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HomeMy WebLinkAboutAPROVED REVISION,_88270 - SEALS-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 88270 Page 1 of 2 A-1 Roof Trusses 4451 St Lucie Blvd Fort Pierce, FL 34946Site Information: Customer Info: PHOENIX CUSTOM HOMES LLC Project Name: 3937 SHORE SIDE DRIVE Lot/Block:Model: Subdivision: Address: 3937 SHORE SIDE DRIVE, FORT PIERCE, FL. City: County: St Lucie State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: Farid Abugattas License #: 72471 Address: 7318 Texas Trail City: Boca Raton, FL 33487 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: 170 Roof Load: 55.0 psf Floor Load: 0 psf This package includes 87 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 12/17/21 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 2571 A01 12/17/21 2 3184 A02 12/17/21 3 3187 A03 12/17/21 4 3190 A03A 12/17/21 5 2604 A04 12/17/21 6 2611 A05 12/17/21 7 3199 A06 12/17/21 8 3204 A07 12/17/21 9 3209 A08 12/17/21 10 3214 A09 12/17/21 11 3217 A10 12/17/21 12 3226 A11 12/17/21 No.Seq #Truss Name Date 13 3229 A12 12/17/21 14 3234 A13 12/17/21 15 2550 A14 12/17/21 16 3240 A15 12/17/21 17 3243 A16 12/17/21 18 2537 A17 12/17/21 19 2553 B01 12/17/21 20 3249 B02 12/17/21 21 3252 B03 12/17/21 22 2564 B04 12/17/21 23 3260 B05 12/17/21 24 3263 B06 12/17/21 No.Seq #Truss Name Date 25 3266 B07 12/17/21 26 3272 B08 12/17/21 27 3277 B09 12/17/21 28 2545 B10 12/17/21 29 2474 C01 12/17/21 30 2635 C02 12/17/21 31 2638 C03 12/17/21 32 2686 C04 12/17/21 33 2646 C05 12/17/21 34 2651 C06 12/17/21 35 2529 C07 12/17/21 36 2574 D01 12/17/21 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 88270 Page 2 of 2 No.Seq #Truss Name Date 37 2724 D02 12/17/21 38 2725 D03 12/17/21 39 2726 D04 12/17/21 40 2779 E01 12/17/21 41 2782 E02 12/17/21 42 3339 E03 12/17/21 43 2773 HJ3E 12/17/21 44 2537 HJ7 12/17/21 45 2582 HJ7A 12/17/21 46 2471 HJ7C 12/17/21 47 2494 J1 12/17/21 48 2491 J1A 12/17/21 49 2469 J1C 12/17/21 50 2468 J1D 12/17/21 51 2770 J1E 12/17/21 52 2485 J3 12/17/21 53 2482 J3A 12/17/21 54 2497 J3C 12/17/21 55 2500 J3D 12/17/21 56 2776 J3E 12/17/21 57 2508 J5 12/17/21 58 2576 J5B 12/17/21 59 2520 J5C 12/17/21 60 2523 J5D 12/17/21 61 2618 J7 12/17/21 62 2593 J7C 12/17/21 63 2532 K01 12/17/21 64 2650 K02 12/17/21 65 2653 K03 12/17/21 66 2658 K04 12/17/21 67 2663 K05 12/17/21 68 2668 K06 12/17/21 69 2673 K07 12/17/21 70 2676 K08 12/17/21 71 2590 K09 12/17/21 72 2585 K10 12/17/21 73 2552 K11 12/17/21 74 3131 M01 12/17/21 No.Seq #Truss Name Date 75 3114 PB01 12/17/21 76 3115 PB02 12/17/21 77 3051 VM2 12/17/21 78 3117 VM2A 12/17/21 79 3119 VM4 12/17/21 80 3120 VM4B 12/17/21 81 3048 VM4C 12/17/21 82 3121 VM6 12/17/21 83 3122 VM8 12/17/21 84 3123 VM9A 12/17/21 85 3124 VM9B 12/17/21 86 3125 VM9C 12/17/21 87 STDL01 STD. DETAIL 12/17/21 88 STDL02 STD. DETAIL 12/17/21 89 STDL03 STD. DETAIL 12/17/21 90 STDL04 STD. DETAIL 12/17/21 91 STDL05 STD. DETAIL 12/17/21 92 STDL06 STD. DETAIL 12/17/21 93 STDL07 STD. DETAIL 12/17/21 94 STDL08 STD. DETAIL 12/17/21 95 STDL09 STD. DETAIL 12/17/21 96 STDL10 STD. DETAIL 12/17/21 97 STDL11 STD. DETAIL 12/17/21 98 STDL12 STD. DETAIL 12/17/21 99 STDL13 STD. DETAIL 12/17/21 100 STDL14 STD. DETAIL 12/17/21 101 STDL15 STD. DETAIL 12/17/21 102 STDL16 STD. DETAIL 12/17/21 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 2400f-2.0E + SP M-31:; T2 2x6 SP 2400f-2.0E; Bot chord: 2x6 SP 2400f-2.0E; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 103 plf at -2.00 to 103 plf at 7.00 TC: From 51 plf at 7.00 to 51 plf at 14.50 TC: From 103 plf at 14.50 to 103 plf at 23.50 BC: From 14 plf at 0.00 to 14 plf at 7.03 BC: From 7 plf at 7.03 to 7 plf at 14.50 BC: From 14 plf at 14.50 to 14 plf at 21.50 TC: 164 lb Conc. Load at 7.00,14.50 BC: 674 lb Conc. Load at 7.03,14.47 BC: 367 lb Conc. Load at 9.06,10.75,12.44 Purlins 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 14.50 BC 54 0.15 21.35 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 2622 /- /- /- /2181 /- E 2622 /- /- /- /2181 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.2 E Brg Width = 8.0 Min Req = 2.2 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 89 -72 B - C 4167 -4837 C - D 3614 -4188 Chords Tens. Comp. D - E 4152 -4818 E - F 89 -72 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - H 4205 -3627 H - G 4145 -3575 Chords Tens. Comp. G - E 4188 -3614 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. H - C 1401 -1219 C - G 255 -193 Webs Tens. Comp. D - G 1409 -1227 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.157 H 999 360 VERT(CL): 0.197 H 999 240 HORZ(LL): -0.051 E - - HORZ(TL): 0.065 E - - Creep Factor: 2.0 Max TC CSI: 0.616 Max BC CSI: 0.964 Max Web CSI: 0.537 Weight: 123.9 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss A01 Truss Type HIPS Qty 1 Ply 1 Seal #: 2571 12/17/2021 T2 21'6" SEAT PLATE REQ.SEAT PLATE REQ. 7'7'6"7' 2'2' 4"33'10"34'9"2A B C D E FGH 6 12 4X8(A8R) 3X8 6X6 6X6 7X8 4X8(A8R) 164# 7'0"6 674# 2'0"6 367# 1'8"4 367# 1'8"4 367# 2'0"6 674# 164# 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 2400f-2.0E + SP M-31:; T2 2x6 SP 2400f-2.0E; Bot chord: 2x6 SP 2400f-2.0E; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 103 plf at -2.00 to 103 plf at 7.00 TC: From 51 plf at 7.00 to 51 plf at 14.50 TC: From 103 plf at 14.50 to 103 plf at 23.50 BC: From 14 plf at 0.00 to 14 plf at 7.03 BC: From 7 plf at 7.03 to 7 plf at 14.50 BC: From 14 plf at 14.50 to 14 plf at 21.50 TC: 164 lb Conc. Load at 7.00,14.50 BC: 674 lb Conc. Load at 7.03,14.47 BC: 367 lb Conc. Load at 9.06,10.75,12.44 Purlins 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 14.50 BC 54 0.15 21.35 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 2622 /- /- /- /2181 /- E 2622 /- /- /- /2181 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.2 E Brg Width = 8.0 Min Req = 2.2 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 89 -72 B - C 4167 -4837 C - D 3614 -4188 Chords Tens. Comp. D - E 4152 -4818 E - F 89 -72 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - H 4205 -3627 H - G 4145 -3575 Chords Tens. Comp. G - E 4188 -3614 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. H - C 1401 -1219 C - G 255 -193 Webs Tens. Comp. D - G 1409 -1227 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.157 H 999 360 VERT(CL): 0.197 H 999 240 HORZ(LL): -0.051 E - - HORZ(TL): 0.065 E - - Creep Factor: 2.0 Max TC CSI: 0.616 Max BC CSI: 0.964 Max Web CSI: 0.537 Weight: 123.9 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss A01 Truss Type HIPS Qty 1 Ply 1 Seal #: 2571 12/17/2021 T2 21'6" SEAT PLATE REQ.SEAT PLATE REQ. 7'7'6"7' 2'2' 4"33'10"34'9"2A B C D E FGH 6 12 4X8(A8R) 3X8 6X6 6X6 7X8 4X8(A8R) 164# 7'0"6 674# 2'0"6 367# 1'8"4 367# 1'8"4 367# 2'0"6 674# 164# 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 2400f-2.0E + SP M-31:; Bot chord: 2x4 SP M-30; 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 12.50 BC 86 0.15 21.35 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1452 /- /- /1169 /1003 /338 G 1452 /- /- /1169 /1003 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.7 G Brg Width = 8.0 Min Req = 1.7 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 89 0 B - C 1701 -2025 C - D 1546 -1620 D - E 1464 -1382 Chords Tens. Comp. E - F 1557 -1631 F - G 1700 -2026 G - H 89 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - K 1696 -1217 K - J 1378 -901 Chords Tens. Comp. J - I 1378 -901 I - G 1696 -1247 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - K 496 -548 D - K 412 -290 K - E 157 -148 Webs Tens. Comp. E - I 472 -297 I - F 493 -545 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.058 I 999 360 VERT(CL): 0.100 I 999 240 HORZ(LL): -0.022 G - - HORZ(TL): 0.045 G - - Creep Factor: 2.0 Max TC CSI: 0.461 Max BC CSI: 0.960 Max Web CSI: 0.204 Weight: 114.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss A02 Truss Type HIPS Qty 1 Ply 1 Seal #: 3184 12/17/2021 21'6" SEAT PLATE REQ.SEAT PLATE REQ. 9'3'6"9' 2'2' 4"34'10"35'9"2A B C D E F G HIJK 6 12 4X4(A2) 1.5X4 5X6 3X8 3X6 5X6 3X4 1.5X4 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 2400f-2.0E + SP M-31:; Bot chord: 2x4 SP M-30; 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 12.50 BC 86 0.15 21.35 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1452 /- /- /1169 /1003 /338 G 1452 /- /- /1169 /1003 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.7 G Brg Width = 8.0 Min Req = 1.7 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 89 0 B - C 1701 -2025 C - D 1546 -1620 D - E 1464 -1382 Chords Tens. Comp. E - F 1557 -1631 F - G 1700 -2026 G - H 89 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - K 1696 -1217 K - J 1378 -901 Chords Tens. Comp. J - I 1378 -901 I - G 1696 -1247 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - K 496 -548 D - K 412 -290 K - E 157 -148 Webs Tens. Comp. E - I 472 -297 I - F 493 -545 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.058 I 999 360 VERT(CL): 0.100 I 999 240 HORZ(LL): -0.022 G - - HORZ(TL): 0.045 G - - Creep Factor: 2.0 Max TC CSI: 0.461 Max BC CSI: 0.960 Max Web CSI: 0.204 Weight: 114.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss A02 Truss Type HIPS Qty 1 Ply 1 Seal #: 3184 12/17/2021 21'6" SEAT PLATE REQ.SEAT PLATE REQ. 9'3'6"9' 2'2' 4"34'10"35'9"2A B C D E F G HIJK 6 12 4X4(A2) 1.5X4 5X6 3X8 3X6 5X6 3X4 1.5X4 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 M-30; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 79 0.15 21.35 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 checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1452 /- /- /1166 /634 /382 F 1452 /- /- /1166 /634 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.7 F Brg Width = 8.0 Min Req = 1.7 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 89 0 B - C 1575 -2268 C - D 1342 -1891 Chords Tens. Comp. D - E 1341 -1891 E - F 1574 -2268 F - G 89 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - J 1963 -1184 J - I 1237 -529 Chords Tens. Comp. I - H 1237 -529 H - F 1963 -1215 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - J 587 -591 J - D 613 -334 Webs Tens. Comp. D - H 613 -333 H - E 587 -591 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): -0.047 J 999 360 VERT(CL): 0.133 J 999 240 HORZ(LL): 0.023 F - - HORZ(TL): 0.066 F - - Creep Factor: 2.0 Max TC CSI: 0.800 Max BC CSI: 1.000 Max Web CSI: 0.322 Weight: 109.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss A03 Truss Type COMN Qty 6 Ply 1 Seal #: 3187 12/17/2021 21'6" SEAT PLATE REQ.SEAT PLATE REQ. 10'9"10'9" 2'2' 4"35'8"116'7"10A B C D E F GHIJ 6 12 4X4(A2) 1.5X4 3X4 5X6(R1) H0308 3X4 1.5X4 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 M-30; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 79 0.15 21.35 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 checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1452 /- /- /1166 /634 /382 F 1452 /- /- /1166 /634 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.7 F Brg Width = 8.0 Min Req = 1.7 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 89 0 B - C 1575 -2268 C - D 1342 -1891 Chords Tens. Comp. D - E 1341 -1891 E - F 1574 -2268 F - G 89 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - J 1963 -1184 J - I 1237 -529 Chords Tens. Comp. I - H 1237 -529 H - F 1963 -1215 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - J 587 -591 J - D 613 -334 Webs Tens. Comp. D - H 613 -333 H - E 587 -591 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): -0.047 J 999 360 VERT(CL): 0.133 J 999 240 HORZ(LL): 0.023 F - - HORZ(TL): 0.066 F - - Creep Factor: 2.0 Max TC CSI: 0.800 Max BC CSI: 1.000 Max Web CSI: 0.322 Weight: 109.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss A03 Truss Type COMN Qty 6 Ply 1 Seal #: 3187 12/17/2021 21'6" SEAT PLATE REQ.SEAT PLATE REQ. 10'9"10'9" 2'2' 4"35'8"116'7"10A B C D E F GHIJ 6 12 4X4(A2) 1.5X4 3X4 5X6(R1) H0308 3X4 1.5X4 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 M-30; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 93 plf at -2.00 to 93 plf at 23.50 BC: From 14 plf at 0.00 to 14 plf at 21.50 PLB: From 30 plf at 9.53 to 30 plf at 11.97 PLT: 200 lb Conc. Load at ( 9.75,14.47), (11.75,14.47) Purlins 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 88 0.15 21.35 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 checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1562 /- /- /1166 /699 /382 F 1562 /- /- /1166 /699 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 F Brg Width = 8.0 Min Req = 1.8 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 89 -50 B - C 1578 -2599 C - D 1342 -2257 Chords Tens. Comp. D - E 1341 -2257 E - F 1577 -2599 F - G 89 -50 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - J 2262 -1189 J - I 1559 -590 Chords Tens. Comp. I - H 1559 -590 H - F 2262 -1219 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - J 593 -604 J - D 614 -335 Webs Tens. Comp. D - H 614 -334 H - E 593 -604 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): -0.046 D 999 360 VERT(CL): 0.145 J 999 240 HORZ(LL): -0.022 F - - HORZ(TL): 0.066 F - - Creep Factor: 2.0 Max TC CSI: 0.892 Max BC CSI: 0.981 Max Web CSI: 0.323 Weight: 109.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss A03A Truss Type COMN Qty 2 Ply 1 Seal #: 3190 12/17/2021 21'6" SEAT PLATE REQ.SEAT PLATE REQ. 10'9"10'9" 2'2' 4"35'8"116'7"10A B C D E F GHIJ 6 12 3X6(A1) 1.5X4 3X4 5X6(R1) H0308 3X4 1.5X4 3X6(A1) 9'9" 200# 2' 200# 9'9" **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 93 plf at -2.00 to 93 plf at 23.50 BC: From 14 plf at 0.00 to 14 plf at 21.50 PLB: From 30 plf at 9.53 to 30 plf at 11.97 PLT: 200 lb Conc. Load at ( 9.75,14.47), (11.75,14.47) Purlins 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 88 0.15 21.35 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 checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1562 /- /- /1166 /699 /382 F 1562 /- /- /1166 /699 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 F Brg Width = 8.0 Min Req = 1.8 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 89 -50 B - C 1578 -2599 C - D 1342 -2257 Chords Tens. Comp. D - E 1341 -2257 E - F 1577 -2599 F - G 89 -50 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - J 2262 -1189 J - I 1559 -590 Chords Tens. Comp. I - H 1559 -590 H - F 2262 -1219 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - J 593 -604 J - D 614 -335 Webs Tens. Comp. D - H 614 -334 H - E 593 -604 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): -0.046 D 999 360 VERT(CL): 0.145 J 999 240 HORZ(LL): -0.022 F - - HORZ(TL): 0.066 F - - Creep Factor: 2.0 Max TC CSI: 0.892 Max BC CSI: 0.981 Max Web CSI: 0.323 Weight: 109.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss A03A Truss Type COMN Qty 2 Ply 1 Seal #: 3190 12/17/2021 21'6" SEAT PLATE REQ.SEAT PLATE REQ. 10'9"10'9" 2'2' 4"35'8"116'7"10A B C D E F GHIJ 6 12 3X6(A1) 1.5X4 3X4 5X6(R1) H0308 3X4 1.5X4 3X6(A1) 9'9" 200# 2' 200# 9'9" Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 :SP 2400f-2.0E + SP M-31:; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; W4 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 107 0.15 20.58 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 checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1418 /- /- /1142 /500 /326 G 1181 /- /- /840 /415 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.7 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 89 0 B - C 1579 -2195 C - D 1338 -1816 Chords Tens. Comp. D - E 1294 -1729 E - F 94 -218 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - J 1899 -1391 J - I 1171 -691 Chords Tens. Comp. I - H 1171 -691 H - G 1662 -1223 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - J 603 -596 J - D 610 -334 D - H 499 -263 Webs Tens. Comp. H - E 486 -409 E - G 1435 -1905 F - G 79 -348 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): 0.035 J 999 360 VERT(CL): 0.102 J 999 240 HORZ(LL): 0.015 F - - HORZ(TL): 0.043 F - - Creep Factor: 2.0 Max TC CSI: 0.666 Max BC CSI: 0.997 Max Web CSI: 0.462 Weight: 107.1 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss A04 Truss Type SPEC Qty 3 Ply 1 Seal #: 2604 12/17/2021 W4 20'7" SEAT PLATE REQ. 10'9"9'10" 2' 4"3 9"115'8"116'7"10A B C D E F GHIJ 6 12 4X4(A2) 1.5X4 3X4 5X6(R1) H0308 3X4 3X4 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 2400f-2.0E + SP M-31:; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; W4 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 107 0.15 20.58 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 checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1418 /- /- /1142 /500 /326 G 1181 /- /- /840 /415 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.7 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 89 0 B - C 1579 -2195 C - D 1338 -1816 Chords Tens. Comp. D - E 1294 -1729 E - F 94 -218 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - J 1899 -1391 J - I 1171 -691 Chords Tens. Comp. I - H 1171 -691 H - G 1662 -1223 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - J 603 -596 J - D 610 -334 D - H 499 -263 Webs Tens. Comp. H - E 486 -409 E - G 1435 -1905 F - G 79 -348 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): 0.035 J 999 360 VERT(CL): 0.102 J 999 240 HORZ(LL): 0.015 F - - HORZ(TL): 0.043 F - - Creep Factor: 2.0 Max TC CSI: 0.666 Max BC CSI: 0.997 Max Web CSI: 0.462 Weight: 107.1 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss A04 Truss Type SPEC Qty 3 Ply 1 Seal #: 2604 12/17/2021 W4 20'7" SEAT PLATE REQ. 10'9"9'10" 2' 4"3 9"115'8"116'7"10A B C D E F GHIJ 6 12 4X4(A2) 1.5X4 3X4 5X6(R1) H0308 3X4 3X4 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; T2 2x6 SP 2400f-2.0E; Bot chord: 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 11.83 20.58 BC 92 0.15 20.58 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 checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1418 /- /- /1228 /499 /404 F 1181 /- /- /835 /734 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.7 F 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 89 0 B - C 1399 -1912 Chords Tens. Comp. C - D 1191 -1296 D - E 1206 -1073 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - H 1574 -1634 H - G 1573 -1634 Chords Tens. Comp. G - F 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. H - C 267 0 C - G 562 -701 G - D 579 -270 Webs Tens. Comp. G - E 1285 -1443 E - F 1507 -1128 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.034 D 999 360 VERT(CL): 0.078 H 999 240 HORZ(LL): -0.012 C - - HORZ(TL): 0.026 C - - Creep Factor: 2.0 Max TC CSI: 0.721 Max BC CSI: 0.969 Max Web CSI: 0.794 Weight: 118.3 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss A05 Truss Type HIPM Qty 1 Ply 1 Seal #: 2611 12/17/2021 T2 20'7" SEAT PLATE REQ. 11'10"8'9" 2' 4"3 6'3"37'2"2(a) A B C D E FGH 6 12 4X4(A2) 1.5X3 3X4 6X8 5X6 4X8(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 2x6 SP 2400f-2.0E; Bot chord: 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 11.83 20.58 BC 92 0.15 20.58 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 checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1418 /- /- /1228 /499 /404 F 1181 /- /- /835 /734 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.7 F 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 89 0 B - C 1399 -1912 Chords Tens. Comp. C - D 1191 -1296 D - E 1206 -1073 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - H 1574 -1634 H - G 1573 -1634 Chords Tens. Comp. G - F 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. H - C 267 0 C - G 562 -701 G - D 579 -270 Webs Tens. Comp. G - E 1285 -1443 E - F 1507 -1128 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.034 D 999 360 VERT(CL): 0.078 H 999 240 HORZ(LL): -0.012 C - - HORZ(TL): 0.026 C - - Creep Factor: 2.0 Max TC CSI: 0.721 Max BC CSI: 0.969 Max Web CSI: 0.794 Weight: 118.3 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss A05 Truss Type HIPM Qty 1 Ply 1 Seal #: 2611 12/17/2021 T2 20'7" SEAT PLATE REQ. 11'10"8'9" 2' 4"3 6'3"37'2"2(a) A B C D E FGH 6 12 4X4(A2) 1.5X3 3X4 6X8 5X6 4X8(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 2400f-2.0E + SP M-31:; Bot chord: 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 13.83 21.67 BC 88 0.15 21.67 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. Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1477 /- /- /1288 /486 /466 F 1242 /- /- /909 /751 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.7 F 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 89 0 B - C 1230 -1926 Chords Tens. Comp. C - D 1000 -1170 D - E 1015 -935 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - I 1555 -1529 I - H 1553 -1529 Chords Tens. Comp. H - G 1553 -1529 G - F 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. I - C 318 0 C - G 662 -815 D - G 619 -315 Webs Tens. Comp. G - E 1262 -1369 E - F 1495 -1194 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): -0.030 D 999 360 VERT(CL): 0.076 I 999 240 HORZ(LL): -0.014 B - - HORZ(TL): 0.043 B - - Creep Factor: 2.0 Max TC CSI: 0.991 Max BC CSI: 0.970 Max Web CSI: 0.878 Weight: 117.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss A06 Truss Type HIPM Qty 1 Ply 1 Seal #: 3199 12/17/2021 21'8" SEAT PLATE REQ. 13'10"7'10" 2' 4"3 7'3"38'2"2(a) (a) A B C D E FGHI 6 12 3X4(A1) 1.5X3 7X6 3X6 H0710 4X8 4X6(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 2400f-2.0E + SP M-31:; Bot chord: 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 13.83 21.67 BC 88 0.15 21.67 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. Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1477 /- /- /1288 /486 /466 F 1242 /- /- /909 /751 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.7 F 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 89 0 B - C 1230 -1926 Chords Tens. Comp. C - D 1000 -1170 D - E 1015 -935 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - I 1555 -1529 I - H 1553 -1529 Chords Tens. Comp. H - G 1553 -1529 G - F 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. I - C 318 0 C - G 662 -815 D - G 619 -315 Webs Tens. Comp. G - E 1262 -1369 E - F 1495 -1194 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): -0.030 D 999 360 VERT(CL): 0.076 I 999 240 HORZ(LL): -0.014 B - - HORZ(TL): 0.043 B - - Creep Factor: 2.0 Max TC CSI: 0.991 Max BC CSI: 0.970 Max Web CSI: 0.878 Weight: 117.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss A06 Truss Type HIPM Qty 1 Ply 1 Seal #: 3199 12/17/2021 21'8" SEAT PLATE REQ. 13'10"7'10" 2' 4"3 7'3"38'2"2(a) (a) A B C D E FGHI 6 12 3X4(A1) 1.5X3 7X6 3X6 H0710 4X8 4X6(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 2400f-2.0E + SP M-31:; Bot chord: 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 15.83 20.00 BC 92 0.15 21.67 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. Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1477 /- /- /1288 /451 /500 G 1242 /- /- /926 /607 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.7 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 89 0 B - C 1115 -1952 C - D 685 -951 Chords Tens. Comp. D - E 745 -681 E - F 91 -159 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - J 1586 -1457 J - I 1583 -1458 Chords Tens. Comp. I - H 1583 -1458 H - G 235 -242 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. J - C 332 0 C - H 933 -1055 D - H 434 -350 Webs Tens. Comp. H - E 990 -921 E - G 1180 -1148 F - G 103 -352 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): 0.031 J 999 360 VERT(CL): 0.081 J 999 240 HORZ(LL): -0.012 C - - HORZ(TL): 0.041 B - - Creep Factor: 2.0 Max TC CSI: 0.943 Max BC CSI: 0.996 Max Web CSI: 0.728 Weight: 137.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss A07 Truss Type HIPS Qty 1 Ply 1 Seal #: 3204 12/17/2021 21'8" SEAT PLATE REQ. 15'10"4'2"1'8" 2' 4"3 7'5"38'3"39'2"2(a) (a) (a) A B C D E F GHIJ 6 12 4X4(A2) 1.5X3 8X8 H0308 5X6(R) 4X8 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 2400f-2.0E + SP M-31:; Bot chord: 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 15.83 20.00 BC 92 0.15 21.67 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. Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1477 /- /- /1288 /451 /500 G 1242 /- /- /926 /607 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.7 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 89 0 B - C 1115 -1952 C - D 685 -951 Chords Tens. Comp. D - E 745 -681 E - F 91 -159 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - J 1586 -1457 J - I 1583 -1458 Chords Tens. Comp. I - H 1583 -1458 H - G 235 -242 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. J - C 332 0 C - H 933 -1055 D - H 434 -350 Webs Tens. Comp. H - E 990 -921 E - G 1180 -1148 F - G 103 -352 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): 0.031 J 999 360 VERT(CL): 0.081 J 999 240 HORZ(LL): -0.012 C - - HORZ(TL): 0.041 B - - Creep Factor: 2.0 Max TC CSI: 0.943 Max BC CSI: 0.996 Max Web CSI: 0.728 Weight: 137.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss A07 Truss Type HIPS Qty 1 Ply 1 Seal #: 3204 12/17/2021 21'8" SEAT PLATE REQ. 15'10"4'2"1'8" 2' 4"3 7'5"38'3"39'2"2(a) (a) (a) A B C D E F GHIJ 6 12 4X4(A2) 1.5X3 8X8 H0308 5X6(R) 4X8 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; Bot chord: 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) BC 93 0.15 21.67 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. Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1481 /- /- /1274 /450 /553 H 1244 /- /- /948 /510 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.7 H 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 89 0 B - C 1122 -2075 C - D 957 -1611 Chords Tens. Comp. D - E 985 -1525 E - F 546 -622 F - G 471 -570 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - K 1738 -1510 K - J 868 -720 Chords Tens. Comp. J - I 868 -720 I - H 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - K 751 -704 K - E 788 -578 E - I 915 -978 Webs Tens. Comp. F - I 247 -164 I - G 947 -693 G - H 979 -1230 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): 0.037 K 999 360 VERT(CL): 0.103 K 999 240 HORZ(LL): -0.012 C - - HORZ(TL): 0.032 C - - Creep Factor: 2.0 Max TC CSI: 0.795 Max BC CSI: 0.984 Max Web CSI: 0.853 Weight: 138.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss A08 Truss Type SPEC Qty 4 Ply 1 Seal #: 3209 12/17/2021 21'8" SEAT PLATE REQ. 17'11"3'9" 2' 4"3 7'5"39'3"1110'2"10(a) (a) A B C D E F G HIJK 6 12 4X4(A2) 1.5X4 3X6 3X4 3X6 3X4 4X4 4X8 3X4(R) 3X6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 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) BC 93 0.15 21.67 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. Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1481 /- /- /1274 /450 /553 H 1244 /- /- /948 /510 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.7 H 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 89 0 B - C 1122 -2075 C - D 957 -1611 Chords Tens. Comp. D - E 985 -1525 E - F 546 -622 F - G 471 -570 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - K 1738 -1510 K - J 868 -720 Chords Tens. Comp. J - I 868 -720 I - H 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - K 751 -704 K - E 788 -578 E - I 915 -978 Webs Tens. Comp. F - I 247 -164 I - G 947 -693 G - H 979 -1230 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): 0.037 K 999 360 VERT(CL): 0.103 K 999 240 HORZ(LL): -0.012 C - - HORZ(TL): 0.032 C - - Creep Factor: 2.0 Max TC CSI: 0.795 Max BC CSI: 0.984 Max Web CSI: 0.853 Weight: 138.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss A08 Truss Type SPEC Qty 4 Ply 1 Seal #: 3209 12/17/2021 21'8" SEAT PLATE REQ. 17'11"3'9" 2' 4"3 7'5"39'3"1110'2"10(a) (a) A B C D E F G HIJK 6 12 4X4(A2) 1.5X4 3X6 3X4 3X6 3X4 4X4 4X8 3X4(R) 3X6 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP 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 19.67 21.67 BC 91 0.15 21.67 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. Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1481 /- /- /1298 /385 /644 H 1244 /- /- /1059 /628 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.7 H 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 89 0 B - C 878 -2052 C - D 702 -1586 Chords Tens. Comp. D - E 724 -1496 E - F 102 -459 F - G 2 -1 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - K 1710 -1555 K - J 1014 -924 Chords Tens. Comp. J - I 1014 -924 I - H 242 -205 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - K 651 -648 K - E 714 -437 E - I 1035 -1121 Webs Tens. Comp. F - I 984 -659 F - H 1032 -1218 G - H 169 -362 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): 0.037 K 999 360 VERT(CL): 0.108 K 999 240 HORZ(LL): -0.014 H - - HORZ(TL): 0.035 H - - Creep Factor: 2.0 Max TC CSI: 0.730 Max BC CSI: 0.984 Max Web CSI: 0.645 Weight: 144.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss A09 Truss Type HIPM Qty 1 Ply 1 Seal #: 3214 12/17/2021 21'8" SEAT PLATE REQ. 19'8"2' 2' 4"3 10'2"311'1"2(a) (a) (a) (a) A B C D E F G HIJK 6 12 4X4(A2) 1.5X3 3X6 3X4 3X6 3X4 5X8 3X4 2X4 3X6(R) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 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 19.67 21.67 BC 91 0.15 21.67 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. Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1481 /- /- /1298 /385 /644 H 1244 /- /- /1059 /628 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.7 H 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 89 0 B - C 878 -2052 C - D 702 -1586 Chords Tens. Comp. D - E 724 -1496 E - F 102 -459 F - G 2 -1 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - K 1710 -1555 K - J 1014 -924 Chords Tens. Comp. J - I 1014 -924 I - H 242 -205 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - K 651 -648 K - E 714 -437 E - I 1035 -1121 Webs Tens. Comp. F - I 984 -659 F - H 1032 -1218 G - H 169 -362 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): 0.037 K 999 360 VERT(CL): 0.108 K 999 240 HORZ(LL): -0.014 H - - HORZ(TL): 0.035 H - - Creep Factor: 2.0 Max TC CSI: 0.730 Max BC CSI: 0.984 Max Web CSI: 0.645 Weight: 144.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss A09 Truss Type HIPM Qty 1 Ply 1 Seal #: 3214 12/17/2021 21'8" SEAT PLATE REQ. 19'8"2' 2' 4"3 10'2"311'1"2(a) (a) (a) (a) A B C D E F G HIJK 6 12 4X4(A2) 1.5X3 3X6 3X4 3X6 3X4 5X8 3X4 2X4 3X6(R) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; T3 2x4 SP #2; Bot chord: 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 19.00 21.67 BC 91 0.15 21.67 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. Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1481 /- /- /1300 /394 /624 H 1244 /- /- /1039 /645 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.7 H 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 89 0 B - C 933 -2067 C - D 766 -1618 Chords Tens. Comp. D - E 786 -1519 E - F 191 -525 F - G 1 -1 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - K 1727 -1576 K - J 1061 -973 Chords Tens. Comp. J - I 1061 -973 I - H 313 -281 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - K 624 -632 K - E 686 -416 E - I 996 -1080 Webs Tens. Comp. F - I 925 -645 F - H 1044 -1164 G - H 226 -383 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): 0.037 K 999 360 VERT(CL): 0.107 K 999 240 HORZ(LL): -0.014 H - - HORZ(TL): 0.035 H - - Creep Factor: 2.0 Max TC CSI: 0.696 Max BC CSI: 0.970 Max Web CSI: 0.956 Weight: 141.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss A10 Truss Type HIPM Qty 7 Ply 1 Seal #: 3217 12/17/2021 T3 21'8" SEAT PLATE REQ. 19'2'8" 2' 4"3 9'10"310'9"2(a) (a) (a) (a) A B C D E F G HIJK 6 12 4X4(A2) 1.5X3 3X6 3X4 3X6 3X4 5X8 3X4 2X4 3X6(R) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; T3 2x4 SP #2; Bot chord: 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 19.00 21.67 BC 91 0.15 21.67 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. Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1481 /- /- /1300 /394 /624 H 1244 /- /- /1039 /645 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.7 H 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 89 0 B - C 933 -2067 C - D 766 -1618 Chords Tens. Comp. D - E 786 -1519 E - F 191 -525 F - G 1 -1 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - K 1727 -1576 K - J 1061 -973 Chords Tens. Comp. J - I 1061 -973 I - H 313 -281 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - K 624 -632 K - E 686 -416 E - I 996 -1080 Webs Tens. Comp. F - I 925 -645 F - H 1044 -1164 G - H 226 -383 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): 0.037 K 999 360 VERT(CL): 0.107 K 999 240 HORZ(LL): -0.014 H - - HORZ(TL): 0.035 H - - Creep Factor: 2.0 Max TC CSI: 0.696 Max BC CSI: 0.970 Max Web CSI: 0.956 Weight: 141.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss A10 Truss Type HIPM Qty 7 Ply 1 Seal #: 3217 12/17/2021 T3 21'8" SEAT PLATE REQ. 19'2'8" 2' 4"3 9'10"310'9"2(a) (a) (a) (a) A B C D E F G HIJK 6 12 4X4(A2) 1.5X3 3X6 3X4 3X6 3X4 5X8 3X4 2X4 3X6(R) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 :SP 2400f-2.0E + SP M-31:; T3 2x4 SP M-30; Bot chord: 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 21.67 BC 91 0.15 21.67 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. Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1478 /- /- /1300 /420 /562 F 1242 /- /- /983 /689 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.7 F 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 89 0 B - C 973 -1956 Chords Tens. Comp. C - D 431 -823 D - E 1 -1 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - I 1592 -1466 I - H 1589 -1467 Chords Tens. Comp. H - G 1589 -1467 G - F 535 -520 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. I - C 340 0 C - G 1094 -1218 D - G 726 -479 Webs Tens. Comp. D - F 1085 -1116 E - F 395 -446 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): 0.033 I 999 360 VERT(CL): 0.087 I 999 240 HORZ(LL): -0.014 F - - HORZ(TL): 0.043 B - - Creep Factor: 2.0 Max TC CSI: 0.986 Max BC CSI: 0.980 Max Web CSI: 0.675 Weight: 134.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss A11 Truss Type HIPM Qty 1 Ply 1 Seal #: 3226 12/17/2021 T3 21'8" SEAT PLATE REQ. 17'4'8" 2' 4"3 8'10"39'9"2(a) (a) (a) A B C D E FGHI 6 12 4X4(A2) 1.5X3 H0710 4X6 5X6 3X4 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 2400f-2.0E + SP M-31:; T3 2x4 SP M-30; Bot chord: 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 21.67 BC 91 0.15 21.67 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. Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1478 /- /- /1300 /420 /562 F 1242 /- /- /983 /689 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.7 F 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 89 0 B - C 973 -1956 Chords Tens. Comp. C - D 431 -823 D - E 1 -1 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - I 1592 -1466 I - H 1589 -1467 Chords Tens. Comp. H - G 1589 -1467 G - F 535 -520 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. I - C 340 0 C - G 1094 -1218 D - G 726 -479 Webs Tens. Comp. D - F 1085 -1116 E - F 395 -446 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): 0.033 I 999 360 VERT(CL): 0.087 I 999 240 HORZ(LL): -0.014 F - - HORZ(TL): 0.043 B - - Creep Factor: 2.0 Max TC CSI: 0.986 Max BC CSI: 0.980 Max Web CSI: 0.675 Weight: 134.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss A11 Truss Type HIPM Qty 1 Ply 1 Seal #: 3226 12/17/2021 T3 21'8" SEAT PLATE REQ. 17'4'8" 2' 4"3 8'10"39'9"2(a) (a) (a) A B C D E FGHI 6 12 4X4(A2) 1.5X3 H0710 4X6 5X6 3X4 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 2400f-2.0E + SP M-31:; Bot chord: 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 21.67 BC 83 0.15 21.67 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. Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1477 /- /- /1294 /556 /583 F 1242 /- /- /935 /730 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.7 F 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 89 0 B - C 1145 -1949 Chords Tens. Comp. C - D 762 -1034 D - E 1 -1 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - I 1583 -1521 I - H 1581 -1522 Chords Tens. Comp. H - G 1581 -1522 G - F 759 -778 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. I - C 323 0 C - G 914 -1010 D - G 708 -461 Webs Tens. Comp. D - F 1176 -1147 E - F 565 -508 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): -0.033 C 999 360 VERT(CL): 0.080 I 999 240 HORZ(LL): -0.016 F - - HORZ(TL): 0.041 B - - Creep Factor: 2.0 Max TC CSI: 0.941 Max BC CSI: 0.982 Max Web CSI: 0.577 Weight: 123.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss A12 Truss Type HIPM Qty 1 Ply 1 Seal #: 3229 12/17/2021 21'8" SEAT PLATE REQ. 15'6'8" 2' 4"3 7'10"38'9"2(a) (a) A B C D E FGHI 6 12 4X4(A2) 1.5X3 8X8 4X6 5X6 3X4 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 2400f-2.0E + SP M-31:; Bot chord: 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 21.67 BC 83 0.15 21.67 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. Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1477 /- /- /1294 /556 /583 F 1242 /- /- /935 /730 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.7 F 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 89 0 B - C 1145 -1949 Chords Tens. Comp. C - D 762 -1034 D - E 1 -1 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - I 1583 -1521 I - H 1581 -1522 Chords Tens. Comp. H - G 1581 -1522 G - F 759 -778 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. I - C 323 0 C - G 914 -1010 D - G 708 -461 Webs Tens. Comp. D - F 1176 -1147 E - F 565 -508 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): -0.033 C 999 360 VERT(CL): 0.080 I 999 240 HORZ(LL): -0.016 F - - HORZ(TL): 0.041 B - - Creep Factor: 2.0 Max TC CSI: 0.941 Max BC CSI: 0.982 Max Web CSI: 0.577 Weight: 123.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss A12 Truss Type HIPM Qty 1 Ply 1 Seal #: 3229 12/17/2021 21'8" SEAT PLATE REQ. 15'6'8" 2' 4"3 7'10"38'9"2(a) (a) A B C D E FGHI 6 12 4X4(A2) 1.5X3 8X8 4X6 5X6 3X4 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 M-30; T3 2x6 SP 2400f-2.0E; Bot chord: 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 13.00 21.60 BC 84 0.15 21.60 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 checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1477 /- /- /1280 /578 /512 K 1241 /- /- /890 /762 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.7 K Brg Width = 7.2 Min Req = 1.5 Bearings B & K are a rigid surface. Bearings B & K require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 89 0 B - C 1352 -1980 C - D 1087 -1259 Chords Tens. Comp. D - E 1111 -1226 E - F 1096 -1016 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - J 1617 -1617 J - I 1615 -1617 Chords Tens. Comp. I - H 1615 -1617 H - G 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. J - C 296 0 C - H 657 -786 E - H 554 -274 Webs Tens. Comp. H - F 1277 -1377 F - G 1524 -1190 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.034 C 999 360 VERT(CL): 0.081 J 999 240 HORZ(LL): -0.014 C - - HORZ(TL): 0.034 B - - Creep Factor: 2.0 Max TC CSI: 0.939 Max BC CSI: 0.965 Max Web CSI: 0.945 Weight: 125.3 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss A13 Truss Type HIPM Qty 1 Ply 1 Seal #: 3234 12/17/2021 T3 21'7"4 SEAT PLATE REQ.SEAT PLATE REQ. 13'8'7"4 2' 4"3 6'10"37'9"2(a) A B C D E F GHIJK 6 12 4X4(A2) 1.5X3 3X4 3X6 4X6 6X6 4X8 4X8(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; T3 2x6 SP 2400f-2.0E; Bot chord: 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 13.00 21.60 BC 84 0.15 21.60 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 checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1477 /- /- /1280 /578 /512 K 1241 /- /- /890 /762 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.7 K Brg Width = 7.2 Min Req = 1.5 Bearings B & K are a rigid surface. Bearings B & K require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 89 0 B - C 1352 -1980 C - D 1087 -1259 Chords Tens. Comp. D - E 1111 -1226 E - F 1096 -1016 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - J 1617 -1617 J - I 1615 -1617 Chords Tens. Comp. I - H 1615 -1617 H - G 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. J - C 296 0 C - H 657 -786 E - H 554 -274 Webs Tens. Comp. H - F 1277 -1377 F - G 1524 -1190 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.034 C 999 360 VERT(CL): 0.081 J 999 240 HORZ(LL): -0.014 C - - HORZ(TL): 0.034 B - - Creep Factor: 2.0 Max TC CSI: 0.939 Max BC CSI: 0.965 Max Web CSI: 0.945 Weight: 125.3 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss A13 Truss Type HIPM Qty 1 Ply 1 Seal #: 3234 12/17/2021 T3 21'7"4 SEAT PLATE REQ.SEAT PLATE REQ. 13'8'7"4 2' 4"3 6'10"37'9"2(a) A B C D E F GHIJK 6 12 4X4(A2) 1.5X3 3X4 3X6 4X6 6X6 4X8 4X8(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 2400f-2.0E + SP M-31:; T2 2x4 SP M-30; Bot chord: 2x4 SP M-30; B2 2x4 SP 2400f-2.0E + SP M-31; Webs: 2x4 SP #3; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 11.00 21.60 BC 85 0.15 21.60 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1477 /- /- /1262 /599 /442 J 1241 /- /- /853 /792 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.7 J Brg Width = 7.2 Min Req = 1.5 Bearings B & J are a rigid surface. Bearings B & J require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 89 0 B - C 1649 -1953 C - D 1544 -1497 Chords Tens. Comp. D - E 1202 -948 E - F 1202 -948 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - I 1602 -1818 I - H 1231 -1432 Chords Tens. Comp. H - G 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - I 636 -641 D - I 662 -447 D - H 333 -488 Webs Tens. Comp. H - F 1373 -1741 E - H 1069 -693 F - G 1609 -1204 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): -0.038 C 999 360 VERT(CL): 0.076 C 999 240 HORZ(LL): -0.014 H - - HORZ(TL): 0.037 B - - Creep Factor: 2.0 Max TC CSI: 0.780 Max BC CSI: 0.962 Max Web CSI: 0.924 Weight: 127.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss A14 Truss Type HIPM Qty 1 Ply 1 Seal #: 2550 12/17/2021 T2 B2 21'7"4 SEAT PLATE REQ.SEAT PLATE REQ. 11'10'7"4 2' 4"3 5'10"36'9"2(a) A B C D E F GHI J 6 12 4X4(A2) 1.5X4 5X6 5X8 2X4 4X8 4X6(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 2400f-2.0E + SP M-31:; T2 2x4 SP M-30; Bot chord: 2x4 SP M-30; B2 2x4 SP 2400f-2.0E + SP M-31; Webs: 2x4 SP #3; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 11.00 21.60 BC 85 0.15 21.60 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1477 /- /- /1262 /599 /442 J 1241 /- /- /853 /792 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.7 J Brg Width = 7.2 Min Req = 1.5 Bearings B & J are a rigid surface. Bearings B & J require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 89 0 B - C 1649 -1953 C - D 1544 -1497 Chords Tens. Comp. D - E 1202 -948 E - F 1202 -948 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - I 1602 -1818 I - H 1231 -1432 Chords Tens. Comp. H - G 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - I 636 -641 D - I 662 -447 D - H 333 -488 Webs Tens. Comp. H - F 1373 -1741 E - H 1069 -693 F - G 1609 -1204 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): -0.038 C 999 360 VERT(CL): 0.076 C 999 240 HORZ(LL): -0.014 H - - HORZ(TL): 0.037 B - - Creep Factor: 2.0 Max TC CSI: 0.780 Max BC CSI: 0.962 Max Web CSI: 0.924 Weight: 127.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss A14 Truss Type HIPM Qty 1 Ply 1 Seal #: 2550 12/17/2021 T2 B2 21'7"4 SEAT PLATE REQ.SEAT PLATE REQ. 11'10'7"4 2' 4"3 5'10"36'9"2(a) A B C D E F GHI J 6 12 4X4(A2) 1.5X4 5X6 5X8 2X4 4X8 4X6(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 2400f-2.0E + SP M-31:; 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 9.00 15.94 BC 84 0.15 15.94 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1150 /- /- /1016 /459 /371 H 907 /- /- /634 /568 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 H Brg Width = 7.3 Min Req = 1.5 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 89 0 B - C 1250 -1369 Chords Tens. Comp. C - D 1134 -996 D - E 1164 -846 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - G 1110 -1458 Chords Tens. Comp. G - F 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - G 377 -493 D - G 636 -272 Webs Tens. Comp. G - E 1018 -1401 E - F 1355 -872 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): -0.023 D 999 360 VERT(CL): 0.050 C 999 240 HORZ(LL): -0.008 C - - HORZ(TL): 0.020 B - - Creep Factor: 2.0 Max TC CSI: 0.782 Max BC CSI: 0.980 Max Web CSI: 0.702 Weight: 84.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss A15 Truss Type HIPM Qty 1 Ply 1 Seal #: 3240 12/17/2021 15'11"4 SEAT PLATE REQ.SEAT PLATE REQ. 9'6'11"4 2' 4"3 4'10"35'9"2(a) A B C D E FGH 6 12 3X4(A1) 1.5X3 H0510 3X10 3X6(R) 3X6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 :SP 2400f-2.0E + SP M-31:; 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 9.00 15.94 BC 84 0.15 15.94 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1150 /- /- /1016 /459 /371 H 907 /- /- /634 /568 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 H Brg Width = 7.3 Min Req = 1.5 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 89 0 B - C 1250 -1369 Chords Tens. Comp. C - D 1134 -996 D - E 1164 -846 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - G 1110 -1458 Chords Tens. Comp. G - F 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - G 377 -493 D - G 636 -272 Webs Tens. Comp. G - E 1018 -1401 E - F 1355 -872 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): -0.023 D 999 360 VERT(CL): 0.050 C 999 240 HORZ(LL): -0.008 C - - HORZ(TL): 0.020 B - - Creep Factor: 2.0 Max TC CSI: 0.782 Max BC CSI: 0.980 Max Web CSI: 0.702 Weight: 84.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss A15 Truss Type HIPM Qty 1 Ply 1 Seal #: 3240 12/17/2021 15'11"4 SEAT PLATE REQ.SEAT PLATE REQ. 9'6'11"4 2' 4"3 4'10"35'9"2(a) A B C D E FGH 6 12 3X4(A1) 1.5X3 H0510 3X10 3X6(R) 3X6 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 :SP 2400f-2.0E + SP M-31:; 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) BC 71 0.15 15.79 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1142 /- /- /940 /790 /268 D 915 /- /- /665 /618 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 7.3 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 89 0 B - C 1041 -1306 Chords Tens. Comp. C - D 1053 -1301 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - E 1027 -721 Chords Tens. Comp. E - D 1027 -721 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - E 349 -11 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.031 D 999 360 VERT(CL): 0.054 B 999 240 HORZ(LL): 0.018 D - - HORZ(TL): 0.034 B - - Creep Factor: 2.0 Max TC CSI: 0.915 Max BC CSI: 0.989 Max Web CSI: 0.124 Weight: 58.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss A16 Truss Type SPEC Qty 3 Ply 1 Seal #: 3243 12/17/2021 T2 15'11"4 SEAT PLATE REQ.SEAT PLATE REQ. 8'7'11"4 2' 4"3 4"94'4"35'3"2A B C D E 6 12 3X4(A1) H0510 1.5X3 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 2400f-2.0E + SP M-31:; 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) BC 71 0.15 15.79 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1142 /- /- /940 /790 /268 D 915 /- /- /665 /618 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 7.3 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 89 0 B - C 1041 -1306 Chords Tens. Comp. C - D 1053 -1301 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - E 1027 -721 Chords Tens. Comp. E - D 1027 -721 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - E 349 -11 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.031 D 999 360 VERT(CL): 0.054 B 999 240 HORZ(LL): 0.018 D - - HORZ(TL): 0.034 B - - Creep Factor: 2.0 Max TC CSI: 0.915 Max BC CSI: 0.989 Max Web CSI: 0.124 Weight: 58.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss A16 Truss Type SPEC Qty 3 Ply 1 Seal #: 3243 12/17/2021 T2 15'11"4 SEAT PLATE REQ.SEAT PLATE REQ. 8'7'11"4 2' 4"3 4"94'4"35'3"2A B C D E 6 12 3X4(A1) H0510 1.5X3 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 M-30; Bot chord: 2x6 SP 2400f-2.0E; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 103 plf at -2.00 to 103 plf at 7.00 TC: From 51 plf at 7.00 to 51 plf at 9.00 TC: From 103 plf at 9.00 to 103 plf at 15.94 BC: From 14 plf at 0.00 to 14 plf at 7.03 BC: From 7 plf at 7.03 to 7 plf at 8.97 BC: From 14 plf at 8.97 to 14 plf at 15.94 TC: 164 lb Conc. Load at 7.00, 9.00 BC: 674 lb Conc. Load at 7.03, 8.97 Purlins 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 9.00 BC 78 0.15 15.79 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1918 /- /- /- /1576 /- E 1697 /- /- /- /1398 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.6 E Brg Width = 7.3 Min Req = 1.5 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 89 -72 B - C 2601 -3029 Chords Tens. Comp. C - D 2246 -2609 D - E 2599 -3027 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - G 2576 -2218 G - F 2609 -2246 Chords Tens. Comp. F - E 2577 -2218 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - G 851 -665 Webs Tens. Comp. F - D 843 -658 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.084 F 999 360 VERT(CL): 0.112 F 999 240 HORZ(LL): -0.023 E - - HORZ(TL): 0.029 E - - Creep Factor: 2.0 Max TC CSI: 0.692 Max BC CSI: 0.998 Max Web CSI: 0.324 Weight: 75.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss A17 Truss Type HIPS Qty 1 Ply 1 Seal #: 2537 12/17/2021 15'11"4 SEAT PLATE REQ.SEAT PLATE REQ. 7'2'6'11"4 2' 4"3 4"93'10"34'9"2A B C D E FG 6 12 4X6(A1) 5X6 3X6 3X6 5X6 3X6(A1) 164# 7'0"6 674# 1'11"4 674# 164# 6'11"10 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x6 SP 2400f-2.0E; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 103 plf at -2.00 to 103 plf at 7.00 TC: From 51 plf at 7.00 to 51 plf at 9.00 TC: From 103 plf at 9.00 to 103 plf at 15.94 BC: From 14 plf at 0.00 to 14 plf at 7.03 BC: From 7 plf at 7.03 to 7 plf at 8.97 BC: From 14 plf at 8.97 to 14 plf at 15.94 TC: 164 lb Conc. Load at 7.00, 9.00 BC: 674 lb Conc. Load at 7.03, 8.97 Purlins 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 9.00 BC 78 0.15 15.79 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1918 /- /- /- /1576 /- E 1697 /- /- /- /1398 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.6 E Brg Width = 7.3 Min Req = 1.5 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 89 -72 B - C 2601 -3029 Chords Tens. Comp. C - D 2246 -2609 D - E 2599 -3027 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - G 2576 -2218 G - F 2609 -2246 Chords Tens. Comp. F - E 2577 -2218 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - G 851 -665 Webs Tens. Comp. F - D 843 -658 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.084 F 999 360 VERT(CL): 0.112 F 999 240 HORZ(LL): -0.023 E - - HORZ(TL): 0.029 E - - Creep Factor: 2.0 Max TC CSI: 0.692 Max BC CSI: 0.998 Max Web CSI: 0.324 Weight: 75.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss A17 Truss Type HIPS Qty 1 Ply 1 Seal #: 2537 12/17/2021 15'11"4 SEAT PLATE REQ.SEAT PLATE REQ. 7'2'6'11"4 2' 4"3 4"93'10"34'9"2A B C D E FG 6 12 4X6(A1) 5X6 3X6 3X6 5X6 3X6(A1) 164# 7'0"6 674# 1'11"4 674# 164# 6'11"10 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #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 114 0.15 9.67 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 816 /- /- /980 /464 /395 G 650 /- /- /646 /317 /- Wind reactions based on MWFRS B Brg Width = 12.0 Min Req = 1.5 G Brg Width = 8.0 Min Req = 1.5 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 89 0 B - C 584 -725 Chords Tens. Comp. C - D 166 -177 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 593 -799 Chords Tens. Comp. F - E 585 -789 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. F - C 463 -565 C - E 1039 -771 Webs Tens. Comp. D - E 230 -370 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): 0.010 F 999 360 VERT(CL): 0.030 B 999 240 HORZ(LL): 0.005 B - - HORZ(TL): 0.019 B - - Creep Factor: 2.0 Max TC CSI: 0.951 Max BC CSI: 0.707 Max Web CSI: 0.314 Weight: 51.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss B01 Truss Type MONO Qty 3 Ply 1 Seal #: 2553 12/17/2021 9'8" SEAT PLATE REQ.SEAT PLATE REQ. 2' 4"3 5'2"36'1"2A B C D EF G 6 12 2X4(A1) 1.5X4 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) BC 114 0.15 9.67 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 816 /- /- /980 /464 /395 G 650 /- /- /646 /317 /- Wind reactions based on MWFRS B Brg Width = 12.0 Min Req = 1.5 G Brg Width = 8.0 Min Req = 1.5 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 89 0 B - C 584 -725 Chords Tens. Comp. C - D 166 -177 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 593 -799 Chords Tens. Comp. F - E 585 -789 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. F - C 463 -565 C - E 1039 -771 Webs Tens. Comp. D - E 230 -370 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): 0.010 F 999 360 VERT(CL): 0.030 B 999 240 HORZ(LL): 0.005 B - - HORZ(TL): 0.019 B - - Creep Factor: 2.0 Max TC CSI: 0.951 Max BC CSI: 0.707 Max Web CSI: 0.314 Weight: 51.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss B01 Truss Type MONO Qty 3 Ply 1 Seal #: 2553 12/17/2021 9'8" SEAT PLATE REQ.SEAT PLATE REQ. 2' 4"3 5'2"36'1"2A B C D EF G 6 12 2X4(A1) 1.5X4 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 M-30; Bot chord: 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) BC 112 0.15 13.67 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1020 /- /- /1259 /584 /461 G 808 /- /- /951 /476 /- Wind reactions based on MWFRS B Brg Width = 12.0 Min Req = 1.5 G Brg Width = 8.0 Min Req = 1.5 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 89 0 B - C 1184 -1314 Chords Tens. Comp. C - D 209 -302 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 1127 -1431 Chords Tens. Comp. F - E 1117 -1416 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. F - C 672 -870 C - E 1594 -1257 Webs Tens. Comp. D - E 391 -468 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): 0.027 F 999 360 VERT(CL): 0.040 F 999 240 HORZ(LL): 0.009 E - - HORZ(TL): 0.020 B - - Creep Factor: 2.0 Max TC CSI: 0.770 Max BC CSI: 0.995 Max Web CSI: 0.474 Weight: 71.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss B02 Truss Type MONO Qty 4 Ply 1 Seal #: 3249 12/17/2021 13'8" SEAT PLATE REQ.SEAT PLATE REQ. 13'8" 2' 4"3 7'2"38'1"2(a) A B C D EFG 6 12 2X4(A1) 2X4 7X6 1.5X4 4X6(R) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP 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) BC 112 0.15 13.67 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1020 /- /- /1259 /584 /461 G 808 /- /- /951 /476 /- Wind reactions based on MWFRS B Brg Width = 12.0 Min Req = 1.5 G Brg Width = 8.0 Min Req = 1.5 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 89 0 B - C 1184 -1314 Chords Tens. Comp. C - D 209 -302 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 1127 -1431 Chords Tens. Comp. F - E 1117 -1416 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. F - C 672 -870 C - E 1594 -1257 Webs Tens. Comp. D - E 391 -468 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): 0.027 F 999 360 VERT(CL): 0.040 F 999 240 HORZ(LL): 0.009 E - - HORZ(TL): 0.020 B - - Creep Factor: 2.0 Max TC CSI: 0.770 Max BC CSI: 0.995 Max Web CSI: 0.474 Weight: 71.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss B02 Truss Type MONO Qty 4 Ply 1 Seal #: 3249 12/17/2021 13'8" SEAT PLATE REQ.SEAT PLATE REQ. 13'8" 2' 4"3 7'2"38'1"2(a) A B C D EFG 6 12 2X4(A1) 2X4 7X6 1.5X4 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; Bot chord: 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) BC 112 0.15 13.67 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1020 /- /- /1257 /585 /518 G 808 /- /- /904 /456 /- Wind reactions based on MWFRS B Brg Width = 12.0 Min Req = 1.5 G Brg Width = 8.0 Min Req = 1.5 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 89 0 B - C 1197 -1308 Chords Tens. Comp. C - D 118 -268 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 1120 -1422 Chords Tens. Comp. F - E 1110 -1408 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. F - C 673 -871 C - E 1576 -1242 Webs Tens. Comp. D - E 339 -296 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): 0.027 F 999 360 VERT(CL): 0.040 F 999 240 HORZ(LL): 0.009 E - - HORZ(TL): 0.021 B - - Creep Factor: 2.0 Max TC CSI: 0.742 Max BC CSI: 0.994 Max Web CSI: 0.469 Weight: 71.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss B03 Truss Type COMN Qty 1 Ply 1 Seal #: 3252 12/17/2021 13'8" SEAT PLATE REQ.SEAT PLATE REQ. 13'1"8 6"8 2' 4"3 7'2"36'10"157'9"14(a) A B C D EFG 6 12 2X4(A1) 2X4 7X6 3X3 4X6(R) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP 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) BC 112 0.15 13.67 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1020 /- /- /1257 /585 /518 G 808 /- /- /904 /456 /- Wind reactions based on MWFRS B Brg Width = 12.0 Min Req = 1.5 G Brg Width = 8.0 Min Req = 1.5 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 89 0 B - C 1197 -1308 Chords Tens. Comp. C - D 118 -268 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 1120 -1422 Chords Tens. Comp. F - E 1110 -1408 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. F - C 673 -871 C - E 1576 -1242 Webs Tens. Comp. D - E 339 -296 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): 0.027 F 999 360 VERT(CL): 0.040 F 999 240 HORZ(LL): 0.009 E - - HORZ(TL): 0.021 B - - Creep Factor: 2.0 Max TC CSI: 0.742 Max BC CSI: 0.994 Max Web CSI: 0.469 Weight: 71.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss B03 Truss Type COMN Qty 1 Ply 1 Seal #: 3252 12/17/2021 13'8" SEAT PLATE REQ.SEAT PLATE REQ. 13'1"8 6"8 2' 4"3 7'2"36'10"157'9"14(a) A B C D EFG 6 12 2X4(A1) 2X4 7X6 3X3 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 2400f-2.0E + SP M-31:; 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) TC 24 11.26 13.67 BC 120 0.15 13.67 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1020 /- /- /1249 /603 /451 I 808 /- /- /878 /579 /- Wind reactions based on MWFRS B Brg Width = 12.0 Min Req = 1.5 I Brg Width = 8.0 Min Req = 1.5 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 89 0 B - C 987 -1027 Chords Tens. Comp. C - D 564 -462 D - E 425 -288 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - H 848 -1134 H - G 839 -1120 Chords Tens. Comp. G - F 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. H - C 778 -1010 C - G 1546 -1232 D - G 323 -208 Webs Tens. Comp. G - E 779 -1149 E - F 1324 -812 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): 0.032 B 999 360 VERT(CL): 0.065 B 999 240 HORZ(LL): 0.018 B - - HORZ(TL): 0.042 B - - Creep Factor: 2.0 Max TC CSI: 0.846 Max BC CSI: 0.970 Max Web CSI: 0.791 Weight: 85.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss B04 Truss Type COMN Qty 1 Ply 1 Seal #: 2564 12/17/2021 13'8" SEAT PLATE REQ.SEAT PLATE REQ. 11'3"2 2'4"14 2' 4"3 5'11"126'10"11A B C D E FGH I 6 12 2X4(A1) 3X4 4X4 5X6 4X8 3X4(R) 3X6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 :SP 2400f-2.0E + SP M-31:; 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) TC 24 11.26 13.67 BC 120 0.15 13.67 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1020 /- /- /1249 /603 /451 I 808 /- /- /878 /579 /- Wind reactions based on MWFRS B Brg Width = 12.0 Min Req = 1.5 I Brg Width = 8.0 Min Req = 1.5 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 89 0 B - C 987 -1027 Chords Tens. Comp. C - D 564 -462 D - E 425 -288 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - H 848 -1134 H - G 839 -1120 Chords Tens. Comp. G - F 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. H - C 778 -1010 C - G 1546 -1232 D - G 323 -208 Webs Tens. Comp. G - E 779 -1149 E - F 1324 -812 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): 0.032 B 999 360 VERT(CL): 0.065 B 999 240 HORZ(LL): 0.018 B - - HORZ(TL): 0.042 B - - Creep Factor: 2.0 Max TC CSI: 0.846 Max BC CSI: 0.970 Max Web CSI: 0.791 Weight: 85.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss B04 Truss Type COMN Qty 1 Ply 1 Seal #: 2564 12/17/2021 13'8" SEAT PLATE REQ.SEAT PLATE REQ. 11'3"2 2'4"14 2' 4"3 5'11"126'10"11A B C D E FGH I 6 12 2X4(A1) 3X4 4X4 5X6 4X8 3X4(R) 3X6 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; 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) TC 24 9.26 13.67 BC 118 0.15 13.67 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1020 /- /- /1232 /637 /380 H 808 /- /- /828 /650 /- Wind reactions based on MWFRS B Brg Width = 12.0 Min Req = 1.5 H Brg Width = 8.0 Min Req = 1.5 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 89 0 B - C 1286 -1103 Chords Tens. Comp. C - D 1132 -805 D - E 1 -1 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - G 997 -1437 Chords Tens. Comp. G - F 651 -1032 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - G 678 -592 D - G 920 -1177 Webs Tens. Comp. D - F 1505 -949 E - F 453 -438 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): 0.031 B 999 360 VERT(CL): 0.034 B 999 240 HORZ(LL): 0.016 B - - HORZ(TL): 0.019 B - - Creep Factor: 2.0 Max TC CSI: 0.552 Max BC CSI: 0.991 Max Web CSI: 0.682 Weight: 75.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss B05 Truss Type COMN Qty 1 Ply 1 Seal #: 3260 12/17/2021 13'8" SEAT PLATE REQ.SEAT PLATE REQ. 9'3"2 4'4"14 2' 4"3 4'11"125'10"11A B C D E FG H 6 12 2X4(A1) 1.5X3 5X6 3X4 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 M-30; 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) TC 24 9.26 13.67 BC 118 0.15 13.67 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1020 /- /- /1232 /637 /380 H 808 /- /- /828 /650 /- Wind reactions based on MWFRS B Brg Width = 12.0 Min Req = 1.5 H Brg Width = 8.0 Min Req = 1.5 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 89 0 B - C 1286 -1103 Chords Tens. Comp. C - D 1132 -805 D - E 1 -1 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - G 997 -1437 Chords Tens. Comp. G - F 651 -1032 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - G 678 -592 D - G 920 -1177 Webs Tens. Comp. D - F 1505 -949 E - F 453 -438 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): 0.031 B 999 360 VERT(CL): 0.034 B 999 240 HORZ(LL): 0.016 B - - HORZ(TL): 0.019 B - - Creep Factor: 2.0 Max TC CSI: 0.552 Max BC CSI: 0.991 Max Web CSI: 0.682 Weight: 75.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss B05 Truss Type COMN Qty 1 Ply 1 Seal #: 3260 12/17/2021 13'8" SEAT PLATE REQ.SEAT PLATE REQ. 9'3"2 4'4"14 2' 4"3 4'11"125'10"11A B C D E FG H 6 12 2X4(A1) 1.5X3 5X6 3X4 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 2400f-2.0E + SP M-31:; 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 7.26 13.67 BC 76 0.15 13.67 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1020 /- /- /1208 /687 /310 G 808 /- /- /788 /706 /- Wind reactions based on MWFRS B Brg Width = 12.0 Min Req = 1.5 G Brg Width = 8.0 Min Req = 1.5 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 89 0 B - C 1592 -1072 Chords Tens. Comp. C - D 51 -28 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 854 -1505 Chords Tens. Comp. F - E 881 -1539 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - F 675 -864 C - E 1719 -997 Webs Tens. Comp. D - E 680 -507 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): -0.027 F 999 360 VERT(CL): 0.061 B 999 240 HORZ(LL): -0.013 B - - HORZ(TL): 0.039 B - - Creep Factor: 2.0 Max TC CSI: 0.871 Max BC CSI: 0.988 Max Web CSI: 0.946 Weight: 67.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss B06 Truss Type COMN Qty 1 Ply 1 Seal #: 3263 12/17/2021 13'8" SEAT PLATE REQ.SEAT PLATE REQ. 7'3"2 6'4"14 2' 4"3 3'11"124'10"11A B C D EFG 6 12 2X4(A1) 5X8 2X4 4X6 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 2400f-2.0E + SP M-31:; 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 7.26 13.67 BC 76 0.15 13.67 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1020 /- /- /1208 /687 /310 G 808 /- /- /788 /706 /- Wind reactions based on MWFRS B Brg Width = 12.0 Min Req = 1.5 G Brg Width = 8.0 Min Req = 1.5 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 89 0 B - C 1592 -1072 Chords Tens. Comp. C - D 51 -28 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 854 -1505 Chords Tens. Comp. F - E 881 -1539 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - F 675 -864 C - E 1719 -997 Webs Tens. Comp. D - E 680 -507 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): -0.027 F 999 360 VERT(CL): 0.061 B 999 240 HORZ(LL): -0.013 B - - HORZ(TL): 0.039 B - - Creep Factor: 2.0 Max TC CSI: 0.871 Max BC CSI: 0.988 Max Web CSI: 0.946 Weight: 67.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss B06 Truss Type COMN Qty 1 Ply 1 Seal #: 3263 12/17/2021 13'8" SEAT PLATE REQ.SEAT PLATE REQ. 7'3"2 6'4"14 2' 4"3 3'11"124'10"11A B C D EFG 6 12 2X4(A1) 5X8 2X4 4X6 4X6(R) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:; Webs: 2x4 SP #3; W3 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) TC 24 5.26 13.67 BC 93 0.15 13.67 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1020 /- /- /1176 /753 /239 H 808 /- /- /758 /749 /- Wind reactions based on MWFRS B Brg Width = 12.0 Min Req = 1.5 H Brg Width = 8.0 Min Req = 1.5 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 89 0 B - C 2287 -1301 Chords Tens. Comp. C - D 2159 -1123 D - E 55 -35 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - G 1079 -2091 Chords Tens. Comp. G - F 877 -1882 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - G 398 -622 G - D 519 -442 Webs Tens. Comp. D - F 2178 -1028 E - F 356 -409 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): -0.037 G 999 360 VERT(CL): 0.042 C 999 240 HORZ(LL): -0.012 F - - HORZ(TL): 0.014 F - - Creep Factor: 2.0 Max TC CSI: 0.774 Max BC CSI: 0.993 Max Web CSI: 0.648 Weight: 70.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss B07 Truss Type COMN Qty 1 Ply 1 Seal #: 3266 12/17/2021 W3 13'8" SEAT PLATE REQ.SEAT PLATE REQ. 5'3"2 8'4"14 2' 4"3 2'11"123'10"11A B C D E FGH 6 12 2X4(A1) 5X6 3X4 4X6 1.5X4 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 #2; Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:; Webs: 2x4 SP #3; W3 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) TC 24 5.26 13.67 BC 93 0.15 13.67 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1020 /- /- /1176 /753 /239 H 808 /- /- /758 /749 /- Wind reactions based on MWFRS B Brg Width = 12.0 Min Req = 1.5 H Brg Width = 8.0 Min Req = 1.5 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 89 0 B - C 2287 -1301 Chords Tens. Comp. C - D 2159 -1123 D - E 55 -35 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - G 1079 -2091 Chords Tens. Comp. G - F 877 -1882 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - G 398 -622 G - D 519 -442 Webs Tens. Comp. D - F 2178 -1028 E - F 356 -409 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): -0.037 G 999 360 VERT(CL): 0.042 C 999 240 HORZ(LL): -0.012 F - - HORZ(TL): 0.014 F - - Creep Factor: 2.0 Max TC CSI: 0.774 Max BC CSI: 0.993 Max Web CSI: 0.648 Weight: 70.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss B07 Truss Type COMN Qty 1 Ply 1 Seal #: 3266 12/17/2021 W3 13'8" SEAT PLATE REQ.SEAT PLATE REQ. 5'3"2 8'4"14 2' 4"3 2'11"123'10"11A B C D E FGH 6 12 2X4(A1) 5X6 3X4 4X6 1.5X4 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; 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 3.26 13.67 BC 66 0.15 13.67 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1020 /- /- /1137 /836 /168 I 808 /- /- /743 /782 /- Wind reactions based on MWFRS B Brg Width = 12.0 Min Req = 1.5 I Brg Width = 6.5 Min Req = 1.5 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 89 0 B - C 2747 -1315 Chords Tens. Comp. C - D 3896 -1614 D - E 3895 -1613 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - H 1128 -2485 H - G 1130 -2506 Chords Tens. Comp. G - F 36 -64 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - H 313 -371 C - G 715 -1459 D - G 1230 -664 Webs Tens. Comp. G - E 1675 -4028 E - F 1687 -774 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): -0.092 D 999 360 VERT(CL): 0.102 D 999 240 HORZ(LL): -0.020 C - - HORZ(TL): 0.022 C - - Creep Factor: 2.0 Max TC CSI: 0.572 Max BC CSI: 0.990 Max Web CSI: 0.918 Weight: 67.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss B08 Truss Type HIPM Qty 1 Ply 1 Seal #: 3272 12/17/2021 13'8" SEAT PLATE REQ.SEAT PLATE REQ. 3'3"2 10'4"14 2' 4"3 1'11"122'10"11(a) A B C D E FGH I 6 12 3X4(A1) 5X6 1.5X3 1.5X4 4X12 5X6 3X6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; 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 3.26 13.67 BC 66 0.15 13.67 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1020 /- /- /1137 /836 /168 I 808 /- /- /743 /782 /- Wind reactions based on MWFRS B Brg Width = 12.0 Min Req = 1.5 I Brg Width = 6.5 Min Req = 1.5 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 89 0 B - C 2747 -1315 Chords Tens. Comp. C - D 3896 -1614 D - E 3895 -1613 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - H 1128 -2485 H - G 1130 -2506 Chords Tens. Comp. G - F 36 -64 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - H 313 -371 C - G 715 -1459 D - G 1230 -664 Webs Tens. Comp. G - E 1675 -4028 E - F 1687 -774 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): -0.092 D 999 360 VERT(CL): 0.102 D 999 240 HORZ(LL): -0.020 C - - HORZ(TL): 0.022 C - - Creep Factor: 2.0 Max TC CSI: 0.572 Max BC CSI: 0.990 Max Web CSI: 0.918 Weight: 67.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss B08 Truss Type HIPM Qty 1 Ply 1 Seal #: 3272 12/17/2021 13'8" SEAT PLATE REQ.SEAT PLATE REQ. 3'3"2 10'4"14 2' 4"3 1'11"122'10"11(a) A B C D E FGH I 6 12 3X4(A1) 5X6 1.5X3 1.5X4 4X12 5X6 3X6 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 :SP 2400f-2.0E + SP M-31:; Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:; Webs: 2x4 SP #3; Plating Notes (**) 2 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) TC 24 1.26 4.92 BC 76 0.15 8.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 A 632 /- /- /542 /466 /98 H 610 /- /- /479 /507 /- Wind reactions based on MWFRS A Brg Width = 12.0 Min Req = 1.5 H Brg Width = 8.1 Min Req = 1.5 Bearings A & H are a rigid surface. Bearings A & H require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 3251 -1534 B - C 2897 -1333 Chords Tens. Comp. C - D 62 -82 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - G 1409 -3150 G - F 1333 -3012 Chords Tens. Comp. F - E 1366 -3028 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. G - B 480 -671 F - C 341 -160 Webs Tens. Comp. C - E 3014 -1360 D - E 396 -420 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): -0.147 F 711 360 VERT(CL): 0.194 F 539 240 HORZ(LL): 0.032 D - - HORZ(TL): 0.045 D - - Creep Factor: 2.0 Max TC CSI: 0.378 Max BC CSI: 0.975 Max Web CSI: 0.897 Weight: 40.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss B09 Truss Type COMN Qty 1 Ply 1 Seal #: 3277 12/17/2021 8'10"9 SEAT PLATE REQ.SEAT PLATE REQ. 1'3"2 3'7"14 3'11"9 4"3 1'8"1211"12 A B C D EFGH 6 12 2.27 12 3X4(A1) 1.5X4(**) 5X6 1.5X3 7X6(**) 1.5X4 7X6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 :SP 2400f-2.0E + SP M-31:; Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:; Webs: 2x4 SP #3; Plating Notes (**) 2 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) TC 24 1.26 4.92 BC 76 0.15 8.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 A 632 /- /- /542 /466 /98 H 610 /- /- /479 /507 /- Wind reactions based on MWFRS A Brg Width = 12.0 Min Req = 1.5 H Brg Width = 8.1 Min Req = 1.5 Bearings A & H are a rigid surface. Bearings A & H require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 3251 -1534 B - C 2897 -1333 Chords Tens. Comp. C - D 62 -82 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - G 1409 -3150 G - F 1333 -3012 Chords Tens. Comp. F - E 1366 -3028 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. G - B 480 -671 F - C 341 -160 Webs Tens. Comp. C - E 3014 -1360 D - E 396 -420 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): -0.147 F 711 360 VERT(CL): 0.194 F 539 240 HORZ(LL): 0.032 D - - HORZ(TL): 0.045 D - - Creep Factor: 2.0 Max TC CSI: 0.378 Max BC CSI: 0.975 Max Web CSI: 0.897 Weight: 40.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss B09 Truss Type COMN Qty 1 Ply 1 Seal #: 3277 12/17/2021 8'10"9 SEAT PLATE REQ.SEAT PLATE REQ. 1'3"2 3'7"14 3'11"9 4"3 1'8"1211"12 A B C D EFGH 6 12 2.27 12 3X4(A1) 1.5X4(**) 5X6 1.5X3 7X6(**) 1.5X4 7X6 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 55 0.00 4.56 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 462 /- /- /249 /237 /83 D* 262 /- /- /116 /134 /- Wind reactions based on MWFRS F Brg Width = 8.6 Min Req = 1.5 D Brg Width = 21.1 Min Req = - Bearings F & E are a rigid surface. Bearings F & E require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 221 -189 Chords Tens. Comp. B - C 65 -36 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. F - E 145 -328 Chords Tens. Comp. E - D 158 -341 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - F 389 -414 E - B 194 -142 Webs Tens. Comp. B - D 447 -204 C - D 153 -356 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): 0.030 E 999 360 VERT(CL): 0.062 E 877 240 HORZ(LL): -0.029 C - - HORZ(TL): 0.059 C - - Creep Factor: 2.0 Max TC CSI: 0.521 Max BC CSI: 0.343 Max Web CSI: 0.291 Weight: 23.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss B10 Truss Type MONO Qty 1 Ply 1 Seal #: 2545 12/17/2021 4'6"11 SEAT PLATE REQ. SEAT PLATE REQ.1'0"31'10"8A B C DEF 2.27 12 2X4 3X6 3X4 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; 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 55 0.00 4.56 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 462 /- /- /249 /237 /83 D* 262 /- /- /116 /134 /- Wind reactions based on MWFRS F Brg Width = 8.6 Min Req = 1.5 D Brg Width = 21.1 Min Req = - Bearings F & E are a rigid surface. Bearings F & E require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 221 -189 Chords Tens. Comp. B - C 65 -36 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. F - E 145 -328 Chords Tens. Comp. E - D 158 -341 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - F 389 -414 E - B 194 -142 Webs Tens. Comp. B - D 447 -204 C - D 153 -356 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): 0.030 E 999 360 VERT(CL): 0.062 E 877 240 HORZ(LL): -0.029 C - - HORZ(TL): 0.059 C - - Creep Factor: 2.0 Max TC CSI: 0.521 Max BC CSI: 0.343 Max Web CSI: 0.291 Weight: 23.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss B10 Truss Type MONO Qty 1 Ply 1 Seal #: 2545 12/17/2021 4'6"11 SEAT PLATE REQ. SEAT PLATE REQ.1'0"31'10"8A B C DEF 2.27 12 2X4 3X6 3X4 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: 2x6 SP 2400f-2.0E; T1 2x4 SP M-30; Bot chord: 2x6 SP 2400f-2.0E; B1 2x4 SP 2400f-2.0E + SP M-31; Webs: 2x4 SP #2; W1,W8 2x8 SP 2400f-1.8E; W2 2x4 SP 2400f-2.0E + SP M-31; W4,W5, W7 2x4 SP #3; Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" 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 103 plf at -2.67 to 103 plf at 6.33 TC: From 51 plf at 6.33 to 51 plf at 15.11 TC: From 103 plf at 15.11 to 103 plf at 34.00 BC: From 14 plf at -0.67 to 14 plf at 6.36 BC: From 7 plf at 6.36 to 7 plf at 14.67 BC: From 14 plf at 14.67 to 14 plf at 34.00 TC: 109 lb Conc. Load at 6.33 BC: 625 lb Conc. Load at 6.36 BC: 367 lb Conc. Load at 8.40,10.40,12.40,14.40 BC: 1552 lb Conc. Load at 15.11 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) TC 24 7.00 34.67 BC 18 0.00 1.47 BC 107 1.52 34.67 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 T 4399 /- /- /- /3393 /- U 3088 /- /- /- /2206 /- Wind reactions based on MWFRS T Brg Width = 8.0 Min Req = 1.8 U Brg Width = 8.0 Min Req = 1.5 Bearings T & U are a rigid surface. Bearings T & U require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 45 -34 B - C 981 -1246 C - D 1226 -1562 D - E 1012 -1286 E - F 2632 -3421 Chords Tens. Comp. F - G 2263 -3047 G - H 2263 -3047 H - I 2263 -3047 I - J 1302 -1798 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - T 1220 -959 T - R 794 -630 S - Q 23 -16 Q - P 2054 -1622 P - O 3416 -2625 Chords Tens. Comp. O - N 3416 -2625 N - M 1872 -1358 M - L 1872 -1358 L - K 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - T 807 -1037 D - R 616 -482 R - S 58 -5 R - Q 2166 -1716 R - E 862 -1085 Q - E 205 -334 E - P 1774 -1311 Webs Tens. Comp. P - F 90 -336 F - N 464 -473 H - N 253 -347 N - I 1510 -1161 I - L 1040 -1360 L - J 2251 -1630 J - K 1100 -1512 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.40 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.146 P 999 360 VERT(CL): 0.211 F 999 240 HORZ(LL): -0.036 E - - HORZ(TL): 0.052 E - - Creep Factor: 2.0 Max TC CSI: 0.461 Max BC CSI: 0.988 Max Web CSI: 0.905 Weight: 546.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss C01 Truss Type HIPM Qty 1 Ply 2 Seal #: 2474 12/17/2021 T1 B1 W1 W2 W4 W5 W7 W7 W7 W8 8"34' SEAT PLATE REQ.SEAT PLATE REQ. 7'27'8" 1'4"8 33'3"8 2' 34'8"2'4"3 5'10"3A B C D E F G H I J KLMNOPQ R S T U 6 12 3X4(A1) 3X43X4(**) 2X4 5X8 1.5X4 4X6 5X10 5X6 3X4 H0510 4X6 1.5X4 4X10 4X6 4X4 4X6 5X6 3X10 109# 7'0"6 625# 2'0"6 367# 2' 367# 2' 367# 2' 367# 8"9 1552# 18'10"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: 2x6 SP 2400f-2.0E; T1 2x4 SP M-30; Bot chord: 2x6 SP 2400f-2.0E; B1 2x4 SP 2400f-2.0E + SP M-31; Webs: 2x4 SP #2; W1,W8 2x8 SP 2400f-1.8E; W2 2x4 SP 2400f-2.0E + SP M-31; W4,W5, W7 2x4 SP #3; Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" 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 103 plf at -2.67 to 103 plf at 6.33 TC: From 51 plf at 6.33 to 51 plf at 15.11 TC: From 103 plf at 15.11 to 103 plf at 34.00 BC: From 14 plf at -0.67 to 14 plf at 6.36 BC: From 7 plf at 6.36 to 7 plf at 14.67 BC: From 14 plf at 14.67 to 14 plf at 34.00 TC: 109 lb Conc. Load at 6.33 BC: 625 lb Conc. Load at 6.36 BC: 367 lb Conc. Load at 8.40,10.40,12.40,14.40 BC: 1552 lb Conc. Load at 15.11 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) TC 24 7.00 34.67 BC 18 0.00 1.47 BC 107 1.52 34.67 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 T 4399 /- /- /- /3393 /- U 3088 /- /- /- /2206 /- Wind reactions based on MWFRS T Brg Width = 8.0 Min Req = 1.8 U Brg Width = 8.0 Min Req = 1.5 Bearings T & U are a rigid surface. Bearings T & U require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 45 -34 B - C 981 -1246 C - D 1226 -1562 D - E 1012 -1286 E - F 2632 -3421 Chords Tens. Comp. F - G 2263 -3047 G - H 2263 -3047 H - I 2263 -3047 I - J 1302 -1798 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - T 1220 -959 T - R 794 -630 S - Q 23 -16 Q - P 2054 -1622 P - O 3416 -2625 Chords Tens. Comp. O - N 3416 -2625 N - M 1872 -1358 M - L 1872 -1358 L - K 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - T 807 -1037 D - R 616 -482 R - S 58 -5 R - Q 2166 -1716 R - E 862 -1085 Q - E 205 -334 E - P 1774 -1311 Webs Tens. Comp. P - F 90 -336 F - N 464 -473 H - N 253 -347 N - I 1510 -1161 I - L 1040 -1360 L - J 2251 -1630 J - K 1100 -1512 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.40 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.146 P 999 360 VERT(CL): 0.211 F 999 240 HORZ(LL): -0.036 E - - HORZ(TL): 0.052 E - - Creep Factor: 2.0 Max TC CSI: 0.461 Max BC CSI: 0.988 Max Web CSI: 0.905 Weight: 546.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss C01 Truss Type HIPM Qty 1 Ply 2 Seal #: 2474 12/17/2021 T1 B1 W1 W2 W4 W5 W7 W7 W7 W8 8"34' SEAT PLATE REQ.SEAT PLATE REQ. 7'27'8" 1'4"8 33'3"8 2' 34'8"2'4"3 5'10"3A B C D E F G H I J KLMNOPQ R S T U 6 12 3X4(A1) 3X43X4(**) 2X4 5X8 1.5X4 4X6 5X10 5X6 3X4 H0510 4X6 1.5X4 4X10 4X6 4X4 4X6 5X6 3X10 109# 7'0"6 625# 2'0"6 367# 2' 367# 2' 367# 2' 367# 8"9 1552# 18'10"11 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 :SP 2400f-2.0E + SP M-31:; T2 2x6 SP #2; T3 2x6 SP 2400f-2.0E; Bot chord: 2x4 SP M-30; Webs: 2x4 SP M-30; W3,W4,W6 2x4 SP #3; W7 2x4 SP #2; Lt Bearing Leg: 2x4 SP 2400f-1.8E; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 7.62 33.29 BC 73 0.00 33.29 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 checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 WARNING! Reaction exceeds allowable Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL O 1995 /- /- /1439 /914 /299 P 1955 /- /- /1242 /1184 /- Wind reactions based on MWFRS O Brg Width = 8.0 Min Req = 2.4 P Brg Width = 8.0 Min Req = 2.3 Bearings O & P are a rigid surface. Bearings O & P require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 1932 -2231 B - C 2737 -2594 C - D 2209 -2073 Chords Tens. Comp. D - E 2208 -2073 E - F 2209 -2073 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. M - L 243 -297 L - K 1877 -1966 K - J 1877 -1966 Chords Tens. Comp. J - I 2613 -2765 I - H 2613 -2765 H - G 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - N 240 0 A - L 1746 -1748 N - A 2029 -2355 N - M 240 0 L - B 690 -489 B - J 913 -1048 Webs Tens. Comp. J - C 718 -446 C - H 725 -710 E - H 1299 -989 H - F 2583 -2752 F - G 2112 -1900 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.40 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.093 C 999 360 VERT(CL): 0.199 C 999 240 HORZ(LL): -0.057 H - - HORZ(TL): 0.092 B - - Creep Factor: 2.0 Max TC CSI: 0.851 Max BC CSI: 0.976 Max Web CSI: 0.998 Weight: 224.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss C02 Truss Type COMN Qty 1 Ply 1 Seal #: 2635 12/17/2021 T2 T3 W3 W4 W6 W6 W7 34' SEAT PLATE REQ.SEAT PLATE REQ. 1"4 8'2"12 25'8"2'8"3 6'10"3(a) (a)(a)(a) (a) A B C D E F GHIJKLM NO P 6 12 4X10 3X6 3X6 4X6(R) H0710 3X6 3X4 3X4 H0308 4X6 3X6 5X10 7X6 3X6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 :SP 2400f-2.0E + SP M-31:; T2 2x6 SP #2; T3 2x6 SP 2400f-2.0E; Bot chord: 2x4 SP M-30; Webs: 2x4 SP M-30; W3,W4,W6 2x4 SP #3; W7 2x4 SP #2; Lt Bearing Leg: 2x4 SP 2400f-1.8E; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 7.62 33.29 BC 73 0.00 33.29 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 checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 WARNING! Reaction exceeds allowable Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL O 1995 /- /- /1439 /914 /299 P 1955 /- /- /1242 /1184 /- Wind reactions based on MWFRS O Brg Width = 8.0 Min Req = 2.4 P Brg Width = 8.0 Min Req = 2.3 Bearings O & P are a rigid surface. Bearings O & P require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 1932 -2231 B - C 2737 -2594 C - D 2209 -2073 Chords Tens. Comp. D - E 2208 -2073 E - F 2209 -2073 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. M - L 243 -297 L - K 1877 -1966 K - J 1877 -1966 Chords Tens. Comp. J - I 2613 -2765 I - H 2613 -2765 H - G 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - N 240 0 A - L 1746 -1748 N - A 2029 -2355 N - M 240 0 L - B 690 -489 B - J 913 -1048 Webs Tens. Comp. J - C 718 -446 C - H 725 -710 E - H 1299 -989 H - F 2583 -2752 F - G 2112 -1900 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.40 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.093 C 999 360 VERT(CL): 0.199 C 999 240 HORZ(LL): -0.057 H - - HORZ(TL): 0.092 B - - Creep Factor: 2.0 Max TC CSI: 0.851 Max BC CSI: 0.976 Max Web CSI: 0.998 Weight: 224.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss C02 Truss Type COMN Qty 1 Ply 1 Seal #: 2635 12/17/2021 T2 T3 W3 W4 W6 W6 W7 34' SEAT PLATE REQ.SEAT PLATE REQ. 1"4 8'2"12 25'8"2'8"3 6'10"3(a) (a)(a)(a) (a) A B C D E F GHIJKLM NO P 6 12 4X10 3X6 3X6 4X6(R) H0710 3X6 3X4 3X4 H0308 4X6 3X6 5X10 7X6 3X6 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 :SP 2400f-2.0E + SP M-31:; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; W2 2x4 SP #2; Lt Bearing Leg: 2x4 SP 2400f-1.8E; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 -0.60 0.96 TC 24 9.62 31.29 BC 87 0.00 33.29 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 checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 WARNING! Reaction exceeds allowable Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL Q 1995 /- /- /1428 /916 /247 R 1998 /- /- /1231 /1069 /- Wind reactions based on MWFRS Q Brg Width = 8.0 Min Req = 2.4 R Brg Width = 8.0 Min Req = 2.4 Bearings Q & R are a rigid surface. Bearings Q & R require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 70 -179 B - C 1952 -2289 C - D 2373 -2210 D - E 2372 -2210 Chords Tens. Comp. E - F 2372 -2210 F - G 1906 -1789 G - H 96 -163 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. O - N 785 -829 N - M 1874 -1880 M - L 1874 -1880 Chords Tens. Comp. L - K 1833 -1884 K - J 1833 -1884 J - I 476 -500 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - P 2378 -2249 P - A 1459 -1972 P - O 2378 -2249 O - B 2379 -2419 B - N 1183 -1121 C - N 476 -266 C - L 514 -660 Webs Tens. Comp. D - L 944 -719 L - F 594 -596 F - J 1526 -1261 J - G 1942 -1959 G - I 1951 -1859 H - I 125 -362 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.40 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.088 D 999 360 VERT(CL): 0.189 D 999 240 HORZ(LL): -0.048 I - - HORZ(TL): 0.068 I - - Creep Factor: 2.0 Max TC CSI: 0.967 Max BC CSI: 0.990 Max Web CSI: 0.939 Weight: 232.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss C03 Truss Type COMN Qty 1 Ply 1 Seal #: 2638 12/17/2021 W2 34' SEAT PLATE REQ.SEAT PLATE REQ. 1"41'6"12 8'8"21'8"2'2'1'6"3 6'10"37'10"3(a) (a)(a) (a) (a) (a) (a) A B C D E F G H IJKLMNO PQ R 6 12 4X6(R) 3X6 5X6 H0710 H0710 3X4 H0308 1.5X4 3X8 3X6 3X6 4X4 4X6 5X8 1.5X3 5X6(R) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 :SP 2400f-2.0E + SP M-31:; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; W2 2x4 SP #2; Lt Bearing Leg: 2x4 SP 2400f-1.8E; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 -0.60 0.96 TC 24 9.62 31.29 BC 87 0.00 33.29 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 checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 WARNING! Reaction exceeds allowable Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL Q 1995 /- /- /1428 /916 /247 R 1998 /- /- /1231 /1069 /- Wind reactions based on MWFRS Q Brg Width = 8.0 Min Req = 2.4 R Brg Width = 8.0 Min Req = 2.4 Bearings Q & R are a rigid surface. Bearings Q & R require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 70 -179 B - C 1952 -2289 C - D 2373 -2210 D - E 2372 -2210 Chords Tens. Comp. E - F 2372 -2210 F - G 1906 -1789 G - H 96 -163 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. O - N 785 -829 N - M 1874 -1880 M - L 1874 -1880 Chords Tens. Comp. L - K 1833 -1884 K - J 1833 -1884 J - I 476 -500 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - P 2378 -2249 P - A 1459 -1972 P - O 2378 -2249 O - B 2379 -2419 B - N 1183 -1121 C - N 476 -266 C - L 514 -660 Webs Tens. Comp. D - L 944 -719 L - F 594 -596 F - J 1526 -1261 J - G 1942 -1959 G - I 1951 -1859 H - I 125 -362 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.40 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.088 D 999 360 VERT(CL): 0.189 D 999 240 HORZ(LL): -0.048 I - - HORZ(TL): 0.068 I - - Creep Factor: 2.0 Max TC CSI: 0.967 Max BC CSI: 0.990 Max Web CSI: 0.939 Weight: 232.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss C03 Truss Type COMN Qty 1 Ply 1 Seal #: 2638 12/17/2021 W2 34' SEAT PLATE REQ.SEAT PLATE REQ. 1"41'6"12 8'8"21'8"2'2'1'6"3 6'10"37'10"3(a) (a)(a) (a) (a) (a) (a) A B C D E F G H IJKLMNO PQ R 6 12 4X6(R) 3X6 5X6 H0710 H0710 3X4 H0308 1.5X4 3X8 3X6 3X6 4X4 4X6 5X8 1.5X3 5X6(R) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; T2 2x6 SP 2400f-2.0E; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; W2 2x6 SP #2; Lt Bearing Leg: 2x8 SP 2400f-1.8E; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 -0.60 2.96 TC 24 11.62 29.29 BC 94 0.00 33.29 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 checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. Wind Wind loads based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL Q 1995 /- /- /1400 /920 /241 R 2010 /- /- /1248 /958 /- Wind reactions based on MWFRS Q Brg Width = 8.0 Min Req = 1.5 R Brg Width = 8.0 Min Req = 2.4 Bearings Q & R are a rigid surface. Bearings Q & R require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 975 -1272 B - C 1894 -2211 C - D 2091 -1941 Chords Tens. Comp. D - E 2087 -1938 E - F 1762 -1652 F - G 126 -191 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. O - N 104 -159 N - M 1394 -1320 M - L 1805 -1744 L - K 1805 -1744 Chords Tens. Comp. K - J 1685 -1630 J - I 1685 -1630 I - H 800 -777 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - P 195 -80 A - N 2270 -1947 P - A 1540 -1881 P - O 195 -80 N - B 1735 -1823 B - M 500 -470 C - M 270 -78 Webs Tens. Comp. C - K 305 -387 D - K 741 -626 K - E 526 -527 E - I 1317 -1098 I - F 1555 -1475 F - H 1833 -1887 G - H 238 -425 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.40 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.070 D 999 360 VERT(CL): 0.154 D 999 240 HORZ(LL): -0.068 H - - HORZ(TL): 0.077 H - - Creep Factor: 2.0 Max TC CSI: 0.699 Max BC CSI: 0.988 Max Web CSI: 0.999 Weight: 258.3 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss C04 Truss Type COMN Qty 1 Ply 1 Seal #: 2686 12/17/2021 T2 W2 34' SEAT PLATE REQ.SEAT PLATE REQ. 1"4 3'6"12 8'8"17'8"4'2'2'6"36'10"38'10"3(a)(a) (a) (a) (a)(a)A B C D E F G HIJKLMNO P Q R 6 12 6X8 3X6 3X6 5X6 4X8(SRS)(R) 7X8 3X4 4X6 1.5X4 3X8 3X6 5X6 4X4(R) 6X6 1.5X4 3X6(R) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; T2 2x6 SP 2400f-2.0E; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; W2 2x6 SP #2; Lt Bearing Leg: 2x8 SP 2400f-1.8E; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 -0.60 2.96 TC 24 11.62 29.29 BC 94 0.00 33.29 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 checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. Wind Wind loads based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL Q 1995 /- /- /1400 /920 /241 R 2010 /- /- /1248 /958 /- Wind reactions based on MWFRS Q Brg Width = 8.0 Min Req = 1.5 R Brg Width = 8.0 Min Req = 2.4 Bearings Q & R are a rigid surface. Bearings Q & R require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 975 -1272 B - C 1894 -2211 C - D 2091 -1941 Chords Tens. Comp. D - E 2087 -1938 E - F 1762 -1652 F - G 126 -191 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. O - N 104 -159 N - M 1394 -1320 M - L 1805 -1744 L - K 1805 -1744 Chords Tens. Comp. K - J 1685 -1630 J - I 1685 -1630 I - H 800 -777 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - P 195 -80 A - N 2270 -1947 P - A 1540 -1881 P - O 195 -80 N - B 1735 -1823 B - M 500 -470 C - M 270 -78 Webs Tens. Comp. C - K 305 -387 D - K 741 -626 K - E 526 -527 E - I 1317 -1098 I - F 1555 -1475 F - H 1833 -1887 G - H 238 -425 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.40 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.070 D 999 360 VERT(CL): 0.154 D 999 240 HORZ(LL): -0.068 H - - HORZ(TL): 0.077 H - - Creep Factor: 2.0 Max TC CSI: 0.699 Max BC CSI: 0.988 Max Web CSI: 0.999 Weight: 258.3 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss C04 Truss Type COMN Qty 1 Ply 1 Seal #: 2686 12/17/2021 T2 W2 34' SEAT PLATE REQ.SEAT PLATE REQ. 1"4 3'6"12 8'8"17'8"4'2'2'6"36'10"38'10"3(a)(a) (a) (a) (a)(a)A B C D E F G HIJKLMNO P Q R 6 12 6X8 3X6 3X6 5X6 4X8(SRS)(R) 7X8 3X4 4X6 1.5X4 3X8 3X6 5X6 4X4(R) 6X6 1.5X4 3X6(R) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 :SP 2400f-2.0E + SP M-31:; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1,W2 2x4 SP #2; Lt Bearing Leg: 2x8 SP 2400f-1.8E; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 -0.60 3.79 TC 24 12.46 26.13 BC 82 0.00 32.12 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 checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 O 1927 /- /- /1329 /882 /234 P 1936 /- /- /1235 /873 /- Wind reactions based on MWFRS O Brg Width = 8.0 Min Req = 1.5 P Brg Width = 8.0 Min Req = 2.3 Bearings O & P are a rigid surface. Bearings O & P require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 82 -121 B - C 1688 -1959 C - D 1758 -1587 Chords Tens. Comp. D - E 1758 -1587 E - F 1159 -1252 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. M - L 1348 -1244 L - K 1344 -1247 K - J 1593 -1474 Chords Tens. Comp. J - I 1031 -917 I - H 1031 -917 H - G 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - N 1804 -1535 N - A 1624 -1825 N - M 1804 -1535 M - B 1884 -2217 L - B 303 0 B - K 302 -265 C - K 201 -39 Webs Tens. Comp. C - J 179 -186 D - J 947 -706 J - E 954 -1026 E - H 1058 -996 H - F 1524 -1356 F - G 1691 -1861 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.28 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.060 D 999 360 VERT(CL): 0.138 D 999 240 HORZ(LL): -0.077 H - - HORZ(TL): 0.098 H - - Creep Factor: 2.0 Max TC CSI: 0.964 Max BC CSI: 0.987 Max Web CSI: 0.969 Weight: 245.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss C05 Truss Type COMN Qty 1 Ply 1 Seal #: 2646 12/17/2021 W1 W2 W1 32'10" SEAT PLATE REQ.SEAT PLATE REQ. 1"4 4'4"12 8'8"13'8"6'2'3'6"36'10"39'10"3(a) (a)(a) (a) (a) (a) (a) (a) A B C D E F GHIJKLM N O P 6 12 3X6(R) 3X6 4X6(R)1.5X3 8X10(SRS) H0710 5X6 2X4 4X8 3X6 7X8 4X4 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 2400f-2.0E + SP M-31:; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1,W2 2x4 SP #2; Lt Bearing Leg: 2x8 SP 2400f-1.8E; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 -0.60 3.79 TC 24 12.46 26.13 BC 82 0.00 32.12 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 checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 O 1927 /- /- /1329 /882 /234 P 1936 /- /- /1235 /873 /- Wind reactions based on MWFRS O Brg Width = 8.0 Min Req = 1.5 P Brg Width = 8.0 Min Req = 2.3 Bearings O & P are a rigid surface. Bearings O & P require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 82 -121 B - C 1688 -1959 C - D 1758 -1587 Chords Tens. Comp. D - E 1758 -1587 E - F 1159 -1252 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. M - L 1348 -1244 L - K 1344 -1247 K - J 1593 -1474 Chords Tens. Comp. J - I 1031 -917 I - H 1031 -917 H - G 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - N 1804 -1535 N - A 1624 -1825 N - M 1804 -1535 M - B 1884 -2217 L - B 303 0 B - K 302 -265 C - K 201 -39 Webs Tens. Comp. C - J 179 -186 D - J 947 -706 J - E 954 -1026 E - H 1058 -996 H - F 1524 -1356 F - G 1691 -1861 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.28 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.060 D 999 360 VERT(CL): 0.138 D 999 240 HORZ(LL): -0.077 H - - HORZ(TL): 0.098 H - - Creep Factor: 2.0 Max TC CSI: 0.964 Max BC CSI: 0.987 Max Web CSI: 0.969 Weight: 245.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss C05 Truss Type COMN Qty 1 Ply 1 Seal #: 2646 12/17/2021 W1 W2 W1 32'10" SEAT PLATE REQ.SEAT PLATE REQ. 1"4 4'4"12 8'8"13'8"6'2'3'6"36'10"39'10"3(a) (a)(a) (a) (a) (a) (a) (a) A B C D E F GHIJKLM N O P 6 12 3X6(R) 3X6 4X6(R)1.5X3 8X10(SRS) H0710 5X6 2X4 4X8 3X6 7X8 4X4 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 2400f-2.0E + SP M-31:; T4 2x6 SP #2; Bot chord: 2x4 SP #2; B1 2x4 SP M-30; Webs: 2x4 SP #3; W1 2x4 SP #2; Lt Bearing Leg: 2x8 SP 2400f-1.8E; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 -0.60 5.79 TC 24 14.46 24.13 BC 82 0.00 32.12 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 checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 O 1903 /- /- /1279 /873 /228 P 1934 /- /- /1257 /859 /- Wind reactions based on MWFRS O Brg Width = 8.0 Min Req = 1.5 P Brg Width = 8.0 Min Req = 2.3 Bearings O & P are a rigid surface. Bearings O & P require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 1243 -1498 B - C 1562 -1863 C - D 1599 -1506 Chords Tens. Comp. D - E 1316 -1164 E - F 1231 -1451 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. M - L 171 -145 L - K 1565 -1371 K - J 1565 -1371 Chords Tens. Comp. J - I 1399 -1218 I - H 1399 -1218 H - G 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - N 229 -5 A - L 2167 -1778 N - A 2058 -2074 N - M 229 -5 L - B 1413 -1503 B - J 167 -232 Webs Tens. Comp. C - J 202 -174 J - D 356 -216 D - H 703 -606 H - E 277 -314 H - F 1483 -1192 F - G 1546 -1837 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.28 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.048 C 999 360 VERT(CL): 0.123 J 999 240 HORZ(LL): -0.109 H - - HORZ(TL): 0.140 H - - Creep Factor: 2.0 Max TC CSI: 0.970 Max BC CSI: 0.997 Max Web CSI: 0.981 Weight: 256.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss C06 Truss Type COMN Qty 1 Ply 1 Seal #: 2651 12/17/2021 T4 B1 W1 W1 32'10" SEAT PLATE REQ.SEAT PLATE REQ. 4"6'2"8'8"9'8"8'2'4'6"36'10"310'10"3(a)(a)(a) (a)(a) (a) (a) (a) A B C D E F GHIJKLM N O P 6 12 6X8 3X6 3X6 4X6(R) 7X6 3X6 H0710 3X8 3X4 H0308 4X8 5X8(R) 4X6(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 2400f-2.0E + SP M-31:; T4 2x6 SP #2; Bot chord: 2x4 SP #2; B1 2x4 SP M-30; Webs: 2x4 SP #3; W1 2x4 SP #2; Lt Bearing Leg: 2x8 SP 2400f-1.8E; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 -0.60 5.79 TC 24 14.46 24.13 BC 82 0.00 32.12 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 checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 O 1903 /- /- /1279 /873 /228 P 1934 /- /- /1257 /859 /- Wind reactions based on MWFRS O Brg Width = 8.0 Min Req = 1.5 P Brg Width = 8.0 Min Req = 2.3 Bearings O & P are a rigid surface. Bearings O & P require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 1243 -1498 B - C 1562 -1863 C - D 1599 -1506 Chords Tens. Comp. D - E 1316 -1164 E - F 1231 -1451 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. M - L 171 -145 L - K 1565 -1371 K - J 1565 -1371 Chords Tens. Comp. J - I 1399 -1218 I - H 1399 -1218 H - G 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - N 229 -5 A - L 2167 -1778 N - A 2058 -2074 N - M 229 -5 L - B 1413 -1503 B - J 167 -232 Webs Tens. Comp. C - J 202 -174 J - D 356 -216 D - H 703 -606 H - E 277 -314 H - F 1483 -1192 F - G 1546 -1837 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.28 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.048 C 999 360 VERT(CL): 0.123 J 999 240 HORZ(LL): -0.109 H - - HORZ(TL): 0.140 H - - Creep Factor: 2.0 Max TC CSI: 0.970 Max BC CSI: 0.997 Max Web CSI: 0.981 Weight: 256.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss C06 Truss Type COMN Qty 1 Ply 1 Seal #: 2651 12/17/2021 T4 B1 W1 W1 32'10" SEAT PLATE REQ.SEAT PLATE REQ. 4"6'2"8'8"9'8"8'2'4'6"36'10"310'10"3(a)(a)(a) (a)(a) (a) (a) (a) A B C D E F GHIJKLM N O P 6 12 6X8 3X6 3X6 4X6(R) 7X6 3X6 H0710 3X8 3X4 H0308 4X8 5X8(R) 4X6(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: 2x6 SP 2400f-2.0E; Bot chord: 2x8 SP 2400f-1.8E; Webs: 2x4 SP #3; W1,W3 2x4 SP M-30; W2, W18 2x4 SP 2400f-2.0E + SP M-31; W14 2x4 SP #2; M1,M2 2x8 SP 2400f-1.8E; Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @ 8.00" o.c. Bot Chord: 2 Rows @ 5.00" 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 Either The Top or Bottom Chords. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 103 plf at 0.00 to 103 plf at 32.17 BC: From 14 plf at 0.00 to 14 plf at 32.17 BC: 1242 lb Conc. Load at 1.23, 3.23,28.10,30.10 BC: 1244 lb Conc. Load at 5.23, 7.23, 9.23,11.23 13.23,15.23,17.23,19.23,20.10,22.10,24.10,26.10 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) TC 24 1.24 7.41 TC 24 15.17 23.50 BC 120 0.00 32.17 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss designed to support 2-0-0 top chord outlookers and cladding load not to exceed 8.00 PSF one face and 24.0" span opposite face. Top chord must not be cut or notched, unless specified otherwise. Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. Wind Wind loads and reactions based on MWFRS. End verticals 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) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL AK 14778 /- /- /- /6140 /281 R 14539 /- /- /- /6323 /- Wind reactions based on MWFRS AK Brg Width = - Min Req = - R Brg Width = 8.0 Min Req = 4.0 Bearing S is a rigid surface. Bearing S requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 529 -1157 B - C 1769 -4264 C - D 1769 -4263 D - E 1769 -4265 E - F 1927 -4591 F - G 1913 -4547 G - H 1892 -4488 H - I 1818 -4309 Chords Tens. Comp. I - J 1417 -3290 J - K 1416 -3287 K - L 1416 -3287 L - M 1417 -3290 M - N 1508 -3522 N - O 1561 -3645 O - P 1592 -3714 P - Q 1644 -3825 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. AK-AJ 71 -76 AJ-AI 883 -410 AI-AH 883 -410 AH-AG 883 -410 AG-AF 4359 -1809 AF-AE 4359 -1809 AE-AD 4359 -1809 AD-AC 4359 -1808 AC-AB 4359 -1808 AB-AA 4000 -1689 Chords Tens. Comp. AA- Z 4000 -1689 Z - Y 4000 -1689 Y - X 4000 -1689 X - W 4000 -1689 W - V 90 -42 V - U 90 -42 U - T 90 -42 T - S 90 -42 S - R 91 -42 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A -AJ 4094 -1703 B -AJ 1313 -3314 B -AL 5161 -2079 AL- C 23 -116 AI-AM 24 -103 AM-AN 5152 -2074 AN- D 27 -83 AH-AO 39 -66 AO-AG 5138 -2069 AG- E 917 -2211 E -AP 155 -465 F -AP 39 -71 Webs Tens. Comp. AV- J 262 -125 AA-AW 259 -124 AW-AX 442 -1157 AX- K 103 -58 Y -AY 141 -77 AY-AZ 459 -1193 AZ- L 125 -63 X -BA 97 -49 BA- W 446 -1167 W - M 635 -292 W -BB 3917 -1684 BB- V 102 -50 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.22 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.126 AE 999 360 VERT(CL): 0.330 AE 999 240 HORZ(LL): 0.033 O - - HORZ(TL): 0.075 O - - Creep Factor: 2.0 Max TC CSI: 0.290 Max BC CSI: 0.476 Max Web CSI: 0.793 Weight: 1451.1 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss C07 Truss Type GABL Qty 1 Ply 3 Seal #: 2529 12/17/2021 W1 W2 W3 W2 W14 W18 M1 M2 32'2" SEAT PLATE REQ. 1'2"14 6'2"7'9"2 8'4"8'8"6'8"36'10"37'3"1011'2"3A B C D E F G H I J K L M N O P Q RSTUVWXYZAAABACADAEAFAGAHAIAJAK AL AM AN AO AP AQ AR AS AT AU AV AW AX AY AZ BA BB BC BD BE BF BG BH 6 12 5X8(R) 8X14 8X12 6X6(R)7X8(R) 4X8(SRS)(R) 6X6 7X8 6X8 1.5X4 7X6 7X10 7X6(R) 1.5X3(**)7X8 5X14 1'2"12 1242# 2' 1242# 2' 1244# 2' 1244# 2' 1244# 2' 1244# 2' 1244# 2' 1244# 2' 1244# 2' 1244# 10"8 1244# 2' 1244# 2' 1244# 2' 1244# 2' 1242# 2' 1242# 2'0"12 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x6 SP 2400f-2.0E; Bot chord: 2x8 SP 2400f-1.8E; Webs: 2x4 SP #3; W1,W3 2x4 SP M-30; W2, W18 2x4 SP 2400f-2.0E + SP M-31; W14 2x4 SP #2; M1,M2 2x8 SP 2400f-1.8E; Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @ 8.00" o.c. Bot Chord: 2 Rows @ 5.00" 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 Either The Top or Bottom Chords. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 103 plf at 0.00 to 103 plf at 32.17 BC: From 14 plf at 0.00 to 14 plf at 32.17 BC: 1242 lb Conc. Load at 1.23, 3.23,28.10,30.10 BC: 1244 lb Conc. Load at 5.23, 7.23, 9.23,11.23 13.23,15.23,17.23,19.23,20.10,22.10,24.10,26.10 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) TC 24 1.24 7.41 TC 24 15.17 23.50 BC 120 0.00 32.17 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss designed to support 2-0-0 top chord outlookers and cladding load not to exceed 8.00 PSF one face and 24.0" span opposite face. Top chord must not be cut or notched, unless specified otherwise. Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. Wind Wind loads and reactions based on MWFRS. End verticals 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) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL AK 14778 /- /- /- /6140 /281 R 14539 /- /- /- /6323 /- Wind reactions based on MWFRS AK Brg Width = - Min Req = - R Brg Width = 8.0 Min Req = 4.0 Bearing S is a rigid surface. Bearing S requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 529 -1157 B - C 1769 -4264 C - D 1769 -4263 D - E 1769 -4265 E - F 1927 -4591 F - G 1913 -4547 G - H 1892 -4488 H - I 1818 -4309 Chords Tens. Comp. I - J 1417 -3290 J - K 1416 -3287 K - L 1416 -3287 L - M 1417 -3290 M - N 1508 -3522 N - O 1561 -3645 O - P 1592 -3714 P - Q 1644 -3825 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. AK-AJ 71 -76 AJ-AI 883 -410 AI-AH 883 -410 AH-AG 883 -410 AG-AF 4359 -1809 AF-AE 4359 -1809 AE-AD 4359 -1809 AD-AC 4359 -1808 AC-AB 4359 -1808 AB-AA 4000 -1689 Chords Tens. Comp. AA- Z 4000 -1689 Z - Y 4000 -1689 Y - X 4000 -1689 X - W 4000 -1689 W - V 90 -42 V - U 90 -42 U - T 90 -42 T - S 90 -42 S - R 91 -42 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A -AJ 4094 -1703 B -AJ 1313 -3314 B -AL 5161 -2079 AL- C 23 -116 AI-AM 24 -103 AM-AN 5152 -2074 AN- D 27 -83 AH-AO 39 -66 AO-AG 5138 -2069 AG- E 917 -2211 E -AP 155 -465 F -AP 39 -71 Webs Tens. Comp. AV- J 262 -125 AA-AW 259 -124 AW-AX 442 -1157 AX- K 103 -58 Y -AY 141 -77 AY-AZ 459 -1193 AZ- L 125 -63 X -BA 97 -49 BA- W 446 -1167 W - M 635 -292 W -BB 3917 -1684 BB- V 102 -50 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.22 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.126 AE 999 360 VERT(CL): 0.330 AE 999 240 HORZ(LL): 0.033 O - - HORZ(TL): 0.075 O - - Creep Factor: 2.0 Max TC CSI: 0.290 Max BC CSI: 0.476 Max Web CSI: 0.793 Weight: 1451.1 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss C07 Truss Type GABL Qty 1 Ply 3 Seal #: 2529 12/17/2021 W1 W2 W3 W2 W14 W18 M1 M2 32'2" SEAT PLATE REQ. 1'2"14 6'2"7'9"2 8'4"8'8"6'8"36'10"37'3"1011'2"3A B C D E F G H I J K L M N O P Q RSTUVWXYZAAABACADAEAFAGAHAIAJAK AL AM AN AO AP AQ AR AS AT AU AV AW AX AY AZ BA BB BC BD BE BF BG BH 6 12 5X8(R) 8X14 8X12 6X6(R)7X8(R) 4X8(SRS)(R) 6X6 7X8 6X8 1.5X4 7X6 7X10 7X6(R) 1.5X3(**)7X8 5X14 1'2"12 1242# 2' 1242# 2' 1244# 2' 1244# 2' 1244# 2' 1244# 2' 1244# 2' 1244# 2' 1244# 2' 1244# 10"8 1244# 2' 1244# 2' 1244# 2' 1244# 2' 1242# 2' 1242# 2'0"12 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. AF-AQ 39 -71 AQ-AR 156 -467 G -AR 42 -59 AE-AS 77 -29 AS-AT 168 -501 H -AT 256 -120 AD-AU 226 -107 AU-AB 158 -476 I -AB 1784 -751 I -AV 443 -1159 BC- N 152 -76 BC-BD 3882 -1667 BD- U 110 -61 BE- O 55 -34 BE-BF 3920 -1685 BF- T 120 -73 BG- P 103 -65 BG-BH 3938 -1690 BH- S 5 -30 BH- Q 3920 -1687 Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. A -AK 2010 -4827 Gables Tens. Comp. Q - R 1845 -4282 Truss C07 Truss Type GABL Qty 1 Ply 3 Seal #: 2529 12/17/2021 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; W1 2x6 SP #2; W2 2x4 SP #2; Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @ 7.00" 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 The Bottom Chord Only. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 97 plf at 0.00 to 97 plf at 12.41 TC: From 103 plf at 12.41 to 103 plf at 19.02 BC: From 7 plf at 0.00 to 7 plf at 15.13 BC: From 14 plf at 15.13 to 14 plf at 19.02 BC: 689 lb Conc. Load at 1.47 BC: 640 lb Conc. Load at 3.63 BC: 591 lb Conc. Load at 5.80 BC: 541 lb Conc. Load at 7.96 BC: 491 lb Conc. Load at 10.12 BC: 958 lb Conc. Load at 11.09 BC: 212 lb Conc. Load at 15.13 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 0.00 4.85 BC 113 0.00 18.87 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. Wind Wind loads and reactions based on MWFRS. Left end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL I 3529 /- /- /- /2030 /- E 2635 /- /- /- /1730 /- Wind reactions based on MWFRS I Brg Width = 8.0 Min Req = 1.5 E Brg Width = 8.0 Min Req = 1.5 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 2156 -3615 B - C 1632 -2505 Chords Tens. Comp. C - D 1723 -2652 D - E 1791 -2730 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. I - H 61 -34 H - G 3687 -2222 Chords Tens. Comp. G - F 3687 -2222 F - E 2392 -1564 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - I 943 -1541 A - H 3837 -2290 H - B 418 -458 Webs Tens. Comp. B - F 666 -1295 F - C 1301 -782 F - D 42 -169 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.117 B 999 360 VERT(CL): 0.212 B 999 240 HORZ(LL): -0.027 A - - HORZ(TL): 0.049 A - - Creep Factor: 2.0 Max TC CSI: 0.478 Max BC CSI: 0.980 Max Web CSI: 0.866 Weight: 212.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss D01 Truss Type SPEC Qty 1 Ply 2 Seal #: 2574 12/17/2021 W1 W2 19'0"4 SEAT PLATE REQ.SEAT PLATE REQ. 4'10"3 7'6"13 6'7"4 2'2"104"33'7"13A B C D E FGHI 2.27 12 6 12 5X8 3X10 4X10 4X6(SRS)(R) H0510 4X8 4X6(R) 1.5X3 3X6(A1) 1'5"11 689# 2'1"15 640# 2'1"15 591# 2'1"15 541# 2'1"15 491# 11"11 958# 4'0"8 212# 3'10"10 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x6 SP 2400f-2.0E; Webs: 2x4 SP #3; W1 2x6 SP #2; W2 2x4 SP #2; Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @ 7.00" 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 The Bottom Chord Only. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 97 plf at 0.00 to 97 plf at 12.41 TC: From 103 plf at 12.41 to 103 plf at 19.02 BC: From 7 plf at 0.00 to 7 plf at 15.13 BC: From 14 plf at 15.13 to 14 plf at 19.02 BC: 689 lb Conc. Load at 1.47 BC: 640 lb Conc. Load at 3.63 BC: 591 lb Conc. Load at 5.80 BC: 541 lb Conc. Load at 7.96 BC: 491 lb Conc. Load at 10.12 BC: 958 lb Conc. Load at 11.09 BC: 212 lb Conc. Load at 15.13 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 0.00 4.85 BC 113 0.00 18.87 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. Wind Wind loads and reactions based on MWFRS. Left end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL I 3529 /- /- /- /2030 /- E 2635 /- /- /- /1730 /- Wind reactions based on MWFRS I Brg Width = 8.0 Min Req = 1.5 E Brg Width = 8.0 Min Req = 1.5 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 2156 -3615 B - C 1632 -2505 Chords Tens. Comp. C - D 1723 -2652 D - E 1791 -2730 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. I - H 61 -34 H - G 3687 -2222 Chords Tens. Comp. G - F 3687 -2222 F - E 2392 -1564 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - I 943 -1541 A - H 3837 -2290 H - B 418 -458 Webs Tens. Comp. B - F 666 -1295 F - C 1301 -782 F - D 42 -169 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.117 B 999 360 VERT(CL): 0.212 B 999 240 HORZ(LL): -0.027 A - - HORZ(TL): 0.049 A - - Creep Factor: 2.0 Max TC CSI: 0.478 Max BC CSI: 0.980 Max Web CSI: 0.866 Weight: 212.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss D01 Truss Type SPEC Qty 1 Ply 2 Seal #: 2574 12/17/2021 W1 W2 19'0"4 SEAT PLATE REQ.SEAT PLATE REQ. 4'10"3 7'6"13 6'7"4 2'2"104"33'7"13A B C D E FGHI 2.27 12 6 12 5X8 3X10 4X10 4X6(SRS)(R) H0510 4X8 4X6(R) 1.5X3 3X6(A1) 1'5"11 689# 2'1"15 640# 2'1"15 591# 2'1"15 541# 2'1"15 491# 11"11 958# 4'0"8 212# 3'10"10 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:; Webs: 2x4 SP #3; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes (**) 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) TC 24 0.00 11.61 TC 24 13.89 18.76 BC 87 0.00 18.76 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 checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 K 1042 /- /- /680 /730 /16 G 1044 /- /- /682 /690 /- Wind reactions based on MWFRS K Brg Width = 8.0 Min Req = 1.5 G Brg Width = - Min Req = - Bearing K is a rigid surface. Bearing K requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 2630 -1762 B - C 2630 -1762 C - D 1910 -1361 Chords Tens. Comp. D - E 2479 -1715 E - F 24 -19 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. K - J 27 -46 J - I 1789 -2641 Chords Tens. Comp. I - H 1789 -2641 H - G 1500 -2146 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - K 1588 -1006 A - J 1904 -2840 B - J 1223 -680 J - C 207 -279 C - H 1249 -808 Webs Tens. Comp. D - H 1017 -1583 H - E 684 -527 E - G 2409 -1687 F - G 405 -429 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): -0.071 B 999 360 VERT(CL): 0.124 B 999 240 HORZ(LL): -0.015 A - - HORZ(TL): 0.027 A - - Creep Factor: 2.0 Max TC CSI: 0.678 Max BC CSI: 0.999 Max Web CSI: 0.986 Weight: 106.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss D02 Truss Type SPEC Qty 1 Ply 1 Seal #: 2724 12/17/2021 18'9"2 SEAT PLATE REQ. 11'7"5 1'7"13 7"8 4'10"8 2'11"3'2"12(a) A B C D E F GHIJK 2.27 12 6 12 5X6 3X6 2X4 4X10 H0308 4X6(R) 5X6 4X8 5X12(**) 3X6 5X6(R) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:; Webs: 2x4 SP #3; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes (**) 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) TC 24 0.00 11.61 TC 24 13.89 18.76 BC 87 0.00 18.76 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 checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 K 1042 /- /- /680 /730 /16 G 1044 /- /- /682 /690 /- Wind reactions based on MWFRS K Brg Width = 8.0 Min Req = 1.5 G Brg Width = - Min Req = - Bearing K is a rigid surface. Bearing K requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 2630 -1762 B - C 2630 -1762 C - D 1910 -1361 Chords Tens. Comp. D - E 2479 -1715 E - F 24 -19 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. K - J 27 -46 J - I 1789 -2641 Chords Tens. Comp. I - H 1789 -2641 H - G 1500 -2146 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - K 1588 -1006 A - J 1904 -2840 B - J 1223 -680 J - C 207 -279 C - H 1249 -808 Webs Tens. Comp. D - H 1017 -1583 H - E 684 -527 E - G 2409 -1687 F - G 405 -429 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): -0.071 B 999 360 VERT(CL): 0.124 B 999 240 HORZ(LL): -0.015 A - - HORZ(TL): 0.027 A - - Creep Factor: 2.0 Max TC CSI: 0.678 Max BC CSI: 0.999 Max Web CSI: 0.986 Weight: 106.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss D02 Truss Type SPEC Qty 1 Ply 1 Seal #: 2724 12/17/2021 18'9"2 SEAT PLATE REQ. 11'7"5 1'7"13 7"8 4'10"8 2'11"3'2"12(a) A B C D E F GHIJK 2.27 12 6 12 5X6 3X6 2X4 4X10 H0308 4X6(R) 5X6 4X8 5X12(**) 3X6 5X6(R) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 :SP 2400f-2.0E + SP M-31:; Bot chord: 2x4 SP M-30; 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 93 0.00 18.76 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 checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. Wind Wind loads based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. Additional Notes Truss must be installed as shown with top chord up. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL H 1032 /- /- /678 /761 /- F 1032 /- /- /678 /761 /- Wind reactions based on MWFRS H Brg Width = 8.0 Min Req = 1.5 F Brg Width = - Min Req = - Bearing H is a rigid surface. Bearing H requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 0 -22 B - C 1812 -1252 Chords Tens. Comp. C - D 1812 -1252 D - E 0 -22 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. H - G 1155 -1891 Chords Tens. Comp. G - F 1156 -1892 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - H 233 -373 H - B 2355 -1431 B - G 304 0 Webs Tens. Comp. G - D 304 0 D - F 2357 -1432 E - F 232 -373 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.039 G 999 360 VERT(CL): 0.065 G 999 240 HORZ(LL): -0.019 F - - HORZ(TL): 0.029 F - - Creep Factor: 2.0 Max TC CSI: 0.837 Max BC CSI: 0.997 Max Web CSI: 0.994 Weight: 99.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss D03 Truss Type FLAT Qty 1 Ply 1 Seal #: 2725 12/17/2021 18'9"2 SEAT PLATE REQ. 18'9"2 3'11"A B C D E FGH 1.5X4 4X6(R) 4X6 5X6 3X4 4X6 1.5X4 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 2400f-2.0E + SP M-31:; Bot chord: 2x4 SP M-30; 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 93 0.00 18.76 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 checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. Wind Wind loads based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. Additional Notes Truss must be installed as shown with top chord up. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL H 1032 /- /- /678 /761 /- F 1032 /- /- /678 /761 /- Wind reactions based on MWFRS H Brg Width = 8.0 Min Req = 1.5 F Brg Width = - Min Req = - Bearing H is a rigid surface. Bearing H requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 0 -22 B - C 1812 -1252 Chords Tens. Comp. C - D 1812 -1252 D - E 0 -22 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. H - G 1155 -1891 Chords Tens. Comp. G - F 1156 -1892 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - H 233 -373 H - B 2355 -1431 B - G 304 0 Webs Tens. Comp. G - D 304 0 D - F 2357 -1432 E - F 232 -373 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.039 G 999 360 VERT(CL): 0.065 G 999 240 HORZ(LL): -0.019 F - - HORZ(TL): 0.029 F - - Creep Factor: 2.0 Max TC CSI: 0.837 Max BC CSI: 0.997 Max Web CSI: 0.994 Weight: 99.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss D03 Truss Type FLAT Qty 1 Ply 1 Seal #: 2725 12/17/2021 18'9"2 SEAT PLATE REQ. 18'9"2 3'11"A B C D E FGH 1.5X4 4X6(R) 4X6 5X6 3X4 4X6 1.5X4 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; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; W1 2x4 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 104 0.00 18.76 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 checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. Wind Wind loads based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. Additional Notes Truss must be installed as shown with top chord up. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL H 1032 /- /- /678 /761 /- F 1032 /- /- /678 /761 /- Wind reactions based on MWFRS H Brg Width = 8.0 Min Req = 1.5 F Brg Width = - Min Req = - Bearing H is a rigid surface. Bearing H requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 0 0 B - C 1170 -985 Chords Tens. Comp. C - D 1170 -985 D - E 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. H - G 906 -1238 Chords Tens. Comp. G - F 906 -1239 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - H 193 -372 H - B 1706 -1248 B - G 276 0 Webs Tens. Comp. G - D 275 0 D - F 1707 -1249 E - F 192 -371 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 16.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.028 G 999 360 VERT(CL): 0.047 G 999 240 HORZ(LL): -0.015 F - - HORZ(TL): 0.023 F - - Creep Factor: 2.0 Max TC CSI: 0.960 Max BC CSI: 0.987 Max Web CSI: 0.508 Weight: 107.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss D04 Truss Type FLAT Qty 1 Ply 1 Seal #: 2726 12/17/2021 W1 W1 18'9"2 SEAT PLATE REQ. 18'9"2 4'11"(a)(a) A B C D E FGH 1.5X4 3X6(R) 4X4 5X6 3X4 4X4 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 M-30; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; W1 2x4 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 104 0.00 18.76 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 checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. Wind Wind loads based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. Additional Notes Truss must be installed as shown with top chord up. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL H 1032 /- /- /678 /761 /- F 1032 /- /- /678 /761 /- Wind reactions based on MWFRS H Brg Width = 8.0 Min Req = 1.5 F Brg Width = - Min Req = - Bearing H is a rigid surface. Bearing H requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 0 0 B - C 1170 -985 Chords Tens. Comp. C - D 1170 -985 D - E 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. H - G 906 -1238 Chords Tens. Comp. G - F 906 -1239 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - H 193 -372 H - B 1706 -1248 B - G 276 0 Webs Tens. Comp. G - D 275 0 D - F 1707 -1249 E - F 192 -371 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 16.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.028 G 999 360 VERT(CL): 0.047 G 999 240 HORZ(LL): -0.015 F - - HORZ(TL): 0.023 F - - Creep Factor: 2.0 Max TC CSI: 0.960 Max BC CSI: 0.987 Max Web CSI: 0.508 Weight: 107.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss D04 Truss Type FLAT Qty 1 Ply 1 Seal #: 2726 12/17/2021 W1 W1 18'9"2 SEAT PLATE REQ. 18'9"2 4'11"(a)(a) A B C D E FGH 1.5X4 3X6(R) 4X4 5X6 3X4 4X4 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 2400f-2.0E + SP M-31:; T2 2x6 SP 2400f-2.0E; Bot chord: 2x4 SP M-30; 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 103 plf at -2.00 to 103 plf at 3.00 TC: From 51 plf at 3.00 to 51 plf at 11.00 BC: From 14 plf at 0.00 to 14 plf at 3.03 BC: From 7 plf at 3.03 to 7 plf at 11.00 TC: 160 lb Conc. Load at 3.03 TC: 84 lb Conc. Load at 5.06, 7.06, 9.06 BC: 76 lb Conc. Load at 3.03 BC: 35 lb Conc. Load at 5.06, 7.06, 9.06 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 3.00 11.00 BC 82 0.15 11.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1000 /- /- /- /832 /- G 694 /- /- /- /563 /- Wind reactions based on MWFRS B Brg Width = 12.0 Min Req = 1.5 G Brg Width = 8.0 Min Req = 1.5 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 89 -72 B - C 1161 -1308 Chords Tens. Comp. C - D 49 -62 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 1124 -977 Chords Tens. Comp. F - E 1112 -966 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. F - C 344 -123 C - E 934 -1095 Webs Tens. Comp. D - E 321 -510 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.045 C 999 360 VERT(CL): 0.056 C 999 240 HORZ(LL): -0.017 C - - HORZ(TL): 0.022 D - - Creep Factor: 2.0 Max TC CSI: 0.429 Max BC CSI: 0.969 Max Web CSI: 0.377 Weight: 58.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss E01 Truss Type HIPM Qty 1 Ply 1 Seal #: 2779 12/17/2021 T2 11' SEAT PLATE REQ.SEAT PLATE REQ. 3'8' 2' 4"3 1'10"32'9"2(a) A B C D EFG 6 12 3X4(A1) 1.5X4 6X6 3X8 3X6(R) 3'0"6 76# 160# 2'0"6 35# 84# 2' 35# 84# 2' 35# 84# 1'11"4 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 :SP 2400f-2.0E + SP M-31:; T2 2x6 SP 2400f-2.0E; Bot chord: 2x4 SP M-30; 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 103 plf at -2.00 to 103 plf at 3.00 TC: From 51 plf at 3.00 to 51 plf at 11.00 BC: From 14 plf at 0.00 to 14 plf at 3.03 BC: From 7 plf at 3.03 to 7 plf at 11.00 TC: 160 lb Conc. Load at 3.03 TC: 84 lb Conc. Load at 5.06, 7.06, 9.06 BC: 76 lb Conc. Load at 3.03 BC: 35 lb Conc. Load at 5.06, 7.06, 9.06 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 3.00 11.00 BC 82 0.15 11.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1000 /- /- /- /832 /- G 694 /- /- /- /563 /- Wind reactions based on MWFRS B Brg Width = 12.0 Min Req = 1.5 G Brg Width = 8.0 Min Req = 1.5 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 89 -72 B - C 1161 -1308 Chords Tens. Comp. C - D 49 -62 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 1124 -977 Chords Tens. Comp. F - E 1112 -966 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. F - C 344 -123 C - E 934 -1095 Webs Tens. Comp. D - E 321 -510 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.045 C 999 360 VERT(CL): 0.056 C 999 240 HORZ(LL): -0.017 C - - HORZ(TL): 0.022 D - - Creep Factor: 2.0 Max TC CSI: 0.429 Max BC CSI: 0.969 Max Web CSI: 0.377 Weight: 58.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss E01 Truss Type HIPM Qty 1 Ply 1 Seal #: 2779 12/17/2021 T2 11' SEAT PLATE REQ.SEAT PLATE REQ. 3'8' 2' 4"3 1'10"32'9"2(a) A B C D EFG 6 12 3X4(A1) 1.5X4 6X6 3X8 3X6(R) 3'0"6 76# 160# 2'0"6 35# 84# 2' 35# 84# 2' 35# 84# 1'11"4 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP 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 5.00 11.00 BC 84 0.15 11.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 869 /- /- /1018 /613 /330 G 703 /- /- /604 /575 /- Wind reactions based on MWFRS B Brg Width = 12.0 Min Req = 1.5 G Brg Width = 8.0 Min Req = 1.5 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 89 0 B - C 1550 -915 Chords Tens. Comp. C - D 75 -40 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 738 -1434 Chords Tens. Comp. F - E 768 -1470 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - F 523 -636 C - E 1520 -808 Webs Tens. Comp. D - E 691 -494 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.025 F 999 360 VERT(CL): 0.032 F 999 240 HORZ(LL): -0.009 E - - HORZ(TL): 0.014 B - - Creep Factor: 2.0 Max TC CSI: 0.957 Max BC CSI: 0.998 Max Web CSI: 0.668 Weight: 53.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss E02 Truss Type HIPM Qty 1 Ply 1 Seal #: 2782 12/17/2021 11' SEAT PLATE REQ.SEAT PLATE REQ. 5'6' 2' 4"3 2'10"33'9"2A B C D EFG 6 12 2X4(A1) 5X8 1.5X4 4X6 3X6(R) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP 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 5.00 11.00 BC 84 0.15 11.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 869 /- /- /1018 /613 /330 G 703 /- /- /604 /575 /- Wind reactions based on MWFRS B Brg Width = 12.0 Min Req = 1.5 G Brg Width = 8.0 Min Req = 1.5 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 89 0 B - C 1550 -915 Chords Tens. Comp. C - D 75 -40 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 738 -1434 Chords Tens. Comp. F - E 768 -1470 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - F 523 -636 C - E 1520 -808 Webs Tens. Comp. D - E 691 -494 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.025 F 999 360 VERT(CL): 0.032 F 999 240 HORZ(LL): -0.009 E - - HORZ(TL): 0.014 B - - Creep Factor: 2.0 Max TC CSI: 0.957 Max BC CSI: 0.998 Max Web CSI: 0.668 Weight: 53.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss E02 Truss Type HIPM Qty 1 Ply 1 Seal #: 2782 12/17/2021 11' SEAT PLATE REQ.SEAT PLATE REQ. 5'6' 2' 4"3 2'10"33'9"2A B C D EFG 6 12 2X4(A1) 5X8 1.5X4 4X6 3X6(R) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins 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 2.33 6.33 BC 76 0.00 6.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL E 543 /- /- /401 /299 /249 F 543 /- /- /389 /347 /- Wind reactions based on MWFRS E Brg Width = 8.0 Min Req = 1.5 F Brg Width = 8.0 Min Req = 1.5 Bearings E & F are a rigid surface. Bearings E & F require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 325 -176 Chords Tens. Comp. B - C 34 -22 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. E - D 210 -507 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - E 364 -378 E - B 468 -370 Webs Tens. Comp. B - D 660 -271 C - D 547 -429 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.002 B 999 360 VERT(CL): 0.004 B 999 240 HORZ(LL): -0.003 B - - HORZ(TL): 0.003 B - - Creep Factor: 2.0 Max TC CSI: 0.897 Max BC CSI: 0.768 Max Web CSI: 0.375 Weight: 42.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss E03 Truss Type HIPM Qty 1 Ply 1 Seal #: 3339 12/17/2021 6'4" SEAT PLATE REQ.SEAT PLATE REQ. 2'4"4'2'8"33'10"3A B C DE F 6 12 1.5X4 3X6(R) 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; 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 2.33 6.33 BC 76 0.00 6.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL E 543 /- /- /401 /299 /249 F 543 /- /- /389 /347 /- Wind reactions based on MWFRS E Brg Width = 8.0 Min Req = 1.5 F Brg Width = 8.0 Min Req = 1.5 Bearings E & F are a rigid surface. Bearings E & F require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 325 -176 Chords Tens. Comp. B - C 34 -22 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. E - D 210 -507 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - E 364 -378 E - B 468 -370 Webs Tens. Comp. B - D 660 -271 C - D 547 -429 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.002 B 999 360 VERT(CL): 0.004 B 999 240 HORZ(LL): -0.003 B - - HORZ(TL): 0.003 B - - Creep Factor: 2.0 Max TC CSI: 0.897 Max BC CSI: 0.768 Max Web CSI: 0.375 Weight: 42.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss E03 Truss Type HIPM Qty 1 Ply 1 Seal #: 3339 12/17/2021 6'4" SEAT PLATE REQ.SEAT PLATE REQ. 2'4"4'2'8"33'10"3A B C DE F 6 12 1.5X4 3X6(R) 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; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From -0 plf at -2.83 to 99 plf at 0.00 TC: From 2 plf at 0.00 to 2 plf at 4.18 BC: From 2 plf at 0.00 to 2 plf at 4.18 TC: -236 lb Conc. Load at 1.46 BC: 1051 lb Conc. Load at 1.46 Plating Notes All plates are 2X4(A1) 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 48 0.15 4.18 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B* 752 /- /- /- /1027 /- D 42 /- /- /9 /- /- C 297 /-43 /- /- /82 /- Wind reactions based on MWFRS B Brg Width = 17.0 Min Req = - 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 55 -40 Chords Tens. Comp. B - C 172 -73 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.005 B - - HORZ(TL): 0.005 B - - Creep Factor: 2.0 Max TC CSI: 0.512 Max BC CSI: 0.336 Max Web CSI: 0.000 Weight: 18.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss HJ3E Truss Type HIP_ Qty 1 Ply 1 Seal #: 2773 12/17/2021 SEAT PLATE REQ. 4'2"32'9"15 4"3 1'9"142'9"1A B C D 4.24 12 1'5"8 1051# -236# 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 99 plf at 0.00 TC: From 2 plf at 0.00 to 2 plf at 4.18 BC: From 2 plf at 0.00 to 2 plf at 4.18 TC: -236 lb Conc. Load at 1.46 BC: 1051 lb Conc. Load at 1.46 Plating Notes All plates are 2X4(A1) 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 48 0.15 4.18 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B* 752 /- /- /- /1027 /- D 42 /- /- /9 /- /- C 297 /-43 /- /- /82 /- Wind reactions based on MWFRS B Brg Width = 17.0 Min Req = - 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 55 -40 Chords Tens. Comp. B - C 172 -73 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.005 B - - HORZ(TL): 0.005 B - - Creep Factor: 2.0 Max TC CSI: 0.512 Max BC CSI: 0.336 Max Web CSI: 0.000 Weight: 18.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss HJ3E Truss Type HIP_ Qty 1 Ply 1 Seal #: 2773 12/17/2021 SEAT PLATE REQ. 4'2"32'9"15 4"3 1'9"142'9"1A B C D 4.24 12 1'5"8 1051# -236# 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 M-30; Bot chord: 2x6 SP #2; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From -0 plf at -2.83 to 99 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: -190 lb Conc. Load at 1.46 TC: 169 lb Conc. Load at 4.29 TC: 392 lb Conc. Load at 7.12 BC: -46 lb Conc. Load at 1.46 BC: 69 lb Conc. Load at 4.29 BC: 159 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 76 0.15 9.84 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 H 658 /- /- /- /927 /- E 423 /- /- /- /318 /- D 404 /- /- /- /161 /- Wind reactions based on MWFRS H Brg Width = 10.6 Min Req = 1.5 E Brg Width = - Min Req = - D Brg Width = 1.5 Min Req = - Bearing H is a rigid surface. Bearing H requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 55 -40 B - C 1328 -1094 Chords Tens. Comp. C - D 135 -114 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - G 1039 -1149 G - F 1031 -1138 Chords Tens. Comp. F - E 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. G - C 308 -167 Webs Tens. Comp. C - F 1199 -1086 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.057 C 999 360 VERT(CL): 0.059 C 999 240 HORZ(LL): -0.013 C - - HORZ(TL): 0.013 C - - Creep Factor: 2.0 Max TC CSI: 0.695 Max BC CSI: 0.993 Max Web CSI: 0.526 Weight: 50.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss HJ7 Truss Type HIP_ Qty 6 Ply 1 Seal #: 2537 12/17/2021 9'10"1 SEAT PLATE REQ. 2'9"15 4"3 3'9"144'9"1A B C D EFGH 4.24 12 2X4(A1) 1.5X4 3X4 7X6 1'5"8 -46# -190# 2'9"15 69# 169# 2'9"15 159# 392# 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 M-30; Bot chord: 2x6 SP #2; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From -0 plf at -2.83 to 99 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: -190 lb Conc. Load at 1.46 TC: 169 lb Conc. Load at 4.29 TC: 392 lb Conc. Load at 7.12 BC: -46 lb Conc. Load at 1.46 BC: 69 lb Conc. Load at 4.29 BC: 159 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 76 0.15 9.84 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 H 658 /- /- /- /927 /- E 423 /- /- /- /318 /- D 404 /- /- /- /161 /- Wind reactions based on MWFRS H Brg Width = 10.6 Min Req = 1.5 E Brg Width = - Min Req = - D Brg Width = 1.5 Min Req = - Bearing H is a rigid surface. Bearing H requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 55 -40 B - C 1328 -1094 Chords Tens. Comp. C - D 135 -114 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - G 1039 -1149 G - F 1031 -1138 Chords Tens. Comp. F - E 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. G - C 308 -167 Webs Tens. Comp. C - F 1199 -1086 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.057 C 999 360 VERT(CL): 0.059 C 999 240 HORZ(LL): -0.013 C - - HORZ(TL): 0.013 C - - Creep Factor: 2.0 Max TC CSI: 0.695 Max BC CSI: 0.993 Max Web CSI: 0.526 Weight: 50.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss HJ7 Truss Type HIP_ Qty 6 Ply 1 Seal #: 2537 12/17/2021 9'10"1 SEAT PLATE REQ. 2'9"15 4"3 3'9"144'9"1A B C D EFGH 4.24 12 2X4(A1) 1.5X4 3X4 7X6 1'5"8 -46# -190# 2'9"15 69# 169# 2'9"15 159# 392# 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: 2x6 SP #2; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 101 plf at -2.41 to 101 plf at 1.18 TC: From 50 plf at 1.18 to 50 plf at 5.95 BC: From 7 plf at 0.00 to 7 plf at 5.95 TC: -154 lb Conc. Load at 1.18 TC: 175 lb Conc. Load at 3.59 TC: 209 lb Conc. Load at 5.40 BC: -62 lb Conc. Load at 1.18 BC: 71 lb Conc. Load at 3.59 BC: 88 lb Conc. Load at 5.40 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 70 0.15 5.95 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 checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 E 711 /- /- /- /320 /- D 643 /- /- /- /271 /- Wind reactions based on MWFRS E Brg Width = 9.6 Min Req = 1.5 D Brg Width = - Min Req = - Bearing E is a rigid surface. Bearing E requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 91 -75 Chords Tens. Comp. B - C 186 -176 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 33 -14 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - D 278 -526 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.006 B - - HORZ(TL): 0.020 B - - Creep Factor: 2.0 Max TC CSI: 0.856 Max BC CSI: 0.371 Max Web CSI: 0.195 Weight: 30.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss HJ7A Truss Type MONO Qty 1 Ply 1 Seal #: 2582 12/17/2021 5'11"5 SEAT PLATE REQ. 2'4"14 3"15 2'9"83'8"13A B C DE 4.98 12 2X4(A1) 3X4 3X8 1'2"2 -62# -154# 2'4"15 71# 175# 1'9"11 88# 209# 6"10 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x6 SP #2; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 101 plf at -2.41 to 101 plf at 1.18 TC: From 50 plf at 1.18 to 50 plf at 5.95 BC: From 7 plf at 0.00 to 7 plf at 5.95 TC: -154 lb Conc. Load at 1.18 TC: 175 lb Conc. Load at 3.59 TC: 209 lb Conc. Load at 5.40 BC: -62 lb Conc. Load at 1.18 BC: 71 lb Conc. Load at 3.59 BC: 88 lb Conc. Load at 5.40 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 70 0.15 5.95 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 checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 E 711 /- /- /- /320 /- D 643 /- /- /- /271 /- Wind reactions based on MWFRS E Brg Width = 9.6 Min Req = 1.5 D Brg Width = - Min Req = - Bearing E is a rigid surface. Bearing E requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 91 -75 Chords Tens. Comp. B - C 186 -176 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 33 -14 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - D 278 -526 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.006 B - - HORZ(TL): 0.020 B - - Creep Factor: 2.0 Max TC CSI: 0.856 Max BC CSI: 0.371 Max Web CSI: 0.195 Weight: 30.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss HJ7A Truss Type MONO Qty 1 Ply 1 Seal #: 2582 12/17/2021 5'11"5 SEAT PLATE REQ. 2'4"14 3"15 2'9"83'8"13A B C DE 4.98 12 2X4(A1) 3X4 3X8 1'2"2 -62# -154# 2'4"15 71# 175# 1'9"11 88# 209# 6"10 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From -0 plf at -2.83 to 99 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: 362 lb Conc. Load at 1.46 TC: 116 lb Conc. Load at 4.29 TC: 352 lb Conc. Load at 7.12 BC: 27 lb Conc. Load at 1.46 BC: -12 lb Conc. Load at 1.46 BC: -62 lb Conc. Load at 4.29 BC: 34 lb Conc. Load at 4.29 BC: 106 lb Conc. Load at 7.12 Plating Notes All plates are 2X4(A1) 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 21 0.15 1.89 BC 91 2.22 9.84 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B* 403 /- /- /- /431 /- F 258 /- /1 /- /291 /1 E 303 /-10 /- /- /104 /- Wind reactions based on MWFRS B Brg Width = 22.6 Min Req = - F Brg Width = 1.5 Min Req = - E 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 55 -40 B - C 138 -116 Chords Tens. Comp. C - D 65 -73 D - E 101 -101 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - I 89 -160 H - G 199 -232 Chords Tens. Comp. G - F 1 -1 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - I 111 -233 I - H 277 -389 Webs Tens. Comp. H - D 263 -268 D - G 314 -270 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.020 G 999 360 VERT(CL): 0.018 G 999 240 HORZ(LL): -0.005 D - - HORZ(TL): 0.007 H - - Creep Factor: 2.0 Max TC CSI: 0.712 Max BC CSI: 0.945 Max Web CSI: 0.316 Weight: 53.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss HJ7C Truss Type HIP_ Qty 1 Ply 1 Seal #: 2471 12/17/2021 SEAT PLATE REQ. 1'11"2 7'10"152'9"15 9'10"12'4"3 5'9"14A B C D E FGH I 4.24 12 1.5X4 3X3 3X4(R) 3X4 5X6 1'5"8 15# 362# 2'9"15 -28# 116# 2'9"15 106# 352# 2'8"11 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From -0 plf at -2.83 to 99 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: 362 lb Conc. Load at 1.46 TC: 116 lb Conc. Load at 4.29 TC: 352 lb Conc. Load at 7.12 BC: 27 lb Conc. Load at 1.46 BC: -12 lb Conc. Load at 1.46 BC: -62 lb Conc. Load at 4.29 BC: 34 lb Conc. Load at 4.29 BC: 106 lb Conc. Load at 7.12 Plating Notes All plates are 2X4(A1) 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 21 0.15 1.89 BC 91 2.22 9.84 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B* 403 /- /- /- /431 /- F 258 /- /1 /- /291 /1 E 303 /-10 /- /- /104 /- Wind reactions based on MWFRS B Brg Width = 22.6 Min Req = - F Brg Width = 1.5 Min Req = - E 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 55 -40 B - C 138 -116 Chords Tens. Comp. C - D 65 -73 D - E 101 -101 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - I 89 -160 H - G 199 -232 Chords Tens. Comp. G - F 1 -1 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - I 111 -233 I - H 277 -389 Webs Tens. Comp. H - D 263 -268 D - G 314 -270 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.020 G 999 360 VERT(CL): 0.018 G 999 240 HORZ(LL): -0.005 D - - HORZ(TL): 0.007 H - - Creep Factor: 2.0 Max TC CSI: 0.712 Max BC CSI: 0.945 Max Web CSI: 0.316 Weight: 53.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss HJ7C Truss Type HIP_ Qty 1 Ply 1 Seal #: 2471 12/17/2021 SEAT PLATE REQ. 1'11"2 7'10"152'9"15 9'10"12'4"3 5'9"14A B C D E FGH I 4.24 12 1.5X4 3X3 3X4(R) 3X4 5X6 1'5"8 15# 362# 2'9"15 -28# 116# 2'9"15 106# 352# 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 M-30; 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 525 /- /- /665 /402 /131 D - /-52 /- /59 /76 /- C - /-159 /- /175 /238 /- 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 89 0 Chords Tens. Comp. B - C 269 -121 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 B - - HORZ(TL): 0.001 B - - Creep Factor: 2.0 Max TC CSI: 0.603 Max BC CSI: 0.138 Max Web CSI: 0.000 Weight: 7.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss J1 Truss Type JACK Qty 8 Ply 1 Seal #: 2494 12/17/2021 SEAT PLATE REQ. 1'2' 4"3 10"31'9"2A B C D 6 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 M-30; 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 525 /- /- /665 /402 /131 D - /-52 /- /59 /76 /- C - /-159 /- /175 /238 /- 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 89 0 Chords Tens. Comp. B - C 269 -121 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 B - - HORZ(TL): 0.001 B - - Creep Factor: 2.0 Max TC CSI: 0.603 Max BC CSI: 0.138 Max Web CSI: 0.000 Weight: 7.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss J1 Truss Type JACK Qty 8 Ply 1 Seal #: 2494 12/17/2021 SEAT PLATE REQ. 1'2' 4"3 10"31'9"2A B C D 6 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 10 0.15 1.01 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 365 /- /- /- /179 /- D - /-35 /- /26 /- /- C - /-104 /- /64 /- /- Wind reactions based on MWFRS B Brg Width = 8.6 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 54 -38 Chords Tens. Comp. B - C 27 -56 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 B - - HORZ(TL): 0.001 B - - Creep Factor: 2.0 Max TC CSI: 0.296 Max BC CSI: 0.036 Max Web CSI: 0.000 Weight: 8.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss J1A Truss Type HIP_ Qty 2 Ply 1 Seal #: 2491 12/17/2021 SEAT PLATE REQ. 1'0"22'1"15 4"2 9"121'8"13A B C D 5.55 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 1.01 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 365 /- /- /- /179 /- D - /-35 /- /26 /- /- C - /-104 /- /64 /- /- Wind reactions based on MWFRS B Brg Width = 8.6 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 54 -38 Chords Tens. Comp. B - C 27 -56 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 B - - HORZ(TL): 0.001 B - - Creep Factor: 2.0 Max TC CSI: 0.296 Max BC CSI: 0.036 Max Web CSI: 0.000 Weight: 8.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss J1A Truss Type HIP_ Qty 2 Ply 1 Seal #: 2491 12/17/2021 SEAT PLATE REQ. 1'0"22'1"15 4"2 9"121'8"13A B C D 5.55 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 M-30; 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. Additional Notes The maximum horizontal reaction is 412# ***** BEARING ANALOG MODIFIED! ***** Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D 280 /- /385 /332 /206 /595 D - /-34 /27 /43 /52 /41 C 69 /- /412 /71 /48 /559 Wind reactions based on MWFRS D Brg Width = 12.0 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 89 0 Chords Tens. Comp. B - C 532 -1290 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 111 -41 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 B - - HORZ(TL): 0.001 B - - Creep Factor: 2.0 Max TC CSI: 0.603 Max BC CSI: 0.097 Max Web CSI: 0.000 Weight: 7.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss J1C Truss Type JACK Qty 5 Ply 1 Seal #: 2469 12/17/2021 SEAT PLATE REQ. 1'2' 4"3 10"31'9"2A B C D 6 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 M-30; 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. Additional Notes The maximum horizontal reaction is 412# ***** BEARING ANALOG MODIFIED! ***** Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D 280 /- /385 /332 /206 /595 D - /-34 /27 /43 /52 /41 C 69 /- /412 /71 /48 /559 Wind reactions based on MWFRS D Brg Width = 12.0 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 89 0 Chords Tens. Comp. B - C 532 -1290 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 111 -41 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 B - - HORZ(TL): 0.001 B - - Creep Factor: 2.0 Max TC CSI: 0.603 Max BC CSI: 0.097 Max Web CSI: 0.000 Weight: 7.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss J1C Truss Type JACK Qty 5 Ply 1 Seal #: 2469 12/17/2021 SEAT PLATE REQ. 1'2' 4"3 10"31'9"2A B C D 6 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 M-30; Bot chord: 2x4 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 12 0.00 1.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes The maximum horizontal reaction is 834# ***** BEARING ANALOG MODIFIED! ***** Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D 27 /- /834 /18 /9 /756 C 293 /- /834 /216 /200 /657 Wind reactions based on MWFRS D Brg Width = 1.5 C Brg Width = 1.5 Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 90 0 Chords Tens. Comp. B - C 879 -2627 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 2963 -835 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.000 - - 360 VERT(CL): 0.000 - - 240 HORZ(LL): 0.000 - - - HORZ(TL): 0.000 - - - Creep Factor: 2.0 Max TC CSI: 0.609 Max BC CSI: 0.123 Max Web CSI: 0.000 Weight: 7.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss J1D Truss Type JACK Qty 1 Ply 1 Seal #: 2468 12/17/2021 1' 2' 4"3 10"31'9"2A B C D 6 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 M-30; Bot chord: 2x4 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 12 0.00 1.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes The maximum horizontal reaction is 834# ***** BEARING ANALOG MODIFIED! ***** Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D 27 /- /834 /18 /9 /756 C 293 /- /834 /216 /200 /657 Wind reactions based on MWFRS D Brg Width = 1.5 C Brg Width = 1.5 Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 90 0 Chords Tens. Comp. B - C 879 -2627 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 2963 -835 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.000 - - 360 VERT(CL): 0.000 - - 240 HORZ(LL): 0.000 - - - HORZ(TL): 0.000 - - - Creep Factor: 2.0 Max TC CSI: 0.609 Max BC CSI: 0.123 Max Web CSI: 0.000 Weight: 7.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss J1D Truss Type JACK Qty 1 Ply 1 Seal #: 2468 12/17/2021 1' 2' 4"3 10"31'9"2A B C D 6 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 M-30; 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. Additional Notes Negative reaction(s) of -210# 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 525 /- /- /685 /407 /131 C - /-210 /- /204 /300 /- Wind reactions based on MWFRS B Brg Width = 12.0 Min Req = 1.5 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 89 0 Chords Tens. Comp. B - C 349 -149 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.002 B - - HORZ(TL): 0.002 B - - Creep Factor: 2.0 Max TC CSI: 0.603 Max BC CSI: 0.080 Max Web CSI: 0.000 Weight: 7.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss J1E Truss Type JACK Qty 2 Ply 1 Seal #: 2770 12/17/2021 SEAT PLATE REQ. 1'2' 4"3 10"31'9"2A B C D 6 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 M-30; 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. Additional Notes Negative reaction(s) of -210# 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 525 /- /- /685 /407 /131 C - /-210 /- /204 /300 /- Wind reactions based on MWFRS B Brg Width = 12.0 Min Req = 1.5 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 89 0 Chords Tens. Comp. B - C 349 -149 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.002 B - - HORZ(TL): 0.002 B - - Creep Factor: 2.0 Max TC CSI: 0.603 Max BC CSI: 0.080 Max Web CSI: 0.000 Weight: 7.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss J1E Truss Type JACK Qty 2 Ply 1 Seal #: 2770 12/17/2021 SEAT PLATE REQ. 1'2' 4"3 10"31'9"2A B C D 6 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 B 460 /- /- /506 /296 /230 D 35 /- /- /39 /18 /- C 84 /- /- /63 /101 /- 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 89 0 Chords Tens. Comp. B - C 38 -106 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.004 B - - HORZ(TL): 0.005 B - - Creep Factor: 2.0 Max TC CSI: 0.754 Max BC CSI: 0.177 Max Web CSI: 0.000 Weight: 12.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss J3 Truss Type JACK Qty 12 Ply 1 Seal #: 2485 12/17/2021 SEAT PLATE REQ. 3'2' 4"3 1'10"32'9"2A B C D 6 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 B 460 /- /- /506 /296 /230 D 35 /- /- /39 /18 /- C 84 /- /- /63 /101 /- 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 89 0 Chords Tens. Comp. B - C 38 -106 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.004 B - - HORZ(TL): 0.005 B - - Creep Factor: 2.0 Max TC CSI: 0.754 Max BC CSI: 0.177 Max Web CSI: 0.000 Weight: 12.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss J3 Truss Type JACK Qty 12 Ply 1 Seal #: 2485 12/17/2021 SEAT PLATE REQ. 3'2' 4"3 1'10"32'9"2A B C D 6 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 36 0.15 3.17 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 490 /- /- /- /377 /- D 36 /- /- /18 /- /- C 87 /- /- /- /69 /- Wind reactions based on MWFRS B Brg Width = 8.6 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 90 -74 Chords Tens. Comp. B - C 64 -77 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.002 B - - HORZ(TL): 0.003 B - - Creep Factor: 2.0 Max TC CSI: 0.488 Max BC CSI: 0.084 Max Web CSI: 0.000 Weight: 14.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss J3A Truss Type HIP_ Qty 2 Ply 1 Seal #: 2482 12/17/2021 SEAT PLATE REQ. 3'2"12'1"15 4"2 1'9"122'8"13A B C D 5.55 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 36 0.15 3.17 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 490 /- /- /- /377 /- D 36 /- /- /18 /- /- C 87 /- /- /- /69 /- Wind reactions based on MWFRS B Brg Width = 8.6 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 90 -74 Chords Tens. Comp. B - C 64 -77 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.002 B - - HORZ(TL): 0.003 B - - Creep Factor: 2.0 Max TC CSI: 0.488 Max BC CSI: 0.084 Max Web CSI: 0.000 Weight: 14.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss J3A Truss Type HIP_ Qty 2 Ply 1 Seal #: 2482 12/17/2021 SEAT PLATE REQ. 3'2"12'1"15 4"2 1'9"122'8"13A B C D 5.55 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; 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 5 0.15 0.54 BC 24 1.00 3.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 460 /- /- /506 /296 /230 E 34 /- /- /15 /- /- D 76 /- /- /63 /93 /- 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 89 0 B - C 36 -161 Chords Tens. Comp. C - D 34 -100 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - G 57 -34 Chords Tens. Comp. F - E 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. G - C 187 -88 Webs Tens. Comp. G - F 34 -1 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.016 F 999 360 VERT(CL): 0.022 F 999 240 HORZ(LL): -0.033 F - - HORZ(TL): 0.038 F - - Creep Factor: 2.0 Max TC CSI: 0.754 Max BC CSI: 0.125 Max Web CSI: 0.120 Weight: 18.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss J3C Truss Type JACK Qty 1 Ply 1 Seal #: 2497 12/17/2021 SEAT PLATE REQ. 8"8 3"8 2'2' 3'2'4"3 3'10"3HB 2'A B C D EF G 6 12 2X4(A1) 3X3 1.5X3 1.5X3 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 5 0.15 0.54 BC 24 1.00 3.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 460 /- /- /506 /296 /230 E 34 /- /- /15 /- /- D 76 /- /- /63 /93 /- 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 89 0 B - C 36 -161 Chords Tens. Comp. C - D 34 -100 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - G 57 -34 Chords Tens. Comp. F - E 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. G - C 187 -88 Webs Tens. Comp. G - F 34 -1 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.016 F 999 360 VERT(CL): 0.022 F 999 240 HORZ(LL): -0.033 F - - HORZ(TL): 0.038 F - - Creep Factor: 2.0 Max TC CSI: 0.754 Max BC CSI: 0.125 Max Web CSI: 0.120 Weight: 18.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss J3C Truss Type JACK Qty 1 Ply 1 Seal #: 2497 12/17/2021 SEAT PLATE REQ. 8"8 3"8 2'2' 3'2'4"3 3'10"3HB 2'A B C D EF G 6 12 2X4(A1) 3X3 1.5X3 1.5X3 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #2; W2 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 19 0.00 1.58 BC 17 1.52 2.92 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL H 662 /- /- /764 /409 /230 E - /-143 /- /143 /205 /- D 40 /-11 /- /38 /44 /- Wind reactions based on MWFRS H Brg Width = 8.0 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing H is a rigid surface. Bearing H requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 90 0 B - C 363 -619 Chords Tens. Comp. C - D 18 -78 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 1385 -767 Chords Tens. Comp. G - E 142 -101 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. F - G 22 0 F - C 717 -478 Webs Tens. Comp. C - E 244 -343 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.025 B 472 360 VERT(CL): 0.045 B 266 240 HORZ(LL): 0.018 E - - HORZ(TL): 0.024 D - - Creep Factor: 2.0 Max TC CSI: 0.761 Max BC CSI: 0.586 Max Web CSI: 0.646 Weight: 22.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss J3D Truss Type JACK Qty 1 Ply 1 Seal #: 2500 12/17/2021 W2 8" SEAT PLATE REQ. 1'4"8 1'7"82' 3'2'4"3 3'10"3A B C D E F G H 6 12 2X4(A1) 3X3 1.5X3 3X4 3X4 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #2; W2 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 19 0.00 1.58 BC 17 1.52 2.92 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL H 662 /- /- /764 /409 /230 E - /-143 /- /143 /205 /- D 40 /-11 /- /38 /44 /- Wind reactions based on MWFRS H Brg Width = 8.0 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing H is a rigid surface. Bearing H requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 90 0 B - C 363 -619 Chords Tens. Comp. C - D 18 -78 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 1385 -767 Chords Tens. Comp. G - E 142 -101 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. F - G 22 0 F - C 717 -478 Webs Tens. Comp. C - E 244 -343 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.025 B 472 360 VERT(CL): 0.045 B 266 240 HORZ(LL): 0.018 E - - HORZ(TL): 0.024 D - - Creep Factor: 2.0 Max TC CSI: 0.761 Max BC CSI: 0.586 Max Web CSI: 0.646 Weight: 22.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss J3D Truss Type JACK Qty 1 Ply 1 Seal #: 2500 12/17/2021 W2 8" SEAT PLATE REQ. 1'4"8 1'7"82' 3'2'4"3 3'10"3A B C D E F G H 6 12 2X4(A1) 3X3 1.5X3 3X4 3X4 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Purlins 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 460 /- /- /577 /306 /230 D 35 /- /- /74 /53 /- C 84 /- /- /61 /98 /- Wind reactions based on MWFRS B Brg Width = 12.0 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 89 0 Chords Tens. Comp. B - C 38 -144 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.003 B - - HORZ(TL): 0.003 B - - Creep Factor: 2.0 Max TC CSI: 0.754 Max BC CSI: 0.184 Max Web CSI: 0.000 Weight: 12.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss J3E Truss Type JACK Qty 4 Ply 1 Seal #: 2776 12/17/2021 SEAT PLATE REQ. 3'2' 4"3 1'10"32'9"2A B C D 6 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 460 /- /- /577 /306 /230 D 35 /- /- /74 /53 /- C 84 /- /- /61 /98 /- Wind reactions based on MWFRS B Brg Width = 12.0 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 89 0 Chords Tens. Comp. B - C 38 -144 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.003 B - - HORZ(TL): 0.003 B - - Creep Factor: 2.0 Max TC CSI: 0.754 Max BC CSI: 0.184 Max Web CSI: 0.000 Weight: 12.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss J3E Truss Type JACK Qty 4 Ply 1 Seal #: 2776 12/17/2021 SEAT PLATE REQ. 3'2' 4"3 1'10"32'9"2A B C D 6 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 544 /- /- /556 /322 /330 D 80 /- /- /41 /1 /- C 196 /- /- /164 /217 /- 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 89 0 Chords Tens. Comp. B - C 88 -208 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.007 B - - HORZ(TL): 0.008 B - - Creep Factor: 2.0 Max TC CSI: 0.754 Max BC CSI: 0.246 Max Web CSI: 0.000 Weight: 18.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss J5 Truss Type JACK Qty 12 Ply 1 Seal #: 2508 12/17/2021 SEAT PLATE REQ. 5'2' 4"3 2'10"33'9"2A B C D 6 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 544 /- /- /556 /322 /330 D 80 /- /- /41 /1 /- C 196 /- /- /164 /217 /- 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 89 0 Chords Tens. Comp. B - C 88 -208 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.007 B - - HORZ(TL): 0.008 B - - Creep Factor: 2.0 Max TC CSI: 0.754 Max BC CSI: 0.246 Max Web CSI: 0.000 Weight: 18.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss J5 Truss Type JACK Qty 12 Ply 1 Seal #: 2508 12/17/2021 SEAT PLATE REQ. 5'2' 4"3 2'10"33'9"2A B C D 6 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 56 0.15 4.80 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 A 286 /- /- /- /197 /- C 88 /- /- /- /18 /- B 209 /- /- /- /167 /- Wind reactions based on MWFRS A Brg Width = 8.6 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 88 -95 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.009 A - - HORZ(TL): 0.015 A - - Creep Factor: 2.0 Max TC CSI: 0.507 Max BC CSI: 0.284 Max Web CSI: 0.000 Weight: 15.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss J5B Truss Type HIP_ Qty 1 Ply 1 Seal #: 2576 12/17/2021 SEAT PLATE REQ. 4'9"9 4"3 2'6"13A B C 5.55 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 56 0.15 4.80 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 A 286 /- /- /- /197 /- C 88 /- /- /- /18 /- B 209 /- /- /- /167 /- Wind reactions based on MWFRS A Brg Width = 8.6 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 88 -95 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.009 A - - HORZ(TL): 0.015 A - - Creep Factor: 2.0 Max TC CSI: 0.507 Max BC CSI: 0.284 Max Web CSI: 0.000 Weight: 15.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss J5B Truss Type HIP_ Qty 1 Ply 1 Seal #: 2576 12/17/2021 SEAT PLATE REQ. 4'9"9 4"3 2'6"13A B C 5.55 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; 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 5 0.15 0.54 BC 48 1.00 5.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 544 /- /- /556 /322 /330 E 71 /- /- /32 /- /- D 204 /- /- /164 /228 /- 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 89 0 B - C 43 -222 Chords Tens. Comp. C - D 91 -214 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - G 49 -86 Chords Tens. Comp. F - E 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. G - C 199 -76 Webs Tens. Comp. G - F 65 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.049 C 999 360 VERT(CL): 0.049 F 999 240 HORZ(LL): 0.097 F - - HORZ(TL): 0.105 F - - Creep Factor: 2.0 Max TC CSI: 0.779 Max BC CSI: 0.172 Max Web CSI: 0.182 Weight: 23.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss J5C Truss Type JACK Qty 1 Ply 1 Seal #: 2520 12/17/2021 SEAT PLATE REQ. 8"8 3"8 4'2' 5'2'4"3 4'10"3HB 4'A B C D EF G 6 12 2X4(A1) 3X3 1.5X3 1.5X4 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 5 0.15 0.54 BC 48 1.00 5.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 544 /- /- /556 /322 /330 E 71 /- /- /32 /- /- D 204 /- /- /164 /228 /- 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 89 0 B - C 43 -222 Chords Tens. Comp. C - D 91 -214 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - G 49 -86 Chords Tens. Comp. F - E 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. G - C 199 -76 Webs Tens. Comp. G - F 65 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.049 C 999 360 VERT(CL): 0.049 F 999 240 HORZ(LL): 0.097 F - - HORZ(TL): 0.105 F - - Creep Factor: 2.0 Max TC CSI: 0.779 Max BC CSI: 0.172 Max Web CSI: 0.182 Weight: 23.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss J5C Truss Type JACK Qty 1 Ply 1 Seal #: 2520 12/17/2021 SEAT PLATE REQ. 8"8 3"8 4'2' 5'2'4"3 4'10"3HB 4'A B C D EF G 6 12 2X4(A1) 3X3 1.5X3 1.5X4 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 19 0.00 1.58 BC 40 1.52 4.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL H 661 /- /- /706 /378 /330 E 34 /-36 /- /83 /71 /- D 148 /- /- /116 /163 /- Wind reactions based on MWFRS H Brg Width = 8.0 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing H is a rigid surface. Bearing H requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 90 0 B - C 396 -703 Chords Tens. Comp. C - D 66 -208 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 1394 -807 Chords Tens. Comp. G - E 133 -113 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. F - G 58 0 F - C 624 -425 Webs Tens. Comp. C - E 149 -176 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.027 B 437 360 VERT(CL): 0.044 B 268 240 HORZ(LL): 0.023 E - - HORZ(TL): 0.028 E - - Creep Factor: 2.0 Max TC CSI: 0.761 Max BC CSI: 0.506 Max Web CSI: 0.988 Weight: 30.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss J5D Truss Type JACK Qty 1 Ply 1 Seal #: 2523 12/17/2021 8"SEAT PLATE REQ. 1'4"8 3'7"82' 5'2'4"3 4'10"3A B C D E F G H 6 12 2X4(A1) 3X3 1.5X3 3X4 1.5X4 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 19 0.00 1.58 BC 40 1.52 4.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL H 661 /- /- /706 /378 /330 E 34 /-36 /- /83 /71 /- D 148 /- /- /116 /163 /- Wind reactions based on MWFRS H Brg Width = 8.0 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing H is a rigid surface. Bearing H requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 90 0 B - C 396 -703 Chords Tens. Comp. C - D 66 -208 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 1394 -807 Chords Tens. Comp. G - E 133 -113 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. F - G 58 0 F - C 624 -425 Webs Tens. Comp. C - E 149 -176 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.027 B 437 360 VERT(CL): 0.044 B 268 240 HORZ(LL): 0.023 E - - HORZ(TL): 0.028 E - - Creep Factor: 2.0 Max TC CSI: 0.761 Max BC CSI: 0.506 Max Web CSI: 0.988 Weight: 30.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss J5D Truss Type JACK Qty 1 Ply 1 Seal #: 2523 12/17/2021 8"SEAT PLATE REQ. 1'4"8 3'7"82' 5'2'4"3 4'10"3A B C D E F G H 6 12 2X4(A1) 3X3 1.5X3 3X4 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 2400f-2.0E + SP M-31:; 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 82 0.15 7.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 721 /- /- /631 /366 /429 D 543 /- /- /318 /335 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D 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 89 0 Chords Tens. Comp. B - C 199 -239 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 38 -40 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - D 539 -483 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.022 B - - HORZ(TL): 0.038 B - - Creep Factor: 2.0 Max TC CSI: 0.690 Max BC CSI: 0.804 Max Web CSI: 0.538 Weight: 32.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss J7 Truss Type EJAC Qty 9 Ply 1 Seal #: 2618 12/17/2021 7' SEAT PLATE REQ. 2' 4"3 3'10"34'9"2A B C D 6 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 2400f-2.0E + SP M-31:; 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 82 0.15 7.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 721 /- /- /631 /366 /429 D 543 /- /- /318 /335 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D 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 89 0 Chords Tens. Comp. B - C 199 -239 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 38 -40 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - D 539 -483 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.022 B - - HORZ(TL): 0.038 B - - Creep Factor: 2.0 Max TC CSI: 0.690 Max BC CSI: 0.804 Max Web CSI: 0.538 Weight: 32.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss J7 Truss Type EJAC Qty 9 Ply 1 Seal #: 2618 12/17/2021 7' SEAT PLATE REQ. 2' 4"3 3'10"34'9"2A B C D 6 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 M-30; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 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 5 0.15 0.54 BC 74 0.85 7.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 721 /- /- /631 /366 /429 E 543 /- /- /318 /335 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E 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 89 0 B - C 531 -954 Chords Tens. Comp. C - D 207 -251 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 976 -1065 Chords Tens. Comp. G - E 218 -232 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. F - G 152 0 F - C 290 -137 Webs Tens. Comp. C - E 252 -236 D - E 493 -463 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.044 F 999 360 VERT(CL): 0.067 F 999 240 HORZ(LL): -0.041 E - - HORZ(TL): 0.062 E - - Creep Factor: 2.0 Max TC CSI: 0.682 Max BC CSI: 0.777 Max Web CSI: 0.846 Weight: 50.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss J7C Truss Type EJAC Qty 5 Ply 1 Seal #: 2593 12/17/2021 W1 7' SEAT PLATE REQ. 8"8 6'3"82'2'4"3 5'10"3A B C D E F G 6 12 2X4(A1) 4X4 2X4 3X4 3X4 3X6(R) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 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 5 0.15 0.54 BC 74 0.85 7.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 721 /- /- /631 /366 /429 E 543 /- /- /318 /335 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E 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 89 0 B - C 531 -954 Chords Tens. Comp. C - D 207 -251 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 976 -1065 Chords Tens. Comp. G - E 218 -232 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. F - G 152 0 F - C 290 -137 Webs Tens. Comp. C - E 252 -236 D - E 493 -463 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.044 F 999 360 VERT(CL): 0.067 F 999 240 HORZ(LL): -0.041 E - - HORZ(TL): 0.062 E - - Creep Factor: 2.0 Max TC CSI: 0.682 Max BC CSI: 0.777 Max Web CSI: 0.846 Weight: 50.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss J7C Truss Type EJAC Qty 5 Ply 1 Seal #: 2593 12/17/2021 W1 7' SEAT PLATE REQ. 8"8 6'3"82'2'4"3 5'10"3A B C D E F G 6 12 2X4(A1) 4X4 2X4 3X4 3X4 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; Bot chord: 2x6 SP 2400f-2.0E; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 103 plf at -2.00 to 103 plf at 17.00 BC: From 14 plf at 0.00 to 14 plf at 7.03 BC: From 7 plf at 7.03 to 7 plf at 7.97 BC: From 14 plf at 7.97 to 14 plf at 15.00 TC: 164 lb Conc. Load at 7.00, 8.00 BC: 674 lb Conc. Load at 7.03, 7.97 Purlins 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 8.00 BC 79 0.15 14.85 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1907 /- /- /- /1571 /- E 1907 /- /- /- /1571 /- 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 89 -72 B - C 2589 -3008 C - D 2237 -2592 Chords Tens. Comp. D - E 2589 -3008 E - F 89 -72 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - H 2560 -2209 H - G 2592 -2237 Chords Tens. Comp. G - E 2560 -2209 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - H 878 -655 Webs Tens. Comp. G - D 878 -655 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.080 H 999 360 VERT(CL): 0.100 H 999 240 HORZ(LL): -0.022 E - - HORZ(TL): 0.028 E - - Creep Factor: 2.0 Max TC CSI: 0.664 Max BC CSI: 0.970 Max Web CSI: 0.335 Weight: 79.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss K01 Truss Type HIPS Qty 1 Ply 1 Seal #: 2532 12/17/2021 15' SEAT PLATE REQ.SEAT PLATE REQ. 7'1'7' 2'2' 4"33'10"34'9"2A B C D E FGH 6 12 4X6(A1) 5X6 3X6 3X6 5X6 4X6(A1) 164# 7'0"6 674# 11"4 674# 164# 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; Bot chord: 2x6 SP 2400f-2.0E; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 103 plf at -2.00 to 103 plf at 17.00 BC: From 14 plf at 0.00 to 14 plf at 7.03 BC: From 7 plf at 7.03 to 7 plf at 7.97 BC: From 14 plf at 7.97 to 14 plf at 15.00 TC: 164 lb Conc. Load at 7.00, 8.00 BC: 674 lb Conc. Load at 7.03, 7.97 Purlins 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 8.00 BC 79 0.15 14.85 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1907 /- /- /- /1571 /- E 1907 /- /- /- /1571 /- 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 89 -72 B - C 2589 -3008 C - D 2237 -2592 Chords Tens. Comp. D - E 2589 -3008 E - F 89 -72 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - H 2560 -2209 H - G 2592 -2237 Chords Tens. Comp. G - E 2560 -2209 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - H 878 -655 Webs Tens. Comp. G - D 878 -655 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.080 H 999 360 VERT(CL): 0.100 H 999 240 HORZ(LL): -0.022 E - - HORZ(TL): 0.028 E - - Creep Factor: 2.0 Max TC CSI: 0.664 Max BC CSI: 0.970 Max Web CSI: 0.335 Weight: 79.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss K01 Truss Type HIPS Qty 1 Ply 1 Seal #: 2532 12/17/2021 15' SEAT PLATE REQ.SEAT PLATE REQ. 7'1'7' 2'2' 4"33'10"34'9"2A B C D E FGH 6 12 4X6(A1) 5X6 3X6 3X6 5X6 4X6(A1) 164# 7'0"6 674# 11"4 674# 164# 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; 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 93 0.15 14.85 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1073 /- /- /900 /740 /299 D 1073 /- /- /900 /740 /- 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 89 0 B - C 956 -1178 Chords Tens. Comp. C - D 956 -1178 D - E 89 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 920 -465 Chords Tens. Comp. F - D 920 -465 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - F 330 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.021 B 999 360 VERT(CL): 0.049 B 999 240 HORZ(LL): -0.013 B - - HORZ(TL): 0.031 B - - Creep Factor: 2.0 Max TC CSI: 0.786 Max BC CSI: 0.994 Max Web CSI: 0.113 Weight: 61.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss K02 Truss Type COMN Qty 3 Ply 1 Seal #: 2650 12/17/2021 15' SEAT PLATE REQ.SEAT PLATE REQ. 7'6"7'6" 2'2' 4"34'1"35'0"2A B C D EF 6 12 2X4(A1) 5X6(R1) 1.5X3 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 M-30; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 93 0.15 14.85 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1073 /- /- /900 /740 /299 D 1073 /- /- /900 /740 /- 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 89 0 B - C 956 -1178 Chords Tens. Comp. C - D 956 -1178 D - E 89 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 920 -465 Chords Tens. Comp. F - D 920 -465 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - F 330 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.021 B 999 360 VERT(CL): 0.049 B 999 240 HORZ(LL): -0.013 B - - HORZ(TL): 0.031 B - - Creep Factor: 2.0 Max TC CSI: 0.786 Max BC CSI: 0.994 Max Web CSI: 0.113 Weight: 61.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss K02 Truss Type COMN Qty 3 Ply 1 Seal #: 2650 12/17/2021 15' SEAT PLATE REQ.SEAT PLATE REQ. 7'6"7'6" 2'2' 4"34'1"35'0"2A B C D EF 6 12 2X4(A1) 5X6(R1) 1.5X3 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 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) BC 112 0.15 12.50 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 954 /- /- /827 /412 /243 G 762 /- /- /479 /306 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 G Brg Width = 8.0 Min Req = 1.5 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 89 0 B - C 768 -890 Chords Tens. Comp. C - D 813 -818 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 666 -614 Chords Tens. Comp. F - E 44 -35 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - F 166 -59 F - D 671 -607 Webs Tens. Comp. D - E 701 -744 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): -0.017 B 999 360 VERT(CL): 0.054 B 999 240 HORZ(LL): -0.011 B - - HORZ(TL): 0.034 B - - Creep Factor: 2.0 Max TC CSI: 0.902 Max BC CSI: 0.992 Max Web CSI: 0.340 Weight: 60.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss K03 Truss Type SPEC Qty 7 Ply 1 Seal #: 2653 12/17/2021 T2 12'6" SEAT PLATE REQ.SEAT PLATE REQ. 7'6"5' 2' 4"3 1'7"34'1"35'0"2A B C D EFG 6 12 2X4(A1) 4X6(R1) 3X4 3X4(R) 3X6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; 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) BC 112 0.15 12.50 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 954 /- /- /827 /412 /243 G 762 /- /- /479 /306 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 G Brg Width = 8.0 Min Req = 1.5 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 89 0 B - C 768 -890 Chords Tens. Comp. C - D 813 -818 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 666 -614 Chords Tens. Comp. F - E 44 -35 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - F 166 -59 F - D 671 -607 Webs Tens. Comp. D - E 701 -744 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): -0.017 B 999 360 VERT(CL): 0.054 B 999 240 HORZ(LL): -0.011 B - - HORZ(TL): 0.034 B - - Creep Factor: 2.0 Max TC CSI: 0.902 Max BC CSI: 0.992 Max Web CSI: 0.340 Weight: 60.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss K03 Truss Type SPEC Qty 7 Ply 1 Seal #: 2653 12/17/2021 T2 12'6" SEAT PLATE REQ.SEAT PLATE REQ. 7'6"5' 2' 4"3 1'7"34'1"35'0"2A B C D EFG 6 12 2X4(A1) 4X6(R1) 3X4 3X4(R) 3X6 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.15 12.28 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 checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 941 /- /- /820 /326 /244 E 753 /- /- /470 /244 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E 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 89 0 B - C 745 -863 Chords Tens. Comp. C - D 795 -784 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 644 -609 Chords Tens. Comp. F - E 31 -23 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - F 186 -78 F - D 660 -617 Webs Tens. Comp. D - E 698 -738 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): -0.015 B 999 360 VERT(CL): 0.053 B 999 240 HORZ(LL): -0.010 B - - HORZ(TL): 0.034 B - - Creep Factor: 2.0 Max TC CSI: 0.781 Max BC CSI: 0.891 Max Web CSI: 0.301 Weight: 60.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss K04 Truss Type SPEC Qty 1 Ply 1 Seal #: 2658 12/17/2021 12'3"5 SEAT PLATE REQ. 7'6"4'9"5 2' 4"3 1'8"84'1"35'0"2A B C D EF 6 12 2X4(A1) 4X6(R1) 3X4 3X4(R) 3X6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.15 12.28 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 checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 941 /- /- /820 /326 /244 E 753 /- /- /470 /244 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E 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 89 0 B - C 745 -863 Chords Tens. Comp. C - D 795 -784 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 644 -609 Chords Tens. Comp. F - E 31 -23 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - F 186 -78 F - D 660 -617 Webs Tens. Comp. D - E 698 -738 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): -0.015 B 999 360 VERT(CL): 0.053 B 999 240 HORZ(LL): -0.010 B - - HORZ(TL): 0.034 B - - Creep Factor: 2.0 Max TC CSI: 0.781 Max BC CSI: 0.891 Max Web CSI: 0.301 Weight: 60.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss K04 Truss Type SPEC Qty 1 Ply 1 Seal #: 2658 12/17/2021 12'3"5 SEAT PLATE REQ. 7'6"4'9"5 2' 4"3 1'8"84'1"35'0"2A B C D EF 6 12 2X4(A1) 4X6(R1) 3X4 3X4(R) 3X6 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins 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 114 0.15 11.46 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 checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 895 /- /- /793 /381 /247 E 721 /- /- /437 /284 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E 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 89 0 B - C 646 -759 Chords Tens. Comp. C - D 642 -651 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 557 -478 Chords Tens. Comp. F - E 14 -9 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - F 237 -147 F - D 608 -510 Webs Tens. Comp. D - E 672 -717 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): -0.018 B 999 360 VERT(CL): 0.053 B 999 240 HORZ(LL): -0.012 B - - HORZ(TL): 0.034 B - - Creep Factor: 2.0 Max TC CSI: 0.774 Max BC CSI: 0.975 Max Web CSI: 0.248 Weight: 54.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss K05 Truss Type SPEC Qty 1 Ply 1 Seal #: 2663 12/17/2021 11'5"8 SEAT PLATE REQ. 7'6"3'11"8 2' 4"3 2'1"74'1"35'0"2A B C D EF 6 12 2X4(A1) 4X4(R1) 3X4 3X3(R) 3X6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins 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 114 0.15 11.46 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 checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 895 /- /- /793 /381 /247 E 721 /- /- /437 /284 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E 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 89 0 B - C 646 -759 Chords Tens. Comp. C - D 642 -651 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 557 -478 Chords Tens. Comp. F - E 14 -9 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - F 237 -147 F - D 608 -510 Webs Tens. Comp. D - E 672 -717 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): -0.018 B 999 360 VERT(CL): 0.053 B 999 240 HORZ(LL): -0.012 B - - HORZ(TL): 0.034 B - - Creep Factor: 2.0 Max TC CSI: 0.774 Max BC CSI: 0.975 Max Web CSI: 0.248 Weight: 54.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss K05 Truss Type SPEC Qty 1 Ply 1 Seal #: 2663 12/17/2021 11'5"8 SEAT PLATE REQ. 7'6"3'11"8 2' 4"3 2'1"74'1"35'0"2A B C D EF 6 12 2X4(A1) 4X4(R1) 3X4 3X3(R) 3X6 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins 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 10.64 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 checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 851 /- /- /766 /355 /250 E 689 /- /- /405 /268 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E 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 89 0 B - C 537 -661 Chords Tens. Comp. C - D 549 -530 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 468 -441 Chords Tens. Comp. F - E 6 -6 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - F 315 -225 F - D 573 -535 Webs Tens. Comp. D - E 668 -698 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): -0.018 B 999 360 VERT(CL): 0.053 B 999 240 HORZ(LL): -0.012 B - - HORZ(TL): 0.034 B - - Creep Factor: 2.0 Max TC CSI: 0.764 Max BC CSI: 0.781 Max Web CSI: 0.211 Weight: 54.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss K06 Truss Type SPEC Qty 1 Ply 1 Seal #: 2668 12/17/2021 10'7"11 SEAT PLATE REQ. 7'6"3'1"11 2' 4"3 2'6"54'1"35'0"2A B C D EF 6 12 2X4(A1) 4X6(R1) 3X4 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 M-30; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.15 10.64 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 checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 851 /- /- /766 /355 /250 E 689 /- /- /405 /268 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E 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 89 0 B - C 537 -661 Chords Tens. Comp. C - D 549 -530 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 468 -441 Chords Tens. Comp. F - E 6 -6 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - F 315 -225 F - D 573 -535 Webs Tens. Comp. D - E 668 -698 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): -0.018 B 999 360 VERT(CL): 0.053 B 999 240 HORZ(LL): -0.012 B - - HORZ(TL): 0.034 B - - Creep Factor: 2.0 Max TC CSI: 0.764 Max BC CSI: 0.781 Max Web CSI: 0.211 Weight: 54.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss K06 Truss Type SPEC Qty 1 Ply 1 Seal #: 2668 12/17/2021 10'7"11 SEAT PLATE REQ. 7'6"3'1"11 2' 4"3 2'6"54'1"35'0"2A B C D EF 6 12 2X4(A1) 4X6(R1) 3X4 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 2400f-2.0E + SP M-31:; 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 75 0.15 9.82 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 checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 821 /- /- /738 /326 /253 E 657 /- /- /375 /255 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E 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 89 0 B - C 406 -584 Chords Tens. Comp. C - D 428 -402 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 377 -393 Chords Tens. Comp. F - E 2 -3 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - F 432 -314 F - D 582 -593 Webs Tens. Comp. D - E 646 -686 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): -0.015 B 999 360 VERT(CL): 0.043 B 999 240 HORZ(LL): -0.010 B - - HORZ(TL): 0.028 B - - Creep Factor: 2.0 Max TC CSI: 0.628 Max BC CSI: 0.354 Max Web CSI: 0.212 Weight: 50.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss K07 Truss Type SPEC Qty 1 Ply 1 Seal #: 2673 12/17/2021 9'9"13 SEAT PLATE REQ. 7'6"2'3"13 2' 4"3 2'11"44'1"35'0"2A B C D EF 6 12 2X4(A1) 4X4(R1) 3X4 3X3(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 2400f-2.0E + SP M-31:; 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 75 0.15 9.82 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 checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 821 /- /- /738 /326 /253 E 657 /- /- /375 /255 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E 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 89 0 B - C 406 -584 Chords Tens. Comp. C - D 428 -402 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 377 -393 Chords Tens. Comp. F - E 2 -3 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - F 432 -314 F - D 582 -593 Webs Tens. Comp. D - E 646 -686 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): -0.015 B 999 360 VERT(CL): 0.043 B 999 240 HORZ(LL): -0.010 B - - HORZ(TL): 0.028 B - - Creep Factor: 2.0 Max TC CSI: 0.628 Max BC CSI: 0.354 Max Web CSI: 0.212 Weight: 50.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss K07 Truss Type SPEC Qty 1 Ply 1 Seal #: 2673 12/17/2021 9'9"13 SEAT PLATE REQ. 7'6"2'3"13 2' 4"3 2'11"44'1"35'0"2A B C D EF 6 12 2X4(A1) 4X4(R1) 3X4 3X3(R) 3X6 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins 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 9.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 792 /- /- /709 /476 /383 E 624 /- /- /364 /377 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E 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 89 0 B - C 254 -501 Chords Tens. Comp. C - D 256 -287 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 307 -334 Chords Tens. Comp. F - E 1 -1 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - F 651 -444 F - D 716 -759 Webs Tens. Comp. D - E 631 -685 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.029 B 999 360 VERT(CL): 0.052 B 999 240 HORZ(LL): -0.019 B - - HORZ(TL): 0.033 B - - Creep Factor: 2.0 Max TC CSI: 0.734 Max BC CSI: 0.735 Max Web CSI: 0.247 Weight: 49.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss K08 Truss Type SPEC Qty 1 Ply 1 Seal #: 2676 12/17/2021 9' SEAT PLATE REQ. 7'6"1'6" 2' 4"3 3'4"34'1"35'0"2A B C D EF 6 12 2X4(A1) 4X6(R1) 3X4 3X4(R) 3X6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins 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 9.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 792 /- /- /709 /476 /383 E 624 /- /- /364 /377 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E 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 89 0 B - C 254 -501 Chords Tens. Comp. C - D 256 -287 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 307 -334 Chords Tens. Comp. F - E 1 -1 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - F 651 -444 F - D 716 -759 Webs Tens. Comp. D - E 631 -685 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.029 B 999 360 VERT(CL): 0.052 B 999 240 HORZ(LL): -0.019 B - - HORZ(TL): 0.033 B - - Creep Factor: 2.0 Max TC CSI: 0.734 Max BC CSI: 0.735 Max Web CSI: 0.247 Weight: 49.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss K08 Truss Type SPEC Qty 1 Ply 1 Seal #: 2676 12/17/2021 9' SEAT PLATE REQ. 7'6"1'6" 2' 4"3 3'4"34'1"35'0"2A B C D EF 6 12 2X4(A1) 4X6(R1) 3X4 3X4(R) 3X6 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 :SP 2400f-2.0E + SP M-31:; Bot chord: 2x6 SP 2400f-2.0E; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 103 plf at -2.02 to 103 plf at 5.05 TC: From 51 plf at 5.05 to 51 plf at 7.48 TC: From 103 plf at 7.48 to 103 plf at 8.61 BC: From 14 plf at 0.00 to 14 plf at 5.05 BC: From 7 plf at 5.05 to 7 plf at 8.61 BC: 739 lb Conc. Load at 5.05 BC: 212 lb Conc. Load at 7.05 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 50 0.15 8.61 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 checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1048 /- /- /- /722 /- E 958 /- /- /- /628 /- Wind reactions based on MWFRS B Brg Width = 7.8 Min Req = 1.5 E 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 90 -73 B - C 177 -242 Chords Tens. Comp. C - D 99 -244 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 72 -46 Chords Tens. Comp. F - E 72 -46 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - F 116 -256 Webs Tens. Comp. D - E 130 -453 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.123 C 829 360 VERT(CL): 0.214 C 474 240 HORZ(LL): -0.125 D - - HORZ(TL): 0.218 D - - Creep Factor: 2.0 Max TC CSI: 0.663 Max BC CSI: 0.941 Max Web CSI: 0.487 Weight: 48.3 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss K09 Truss Type SPEC Qty 1 Ply 1 Seal #: 2590 12/17/2021 8'7"6 SEAT PLATE REQ. 7'5"13 1'1"9 2'0"3 4"4 3'6"64'1"35'0"2A B C D EF 6 12 2X4(A1) 4X4 1.5X3 1.5X4 3X6 5'0"10 739# 2' 212# 1'6"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 2400f-2.0E + SP M-31:; Bot chord: 2x6 SP 2400f-2.0E; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 103 plf at -2.02 to 103 plf at 5.05 TC: From 51 plf at 5.05 to 51 plf at 7.48 TC: From 103 plf at 7.48 to 103 plf at 8.61 BC: From 14 plf at 0.00 to 14 plf at 5.05 BC: From 7 plf at 5.05 to 7 plf at 8.61 BC: 739 lb Conc. Load at 5.05 BC: 212 lb Conc. Load at 7.05 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 50 0.15 8.61 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 checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 1048 /- /- /- /722 /- E 958 /- /- /- /628 /- Wind reactions based on MWFRS B Brg Width = 7.8 Min Req = 1.5 E 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 90 -73 B - C 177 -242 Chords Tens. Comp. C - D 99 -244 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 72 -46 Chords Tens. Comp. F - E 72 -46 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - F 116 -256 Webs Tens. Comp. D - E 130 -453 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.123 C 829 360 VERT(CL): 0.214 C 474 240 HORZ(LL): -0.125 D - - HORZ(TL): 0.218 D - - Creep Factor: 2.0 Max TC CSI: 0.663 Max BC CSI: 0.941 Max Web CSI: 0.487 Weight: 48.3 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss K09 Truss Type SPEC Qty 1 Ply 1 Seal #: 2590 12/17/2021 8'7"6 SEAT PLATE REQ. 7'5"13 1'1"9 2'0"3 4"4 3'6"64'1"35'0"2A B C D EF 6 12 2X4(A1) 4X4 1.5X3 1.5X4 3X6 5'0"10 739# 2' 212# 1'6"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: 2x6 SP 2400f-2.0E; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 102 plf at -2.16 to 102 plf at 7.06 BC: From 14 plf at 0.00 to 14 plf at 7.06 BC: 493 lb Conc. Load at 5.41 Purlins 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 5.48 7.06 BC 83 0.15 7.06 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 checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 G 805 /- /- /- /557 /- E 778 /- /- /- /451 /- Wind reactions based on MWFRS G Brg Width = 8.4 Min Req = 1.5 E Brg Width = - Min Req = - Bearing G is a rigid surface. Bearing G requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 89 -73 B - C 103 -165 Chords Tens. Comp. C - D 2 -1 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 25 -14 Chords Tens. Comp. F - E 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - F 242 -426 Webs Tens. Comp. E - D 55 -356 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.067 F 999 360 VERT(CL): 0.122 F 681 240 HORZ(LL): -0.031 C - - HORZ(TL): 0.059 C - - Creep Factor: 2.0 Max TC CSI: 0.779 Max BC CSI: 0.527 Max Web CSI: 0.073 Weight: 42.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss K10 Truss Type HIP_ Qty 1 Ply 1 Seal #: 2585 12/17/2021 7'0"11 SEAT PLATE REQ. 5'5"12 1'6"15 2'1"14 4"2'10"33'9"4A B C D EFG 5.51 12 2X4(A1) 4X4(R1) 1.5X3 1.5X4 1.5X3 5'4"15 493# 1'7"12 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x6 SP 2400f-2.0E; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 102 plf at -2.16 to 102 plf at 7.06 BC: From 14 plf at 0.00 to 14 plf at 7.06 BC: 493 lb Conc. Load at 5.41 Purlins 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 5.48 7.06 BC 83 0.15 7.06 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 checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 G 805 /- /- /- /557 /- E 778 /- /- /- /451 /- Wind reactions based on MWFRS G Brg Width = 8.4 Min Req = 1.5 E Brg Width = - Min Req = - Bearing G is a rigid surface. Bearing G requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 89 -73 B - C 103 -165 Chords Tens. Comp. C - D 2 -1 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 25 -14 Chords Tens. Comp. F - E 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - F 242 -426 Webs Tens. Comp. E - D 55 -356 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.067 F 999 360 VERT(CL): 0.122 F 681 240 HORZ(LL): -0.031 C - - HORZ(TL): 0.059 C - - Creep Factor: 2.0 Max TC CSI: 0.779 Max BC CSI: 0.527 Max Web CSI: 0.073 Weight: 42.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss K10 Truss Type HIP_ Qty 1 Ply 1 Seal #: 2585 12/17/2021 7'0"11 SEAT PLATE REQ. 5'5"12 1'6"15 2'1"14 4"2'10"33'9"4A B C D EFG 5.51 12 2X4(A1) 4X4(R1) 1.5X3 1.5X4 1.5X3 5'4"15 493# 1'7"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) BC 44 0.00 3.67 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others (H2) = (J) Special hanger required (1)2x6 SP 2400f-2.0E supporting member. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. Wind Wind loads and reactions based on MWFRS. 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 D 439 /- /- /- /146 /- C 439 /- /- /- /146 /- Wind reactions based on MWFRS D Brg Width = - Min Req = - C Brg Width = - Min Req = - Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 170 -173 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. D - C 21 -9 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - D 153 -412 A - C 10 -24 Webs Tens. Comp. B - C 148 -409 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.001 B 999 360 VERT(CL): 0.003 B 999 240 HORZ(LL): -0.001 B - - HORZ(TL): 0.001 B - - Creep Factor: 2.0 Max TC CSI: 0.747 Max BC CSI: 0.405 Max Web CSI: 0.117 Weight: 26.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss K11 Truss Type HIP_ Qty 1 Ply 1 Seal #: 2552 12/17/2021 3'8"1 3'5"4 2"12 2'3"63'11"83'10"3A B CD 5.49 12 3X4(R) 1.5X4 1.5X4 3X4(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) BC 44 0.00 3.67 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others (H2) = (J) Special hanger required (1)2x6 SP 2400f-2.0E supporting member. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. Wind Wind loads and reactions based on MWFRS. 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 D 439 /- /- /- /146 /- C 439 /- /- /- /146 /- Wind reactions based on MWFRS D Brg Width = - Min Req = - C Brg Width = - Min Req = - Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 170 -173 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. D - C 21 -9 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - D 153 -412 A - C 10 -24 Webs Tens. Comp. B - C 148 -409 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.001 B 999 360 VERT(CL): 0.003 B 999 240 HORZ(LL): -0.001 B - - HORZ(TL): 0.001 B - - Creep Factor: 2.0 Max TC CSI: 0.747 Max BC CSI: 0.405 Max Web CSI: 0.117 Weight: 26.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss K11 Truss Type HIP_ Qty 1 Ply 1 Seal #: 2552 12/17/2021 3'8"1 3'5"4 2"12 2'3"63'11"83'10"3A B CD 5.49 12 3X4(R) 1.5X4 1.5X4 3X4(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; B2 2x6 SP 2400f-2.0E; Webs: 2x4 SP #3; W1 2x4 SP M-30; Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @ 3.50" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 103 plf at -2.00 to 103 plf at 1.20 TC: From 51 plf at 1.20 to 51 plf at 7.00 BC: From 14 plf at 0.00 to 14 plf at 0.71 BC: From 7 plf at 0.71 to 7 plf at 7.00 BC: 1044 lb Conc. Load at 1.20 BC: 1032 lb Conc. Load at 3.20, 5.20 Purlins 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 8 0.15 0.83 BC 72 1.00 7.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Loading Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 2229 /- /- /- /1609 /- F 1552 /- /- /- /1149 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 F 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 44 -36 B - C 804 -1143 Chords Tens. Comp. C - D 204 -286 D - E 21 -27 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - H 841 -587 Chords Tens. Comp. G - F 156 -113 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - H 692 -487 H - G 879 -624 G - D 185 -125 Webs Tens. Comp. D - F 177 -243 E - F 19 -22 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.024 H 999 360 VERT(CL): 0.036 H 999 240 HORZ(LL): -0.020 F - - HORZ(TL): 0.030 F - - Creep Factor: 2.0 Max TC CSI: 0.341 Max BC CSI: 0.542 Max Web CSI: 0.498 Weight: 119.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss M01 Truss Type MONO Qty 1 Ply 2 Seal #: 3131 12/17/2021 B2 W1 7' SEAT PLATE REQ. 8"8 6'3"82'2'4"3 5'10"3A B C D E FG H 6 12 2X4(A1) 1.5X4 3X4 3X10(R) 3X4 1.5X3 3X6(R) 1'2"6 1044# 2' 1032# 2' 1032# 1'9"10 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; B2 2x6 SP 2400f-2.0E; Webs: 2x4 SP #3; W1 2x4 SP M-30; Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @ 3.50" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 103 plf at -2.00 to 103 plf at 1.20 TC: From 51 plf at 1.20 to 51 plf at 7.00 BC: From 14 plf at 0.00 to 14 plf at 0.71 BC: From 7 plf at 0.71 to 7 plf at 7.00 BC: 1044 lb Conc. Load at 1.20 BC: 1032 lb Conc. Load at 3.20, 5.20 Purlins 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 8 0.15 0.83 BC 72 1.00 7.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Loading Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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 2229 /- /- /- /1609 /- F 1552 /- /- /- /1149 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 F 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 44 -36 B - C 804 -1143 Chords Tens. Comp. C - D 204 -286 D - E 21 -27 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - H 841 -587 Chords Tens. Comp. G - F 156 -113 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - H 692 -487 H - G 879 -624 G - D 185 -125 Webs Tens. Comp. D - F 177 -243 E - F 19 -22 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.024 H 999 360 VERT(CL): 0.036 H 999 240 HORZ(LL): -0.020 F - - HORZ(TL): 0.030 F - - Creep Factor: 2.0 Max TC CSI: 0.341 Max BC CSI: 0.542 Max Web CSI: 0.498 Weight: 119.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss M01 Truss Type MONO Qty 1 Ply 2 Seal #: 3131 12/17/2021 B2 W1 7' SEAT PLATE REQ. 8"8 6'3"82'2'4"3 5'10"3A B C D E FG H 6 12 2X4(A1) 1.5X4 3X4 3X10(R) 3X4 1.5X3 3X6(R) 1'2"6 1044# 2' 1032# 2' 1032# 1'9"10 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Plating Notes All plates are 2X4(A1) 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 17 0.15 1.59 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), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL A 28 /- /- /19 /4 /71 B* 157 /- /- /151 /92 /- Wind reactions based on MWFRS A Brg Width = 7.3 Min Req = 1.5 B Brg Width = 16.9 Min Req = - Bearings A & B are a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 39 -266 Chords Tens. Comp. B - C 36 -101 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - E 17 -6 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. E - D 0 0 Webs Tens. Comp. E - C 179 -67 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 2.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.000 B 999 360 VERT(CL): 0.001 B 999 240 HORZ(LL): -0.000 B - - HORZ(TL): 0.001 B - - Creep Factor: 2.0 Max TC CSI: 0.074 Max BC CSI: 0.046 Max Web CSI: 0.063 Weight: 9.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss PB01 Truss Type GABL Qty 5 Ply 1 Seal #: 3114 12/17/2021 2'4"3"8 2'7"8 0"4 1'4"1'2"61"10 A B C D E 6 12 3X3 1.5X3 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Plating Notes All plates are 2X4(A1) 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 17 0.15 1.59 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), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL A 28 /- /- /19 /4 /71 B* 157 /- /- /151 /92 /- Wind reactions based on MWFRS A Brg Width = 7.3 Min Req = 1.5 B Brg Width = 16.9 Min Req = - Bearings A & B are a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 39 -266 Chords Tens. Comp. B - C 36 -101 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - E 17 -6 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. E - D 0 0 Webs Tens. Comp. E - C 179 -67 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 2.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.000 B 999 360 VERT(CL): 0.001 B 999 240 HORZ(LL): -0.000 B - - HORZ(TL): 0.001 B - - Creep Factor: 2.0 Max TC CSI: 0.074 Max BC CSI: 0.046 Max Web CSI: 0.063 Weight: 9.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss PB01 Truss Type GABL Qty 5 Ply 1 Seal #: 3114 12/17/2021 2'4"3"8 2'7"8 0"4 1'4"1'2"61"10 A B C D E 6 12 3X3 1.5X3 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Plating Notes All plates are 2X4(A1) 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 1.04 1.70 BC 15 0.15 1.36 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), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL A 26 /- /- /22 /- /51 B* 166 /- /- /137 /119 /- Wind reactions based on MWFRS A Brg Width = 7.3 Min Req = 1.5 B Brg Width = 16.3 Min Req = - Bearings A & B are a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 30 -192 B - C 6 -26 Chords Tens. Comp. C - D 6 -16 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 29 -11 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. F - E 0 0 Webs Tens. Comp. F - D 158 -59 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 2.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.002 C 999 360 VERT(CL): 0.003 C 999 240 HORZ(LL): -0.001 C - - HORZ(TL): 0.001 C - - Creep Factor: 2.0 Max TC CSI: 0.066 Max BC CSI: 0.060 Max Web CSI: 0.064 Weight: 9.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss PB02 Truss Type GABL Qty 1 Ply 1 Seal #: 3115 12/17/2021 2'3"6 4"2 1'11"8 8" 2'7"8 0"4 1'10"61"10 A B C D E F 6 12 5X6 3X3 1.5X3 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Plating Notes All plates are 2X4(A1) 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 1.04 1.70 BC 15 0.15 1.36 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), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL A 26 /- /- /22 /- /51 B* 166 /- /- /137 /119 /- Wind reactions based on MWFRS A Brg Width = 7.3 Min Req = 1.5 B Brg Width = 16.3 Min Req = - Bearings A & B are a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 30 -192 B - C 6 -26 Chords Tens. Comp. C - D 6 -16 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 29 -11 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. F - E 0 0 Webs Tens. Comp. F - D 158 -59 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 2.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.002 C 999 360 VERT(CL): 0.003 C 999 240 HORZ(LL): -0.001 C - - HORZ(TL): 0.001 C - - Creep Factor: 2.0 Max TC CSI: 0.066 Max BC CSI: 0.060 Max Web CSI: 0.064 Weight: 9.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss PB02 Truss Type GABL Qty 1 Ply 1 Seal #: 3115 12/17/2021 2'3"6 4"2 1'11"8 8" 2'7"8 0"4 1'10"61"10 A B C D E F 6 12 5X6 3X3 1.5X3 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 24 0.00 2.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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* 175 /- /- /74 /49 /33 Wind reactions based on MWFRS D Brg Width = 24.0 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 0 -40 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 150 -15 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.016 B 999 360 VERT(CL): 0.028 B 782 240 HORZ(LL): -0.007 B - - HORZ(TL): 0.011 B - - Creep Factor: 2.0 Max TC CSI: 0.155 Max BC CSI: 0.266 Max Web CSI: 0.000 Weight: 5.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss VM2 Truss Type VAL Qty 2 Ply 1 Seal #: 3051 12/17/2021 2' 6"15 1'5"1 0"4 1'0"4A B CD 6 12 2X4(D8R) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 24 0.00 2.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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* 175 /- /- /74 /49 /33 Wind reactions based on MWFRS D Brg Width = 24.0 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 0 -40 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 150 -15 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.016 B 999 360 VERT(CL): 0.028 B 782 240 HORZ(LL): -0.007 B - - HORZ(TL): 0.011 B - - Creep Factor: 2.0 Max TC CSI: 0.155 Max BC CSI: 0.266 Max Web CSI: 0.000 Weight: 5.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss VM2 Truss Type VAL Qty 2 Ply 1 Seal #: 3051 12/17/2021 2' 6"15 1'5"1 0"4 1'0"4A B CD 6 12 2X4(D8R) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 24 0.00 2.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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* 175 /- /- /66 /28 /21 Wind reactions based on MWFRS D Brg Width = 24.0 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 0 -40 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 137 -14 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): 0.008 A 999 360 VERT(CL): 0.013 A 999 240 HORZ(LL): 0.002 A - - HORZ(TL): 0.004 A - - Creep Factor: 2.0 Max TC CSI: 0.116 Max BC CSI: 0.266 Max Web CSI: 0.000 Weight: 5.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss VM2A Truss Type VAL Qty 1 Ply 1 Seal #: 3117 12/17/2021 2' 6"15 1'3"1 2" 0"4 3"811"4A B CD 6 12 2X4(D8R) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 24 0.00 2.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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* 175 /- /- /66 /28 /21 Wind reactions based on MWFRS D Brg Width = 24.0 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 0 -40 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 137 -14 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): 0.008 A 999 360 VERT(CL): 0.013 A 999 240 HORZ(LL): 0.002 A - - HORZ(TL): 0.004 A - - Creep Factor: 2.0 Max TC CSI: 0.116 Max BC CSI: 0.266 Max Web CSI: 0.000 Weight: 5.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss VM2A Truss Type VAL Qty 1 Ply 1 Seal #: 3117 12/17/2021 2' 6"15 1'3"1 2" 0"4 3"811"4A B CD 6 12 2X4(D8R) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 48 0.00 4.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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* 126 /- /- /87 /41 /29 Wind reactions based on MWFRS F Brg Width = 48.0 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 58 -216 Chords Tens. Comp. B - C 0 -31 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 13 -18 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 487 -209 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): 0.010 A 999 360 VERT(CL): 0.026 A 999 240 HORZ(LL): 0.004 A - - HORZ(TL): 0.010 A - - Creep Factor: 2.0 Max TC CSI: 0.279 Max BC CSI: 0.302 Max Web CSI: 0.190 Weight: 14.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss VM4 Truss Type VAL Qty 2 Ply 1 Seal #: 3119 12/17/2021 4' 6"15 3'5"1 3'0"8 3"8 8" 0"4 2'0"4A B C D E F 6 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 48 0.00 4.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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* 126 /- /- /87 /41 /29 Wind reactions based on MWFRS F Brg Width = 48.0 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 58 -216 Chords Tens. Comp. B - C 0 -31 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 13 -18 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 487 -209 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): 0.010 A 999 360 VERT(CL): 0.026 A 999 240 HORZ(LL): 0.004 A - - HORZ(TL): 0.010 A - - Creep Factor: 2.0 Max TC CSI: 0.279 Max BC CSI: 0.302 Max Web CSI: 0.190 Weight: 14.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss VM4 Truss Type VAL Qty 2 Ply 1 Seal #: 3119 12/17/2021 4' 6"15 3'5"1 3'0"8 3"8 8" 0"4 2'0"4A B C D E F 6 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 44 0.00 3.64 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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* 131 /- /- /85 /40 /29 Wind reactions based on MWFRS F Brg Width = 43.6 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 51 -179 Chords Tens. Comp. B - C 0 -14 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 14 -20 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 413 -163 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): 0.004 A - - HORZ(TL): 0.010 A - - Creep Factor: 2.0 Max TC CSI: 0.298 Max BC CSI: 0.309 Max Web CSI: 0.176 Weight: 14.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss VM4B Truss Type VAL Qty 1 Ply 1 Seal #: 3120 12/17/2021 3'7"10 6"15 3'0"11 3'0"8 3"8 3"10 0"4 1'10"1A B C D E F 6 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 44 0.00 3.64 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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* 131 /- /- /85 /40 /29 Wind reactions based on MWFRS F Brg Width = 43.6 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 51 -179 Chords Tens. Comp. B - C 0 -14 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 14 -20 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 413 -163 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): 0.004 A - - HORZ(TL): 0.010 A - - Creep Factor: 2.0 Max TC CSI: 0.298 Max BC CSI: 0.309 Max Web CSI: 0.176 Weight: 14.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss VM4B Truss Type VAL Qty 1 Ply 1 Seal #: 3120 12/17/2021 3'7"10 6"15 3'0"11 3'0"8 3"8 3"10 0"4 1'10"1A B C D E F 6 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; Bracing Fasten rated sheathing to one face of this frame. Purlins 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 13 0.00 1.07 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D 507 /- /- /363 /173 /108 Wind reactions based on MWFRS D Brg Width = 13.6 Min Req = 1.5 Bearing E is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 123 0 Chords Tens. Comp. B - C 176 -133 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. E - D 244 -58 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 824 -571 Webs Tens. Comp. C - D 178 -229 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.001 B 999 360 VERT(CL): 0.001 B 999 240 HORZ(LL): -0.082 B - - HORZ(TL): 0.090 B - - Creep Factor: 2.0 Max TC CSI: 0.842 Max BC CSI: 0.183 Max Web CSI: 0.677 Weight: 12.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss VM4C Truss Type VAL Qty 1 Ply 1 Seal #: 3048 12/17/2021 1'1"10 1'0"142'0"121'4"111'11"8A B C DE 6 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. Purlins 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 13 0.00 1.07 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 300# movable concentrated load along Top Chord, nonconcurrent with design gravity loads. Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D 507 /- /- /363 /173 /108 Wind reactions based on MWFRS D Brg Width = 13.6 Min Req = 1.5 Bearing E is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 123 0 Chords Tens. Comp. B - C 176 -133 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. E - D 244 -58 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 824 -571 Webs Tens. Comp. C - D 178 -229 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.001 B 999 360 VERT(CL): 0.001 B 999 240 HORZ(LL): -0.082 B - - HORZ(TL): 0.090 B - - Creep Factor: 2.0 Max TC CSI: 0.842 Max BC CSI: 0.183 Max Web CSI: 0.677 Weight: 12.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss VM4C Truss Type VAL Qty 1 Ply 1 Seal #: 3048 12/17/2021 1'1"10 1'0"142'0"121'4"111'11"8A B C DE 6 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 #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 72 0.00 6.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes See A1 Std Detail for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F* 116 /- /- /91 /44 /31 Wind reactions based on MWFRS F Brg Width = 72.0 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 82 -217 Chords Tens. Comp. B - C 0 -13 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 31 -42 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 513 -268 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): -0.016 A - - HORZ(TL): 0.041 A - - Creep Factor: 2.0 Max TC CSI: 0.827 Max BC CSI: 0.696 Max Web CSI: 0.393 Weight: 22.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss VM6 Truss Type VAL Qty 2 Ply 1 Seal #: 3121 12/17/2021 6' 6"15 5'5"1 5'5"3"8 3"8 0"4 3'0"4A B C D E F 6 12 2X4(D8R) 2X4 3X6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 72 0.00 6.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes See A1 Std Detail for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F* 116 /- /- /91 /44 /31 Wind reactions based on MWFRS F Brg Width = 72.0 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 82 -217 Chords Tens. Comp. B - C 0 -13 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 31 -42 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 513 -268 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): -0.016 A - - HORZ(TL): 0.041 A - - Creep Factor: 2.0 Max TC CSI: 0.827 Max BC CSI: 0.696 Max Web CSI: 0.393 Weight: 22.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss VM6 Truss Type VAL Qty 2 Ply 1 Seal #: 3121 12/17/2021 6' 6"15 5'5"1 5'5"3"8 3"8 0"4 3'0"4A B C D E F 6 12 2X4(D8R) 2X4 3X6 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 96 0.00 8.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes See A1 Std Detail for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F* 116 /- /- /93 /46 /32 Wind reactions based on MWFRS F Brg Width = 96.0 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 145 -440 Chords Tens. Comp. B - C 0 -105 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 515 -83 Chords Tens. Comp. E - D 517 -85 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 893 -535 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): -0.063 C 999 360 VERT(CL): 0.077 A 999 240 HORZ(LL): -0.032 C - - HORZ(TL): 0.036 C - - Creep Factor: 2.0 Max TC CSI: 0.846 Max BC CSI: 0.542 Max Web CSI: 0.331 Weight: 29.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss VM8 Truss Type VAL Qty 2 Ply 1 Seal #: 3122 12/17/2021 8' 6"15 7'5"1 5'5"3"8 2'3"8 0"4 4'0"4A B C D E F 6 12 2X4(D8R) 1.5X4 3X4 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #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 96 0.00 8.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes See A1 Std Detail for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F* 116 /- /- /93 /46 /32 Wind reactions based on MWFRS F Brg Width = 96.0 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 145 -440 Chords Tens. Comp. B - C 0 -105 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 515 -83 Chords Tens. Comp. E - D 517 -85 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 893 -535 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): -0.063 C 999 360 VERT(CL): 0.077 A 999 240 HORZ(LL): -0.032 C - - HORZ(TL): 0.036 C - - Creep Factor: 2.0 Max TC CSI: 0.846 Max BC CSI: 0.542 Max Web CSI: 0.331 Weight: 29.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss VM8 Truss Type VAL Qty 2 Ply 1 Seal #: 3122 12/17/2021 8' 6"15 7'5"1 5'5"3"8 2'3"8 0"4 4'0"4A B C D E F 6 12 2X4(D8R) 1.5X4 3X4 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 94 0.00 7.83 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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* 142 /- /- /132 /62 /42 Wind reactions based on MWFRS E Brg Width = 94.0 Min Req = - Bearing G is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 89 0 B - C 137 -432 Chords Tens. Comp. C - D 0 -98 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. G - F 53 -34 Chords Tens. Comp. F - E 722 -155 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - G 500 -484 B - F 734 -159 Webs Tens. Comp. C - F 878 -515 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): -0.037 D 999 360 VERT(CL): -0.059 D 999 240 HORZ(LL): -0.020 D - - HORZ(TL): 0.025 D - - Creep Factor: 2.0 Max TC CSI: 0.724 Max BC CSI: 0.527 Max Web CSI: 0.329 Weight: 43.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss VM9A Truss Type VAL Qty 1 Ply 1 Seal #: 3123 12/17/2021 7'10" 5'8"8 2'1"82'1'1"5'5'2"2A B C D E F G 6 12 3X4 3X6 1.5X4 4X4 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof 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 94 0.00 7.83 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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* 142 /- /- /132 /62 /42 Wind reactions based on MWFRS E Brg Width = 94.0 Min Req = - Bearing G is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 89 0 B - C 137 -432 Chords Tens. Comp. C - D 0 -98 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. G - F 53 -34 Chords Tens. Comp. F - E 722 -155 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - G 500 -484 B - F 734 -159 Webs Tens. Comp. C - F 878 -515 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): -0.037 D 999 360 VERT(CL): -0.059 D 999 240 HORZ(LL): -0.020 D - - HORZ(TL): 0.025 D - - Creep Factor: 2.0 Max TC CSI: 0.724 Max BC CSI: 0.527 Max Web CSI: 0.329 Weight: 43.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss VM9A Truss Type VAL Qty 1 Ply 1 Seal #: 3123 12/17/2021 7'10" 5'8"8 2'1"82'1'1"5'5'2"2A B C D E F G 6 12 3X4 3X6 1.5X4 4X4 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 94 0.00 7.83 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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* 142 /- /- /132 /62 /42 Wind reactions based on MWFRS E Brg Width = 94.0 Min Req = - Bearing G is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 89 0 B - C 139 -432 Chords Tens. Comp. C - D 0 -98 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. G - F 33 -21 Chords Tens. Comp. F - E 722 -155 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - G 438 -483 B - F 751 -163 Webs Tens. Comp. C - F 878 -514 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): -0.044 D 999 360 VERT(CL): 0.071 D 999 240 HORZ(LL): -0.023 D - - HORZ(TL): 0.030 D - - Creep Factor: 2.0 Max TC CSI: 0.724 Max BC CSI: 0.527 Max Web CSI: 0.261 Weight: 44.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss VM9B Truss Type VAL Qty 1 Ply 1 Seal #: 3124 12/17/2021 7'10" 5'8"8 2'1"82'1'7"45'6"4A B C D E F G 6 12 3X4 3X6 1.5X4 4X6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; 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 94 0.00 7.83 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 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* 142 /- /- /132 /62 /42 Wind reactions based on MWFRS E Brg Width = 94.0 Min Req = - Bearing G is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 89 0 B - C 139 -432 Chords Tens. Comp. C - D 0 -98 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. G - F 33 -21 Chords Tens. Comp. F - E 722 -155 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - G 438 -483 B - F 751 -163 Webs Tens. Comp. C - F 878 -514 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): -0.044 D 999 360 VERT(CL): 0.071 D 999 240 HORZ(LL): -0.023 D - - HORZ(TL): 0.030 D - - Creep Factor: 2.0 Max TC CSI: 0.724 Max BC CSI: 0.527 Max Web CSI: 0.261 Weight: 44.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss VM9B Truss Type VAL Qty 1 Ply 1 Seal #: 3124 12/17/2021 7'10" 5'8"8 2'1"82'1'7"45'6"4A B C D E F G 6 12 3X4 3X6 1.5X4 4X6 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 :SP 2400f-2.0E + SP M-31:; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 8.81 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes See A1 Std Detail for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F* 116 /- /- /94 /46 /33 Wind reactions based on MWFRS F Brg Width = 105 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 188 -538 Chords Tens. Comp. B - C 0 -142 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 571 -100 Chords Tens. Comp. E - D 558 -94 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 1069 -677 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): -0.254 C 410 360 VERT(CL): 0.376 C 276 240 HORZ(LL): -0.131 C - - HORZ(TL): 0.181 C - - Creep Factor: 2.0 Max TC CSI: 0.723 Max BC CSI: 0.456 Max Web CSI: 0.513 Weight: 32.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss VM9C Truss Type VAL Qty 1 Ply 1 Seal #: 3125 12/17/2021 8'9"12 6"15 8'2"13 5'5"3"8 3'1"4 0"4 4'5"2A B C D E F 6 12 2X4(D8R) 2X4 4X4 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 :SP 2400f-2.0E + SP M-31:; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 8.81 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss checked for 200# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes See A1 Std Detail for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F* 116 /- /- /94 /46 /33 Wind reactions based on MWFRS F Brg Width = 105 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 188 -538 Chords Tens. Comp. B - C 0 -142 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 571 -100 Chords Tens. Comp. E - D 558 -94 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 1069 -677 Loading Criteria (psf) TCLL: 20.00 TCDL: 28.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: 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): -0.254 C 410 360 VERT(CL): 0.376 C 276 240 HORZ(LL): -0.131 C - - HORZ(TL): 0.181 C - - Creep Factor: 2.0 Max TC CSI: 0.723 Max BC CSI: 0.456 Max Web CSI: 0.513 Weight: 32.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: 88270 Truss VM9C Truss Type VAL Qty 1 Ply 1 Seal #: 3125 12/17/2021 8'9"12 6"15 8'2"13 5'5"3"8 3'1"4 0"4 4'5"2A B C D E F 6 12 2X4(D8R) 2X4 4X4 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 7-16, 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 & 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 (3) 0.131" Ø TOE NAILS AT TOP & BOTTOM CHORDS (TYP). NOTE: WHEN NAILING JACKS WITH 2X6 CHORDS, USE (4) NAILS IN LIEU OF 3. SEE STDTL 12 FOR FURTHER INFO. ·2X4: (3) 0.131" Ø TOE NAILS ·2X6: (4) 0.131" Ø TOE NAILS 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772) 409-1010 STDLHIP/ KING JACK (TYPICAL)01.012/2/2021 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946 IN-LAID STUD SCAB VERTICAL STRUCTURAL GABLE TRUSS PROVIDE 2X4 BLOCKING BETWEEN TRUSSES SUPPORTING BRACE & 2 TRUSSES ON EITHER SIDE AS NOTED. TOE-NAIL BLOCKING TO TRUSSES WITH (2) 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) 10d COMMON WIRE NAILS. 2X4 PURLIN FASTENED TO 4 TRUSSES WITH (2) 16d NAILS. FASTEN PURLIN TO BLOCKING WITH (2) 16d NAILS, MINIMUM. NAIL DIAGONAL BRACE TO PURLIN WITH (2) 16d NAILS. 2X6 DIAGONAL BRACE SPACED AT 4'-0" O.C. ATTCHED TO VERTICAL WITH (4) 16d NAILS & ATTACHED TO BLOCKING WITH (5) 10d COMMONS. (1/3 POINTS IF REQ'D). HORIZONTAL BRACE (SEE SECTION A-A). END WALL CEILING IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PROJECT ARCHITECT OR ENGINEER TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM BRACING OF GABLE ENDS. NOTE: AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR VERTICAL/ STUDS ONLY. STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: 1.ATTACH A MATCHING GABLE TRUSS TO THE INSIDE OF THE STRUCTURAL GABLE PER THE FOLLOWING NAIL SCHEDULE. 2.ATTACH 2X SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. NAILING SCHEDULE: ·FOR WIND SPEEDS 150 MPH (ASCE 7-16) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (0.131" X 3") SPACED AT 6" O.C. ·FOR WIND SPEEDS >(GREATER THAN)150 MPH (ASCE 7-16), NAIL ALL MEMBERS WITH TWO ROWS OF 10d (0.131" X 3") SPACED AT 6" O.C. (2X4 STUDS MINIMUM). BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSS STANDARD GABLE TRUSS IMPORTANT NOTE THIS DETAIL IS TO BE USED FOR STRUCTURAL GABLE TRUSSES WITH INLAID STUDS ONLY. TRUSSES WITHOUT INLAID STUDS ARE NOT ADDRESSED IN THE DETAIL. ADDITIONAL NOTE: MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND TO BE FASTENED TO SCABS OR VERTICAL STUDS OF STANDARD GABLE TRUSS AT THE INTERIOR SIDE OF THE STRUCTURE. 12" MAX. 2/3 POSITION 1/3 POSITION 1/2 POSITION 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772) 409-1010 STDLGABLE END BRACING 03.012/2/2021 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. 7-16, 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. 7-16, 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 #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. OPTION #2: APA RATED GUSSET: 8" x 8" x 0-7/16" (MIN.) APA RATED SHEATHING GUSSETS EACH FACE. ATTACH AT 8'-0" O.C. WITH 8 (EA.) 6d COMMON (0.113" x 2") NAILS PER GUSSET: 4 (EA.) 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 2 (EA.) CONNECTIONS AT EACH TRUSS. OPTION #3: 2X4 VERTICAL WOOD SCAB: 2X4 SPF #2, FULL CHORD DEPTH SCABS AT EACH FACE. ATTACH AT 8'-0" O.C. WITH 6 (EA.) 10d BOX NAILS (0.128" x 3") PER SCAB: (3) AT CAP BOTTOM CHORD & (3) AT BASE TRUSS TOP CHORD. SCABS MAY BE STAGGERED 4'-0" O.C. FRONT TO BACK FACES. MINIMUM 2 (EA.) CONNECTIONS AT EACH TRUSS. OPTION #1: TEE-LOK 3" x 8" TEE-LOK MULTI-USE CONNECTION PLATES SPACED AT 4'-0" O.C. MAX. PLATES SHALL BE PRESSED INTO PIGGY-BACK TRUSS AT 4'-0" O.C. STAGGERED FROM EACH FACE AND NAILED TO BASE TRUSS WITH 4 (EA.) 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). 2'-0" MAX 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772) 409-1010 STDLPIGGYBACK TRUSS 04.112/2/2021 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 OPTION #2: APA RATED GUSSET. OPTION #3: 2X4 VERT. SCAB. PIGGY-BACK TRUSS. ATTACH 2X4 #2 SYP SCAB TO ONE SIDE OF THE PIGGY-BACK W/ (0.131" X 3") NAILS @ 4" O.C. ALONG BOTTOM CHORD. PIGGY-BACK DETAIL (TYPICAL) 180 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-16, 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. 7-16, 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 #1: TEE-LOK MULTI-USE CONNECTION PLATE. ATTACH EACH PURLIN TO TOP CHORD OF BASE TRUSS. PURLIN & CONNECTIONS BY OTHERS. 2-PLY BASE TRUSS. (REFER TO TRUSS DESIGN DRAWINGS FOR ADDITIONAL INFORMATION.) PURLINS SPACED ACCORDING TO MAX. SPACING OF TOP CHORD OF BASE TRUSS. SPACING IS NOT TO EXCEED 24" O.C. & PURLINS TO BE LOCATED AT JOINT OF EACH BASE TRUSS. ** IMPORTANT NOTE ** THIS DETAIL IS VALID ONLY FOR 2-PLY BASE TRUSSES SPACED AT 24" O.C. OR LESS. 2'-0" MAX OPTION #2: APA RATED GUSSET: 8" x 8" x 0-7/16" (MIN.) APA RATED SHEATHING GUSSETS EACH FACE. ATTACH AT 8'-0" O.C. WITH 8 (EA.) 6d COMMON (0.113" x 2") NAILS PER GUSSET: 4 (EA.) 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 2 (EA.) CONNECTIONS AT EACH TRUSS. OPTION #3: 2X4 VERTICAL WOOD SCAB: 2X4 SPF #2, FULL CHORD DEPTH SCABS AT EACH FACE. ATTACH AT 8'-0" O.C. WITH 6 (EA.) 10d BOX NAILS (0.128" x 3") PER SCAB: (3) AT CAP BOTTOM CHORD & (3) AT BASE TRUSS TOP CHORD. SCABS MAY BE STAGGERED 4'-0" O.C. FRONT TO BACK FACES. MINIMUM 2 (EA.) CONNECTIONS AT EACH TRUSS. OPTION #1: TEE-LOK 3" x 8" TEE-LOK MULTI-USE CONNECTION PLATES SPACED AT 4'-0" O.C. MAX. PLATES SHALL BE PRESSED INTO PIGGY-BACK TRUSS AT 4'-0" O.C. STAGGERED FROM EACH FACE AND NAILED TO BASE TRUSS WITH 4 (EA.) 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). 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772) 409-1010 STDLPIGGYBACK TRUSS (2-PLY BASE TRUSS)04.212/2/2021 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 FIG. 05.0c SHEATHING SECURE VALLEY TRUSS W/ A SINGLE ROW OF 10d NAILS AT 6" O.C. ATTACH 2X4 CONT. #2 SYP TO ROOF WITH (2) SIMPSON NO. SDS25412 (0.25" X 4.5") OR EQUIVALENT WOOD SCREWS INTO EACH BASE TRUSS. BASE TRUSS TRUSS CRITERIA: WIND DESIGN PER ASCE 7-16: 170 MPH MAXIMUM MEAN ROOF HEIGHT: 30 FEET ROOF PITCH: 3/12 MIN. & 6/12 MAX. CATEGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 MAXIMUM TOP CHORD TOTAL LOAD: 50 PSF MAXIMUM SPACING: 24" O.C. (BASE & VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON TRUSSES GENERAL SPECIFICATIONS: 1.NAIL SIZE: 10d (3" X 0.131" ) 2.WOOD SCREW: 412" SIMPSON NO. SDS25412 OR EQUIVALENT. 3.INSTALL SHEATHING TO TOP CHORD OF BASE TRUSS. 4.INSTALL VALLEY TRUSS (24" O.C. MAX.) AND SECURE TO BASE TRUSS PER FIG. 05.0b (BELOW). 5.BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6.NAILING PER NDS. 7.VALLEY STUD SPACING NOT TO EXCEED 48" O.C. GABLE END, COMMON OR TRUSS GIRDER VALLEY TRUSS (TYP) BASE TRUSS GABLE END, COMMON OR TRUSS GIRDER VALLEY TRUSS (TYP) SEE FIG. 05.0c BASE TRUSS SHEATHING 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772) 409-1010 STDLTRUSS VALLEY SET (SHEATHING)05.012/2/2021 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 FIG. 06.0c SECURE VALLEY TRUSS W/ A SINGLE ROW OF 10d NAILS AT 6" O.C. ATTACH 2X4 CONT. #2 SYP TO ROOF WITH (2) SIMPSON NO. SDS25412 (0.25" X 4.5") OR EQUIVALENT WOOD SCREWS INTO EACH BASE TRUSS. BASE TRUSS NO SHEATHING GENERAL SPECIFICATIONS: 1.NAIL SIZE: 10d (3" X 0.131" ) 2.WOOD SCREW: 412" SIMPSON NO. SDS25412 OR EQUIVALENT. 3.INSTALL VALLEY TRUSS (24" O.C. MAX.) AND SECURE TO BASE TRUSS PER FIG. 06.0b (BELOW). 4.BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 5.NAILING PER NDS. 6.VALLEY STUD SPACING NOT TO EXCEED 48" O.C. GABLE END, COMMON OR TRUSS GIRDER VALLEY TRUSS (TYP) BASE TRUSS GABLE END, COMMON OR TRUSS GIRDER VALLEY TRUSS (TYP) SEE FIG. 06.0c BASE TRUSS NO SHEATHING TRUSS CRITERIA: WIND DESIGN PER ASCE 7-16: 170 MPH MAXIMUM MEAN ROOF HEIGHT: 30 FEET ROOF PITCH: 3/12 MIN. & 6/12 MAX. CATEGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 MAXIMUM TOP CHORD TOTAL LOAD: 50 PSF MAXIMUM SPACING: 24" O.C. (BASE & VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772) 409-1010 STDLTRUSS VALLEY SET 06.012/2/2021 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 FIG. 07.0b FIG. 07.0c FIG. 07.0d CLIP MAY BE APPLIED TO THIS FACE UP TO A 6/12 PITCH MAXIMUM. CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH IS GREATER THAN 6/12 (NOT TO EXCEED 12"/12" PITCH). CLIP MAY BE APPLIED TO EITHER FACE WHEN BOTTOM CHORD IS BEVELED. BOTTOM CHORD NOT BEVELED BOTTOM CHORD WITH BEVEL CUT BOTTOM CHORD NOT BEVELED TRUSS CRITERIA: WIND DESIGN PER ASCE 7-16: 170 MPH MAXIMUM MEAN ROOF HEIGHT: 30 FEET ROOF PITCH: 3/12 MIN. & 6/12 MAX. CATEGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 MAXIMUM TOP CHORD TOTAL LOAD: 50 PSF MAXIMUM SPACING: 24" O.C. (BASE & VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON TRUSSES SUPPORTING TRUSSES DIRECTLY BELOW VALLEY TRUSSES MUST BE DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2'-10" ON AFFECTED TOP CHORDS. NOTES: 1.SHEATHING TO BE APPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2.THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER. IMPORTANT NOTE: VALLEY TRUSS SPACING NOT TO EXCEED 48" O.C. ATTACH VALLEY TRUSS TO LOWER TRUSSES WITH USP RT7 OR EQUIVALENT 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772) 409-1010 STDLTRUSS VALLEY SET (HVHZ)07.012/2/2021 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 MAXIMUM STUD LENGTH MIN. STUD STUD SPACING W/O BRACE 2X4 L-BRACE DIAGONAL BRACE DIAGONAL BRACES 2(EA.) AT 1/3 POINTS 2X4 SP#3/ STUD 12" O.C.3- 8- 10 5- 6- 11 6- 6- 11 11- 1- 13 2X4 SP#3/ STUD 16" O.C.3- 3- 10 4- 9- 12 6- 6- 11 9- 10- 15 2X4 SP#3/ STUD 24" O.C.2- 8- 6 3- 11- 3 5- 4- 12 8- 1- 2 2X4 SP#2 12" O.C.3- 10- 15 5- 6- 11 6- 6- 11 11- 8- 14 2X4 SP#2 16" O.C.3- 6- 11 4- 9- 12 6- 6- 11 10- 8- 0 2X4 SP#2 24" O.C.3- 1- 4 3- 11- 3 6- 2- 9 9- 3- 13 ·DIAGONAL BRACES GREATER THAN 6'-3" REQUIRE 2X4 T-BRACE ATTACHED TO A SINGLE EDGE. ·DIAGONAL BRACES GREATER THAN 12'-6" REQUIRE 2X4 I-BRACES ATTACHED TO BOTH EDGES. ·T-BRACE & I-BRACE SHALL BE 2X4 SPF #2 OR SP #2. ·FASTEN T-BRACE OR I-BRACE TO NARROW EDGE OF DIAGONAL BRACE WITH 10d NAILS @ 6" O.C. AND SHALL MAINTAIN EDGE DISTANCE NO LESS THAN 3". ·BRACING SHALL COVER 90% OF DIAGONAL LENGTH. NOTES: 1.TOP & BOTTOM CHORDS SHALL BE A MINIMUM GRADE OF #2 MATERIALS. 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL SHALL BE PROVIDED BY PROJECT ENGINEER OF RECORD OR ARCHITECT. 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BUILDING ARCHITECT OR ENGIEER OF RECORD FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4."L-BRACES" SPECIFIED SHALL BE FULL LENGTH, SPF OR SP #3, OR BETTER WITH A SINGLE ROW OF 10d NAILS AT 6" O.C. SPACING. 5.DIAGONAL BRACING SHALL BE APPROXIMATELY 45° TO ROOF DIAPHRAGM AT 4'-0" O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING 2X6 AND 2X4 AS SHOWN (REFER TO FIG. 08.0b) WITH 16d NAILS SPACED AT 6" O.C. HORIZONTAL BRACE SHALL BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO FIG. 08.0c). 7.GABLE STUD DEFLECTION SHALL MEET OR EXCEED L/240. 8.THE DETAILS SHOWN ON THIS PAGE DO NOT APPLY TO STRUCTURAL GABLES. 9.DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10.10d & 16d NAILS ARE 0.131" X 3.0" & 0.131" X 3.5" COMMON WIRE NAILS RESPECTIVELY. 11.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 2018 BY SPIB/ALSC. MEAN ROOF HEIGHT: NO GREATER THAN 30 FEET. EXPOSURE B / C ASCE 7-16 190 MPH DURATION OF LOAD INCREASE: 1.60 STUD DESIGN IS BASED UPON COMPONENTS AND CLADDING. BRACING CONNECTION IS BASED ON MWFRS. DIAGONAL BRACING 4'-0" O.C. MAX. 12 VARIES TO COMMON TRUSS 2'-0" MAX. 2'-0" O.C. FIG 08.0a 1'-0" MAX. 2'-0" O.C. TRUSS DIST. FIG 08.0b ROOF SHEATHING HORIZONTAL BRACE (REFER TO SECTION A-A) 2X6 DIAGONAL BRACE SPACED AT 48" O.C. NAILED TO VERTICAL WITH (4) 16d NAILS & TO BLOCKING WITH (5) 10d NAILS (0.131" X 3"). DIAGONAL BRACING AT 1/3 POINTS AS REQ'D. (2) 10d NAILS A A B B REFER TO INDIVIDUAL ENGINEERED DRAWINGS FOR TRUSS DESIGN CRITERIA TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATIVE PURPOSES ONLY. SECTION B-B VERTICAL STUD 2X4 L-BRACE NAILED W/ 10D NAILS AT 6" O.C. SECTION A-A END WALL PROVIDE 2X4 BLOCKING BETWEEN 1ST TWO TRUSSES AS NOTED. TOE NAIL TO BLOCKING WITH (2) 10d NAILS AT EACH END. NAIL DIAGONAL BRACE TO BLOCKING W/(5) 10d NAILS (0.131" X 3"). (4) 8d NAILS MINIMUM, PLYWOOD SHEATHING TO 2X4 STD. SPF BLOCKING. 2X6 SP OR SPF #2 HORIZONTAL BRACE NAILED TO 2X4 VERT. WITH (4) 10d NAILS 16d NAILS SPACED AT 6" O.C. 2X6 SP OR SPF #2 DIAGONAL BRACE 2X4 SP OR SPF #2 (2) 10d NAIL IN 2X6 (4) 16d NAILS VERTICAL STUD 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772) 409-1010 STDLSTANDARD GABLE ENDS 08.012/2/2021 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 NOTES: ·T-BRACING / I-BRACING SHALL BE USED WHEN CONTINUOUS LATERAL BRACING IS IMPRACTICAL. ·T- & I-BRACING MUST COVER 90% OF WEB LENGTH. ·T-BRACING MAY BE LOCATED ATTACHED, EITHER ABOVE OR BELOW WEB MEMBER. ·THIS DETAIL IS NOT TO BE USED TO CONVERT T- / I-BRACE WEBS TO CONTINUOUS LATERAL BRACED WEBS. NAILING PATTERN T-BRACE SIZE NAIL SIZE NAIL SPACING 2X4 OR 2X6 OR 2X8 10d 6" O.C. NOTE: NAIL ALONG ENTIRE LENGTH OF T-BRACE / I-BRACE (ON 2-PLY TRUSSES, NAIL TO BOTH PLIES). SINGLE PLY TRUSS BRACE SIZE SPECIFIED CONT. ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 I-BRACE 2X6 2X6 T-BRACE 2X6 I-BRACE 2X8 2X8 T-BRACE 2X8 I-BRACE 2-PLY TRUSS BRACE SIZE SPECIFIED CONT. ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 I-BRACE 2X6 2X6 T-BRACE 2X6 I-BRACE 2X8 2X8 T-BRACE 2X8 I-BRACE T-BRACE / I-BRACE SHALL BE SAME SPECIES AND GRADE (OR BETTER) THAN WEB MEMBER. SPACING SPACING SPACING SPACING SPACING SPACING NAILS T-BRACE WEB WEB MEMBER WEB MEMBER BRACED ABOVE WEB MEMBER BRACE ATTACHED ABOVE WEB MEMBER BRACE ATTACHED BELOW WEB MEMBER T-BRACE I-BRACE WEB MEMBER BRACE BELOW WEB MEMBER 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772) 409-1010 STDLT-BRACE/ I-BRACE WITH 2X ONLY 09.012/2/2021 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 NOTE: TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2X6 "STRONGBACK" IS RECOMMENDED. LOCATED EVERY 8'-0" TO 10'-0" ALONG A FLOOR TRUSS. THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE 4'-0" LONG SCAB CENTERED AT THE SPLICE AND JOINED WITH 1(2) 10d NAILS (0.131" X 3") EQUALLY SPACED. ALTERNATE METHOD: (TO BE USED ONLY WHEN STRONGBACK DOES NOT ALIGN WITH VERTICAL MEMBERS). OVERLAP STRONGBACK MEMBERS AT MINIMUM OF 4'-0" AND FASTEN WITH 1(2) 10d NAILS (0.131" X 3") STAGGERED AND EQUALLY SPACED. 4'-0" SPLICE (TYP)FLOOR TRUSS 2X6 STRONGBACK WALL B.O. BLOCKING B.O. INSTALLATION NOTES: A.USE METAL FRAMING ANCHOR TO ATTACH TO TOP CHORD. B.ATTACH TO VERTICAL WEB WITH (3) 10d NAILS (0.131" X 3"). BLOCKING IS RECOMMENDED BEHIND VERTICAL WEB WHILE NAILING TO STRONGBACK. C.ATTACH TO VERTICAL SCAB WITH (3) 10d NAILS (0.131" X 3"). D.ATTACH THROUGH OUTSIDE FACE OF CHORD TO EDGE OF STRONGBACK WITH (2) #12 X 3" WOOD SCREWS (Ø0.216"). DO NOT USE DRYWALL TYPE SCREWS. E.ATTACH 2X4 VERTICAL SCAB TO FACE OF TRUSS. FASTEN TOP & BOTTOM CHORD WITH (2) 10d NAILS (0.131" X 3") IN EACH CHORD. DABC E A B B C E D 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772) 409-1010 STDLLATERAL BRACING RECOMMENDATIONS 10.012/2/2021 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 TOE-NAIL SINGLE SHEAR VALUES PER NDS 2018 (LBS/NAIL) LENGTH Ø DIA.SP DF HF SPF SPF-S 312" 0.131 88.1 80.6 69.9 68.4 59.7 0.135 93.5 85.6 74.2 72.6 63.4 0.162 118.3 108.3 93.9 91.9 80.2 314" 0.128 84.1 76.9 66.7 65.3 57.0 0.131 88.1 80.6 69.9 68.4 59.7 0.148 106.6 97.6 84.7 82.8 72.3 3" 0.120 73.9 67.6 58.7 57.4 50.1 0.128 84.1 76.9 66.7 65.3 57.0 0.131 88.1 80.6 69.9 68.4 59.7 0.148 106.6 97.6 84.7 82.8 72.3 MAY VARY 30-60 ° 45° MAY VARY 30-60 ° 45°MAY VARY 30-60 ° 45° SIDE VIEW (2X4) 3 NAILS SIDE VIEW (2X6) 4 NAILS SIDE VIEW (2X3) 2 NAILS VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) 16d NAILS (0.162" X 3.5") WITH SPF SPECIES BOTTOM CHORD FOR LOAD DURATION INCREASE OF 1.15: 3 (NAILS) X 84.5 (LB/NAIL) X 1.15 (DOL) = 291.5 LB MAX. CAPACITY. NOTES: 1.TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45° WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN). 2.THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3.ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. THESE DETAILS ARE ONLY APPLICABLE TO THE THREE END DETAILS SHOWN BELOW. VIEWS SHOWN ARE FOR ILLUSTRATIVE PURPOSES ONLY. NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDENEAR SIDE NEAR SIDE NEAR SIDE 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772) 409-1010 STDLLATERAL TOE-NAILING 11.012/2/2021 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 TOE-NAIL WITHDRAWAL VALUES PER NDS 2018 (LBS/NAIL) LENGTH Ø DIA.SP DF HF SPF SPF-S 312" 0.131 59 46 32 30 20 0.135 60 48 33 30 20 0.162 72 58 39 37 25 314" 0.128 54 42 28 27 19 0.131 55 43 29 28 19 0.148 62 48 34 31 21 3" 0.120 46 36 25 24 16 0.128 49 38 26 25 17 0.131 51 39 27 26 17 0.148 57 44 31 28 20 NOTES: 1.TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30° WITH THE MEMBER AND STARTED 1/3RD THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2.THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3.ALLOWABLE VALUE SHALL BE BASED ON THE SPECIES WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) 16d NAILS (0.162" X 312") WITH SPF SPECIES TOP PLATE. FOR WIND DOL OF 1.33: 3 (NAILS) X 37 (LBS/NAIL) X 1.60 (DOL FOR WIND) = 148 LBS MAX. ALLOWABLE UPLIFT REACTION DUE TO WIND. FOR WIND DOL OF 1.60: 3 (NAILS) X 37 (LBS/NAIL) X 1.60 (DOL FOR WIND) = 177 LBS ALLOWABLE UPLIFT REACTION DUE TO WIND. IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LBS (177 LBS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. *USE (3) TOE-NAILS ON 2X4 LBW. **USE (4) TOE-NAILS ON 2X6 LBW. NEAR SIDE FAR SIDE SIDE VIEW 1"3"30° END VIEW (3" NAIL) 1316"312"30° 1116"314"30° END VIEW (314" NAIL) END VIEW (312" NAIL) T.O.P.T.O.P.T.O.P. VIEWS SHOWN ARE FOR ILLUSTRATIVE PURPOSES ONLY. 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772) 409-1010 STDLUPLIFT TOE-NAILING 12.012/2/2021 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 1.5X4 PLATES IN LIEU OF (2) 1.5X4 PLATES, NAILER CAN BE ATTACHED AS FOLLOWS: NEW 2X2 SP #3 ATTACHED TO OVERHANG USING, AT MINIMUM, (3) 10d NAILS (0.131" X 3"). NOTES: 1.THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHOULD BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD AND PER NDS RECOMMENDATIONS.4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772) 409-1010 STDL2X2 NAILER ATTACHMENT 13.012/2/2021 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 NOTES: 1.THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHOULD BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD AND PER NDS RECOMMENDATIONS. 2X6 SP#2 BOTH FACES 24" O.C. SIMPSON H5 UPLIFT CONNECTION (SEE ROOF TRUSS) EXTERIOR FLAT GIRDER ROOF TRUSS @ 24" O.C. (PITCH MAY VARY) (4) 12d NAILS 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772) 409-1010 STDLALTERNATE BRACING FOR EXTERIOR FLAT GIRDER TRUSS 14.012/2/2021 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 TOTAL NAILS EACH SIDE OF BREAK* MAXIMUM FORCE (LBS) 15% LOAD DURATION X SP DF SPF HF 2X4 2X6 (INCH)2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 20 30 24"1706 2559 1561 2342 1320 1980 1352 2028 26 39 30"2194 3291 2007 3011 1697 2546 1738 2608 32 48 36"2681 4022 2454 3681 2074 3111 2125 3187 38 57 42"3169 4754 2900 4350 2451 3677 2511 3767 44 66 48"3657 5485 3346 5019 2829 4243 2898 4347 *DIVIDE EQUALLY FRONT AND BACK. ATTACH 2X__ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS (CENTER ON BREAK OR SPLICE) WITH 10d NAILS, 2 ROWS FOR 2X4 & 3 ROWS FOR 2X6, SPACED AT 4" O.C. AS SHOWN (0.131" X 3"). STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR NET 2" O.C. SPACING IN THE MAIN MEMBER. USE A MINIMUM 3" MEMBER END DISANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12". (C= PLATE LENGTH FOR SPLICE REPAIRS). THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L= (2)X +C.DO NOT USE REPAIR FOR JOINT SPLICES. NOTES: 1.THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2.ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3.THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4.WHEN NAILING THE SCABS, THE USE OF BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS AND/ OR SPLICES. 5.THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X__ ORIENTATION ONLY. 6.THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN 3 BROKEN MEMBERS. THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED 'X' DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6" FROM ANY INTERIOR JOINT (SEE ABOVE SKETCH). X C X 3" TYP. 3" TYP. A A A A A A A A A A B B B B B B B B A A A A A A A A A A B B B B B B B B L A B 10d NAIL NEAR SIDE. 10d NAIL FAR SIDE. X (MI N ) X (MIN)6" (MIN) X (MI N )X (MIN)BREAK BREAK BREAK TRUSS CONFIGURATION & BREAK LOCATIONS FOR ILLUSTRATION ONLY. 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772) 409-1010 STDLBROKEN CHORD, WEB REPAIR & DAMAGED/ MISSING SPLICE PLTS 15.012/2/2021 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 24" MAX. 2 X L (24" MIN.) TRUSS CRITERIA: LOADING:40-10-00-10 DURATION FACTOR:1.15 SPACING:24" O.C. TOP CHORD:2X4 OR 2X6 ROOF PITCH:4:12 TO 12:12 HEEL HEIGHT:STD. HEEL, UP TO 12" ENERGY HEEL END BEARING CONDITION NOTES: 1.ATTACH 2X__ SCAB (SPF, HF, SP, DF #2 GRADE MIN.)TO SINGLE FACE OF TRUSS WITH 2 ROWS OF 10d COMMON WIRE NAILS (0.148" X 3") AT 6" O.C. 2.END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3.WHEN NAILING SCABS, USE BACKUP WEIGHT AS RECOMMENDED TO AVOID LOOSENING OF CONNECTOR PLATES AT JOINTS AND/ OR SPLICES. 2X__ SCAB NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OR DAMAGED. REFER TO INDIVIDUAL TRUSS DESIGN DRAWINGS FOR PLATE SIZES AND LUMBER GRADES.IMPORTANT NOTE: DETAIL TO BE USED ONLY WITH TRUSSES MEETING THE FOLLOWING CRITERIA: ·SPAN IS LESS THAN 40'-0" &... ·24" O.C. SPACING MAX. &... ·PITCH AT 4:12 TO 12:12 &... ·TOP CHORD TOTAL LOAD NOT EXCEEDING 50 PSF. TRUSSES NOT MEETING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY. 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772) 409-1010 STDLSCAB APPLIED OVERHANG 16.012/2/2021 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946