /- /- /28 /- /- D 250 /- /- /100 /147 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 0 B - C 4 -165 Chords Tens. Comp. C - D 96 -161 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - G 11 -7 G - F 0 0 Chords Tens. Comp. C - E 2 -2 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. G - C 62 -31 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.207 F 396 360 VERT(CL): 0.309 F 266 240 HORZ(LL): 0.097 E - - HORZ(TL): 0.144 E - - Creep Factor: 2.0 Max TC CSI: 0.475 Max BC CSI: 0.114 Max Web CSI: 0.033 Wgt: 26.6 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss J7A Truss Type EJAC Qty 7 Ply 1 2818 02/11/2021 SEAT PLATE REQ. 2'7"4 0"12 4'4"2' 7' 4"1 1'2'3"13'3"14'0"4HB 4'4"12 A B C D E FG 5 12 2X4(A1) 1.5X4 4X8(**) 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 39 0.00 3.22 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* 91 /- /- /35 /41 /23 Wind reactions based on MWFRS F Brg Width = 38.7 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 27 -91 Chords Tens. Comp. B - C 0 -10 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 6 -11 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 243 -114 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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): 0.002 E - - HORZ(TL): 0.003 E - - Creep Factor: 2.0 Max TC CSI: 0.126 Max BC CSI: 0.125 Max Web CSI: 0.090 Wgt: 11.2 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss V2 Truss Type VAL Qty 1 Ply 1 2790 02/11/2021 3'2"11 8"6 2'6"5 2'7"3 3"8 4" 0"4 1'4"6A B C D E F 5 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 39 0.00 3.22 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* 91 /- /- /35 /41 /23 Wind reactions based on MWFRS F Brg Width = 38.7 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 27 -91 Chords Tens. Comp. B - C 0 -10 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 6 -11 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 243 -114 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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): 0.002 E - - HORZ(TL): 0.003 E - - Creep Factor: 2.0 Max TC CSI: 0.126 Max BC CSI: 0.125 Max Web CSI: 0.090 Wgt: 11.2 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss V2 Truss Type VAL Qty 1 Ply 1 2790 02/11/2021 3'2"11 8"6 2'6"5 2'7"3 3"8 4" 0"4 1'4"6A B C D E F 5 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 63 0.00 5.22 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 D* 91 /- /- /37 /29 /19 Wind reactions based on MWFRS D Brg Width = 62.7 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 44 -98 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 199 -12 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - C 283 -169 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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): 0.010 C - - HORZ(TL): 0.015 C - - Creep Factor: 2.0 Max TC CSI: 0.456 Max BC CSI: 0.373 Max Web CSI: 0.203 Wgt: 18.2 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss V4 Truss Type VAL Qty 1 Ply 1 2791 02/11/2021 5'2"11 8"6 4'6"5 4'11"3 3"8 0"4 2'2"6A B CD 5 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 63 0.00 5.22 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 D* 91 /- /- /37 /29 /19 Wind reactions based on MWFRS D Brg Width = 62.7 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 44 -98 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 199 -12 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - C 283 -169 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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): 0.010 C - - HORZ(TL): 0.015 C - - Creep Factor: 2.0 Max TC CSI: 0.456 Max BC CSI: 0.373 Max Web CSI: 0.203 Wgt: 18.2 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss V4 Truss Type VAL Qty 1 Ply 1 2791 02/11/2021 5'2"11 8"6 4'6"5 4'11"3 3"8 0"4 2'2"6A B CD 5 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 74 0.15 6.33 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. 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 C* 92 /- /- /42 /35 /22 Wind reactions based on MWFRS C Brg Width = 76.0 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 57 -128 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 254 -17 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - C 362 -222 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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): 0.018 C - - HORZ(TL): 0.028 C - - Creep Factor: 2.0 Max TC CSI: 0.802 Max BC CSI: 0.456 Max Web CSI: 0.388 Wgt: 23.8 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss V6 Truss Type VAL Qty 1 Ply 1 2792 02/11/2021 6'4" 4"11 3'0"6A B C 5 12 2X4(A1) 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: 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 74 0.15 6.33 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. 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 C* 92 /- /- /42 /35 /22 Wind reactions based on MWFRS C Brg Width = 76.0 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 57 -128 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 254 -17 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - C 362 -222 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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): 0.018 C - - HORZ(TL): 0.028 C - - Creep Factor: 2.0 Max TC CSI: 0.802 Max BC CSI: 0.456 Max Web CSI: 0.388 Wgt: 23.8 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss V6 Truss Type VAL Qty 1 Ply 1 2792 02/11/2021 6'4" 4"11 3'0"6A B C 5 12 2X4(A1) 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; 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) BC 75 0.00 6.27 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss designed to support 0-0-0 top chord outlookers and cladding load not to exceed 3.00 PSF one face and 24.0" span opposite face. Top chord must not be cut or notched, unless specified otherwise. 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 gable wind bracing and other requirements. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F* 117 /- /- /61 /73 /39 Wind reactions based on MWFRS F Brg Width = 76.0 Min Req = - Bearing I is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 63 0 B - C 38 -321 Chords Tens. Comp. C - D 32 -233 D - E 25 -63 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. I - H 36 -10 H - G 587 -60 Chords Tens. Comp. G - F 597 -61 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - I 423 -327 B - H 610 -55 Webs Tens. Comp. E - F 146 -67 Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. H - C 196 -163 Gables Tens. Comp. D - G 443 -196 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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 D 999 360 VERT(CL): 0.001 D 999 240 HORZ(LL): -0.003 D - - HORZ(TL): 0.004 D - - Creep Factor: 2.0 Max TC CSI: 0.882 Max BC CSI: 0.044 Max Web CSI: 0.222 Wgt: 40.6 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss V8 Truss Type GABL Qty 1 Ply 1 2844 02/11/2021 6'4" 6'3"42'0"121'2"113'10"6A B C D E F GH I 5 12 3X4 3X6 3X4 1.5X4 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; 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) BC 75 0.00 6.27 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss designed to support 0-0-0 top chord outlookers and cladding load not to exceed 3.00 PSF one face and 24.0" span opposite face. Top chord must not be cut or notched, unless specified otherwise. 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 gable wind bracing and other requirements. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F* 117 /- /- /61 /73 /39 Wind reactions based on MWFRS F Brg Width = 76.0 Min Req = - Bearing I is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 63 0 B - C 38 -321 Chords Tens. Comp. C - D 32 -233 D - E 25 -63 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. I - H 36 -10 H - G 587 -60 Chords Tens. Comp. G - F 597 -61 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - I 423 -327 B - H 610 -55 Webs Tens. Comp. E - F 146 -67 Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. H - C 196 -163 Gables Tens. Comp. D - G 443 -196 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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 D 999 360 VERT(CL): 0.001 D 999 240 HORZ(LL): -0.003 D - - HORZ(TL): 0.004 D - - Creep Factor: 2.0 Max TC CSI: 0.882 Max BC CSI: 0.044 Max Web CSI: 0.222 Wgt: 40.6 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss V8 Truss Type GABL Qty 1 Ply 1 2844 02/11/2021 6'4" 6'3"42'0"121'2"113'10"6A B C D E F GH I 5 12 3X4 3X6 3X4 1.5X4 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; 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 22 0.00 1.86 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* 91 /- /- /29 /17 /13 Wind reactions based on MWFRS D Brg Width = 22.3 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 0 -16 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 75 -4 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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 B 999 360 VERT(CL): 0.005 B 999 240 HORZ(LL): 0.001 B - - HORZ(TL): 0.002 B - - Creep Factor: 2.0 Max TC CSI: 0.035 Max BC CSI: 0.092 Max Web CSI: 0.000 Wgt: 5.6 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss VM2 Truss Type VAL Qty 2 Ply 1 2794 02/11/2021 1'10"4 8"6 1'1"15 0"4 9"8A B CD 5 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 22 0.00 1.86 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* 91 /- /- /29 /17 /13 Wind reactions based on MWFRS D Brg Width = 22.3 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 0 -16 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 75 -4 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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 B 999 360 VERT(CL): 0.005 B 999 240 HORZ(LL): 0.001 B - - HORZ(TL): 0.002 B - - Creep Factor: 2.0 Max TC CSI: 0.035 Max BC CSI: 0.092 Max Web CSI: 0.000 Wgt: 5.6 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss VM2 Truss Type VAL Qty 2 Ply 1 2794 02/11/2021 1'10"4 8"6 1'1"15 0"4 9"8A B CD 5 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 46 0.00 3.86 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* 91 /- /- /36 /27 /17 Wind reactions based on MWFRS F Brg Width = 46.3 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 33 -104 Chords Tens. Comp. B - C 0 -10 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 10 -18 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 287 -137 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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): 0.004 E - - HORZ(TL): 0.006 E - - Creep Factor: 2.0 Max TC CSI: 0.227 Max BC CSI: 0.206 Max Web CSI: 0.125 Wgt: 12.6 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss VM4 Truss Type VAL Qty 2 Ply 1 2795 02/11/2021 3'10"4 8"6 3'1"15 3'2"12 3"8 4" 0"4 1'7"8A B C D E F 5 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 46 0.00 3.86 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* 91 /- /- /36 /27 /17 Wind reactions based on MWFRS F Brg Width = 46.3 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 33 -104 Chords Tens. Comp. B - C 0 -10 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 10 -18 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 287 -137 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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): 0.004 E - - HORZ(TL): 0.006 E - - Creep Factor: 2.0 Max TC CSI: 0.227 Max BC CSI: 0.206 Max Web CSI: 0.125 Wgt: 12.6 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss VM4 Truss Type VAL Qty 2 Ply 1 2795 02/11/2021 3'10"4 8"6 3'1"15 3'2"12 3"8 4" 0"4 1'7"8A B C D E F 5 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 67 0.00 5.60 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 D* 92 /- /- /39 /31 /20 Wind reactions based on MWFRS D Brg Width = 67.2 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 48 -107 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 219 -14 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - C 311 -186 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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): 0.012 C - - HORZ(TL): 0.019 C - - Creep Factor: 2.0 Max TC CSI: 0.563 Max BC CSI: 0.409 Max Web CSI: 0.255 Wgt: 19.6 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss VM5 Truss Type VAL Qty 1 Ply 1 2796 02/11/2021 5'7"4 5"5 5'1"15 5'3"12 3"8 1"8 2'5"8A B CD 5 12 2X4(D8R) 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 67 0.00 5.60 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 D* 92 /- /- /39 /31 /20 Wind reactions based on MWFRS D Brg Width = 67.2 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 48 -107 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 219 -14 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - C 311 -186 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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): 0.012 C - - HORZ(TL): 0.019 C - - Creep Factor: 2.0 Max TC CSI: 0.563 Max BC CSI: 0.409 Max Web CSI: 0.255 Wgt: 19.6 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss VM5 Truss Type VAL Qty 1 Ply 1 2796 02/11/2021 5'7"4 5"5 5'1"15 5'3"12 3"8 1"8 2'5"8A B CD 5 12 2X4(D8R) 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: 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 70 0.00 5.86 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 D* 91 /- /- /38 /48 /27 Wind reactions based on MWFRS D Brg Width = 70.3 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 48 -106 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 216 -13 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - C 312 -191 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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): 0.014 C - - HORZ(TL): 0.021 C - - Creep Factor: 2.0 Max TC CSI: 0.573 Max BC CSI: 0.415 Max Web CSI: 0.259 Wgt: 19.6 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss VM6 Truss Type VAL Qty 1 Ply 1 2797 02/11/2021 5'10"4 8"6 5'1"15 5'6"12 3"8 0"4 2'5"8A B CD 5 12 2X4(D8R) 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 70 0.00 5.86 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 D* 91 /- /- /38 /48 /27 Wind reactions based on MWFRS D Brg Width = 70.3 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 48 -106 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 216 -13 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - C 312 -191 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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): 0.014 C - - HORZ(TL): 0.021 C - - Creep Factor: 2.0 Max TC CSI: 0.573 Max BC CSI: 0.415 Max Web CSI: 0.259 Wgt: 19.6 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss VM6 Truss Type VAL Qty 1 Ply 1 2797 02/11/2021 5'10"4 8"6 5'1"15 5'6"12 3"8 0"4 2'5"8A B CD 5 12 2X4(D8R) 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: 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 66 0.00 5.54 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 D* 120 /- /- /64 /43 /27 Wind reactions based on MWFRS D Brg Width = 67.2 Min Req = - Bearing E is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 63 0 Chords Tens. Comp. B - C 60 -119 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. E - D 333 -52 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 557 -422 Webs Tens. Comp. C - D 359 -194 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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 C 999 360 VERT(CL): 0.001 C 999 240 HORZ(LL): -0.062 C - - HORZ(TL): 0.073 C - - Creep Factor: 2.0 Max TC CSI: 0.734 Max BC CSI: 0.252 Max Web CSI: 0.516 Wgt: 28.0 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss VM7 Truss Type VAL Qty 1 Ply 1 2798 02/11/2021 5'7"4 5'6"82'0"1211"83'3"83'5"4A B C DE 5 12 3X3 4X6 3X3 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 66 0.00 5.54 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 D* 120 /- /- /64 /43 /27 Wind reactions based on MWFRS D Brg Width = 67.2 Min Req = - Bearing E is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 63 0 Chords Tens. Comp. B - C 60 -119 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. E - D 333 -52 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 557 -422 Webs Tens. Comp. C - D 359 -194 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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 C 999 360 VERT(CL): 0.001 C 999 240 HORZ(LL): -0.062 C - - HORZ(TL): 0.073 C - - Creep Factor: 2.0 Max TC CSI: 0.734 Max BC CSI: 0.252 Max Web CSI: 0.516 Wgt: 28.0 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss VM7 Truss Type VAL Qty 1 Ply 1 2798 02/11/2021 5'7"4 5'6"82'0"1211"83'3"83'5"4A B C DE 5 12 3X3 4X6 3X3 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; Bracing Fasten rated sheathing to one face of this frame. 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 66 0.00 5.54 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss designed to support 0-0-0 top chord outlookers and cladding load not to exceed 3.00 PSF one face and 24.0" span opposite face. Top chord must not be cut or notched, unless specified otherwise. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Right cantilever is exposed to wind Wind loading based on both gable and hip roof types. Additional Notes See A1 Std Detail for gable wind bracing and other requirements. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL I* 123 /- /- /65 /77 /41 Wind reactions based on MWFRS I Brg Width = 65.5 Min Req = - Bearing I is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 63 0 B - C 12 -277 Chords Tens. Comp. C - D 33 -208 D - E 26 -55 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. I - H 10 -41 H - G 5 -33 Chords Tens. Comp. G - F 2 -23 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - I 625 -335 Webs Tens. Comp. E - F 161 -66 Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. C - H 198 -119 Gables Tens. Comp. D - G 405 -199 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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): 0.003 C 999 360 VERT(CL): 0.004 C 999 240 HORZ(LL): -0.073 E - - HORZ(TL): 0.080 E - - Creep Factor: 2.0 Max TC CSI: 0.916 Max BC CSI: 0.226 Max Web CSI: 0.704 Wgt: 33.6 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss VM7A Truss Type GABL Qty 1 Ply 1 2847 02/11/2021 5'7"4 2' 10"13 3'2"133'5"4A B C D E F GH I 5 12 4X4(**) 4X6 1.5X4 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; Bracing Fasten rated sheathing to one face of this frame. 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 66 0.00 5.54 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss designed to support 0-0-0 top chord outlookers and cladding load not to exceed 3.00 PSF one face and 24.0" span opposite face. Top chord must not be cut or notched, unless specified otherwise. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Right cantilever is exposed to wind Wind loading based on both gable and hip roof types. Additional Notes See A1 Std Detail for gable wind bracing and other requirements. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL I* 123 /- /- /65 /77 /41 Wind reactions based on MWFRS I Brg Width = 65.5 Min Req = - Bearing I is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 63 0 B - C 12 -277 Chords Tens. Comp. C - D 33 -208 D - E 26 -55 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. I - H 10 -41 H - G 5 -33 Chords Tens. Comp. G - F 2 -23 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - I 625 -335 Webs Tens. Comp. E - F 161 -66 Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. C - H 198 -119 Gables Tens. Comp. D - G 405 -199 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: 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): 0.003 C 999 360 VERT(CL): 0.004 C 999 240 HORZ(LL): -0.073 E - - HORZ(TL): 0.080 E - - Creep Factor: 2.0 Max TC CSI: 0.916 Max BC CSI: 0.226 Max Web CSI: 0.704 Wgt: 33.6 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss VM7A Truss Type GABL Qty 1 Ply 1 2847 02/11/2021 5'7"4 2' 10"13 3'2"133'5"4A B C D E F GH I 5 12 4X4(**) 4X6 1.5X4 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 M-30; T2 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 6.40 7.86 BC 94 0.00 7.86 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 E* 92 /- /- /37 /51 /22 Wind reactions based on MWFRS E Brg Width = 94.3 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 18 -166 Chords Tens. Comp. B - C 91 -69 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - D 164 -4 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - D 463 -266 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.194 B 475 360 VERT(CL): 0.294 B 314 240 HORZ(LL): -0.062 B - - HORZ(TL): 0.085 B - - Creep Factor: 2.0 Max TC CSI: 0.605 Max BC CSI: 0.649 Max Web CSI: 0.613 Wgt: 28.0 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss VM8 Truss Type VAL Qty 1 Ply 1 2800 02/11/2021 7'10"4 8"6 5'8"7 1'5"8 7'6"12 3"8 0"4 2'8"4A B C DE 5 12 2X4(D8R) 5X6 4X6 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; T2 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 6.40 7.86 BC 94 0.00 7.86 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 E* 92 /- /- /37 /51 /22 Wind reactions based on MWFRS E Brg Width = 94.3 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 18 -166 Chords Tens. Comp. B - C 91 -69 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - D 164 -4 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - D 463 -266 Loading Criteria (psf) TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL: 10.00 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: 3.0 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 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.194 B 475 360 VERT(CL): 0.294 B 314 240 HORZ(LL): -0.062 B - - HORZ(TL): 0.085 B - - Creep Factor: 2.0 Max TC CSI: 0.605 Max BC CSI: 0.649 Max Web CSI: 0.613 Wgt: 28.0 lbs VIEW Ver: 20.01.01A.0724.11 Job 83808 Truss VM8 Truss Type VAL Qty 1 Ply 1 2800 02/11/2021 7'10"4 8"6 5'8"7 1'5"8 7'6"12 3"8 0"4 2'8"4A B C DE 5 12 2X4(D8R) 5X6 4X6 3X6 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 CORNERSET GENERAL 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.7'-0" MAX.ATTACH KING JACK USING (3) 0.131" Ø TOE NAILS AT TOP CHORD & 24" STRAP USING (6) 10d X 112" AT EACH END OF BOTTOM CHORD. ATTACH END JACKS USING (4) 0.131" Ø TOE NAILS AT TOP CHORD & (3) 0.131" Ø TOE NAILS AT BOTTOM CHORD. ATTACH CORNER JACKS USING (2) 0.131" Ø TOE NAILS AT TOP & BOTTOM CHORDS (TYP). A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772) 409-1010 STDLHIP/ KING JACK (TYPICAL)01.03/16/2020 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort 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 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 STDTL03ALTERNATE GABLE END BRACING DETAILFEBRUARY 17, 2017 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 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. 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. 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 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 ** 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 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