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HomeMy WebLinkAboutAPPROVED Truss cut sheetsLumber design values are in accordance with ANSI/TPI 1-2014 section 6.3These truss designs rely on lumber values established by others.RE: Job 86617Page 1 of 2A-1 Roof Trusses4451 St Lucie BlvdFort Pierce, FL 34946Site Information:Customer Info: PHOENIX REALTY HOMES, INC. Project Name: KABLER RESIDENCELot/Block:Model: Subdivision: Address: LOT #56 WATERSONG, FORT PIERCE, FL.City: County: St LucieState: FLName Address and License # of Structural Engineer of Record, If there is one, for the building.Name: License #: Address: City: General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions):Design Code: FBC 7th Ed. 2020 Res. / TPI 2014Design Program: Alpine Engineered ProductsWind Code: ASCE 7-16 Wind Speed: 170Roof Load: 55.0 psfFloor Load: 0.0 psfThis package includes 43 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 sheetconforms to 61G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. The truss drawing(s) referenced have been prepared by Alpine Engineered Products, Inc. under my direct supervision based on the parameters provided by A-1 Roof Trusses, Ltd. Truss Design Engineer's Name: Ryan Bays My license renewal date for the state of Florida is February 28,2023. NOTE: The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of components for any particular building is the responsibility of the building designer, per ANSI/TPI-1 Sec. 2. The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction documents (also referred to at times as 'Structural Engineering Documents') provided by the Building Designer indicating the nature and character of the work. The design criteria therein have been transferred to Ryan Bays PE by [A1 Roof Trusses or specific location]. These TDDs (also referred to at times as 'Structural Delegated' Engineering Documents') are specialty structural component designs and may be part of the project's deferred or phased submittals. As a Truss Design Engineer (i.e., Specialty Engineer), the seal here and on the TDD represents an acceptance of professional engineering responsibility for the design of the single Truss depicted on the TDD only. The Building Designer is responsible for and shall coordinate and review the TDDs for compatibility with their written engineering requirements. Please review all TDDs and all related notes. Ryan Bays, P.E. 4451 St Lucie Blvd. Suite 201 Fort Pierce, FL 34946No.Seq #Truss NameDate12554A017/19/2122519A027/19/2132520A037/19/2142521A047/19/2152522A057/19/2162523A067/19/2172524A077/19/2182525A087/19/2192526A097/19/21102527A107/19/21112528A117/19/21122605A127/19/21No.Seq #Truss NameDate132529B017/19/21142530B027/19/21152531B037/19/21162532B047/19/21172617B057/19/21182593E017/19/21192596HJ57/19/21202587HJ5E7/19/21212620HJ7L7/19/21222533J17/19/21232534J37/19/21242535J3E7/19/21No.Seq #Truss NameDate252573J3L7/19/21262537J57/19/21272538J5E7/19/21282539J5L7/19/21292623J67/19/21302541J6A7/19/21312542J6B7/19/21322566J6C7/19/21332576J6D7/19/21342543J6E7/19/21352552J6G7/19/21362553J6GA7/19/21 Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3These truss designs rely on lumber values established by others.RE: Job 86617Page 2 of 2No.Seq #Truss NameDate372608J6GB7/19/21382590J6GC7/19/21392544J6H7/19/21402545J6L7/19/21412546J7L7/19/21422547VM017/19/21432548VM027/19/2144STDL01STD. DETAIL7/19/2145STDL02STD. DETAIL7/19/2146STDL03STD. DETAIL7/19/2147STDL04STD. DETAIL7/19/2148STDL05STD. DETAIL7/19/2149STDL06STD. DETAIL7/19/2150STDL07STD. DETAIL7/19/2151STDL08STD. DETAIL7/19/2152STDL09STD. DETAIL7/19/2153STDL10STD. DETAIL7/19/2154STDL11STD. DETAIL7/19/2155STDL12STD. DETAIL7/19/2156STDL13STD. DETAIL7/19/2157STDL14STD. DETAIL7/19/2158STDL15STD. DETAIL7/19/2159STDL16STD. DETAIL7/19/21Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; T2 2x4 SP 2400f-2.0E + SP M-31; Bot chord: 2x4 SP #2; B3 2x4 SP M-30; Webs: 2x4 SP #3; W1 2x6 SP #2; W2 2x4 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 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 96 plf at -0.24 to 96 plf at 8.81 TC: From 48 plf at 8.81 to 48 plf at 22.31 TC: From 96 plf at 22.31 to 96 plf at 31.37 BC: From 20 plf at -0.11 to 20 plf at 2.31 BC: From 21 plf at 2.31 to 21 plf at 8.94 BC: From 10 plf at 8.94 to 10 plf at 22.19 BC: From 21 plf at 22.19 to 21 plf at 28.81 BC: From 20 plf at 28.81 to 20 plf at 31.24 TC: 396 lb Conc. Load at 8.84,22.28 TC: 257 lb Conc. Load at 10.88,12.88,14.88,16.25 18.25,20.25 BC: 396 lb Conc. Load at 8.84,22.28 BC: 122 lb Conc. Load at 10.88,12.88,14.88,16.25 18.25,20.25 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 8.93 22.43 BC 29 0.00 2.43 BC 39 2.43 9.05 BC 26 9.05 22.30 BC 39 22.30 28.93 BC 29 28.93 31.35 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 M 3367 /- /- /- /4491 /- H 3367 /- /- /- /4491 /- Wind reactions based on MWFRS M Brg Width = 8.0 Min Req = 2.0 H Brg Width = 8.0 Min Req = 2.0 Bearings M & H are a rigid surface. Bearings M & H require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 178 -164 B - C 222 -216 C - D 4719 -3233 Chords Tens. Comp. D - E 4719 -3233 E - F 222 -216 F - G 178 -164 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - L 183 -193 L - K 3356 -4927 K - J 4476 -6501 Chords Tens. Comp. J - I 4476 -6501 I - H 3356 -4927 H - G 183 -193 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - L 378 -342 L - C 5539 -3783 C - K 1765 -2670 K - D 1928 -1357 D - J 277 -463 Webs Tens. Comp. D - I 1928 -1357 I - E 1765 -2670 E - H 5539 -3783 H - F 378 -342 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.11 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: No FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.767 J 414 360 VERT(CL): 0.555 J 572 240 HORZ(LL): -0.562 H - - HORZ(TL): 0.578 H - - Creep Factor: 2.0 Max TC CSI: 0.822 Max BC CSI: 0.963 Max Web CSI: 0.977 Weight: 333.2 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss A01 Truss Type HIPS Qty 1 Ply 2 Seal #: 2554 07/19/2021 T2 B3 W1 W2 W2 W1 1'11-1/8"27'6"1'11-1/8"SEAT PLATE REQ.SEAT PLATE REQ. 8'11-1/8"13'6"8'11-1/8" 2'3-3/4"6'7-1/2"13'3"6'7-1/2"2'3-3/4" 2-15/16"2-15/16" 31'4-1/4" 7-5/16"2'5'0-3/16"(a)(a) A B C D E F G H IJK LM 6 12 3.62 12 3X4(B2) 1.5X4 7X8 7X8 6X12 4X8 1.5X3 6X12 7X8 7X8 1.5X4 3X4(B2) 8'11-1/2" 396# 396# 2'0-3/8" 122# 257# 2' 122# 257# 2' 122# 257# 1'4-1/2" 122# 257# 2' 122# 257# 2' 122# 257# 2'0-3/8" 396# 396# 8'11-1/2" **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; T2 2x4 SP 2400f-2.0E + SP M-31; Bot chord: 2x4 SP #2; B3 2x4 SP M-30; Webs: 2x4 SP #3; W1 2x6 SP #2; W2 2x4 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 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 96 plf at -0.24 to 96 plf at 8.81 TC: From 48 plf at 8.81 to 48 plf at 22.31 TC: From 96 plf at 22.31 to 96 plf at 31.37 BC: From 20 plf at -0.11 to 20 plf at 2.31 BC: From 21 plf at 2.31 to 21 plf at 8.94 BC: From 10 plf at 8.94 to 10 plf at 22.19 BC: From 21 plf at 22.19 to 21 plf at 28.81 BC: From 20 plf at 28.81 to 20 plf at 31.24 TC: 396 lb Conc. Load at 8.84,22.28 TC: 257 lb Conc. Load at 10.88,12.88,14.88,16.25 18.25,20.25 BC: 396 lb Conc. Load at 8.84,22.28 BC: 122 lb Conc. Load at 10.88,12.88,14.88,16.25 18.25,20.25 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 8.93 22.43 BC 29 0.00 2.43 BC 39 2.43 9.05 BC 26 9.05 22.30 BC 39 22.30 28.93 BC 29 28.93 31.35 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 M 3367 /- /- /- /4491 /- H 3367 /- /- /- /4491 /- Wind reactions based on MWFRS M Brg Width = 8.0 Min Req = 2.0 H Brg Width = 8.0 Min Req = 2.0 Bearings M & H are a rigid surface. Bearings M & H require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 178 -164 B - C 222 -216 C - D 4719 -3233 Chords Tens. Comp. D - E 4719 -3233 E - F 222 -216 F - G 178 -164 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - L 183 -193 L - K 3356 -4927 K - J 4476 -6501 Chords Tens. Comp. J - I 4476 -6501 I - H 3356 -4927 H - G 183 -193 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - L 378 -342 L - C 5539 -3783 C - K 1765 -2670 K - D 1928 -1357 D - J 277 -463 Webs Tens. Comp. D - I 1928 -1357 I - E 1765 -2670 E - H 5539 -3783 H - F 378 -342 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.11 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: No FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.767 J 414 360 VERT(CL): 0.555 J 572 240 HORZ(LL): -0.562 H - - HORZ(TL): 0.578 H - - Creep Factor: 2.0 Max TC CSI: 0.822 Max BC CSI: 0.963 Max Web CSI: 0.977 Weight: 333.2 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss A01 Truss Type HIPS Qty 1 Ply 2 Seal #: 2554 07/19/2021 T2 B3 W1 W2 W2 W1 1'11-1/8"27'6"1'11-1/8"SEAT PLATE REQ.SEAT PLATE REQ. 8'11-1/8"13'6"8'11-1/8" 2'3-3/4"6'7-1/2"13'3"6'7-1/2"2'3-3/4" 2-15/16"2-15/16" 31'4-1/4" 7-5/16"2'5'0-3/16"(a)(a) A B C D E F G H IJK LM 6 12 3.62 12 3X4(B2) 1.5X4 7X8 7X8 6X12 4X8 1.5X3 6X12 7X8 7X8 1.5X4 3X4(B2) 8'11-1/2" 396# 396# 2'0-3/8" 122# 257# 2' 122# 257# 2' 122# 257# 1'4-1/2" 122# 257# 2' 122# 257# 2' 122# 257# 2'0-3/8" 396# 396# 8'11-1/2" Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201Fort 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; W1 2x6 SP #2; W2 2x4 SP M-30; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 10.93 20.43 BC 29 0.00 2.43 BC 108 2.43 11.05 BC 46 11.05 20.30 BC 108 20.30 28.93 BC 29 28.93 31.35 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left and right cantilevers are exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL L 1829 /- /- /2049 /1552 /292 H 1829 /- /- /1509 /1481 /- Wind reactions based on MWFRS L Brg Width = 8.0 Min Req = 2.4 H Brg Width = 8.0 Min Req = 2.2 Bearings L & H are a rigid surface. Bearings L & H require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 318 -285 B - C 5564 -3711 C - D 5190 -3285 Chords Tens. Comp. D - E 5301 -2947 E - F 5663 -3454 F - G 591 -293 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - K 326 -327 K - J 487 -420 J - I 3296 -4928 Chords Tens. Comp. I - H 286 -381 H - G 326 -569 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - K 2429 -1743 B - J 3101 -4587 C - J 1370 -1989 J - D 637 -361 Webs Tens. Comp. D - I 636 -360 I - E 1507 -1977 I - F 3036 -4435 H - F 2334 -1743 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.11 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.285 D 999 360 VERT(CL): 0.354 D 899 240 HORZ(LL): -0.186 H - - HORZ(TL): 0.238 H - - Creep Factor: 2.0 Max TC CSI: 0.749 Max BC CSI: 0.998 Max Web CSI: 0.866 Weight: 162.4 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss A02 Truss Type HIPS Qty 1 Ply 1 Seal #: 2519 07/19/2021 T2 B2 B2W1 W2 W2 W1 1'9-3/4"27'6"1'11-1/8"SEAT PLATE REQ.SEAT PLATE REQ. 10'11-1/8"9'6"10'11-1/8" 2'3-3/4"8'7-1/2"9'3"8'7-1/2"2'3-3/4" 2-15/16"2-15/16" 31'4-1/4" 7-5/16"2'7-1/4"6'0-3/16"(a) (a)(a) (a) A B C D E F G H IJ KL 6 12 3.62 12 3X4(B2) 5X12 6X6 H0510 H0510 3X4 H0510 H0510 5X6(R) 5X10 3X4(B2) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof 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; W1 2x6 SP #2; W2 2x4 SP M-30; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 10.93 20.43 BC 29 0.00 2.43 BC 108 2.43 11.05 BC 46 11.05 20.30 BC 108 20.30 28.93 BC 29 28.93 31.35 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left and right cantilevers are exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL L 1829 /- /- /2049 /1552 /292 H 1829 /- /- /1509 /1481 /- Wind reactions based on MWFRS L Brg Width = 8.0 Min Req = 2.4 H Brg Width = 8.0 Min Req = 2.2 Bearings L & H are a rigid surface. Bearings L & H require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 318 -285 B - C 5564 -3711 C - D 5190 -3285 Chords Tens. Comp. D - E 5301 -2947 E - F 5663 -3454 F - G 591 -293 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - K 326 -327 K - J 487 -420 J - I 3296 -4928 Chords Tens. Comp. I - H 286 -381 H - G 326 -569 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - K 2429 -1743 B - J 3101 -4587 C - J 1370 -1989 J - D 637 -361 Webs Tens. Comp. D - I 636 -360 I - E 1507 -1977 I - F 3036 -4435 H - F 2334 -1743 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.11 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.285 D 999 360 VERT(CL): 0.354 D 899 240 HORZ(LL): -0.186 H - - HORZ(TL): 0.238 H - - Creep Factor: 2.0 Max TC CSI: 0.749 Max BC CSI: 0.998 Max Web CSI: 0.866 Weight: 162.4 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss A02 Truss Type HIPS Qty 1 Ply 1 Seal #: 2519 07/19/2021 T2 B2 B2W1 W2 W2 W1 1'9-3/4"27'6"1'11-1/8"SEAT PLATE REQ.SEAT PLATE REQ. 10'11-1/8"9'6"10'11-1/8" 2'3-3/4"8'7-1/2"9'3"8'7-1/2"2'3-3/4" 2-15/16"2-15/16" 31'4-1/4" 7-5/16"2'7-1/4"6'0-3/16"(a) (a)(a) (a) A B C D E F G H IJ KL 6 12 3.62 12 3X4(B2) 5X12 6X6 H0510 H0510 3X4 H0510 H0510 5X6(R) 5X10 3X4(B2) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; B2 2x4 SP M-30; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 12.93 18.43 BC 29 0.00 2.43 BC 62 2.43 13.05 BC 54 13.05 18.30 BC 62 18.30 28.93 BC 29 28.93 31.35 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 M 1831 /- /- /1408 /1510 /341 I 1831 /- /- /1408 /1510 /- Wind reactions based on MWFRS M Brg Width = 8.0 Min Req = 2.2 I Brg Width = 8.0 Min Req = 2.2 Bearings M & I are a rigid surface. Bearings M & I require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 123 -268 B - C 225 -205 C - D 2651 -3213 D - E 2492 -2801 Chords Tens. Comp. E - F 2597 -3214 F - G 225 -205 G - H 128 -268 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - L 243 -105 L - K 2659 -2068 K - J 2800 -1951 Chords Tens. Comp. J - I 2659 -1991 I - H 243 -111 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - L 615 -440 L - C 2581 -3150 C - K 448 -132 D - K 877 -534 D - J 280 -278 Webs Tens. Comp. J - E 872 -534 J - F 544 -154 F - I 2581 -3150 I - G 615 -440 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.11 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): -0.242 J 999 360 VERT(CL): 0.369 K 861 240 HORZ(LL): -0.211 I - - HORZ(TL): 0.328 I - - Creep Factor: 2.0 Max TC CSI: 0.887 Max BC CSI: 0.980 Max Web CSI: 0.919 Weight: 168.0 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss A03 Truss Type HIPS Qty 1 Ply 1 Seal #: 2520 07/19/2021 B2 B2 W1 W1 1'9-1/8"27'10"1'9-1/8"SEAT PLATE REQ.SEAT PLATE REQ. 12'11-1/8"5'6"12'11-1/8" 2'3-3/4"10'7-1/2"5'3"10'7-1/2"2'3-3/4" 2-15/16"2-15/16" 31'4-1/4" 7-5/16"3'2-1/2"7'0-3/16"(a)(a) A B C D E F G H I JK LM 6 12 3.62 12 3X4(B2) 2X4 5X8 6X6 5X8 5X6 5X10(SRS) 5X6 6X6 5X8 2X4 3X4(B2) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; B2 2x4 SP M-30; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 12.93 18.43 BC 29 0.00 2.43 BC 62 2.43 13.05 BC 54 13.05 18.30 BC 62 18.30 28.93 BC 29 28.93 31.35 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 M 1831 /- /- /1408 /1510 /341 I 1831 /- /- /1408 /1510 /- Wind reactions based on MWFRS M Brg Width = 8.0 Min Req = 2.2 I Brg Width = 8.0 Min Req = 2.2 Bearings M & I are a rigid surface. Bearings M & I require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 123 -268 B - C 225 -205 C - D 2651 -3213 D - E 2492 -2801 Chords Tens. Comp. E - F 2597 -3214 F - G 225 -205 G - H 128 -268 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - L 243 -105 L - K 2659 -2068 K - J 2800 -1951 Chords Tens. Comp. J - I 2659 -1991 I - H 243 -111 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - L 615 -440 L - C 2581 -3150 C - K 448 -132 D - K 877 -534 D - J 280 -278 Webs Tens. Comp. J - E 872 -534 J - F 544 -154 F - I 2581 -3150 I - G 615 -440 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.11 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): -0.242 J 999 360 VERT(CL): 0.369 K 861 240 HORZ(LL): -0.211 I - - HORZ(TL): 0.328 I - - Creep Factor: 2.0 Max TC CSI: 0.887 Max BC CSI: 0.980 Max Web CSI: 0.919 Weight: 168.0 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss A03 Truss Type HIPS Qty 1 Ply 1 Seal #: 2520 07/19/2021 B2 B2 W1 W1 1'9-1/8"27'10"1'9-1/8"SEAT PLATE REQ.SEAT PLATE REQ. 12'11-1/8"5'6"12'11-1/8" 2'3-3/4"10'7-1/2"5'3"10'7-1/2"2'3-3/4" 2-15/16"2-15/16" 31'4-1/4" 7-5/16"3'2-1/2"7'0-3/16"(a)(a) A B C D E F G H I JK LM 6 12 3.62 12 3X4(B2) 2X4 5X8 6X6 5X8 5X6 5X10(SRS) 5X6 6X6 5X8 2X4 3X4(B2) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; T1 2x4 SP M-30; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; W2 2x4 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 14.88 16.47 BC 29 0.00 2.43 BC 48 2.43 14.88 BC 19 14.88 16.47 BC 48 16.47 28.93 BC 29 28.93 31.35 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 Q 1832 /- /- /1401 /1507 /393 K 1832 /- /- /1401 /1507 /- Wind reactions based on MWFRS Q Brg Width = 8.0 Min Req = 2.2 K Brg Width = 8.0 Min Req = 2.2 Bearings Q & K are a rigid surface. Bearings Q & K require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 229 -236 B - C 2516 -3217 C - D 2279 -3023 D - E 2299 -2940 E - F 2207 -2572 Chords Tens. Comp. F - G 2299 -2940 G - H 2279 -3023 H - I 2516 -3217 I - J 229 -236 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - P 224 -162 P - O 291 -437 O - N 2937 -2049 N - M 2572 -1319 Chords Tens. Comp. M - L 2937 -2049 L - K 282 -207 K - J 224 -161 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - P 1541 -1695 B - O 2803 -1957 O - C 551 -535 C - N 638 -402 E - N 952 -642 Webs Tens. Comp. F - M 952 -642 M - H 638 -503 H - L 551 -535 L - I 2803 -1957 K - I 1541 -1695 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.11 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.232 M 999 360 VERT(CL): 0.363 M 876 240 HORZ(LL): -0.182 K - - HORZ(TL): 0.291 K - - Creep Factor: 2.0 Max TC CSI: 0.787 Max BC CSI: 0.934 Max Web CSI: 0.633 Weight: 168.0 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss A04 Truss Type HIPS Qty 1 Ply 1 Seal #: 2521 07/19/2021 T1 T1 W1 W2 W2 W1 1'9-1/8"27'10"1'9-1/8"SEAT PLATE REQ.SEAT PLATE REQ. 14'10-5/8"0-1/2"1'6"0-1/2"14'10-5/8" 2'3-3/4"12'5-1/2"1'7"12'5-1/2"2'3-3/4" 2-15/16"2-15/16" 31'4-1/4" 7-5/16"7'11-15/16"3'9-1/8"8'0-3/16"(a)(a) A B C D E F G H I J K L MN O PQ 6 12 3.62 12 3X4(B2) 5X6 5X6 7X6 3X4 H0308 5X8 5X6 5X8 5X6 H0308 3X4 7X6 5X6 5X6 3X4(B2) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; T1 2x4 SP M-30; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; W2 2x4 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 14.88 16.47 BC 29 0.00 2.43 BC 48 2.43 14.88 BC 19 14.88 16.47 BC 48 16.47 28.93 BC 29 28.93 31.35 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 Q 1832 /- /- /1401 /1507 /393 K 1832 /- /- /1401 /1507 /- Wind reactions based on MWFRS Q Brg Width = 8.0 Min Req = 2.2 K Brg Width = 8.0 Min Req = 2.2 Bearings Q & K are a rigid surface. Bearings Q & K require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 229 -236 B - C 2516 -3217 C - D 2279 -3023 D - E 2299 -2940 E - F 2207 -2572 Chords Tens. Comp. F - G 2299 -2940 G - H 2279 -3023 H - I 2516 -3217 I - J 229 -236 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - P 224 -162 P - O 291 -437 O - N 2937 -2049 N - M 2572 -1319 Chords Tens. Comp. M - L 2937 -2049 L - K 282 -207 K - J 224 -161 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - P 1541 -1695 B - O 2803 -1957 O - C 551 -535 C - N 638 -402 E - N 952 -642 Webs Tens. Comp. F - M 952 -642 M - H 638 -503 H - L 551 -535 L - I 2803 -1957 K - I 1541 -1695 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.11 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.232 M 999 360 VERT(CL): 0.363 M 876 240 HORZ(LL): -0.182 K - - HORZ(TL): 0.291 K - - Creep Factor: 2.0 Max TC CSI: 0.787 Max BC CSI: 0.934 Max Web CSI: 0.633 Weight: 168.0 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss A04 Truss Type HIPS Qty 1 Ply 1 Seal #: 2521 07/19/2021 T1 T1 W1 W2 W2 W1 1'9-1/8"27'10"1'9-1/8"SEAT PLATE REQ.SEAT PLATE REQ. 14'10-5/8"0-1/2"1'6"0-1/2"14'10-5/8" 2'3-3/4"12'5-1/2"1'7"12'5-1/2"2'3-3/4" 2-15/16"2-15/16" 31'4-1/4" 7-5/16"7'11-15/16"3'9-1/8"8'0-3/16"(a)(a) A B C D E F G H I J K L MN O PQ 6 12 3.62 12 3X4(B2) 5X6 5X6 7X6 3X4 H0308 5X8 5X6 5X8 5X6 H0308 3X4 7X6 5X6 5X6 3X4(B2) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; W2 2x4 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 29 0.00 2.43 BC 69 2.43 15.68 BC 70 15.68 28.93 BC 29 28.93 31.35 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL O 1833 /- /- /1395 /762 /413 J 1833 /- /- /1395 /762 /- Wind reactions based on MWFRS O Brg Width = 8.0 Min Req = 2.2 J Brg Width = 8.0 Min Req = 2.2 Bearings O & J are a rigid surface. Bearings O & J require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 207 -229 B - C 1960 -3276 C - D 1720 -2977 D - E 1745 -2912 Chords Tens. Comp. E - F 1790 -2912 F - G 1765 -2977 G - H 1918 -3276 H - I 208 -229 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - N 213 -155 N - M 332 -469 M - L 2982 -1645 Chords Tens. Comp. L - K 2982 -1549 K - J 268 -187 J - I 213 -155 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - N 1247 -1701 B - M 2820 -1536 M - C 432 -495 C - L 559 -432 E - L 1923 -970 Webs Tens. Comp. L - G 597 -540 G - K 440 -495 K - H 2820 -1575 J - H 1246 -1701 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.11 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): 0.140 L 999 360 VERT(CL): 0.409 L 777 240 HORZ(LL): 0.109 J - - HORZ(TL): 0.319 J - - Creep Factor: 2.0 Max TC CSI: 0.843 Max BC CSI: 0.999 Max Web CSI: 0.774 Weight: 159.6 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss A05 Truss Type COMN Qty 13 Ply 1 Seal #: 2522 07/19/2021 W1 W2 W2 W1 1'9-1/8"27'10"1'9-1/8"SEAT PLATE REQ.SEAT PLATE REQ. 15'8-1/8"15'8-1/8" 2'3-3/4"13'3"13'3"2'3-3/4" 2-15/16"2-15/16" 31'4-1/4" 7-5/16"4'8'4-11/16"(a)(a) A B C D E F G H I J K L M NO 6 12 3.62 12 3X4(B2) 5X6 5X6 7X6 3X4 3X6 4X6 7X6(R) 3X6 3X4 7X6 5X6 5X6 3X4(B2) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; W2 2x4 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 29 0.00 2.43 BC 69 2.43 15.68 BC 70 15.68 28.93 BC 29 28.93 31.35 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL O 1833 /- /- /1395 /762 /413 J 1833 /- /- /1395 /762 /- Wind reactions based on MWFRS O Brg Width = 8.0 Min Req = 2.2 J Brg Width = 8.0 Min Req = 2.2 Bearings O & J are a rigid surface. Bearings O & J require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 207 -229 B - C 1960 -3276 C - D 1720 -2977 D - E 1745 -2912 Chords Tens. Comp. E - F 1790 -2912 F - G 1765 -2977 G - H 1918 -3276 H - I 208 -229 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - N 213 -155 N - M 332 -469 M - L 2982 -1645 Chords Tens. Comp. L - K 2982 -1549 K - J 268 -187 J - I 213 -155 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - N 1247 -1701 B - M 2820 -1536 M - C 432 -495 C - L 559 -432 E - L 1923 -970 Webs Tens. Comp. L - G 597 -540 G - K 440 -495 K - H 2820 -1575 J - H 1246 -1701 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.11 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): 0.140 L 999 360 VERT(CL): 0.409 L 777 240 HORZ(LL): 0.109 J - - HORZ(TL): 0.319 J - - Creep Factor: 2.0 Max TC CSI: 0.843 Max BC CSI: 0.999 Max Web CSI: 0.774 Weight: 159.6 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss A05 Truss Type COMN Qty 13 Ply 1 Seal #: 2522 07/19/2021 W1 W2 W2 W1 1'9-1/8"27'10"1'9-1/8"SEAT PLATE REQ.SEAT PLATE REQ. 15'8-1/8"15'8-1/8" 2'3-3/4"13'3"13'3"2'3-3/4" 2-15/16"2-15/16" 31'4-1/4" 7-5/16"4'8'4-11/16"(a)(a) A B C D E F G H I J K L M NO 6 12 3.62 12 3X4(B2) 5X6 5X6 7X6 3X4 3X6 4X6 7X6(R) 3X6 3X4 7X6 5X6 5X6 3X4(B2) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; T2 2x4 SP M-30; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 31.35 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. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL O 1821 /- /- /1381 /768 /413 J 1821 /- /- /1381 /768 /- Wind reactions based on MWFRS O Brg Width = 8.0 Min Req = 2.1 J Brg Width = 8.0 Min Req = 2.1 Bearings O & J are a rigid surface. Bearings O & J require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 186 -240 B - C 289 -159 C - D 1370 -1881 D - E 1395 -1763 Chords Tens. Comp. E - F 1395 -1764 F - G 1370 -1881 G - H 289 -159 H - I 186 -240 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - N 228 -140 N - M 1661 -993 M - L 1296 -573 Chords Tens. Comp. L - K 1296 -573 K - J 1661 -940 J - I 228 -140 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - N 469 -388 N - C 1450 -2149 C - M 444 -288 M - E 509 -316 Webs Tens. Comp. E - K 509 -316 K - G 444 -288 G - J 1450 -2149 J - H 469 -388 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.11 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.041 M 999 360 VERT(CL): 0.119 K 999 240 HORZ(LL): 0.021 H - - HORZ(TL): 0.060 H - - Creep Factor: 2.0 Max TC CSI: 0.820 Max BC CSI: 0.577 Max Web CSI: 0.631 Weight: 165.2 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss A06 Truss Type COMN Qty 2 Ply 1 Seal #: 2523 07/19/2021 T2 T2 W1 W1 1'9-1/8"27'10"1'9-1/8"SEAT PLATE REQ.SEAT PLATE REQ. 15'8-1/8"15'8-1/8" 31'1-1/2"2-15/16"2-15/16" 31'4-1/4" 7-5/16"8'4-11/16"(a)(a) A B C D E F G H I JKLMNO 6 12 3X4(B2) 1.5X3 4X6 4X4 3X4 4X6 5X6(R1) H0308 4X6 3X4 4X4 4X6 1.5X3 3X4(B2) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; T2 2x4 SP M-30; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 31.35 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. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL O 1821 /- /- /1381 /768 /413 J 1821 /- /- /1381 /768 /- Wind reactions based on MWFRS O Brg Width = 8.0 Min Req = 2.1 J Brg Width = 8.0 Min Req = 2.1 Bearings O & J are a rigid surface. Bearings O & J require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 186 -240 B - C 289 -159 C - D 1370 -1881 D - E 1395 -1763 Chords Tens. Comp. E - F 1395 -1764 F - G 1370 -1881 G - H 289 -159 H - I 186 -240 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - N 228 -140 N - M 1661 -993 M - L 1296 -573 Chords Tens. Comp. L - K 1296 -573 K - J 1661 -940 J - I 228 -140 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - N 469 -388 N - C 1450 -2149 C - M 444 -288 M - E 509 -316 Webs Tens. Comp. E - K 509 -316 K - G 444 -288 G - J 1450 -2149 J - H 469 -388 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.11 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.041 M 999 360 VERT(CL): 0.119 K 999 240 HORZ(LL): 0.021 H - - HORZ(TL): 0.060 H - - Creep Factor: 2.0 Max TC CSI: 0.820 Max BC CSI: 0.577 Max Web CSI: 0.631 Weight: 165.2 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss A06 Truss Type COMN Qty 2 Ply 1 Seal #: 2523 07/19/2021 T2 T2 W1 W1 1'9-1/8"27'10"1'9-1/8"SEAT PLATE REQ.SEAT PLATE REQ. 15'8-1/8"15'8-1/8" 31'1-1/2"2-15/16"2-15/16" 31'4-1/4" 7-5/16"8'4-11/16"(a)(a) A B C D E F G H I JKLMNO 6 12 3X4(B2) 1.5X3 4X6 4X4 3X4 4X6 5X6(R1) H0308 4X6 3X4 4X4 4X6 1.5X3 3X4(B2) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; T2 2x4 SP M-30; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 31.35 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. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL O 1821 /- /- /1382 /758 /409 J 1821 /- /- /1382 /758 /- Wind reactions based on MWFRS O Brg Width = 8.0 Min Req = 2.1 J Brg Width = 8.0 Min Req = 2.1 Bearings O & J are a rigid surface. Bearings O & J require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 186 -241 B - C 288 -160 C - D 1349 -1881 D - E 1374 -1763 Chords Tens. Comp. E - F 1374 -1764 F - G 1349 -1881 G - H 289 -160 H - I 186 -241 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - N 228 -140 N - M 1661 -981 M - L 1296 -553 Chords Tens. Comp. L - K 1296 -553 K - J 1661 -927 J - I 228 -140 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - N 469 -388 N - C 1429 -2149 C - M 451 -288 M - E 509 -323 Webs Tens. Comp. E - K 509 -323 K - G 451 -288 G - J 1429 -2149 J - H 469 -388 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.11 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.041 K 999 360 VERT(CL): 0.119 K 999 240 HORZ(LL): 0.021 H - - HORZ(TL): 0.060 H - - Creep Factor: 2.0 Max TC CSI: 0.820 Max BC CSI: 0.577 Max Web CSI: 0.631 Weight: 165.2 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss A07 Truss Type COMN Qty 1 Ply 1 Seal #: 2524 07/19/2021 T2 T2 W1 W1 1'9-1/8"27'10"1'9-1/8"SEAT PLATE REQ.SEAT PLATE REQ. 15'5-5/8"5"15'5-5/8" 31'1-1/2"2-15/16"2-15/16" 31'4-1/4" 7-5/16"8'3-7/16"(a)(a) A B C D E F G H I JKLMNO 6 12 3X4(B2) 1.5X3 4X6 4X4 3X4 4X6 H0510 H0308 4X6 3X4 4X4 4X6 1.5X3 3X4(B2) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; T2 2x4 SP M-30; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 31.35 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. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL O 1821 /- /- /1382 /758 /409 J 1821 /- /- /1382 /758 /- Wind reactions based on MWFRS O Brg Width = 8.0 Min Req = 2.1 J Brg Width = 8.0 Min Req = 2.1 Bearings O & J are a rigid surface. Bearings O & J require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 186 -241 B - C 288 -160 C - D 1349 -1881 D - E 1374 -1763 Chords Tens. Comp. E - F 1374 -1764 F - G 1349 -1881 G - H 289 -160 H - I 186 -241 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - N 228 -140 N - M 1661 -981 M - L 1296 -553 Chords Tens. Comp. L - K 1296 -553 K - J 1661 -927 J - I 228 -140 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - N 469 -388 N - C 1429 -2149 C - M 451 -288 M - E 509 -323 Webs Tens. Comp. E - K 509 -323 K - G 451 -288 G - J 1429 -2149 J - H 469 -388 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.11 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.041 K 999 360 VERT(CL): 0.119 K 999 240 HORZ(LL): 0.021 H - - HORZ(TL): 0.060 H - - Creep Factor: 2.0 Max TC CSI: 0.820 Max BC CSI: 0.577 Max Web CSI: 0.631 Weight: 165.2 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss A07 Truss Type COMN Qty 1 Ply 1 Seal #: 2524 07/19/2021 T2 T2 W1 W1 1'9-1/8"27'10"1'9-1/8"SEAT PLATE REQ.SEAT PLATE REQ. 15'5-5/8"5"15'5-5/8" 31'1-1/2"2-15/16"2-15/16" 31'4-1/4" 7-5/16"8'3-7/16"(a)(a) A B C D E F G H I JKLMNO 6 12 3X4(B2) 1.5X3 4X6 4X4 3X4 4X6 H0510 H0308 4X6 3X4 4X4 4X6 1.5X3 3X4(B2) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 13.47 17.88 BC 103 0.00 31.35 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. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL N 1821 /- /- /1395 /771 /356 I 1821 /- /- /1395 /771 /- Wind reactions based on MWFRS N Brg Width = 8.0 Min Req = 2.1 I Brg Width = 8.0 Min Req = 2.1 Bearings N & I are a rigid surface. Bearings N & I require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 50 -287 B - C 188 -260 C - D 1582 -1746 D - E 1531 -1444 Chords Tens. Comp. E - F 1581 -1746 F - G 188 -260 G - H 50 -287 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - M 251 -52 M - L 1607 -1205 L - K 1444 -914 Chords Tens. Comp. K - J 1444 -914 J - I 1606 -1152 I - H 251 -52 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - M 546 -434 M - C 1726 -1941 C - L 413 -313 D - L 335 -109 Webs Tens. Comp. E - J 335 -109 J - F 413 -313 F - I 1726 -1941 I - G 546 -434 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.11 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): -0.200 L 999 360 VERT(CL): 0.268 L 999 240 HORZ(LL): -0.122 D - - HORZ(TL): 0.150 D - - Creep Factor: 2.0 Max TC CSI: 0.616 Max BC CSI: 0.990 Max Web CSI: 0.591 Weight: 163.8 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss A08 Truss Type COMN Qty 1 Ply 1 Seal #: 2525 07/19/2021 W1 W1 1'9-1/8"27'10"1'9-1/8"SEAT PLATE REQ.SEAT PLATE REQ. 13'5-5/8"4'5"13'5-5/8" 31'1-1/2"2-15/16"2-15/16" 31'4-1/4" 7-5/16"7'3-7/16"(a)(a) A B C D E F G H IJKLMN 6 12 3X4(B2) 1.5X4 4X6 4X4 5X6 3X4 4X6 5X6 3X4 4X4 4X6 1.5X4 3X4(B2) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 13.47 17.88 BC 103 0.00 31.35 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. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL N 1821 /- /- /1395 /771 /356 I 1821 /- /- /1395 /771 /- Wind reactions based on MWFRS N Brg Width = 8.0 Min Req = 2.1 I Brg Width = 8.0 Min Req = 2.1 Bearings N & I are a rigid surface. Bearings N & I require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 50 -287 B - C 188 -260 C - D 1582 -1746 D - E 1531 -1444 Chords Tens. Comp. E - F 1581 -1746 F - G 188 -260 G - H 50 -287 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - M 251 -52 M - L 1607 -1205 L - K 1444 -914 Chords Tens. Comp. K - J 1444 -914 J - I 1606 -1152 I - H 251 -52 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - M 546 -434 M - C 1726 -1941 C - L 413 -313 D - L 335 -109 Webs Tens. Comp. E - J 335 -109 J - F 413 -313 F - I 1726 -1941 I - G 546 -434 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.11 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): -0.200 L 999 360 VERT(CL): 0.268 L 999 240 HORZ(LL): -0.122 D - - HORZ(TL): 0.150 D - - Creep Factor: 2.0 Max TC CSI: 0.616 Max BC CSI: 0.990 Max Web CSI: 0.591 Weight: 163.8 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss A08 Truss Type COMN Qty 1 Ply 1 Seal #: 2525 07/19/2021 W1 W1 1'9-1/8"27'10"1'9-1/8"SEAT PLATE REQ.SEAT PLATE REQ. 13'5-5/8"4'5"13'5-5/8" 31'1-1/2"2-15/16"2-15/16" 31'4-1/4" 7-5/16"7'3-7/16"(a)(a) A B C D E F G H IJKLMN 6 12 3X4(B2) 1.5X4 4X6 4X4 5X6 3X4 4X6 5X6 3X4 4X4 4X6 1.5X4 3X4(B2) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; T2 2x4 SP M-30; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 11.47 19.88 BC 75 0.00 31.35 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. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL N 1821 /- /- /1397 /878 /303 I 1821 /- /- /1397 /878 /- Wind reactions based on MWFRS N Brg Width = 8.0 Min Req = 2.1 I Brg Width = 8.0 Min Req = 2.1 Bearings N & I are a rigid surface. Bearings N & I require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 145 -241 B - C 222 -150 C - D 1890 -1862 D - E 1866 -1602 Chords Tens. Comp. E - F 1892 -1862 F - G 220 -152 G - H 142 -242 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - M 219 -116 M - L 1531 -1322 L - K 1600 -1343 Chords Tens. Comp. K - J 1600 -1343 J - I 1531 -1269 I - H 221 -115 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - M 513 -402 M - C 1838 -1996 C - L 274 -168 D - L 259 -58 D - J 192 -187 Webs Tens. Comp. J - E 262 -14 J - F 276 -169 F - I 1841 -1992 I - G 513 -401 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.11 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.053 D 999 360 VERT(CL): 0.119 L 999 240 HORZ(LL): -0.027 I - - HORZ(TL): 0.068 I - - Creep Factor: 2.0 Max TC CSI: 0.951 Max BC CSI: 0.880 Max Web CSI: 0.548 Weight: 169.4 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss A09 Truss Type COMN Qty 1 Ply 1 Seal #: 2526 07/19/2021 T2 W1 W1 1'9-1/8"27'10"1'9-1/8"SEAT PLATE REQ.SEAT PLATE REQ. 11'5-5/8"8'5"11'5-5/8" 31'1-1/2"2-15/16"2-15/16" 31'4-1/4" 7-5/16"6'3-7/16"(a) (a) (a) A B C D E F G H IJKLMN 6 12 3X4(B2) 1.5X3 4X6 4X4 6X8 3X4 3X6 3X8 6X6 4X4 4X6 1.5X3 3X4(B2) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; T2 2x4 SP M-30; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 11.47 19.88 BC 75 0.00 31.35 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. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL N 1821 /- /- /1397 /878 /303 I 1821 /- /- /1397 /878 /- Wind reactions based on MWFRS N Brg Width = 8.0 Min Req = 2.1 I Brg Width = 8.0 Min Req = 2.1 Bearings N & I are a rigid surface. Bearings N & I require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 145 -241 B - C 222 -150 C - D 1890 -1862 D - E 1866 -1602 Chords Tens. Comp. E - F 1892 -1862 F - G 220 -152 G - H 142 -242 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - M 219 -116 M - L 1531 -1322 L - K 1600 -1343 Chords Tens. Comp. K - J 1600 -1343 J - I 1531 -1269 I - H 221 -115 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - M 513 -402 M - C 1838 -1996 C - L 274 -168 D - L 259 -58 D - J 192 -187 Webs Tens. Comp. J - E 262 -14 J - F 276 -169 F - I 1841 -1992 I - G 513 -401 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.11 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.053 D 999 360 VERT(CL): 0.119 L 999 240 HORZ(LL): -0.027 I - - HORZ(TL): 0.068 I - - Creep Factor: 2.0 Max TC CSI: 0.951 Max BC CSI: 0.880 Max Web CSI: 0.548 Weight: 169.4 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss A09 Truss Type COMN Qty 1 Ply 1 Seal #: 2526 07/19/2021 T2 W1 W1 1'9-1/8"27'10"1'9-1/8"SEAT PLATE REQ.SEAT PLATE REQ. 11'5-5/8"8'5"11'5-5/8" 31'1-1/2"2-15/16"2-15/16" 31'4-1/4" 7-5/16"6'3-7/16"(a) (a) (a) A B C D E F G H IJKLMN 6 12 3X4(B2) 1.5X3 4X6 4X4 6X8 3X4 3X6 3X8 6X6 4X4 4X6 1.5X3 3X4(B2) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP M-30; B2 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 15.72 21.88 BC 71 0.00 31.35 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL N 1836 /- /- /1387 /775 /333 I 1805 /- /- /1367 /848 /- Wind reactions based on MWFRS N Brg Width = 8.0 Min Req = 2.2 I Brg Width = 8.0 Min Req = 2.1 Bearings N & I are a rigid surface. Bearings N & I require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 124 -262 B - C 209 -177 C - D 1752 -1829 D - E 1816 -1774 Chords Tens. Comp. E - F 1833 -1739 F - G 1847 -2093 G - H 133 -200 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - M 243 -108 M - L 1607 -1264 L - K 2081 -1773 Chords Tens. Comp. K - J 2081 -1773 J - I 371 -296 I - H 185 -121 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - M 493 -400 M - C 1748 -2032 C - L 315 -174 D - L 1143 -1147 L - E 1321 -1049 Webs Tens. Comp. E - J 524 -454 J - F 323 -34 J - G 1435 -1257 G - I 1608 -1697 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.11 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.070 E 999 360 VERT(CL): 0.171 E 999 240 HORZ(LL): -0.024 C - - HORZ(TL): 0.057 C - - Creep Factor: 2.0 Max TC CSI: 0.805 Max BC CSI: 0.965 Max Web CSI: 0.936 Weight: 175.0 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss A10 Truss Type COMN Qty 1 Ply 1 Seal #: 2527 07/19/2021 B2 W1 W1 1'9-1/8"27'10"1'9-1/8"SEAT PLATE REQ.SEAT PLATE REQ. 12'7-1/8"3'1-1/2"6'2"9'5-5/8" 31'1-1/2"2-15/16"2-15/16" 31'4-1/4" 7-5/16"5'3-7/16"6'10-3/16"(a) (a) A B C D E F G H IJKLMN 6 12 3X4(B2) 1.5X3 4X6 4X4 4X4 4X8 4X6(SRS)(R) 3X6 5X8 6X6 3X6 3X6 3X4(B2) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP M-30; B2 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 15.72 21.88 BC 71 0.00 31.35 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL N 1836 /- /- /1387 /775 /333 I 1805 /- /- /1367 /848 /- Wind reactions based on MWFRS N Brg Width = 8.0 Min Req = 2.2 I Brg Width = 8.0 Min Req = 2.1 Bearings N & I are a rigid surface. Bearings N & I require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 124 -262 B - C 209 -177 C - D 1752 -1829 D - E 1816 -1774 Chords Tens. Comp. E - F 1833 -1739 F - G 1847 -2093 G - H 133 -200 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - M 243 -108 M - L 1607 -1264 L - K 2081 -1773 Chords Tens. Comp. K - J 2081 -1773 J - I 371 -296 I - H 185 -121 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - M 493 -400 M - C 1748 -2032 C - L 315 -174 D - L 1143 -1147 L - E 1321 -1049 Webs Tens. Comp. E - J 524 -454 J - F 323 -34 J - G 1435 -1257 G - I 1608 -1697 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.11 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.070 E 999 360 VERT(CL): 0.171 E 999 240 HORZ(LL): -0.024 C - - HORZ(TL): 0.057 C - - Creep Factor: 2.0 Max TC CSI: 0.805 Max BC CSI: 0.965 Max Web CSI: 0.936 Weight: 175.0 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss A10 Truss Type COMN Qty 1 Ply 1 Seal #: 2527 07/19/2021 B2 W1 W1 1'9-1/8"27'10"1'9-1/8"SEAT PLATE REQ.SEAT PLATE REQ. 12'7-1/8"3'1-1/2"6'2"9'5-5/8" 31'1-1/2"2-15/16"2-15/16" 31'4-1/4" 7-5/16"5'3-7/16"6'10-3/16"(a) (a) A B C D E F G H IJKLMN 6 12 3X4(B2) 1.5X3 4X6 4X4 4X4 4X8 4X6(SRS)(R) 3X6 5X8 6X6 3X6 3X6 3X4(B2) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP M-30; B2 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 16.43 22.59 BC 68 0.00 31.35 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL N 1836 /- /- /1382 /775 /333 I 1805 /- /- /1363 /859 /- Wind reactions based on MWFRS N Brg Width = 8.0 Min Req = 2.2 I Brg Width = 8.0 Min Req = 2.1 Bearings N & I are a rigid surface. Bearings N & I require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 127 -260 B - C 215 -175 C - D 1728 -1833 D - E 1781 -1795 Chords Tens. Comp. E - F 1826 -1754 F - G 1853 -2091 G - H 167 -216 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - M 241 -111 M - L 1608 -1244 L - K 2233 -1936 Chords Tens. Comp. K - J 2233 -1936 J - I 303 -249 I - H 209 -119 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - M 493 -402 M - C 1721 -2038 C - L 318 -175 D - L 1114 -1096 L - E 1382 -1107 Webs Tens. Comp. E - J 681 -616 J - F 355 -52 J - G 1521 -1335 G - I 1600 -1712 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.11 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): -0.074 E 999 360 VERT(CL): 0.181 E 999 240 HORZ(LL): -0.024 C - - HORZ(TL): 0.060 C - - Creep Factor: 2.0 Max TC CSI: 0.745 Max BC CSI: 0.966 Max Web CSI: 0.895 Weight: 172.2 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss A11 Truss Type COMN Qty 1 Ply 1 Seal #: 2528 07/19/2021 B2 W1 W1 1'9-1/8"27'10"1'9-1/8"SEAT PLATE REQ.SEAT PLATE REQ. 12'7-1/8"3'10"6'2"8'9-1/8" 31'1-1/2"2-15/16"2-15/16" 31'4-1/4" 7-5/16"4'11-3/16"6'10-3/16"(a) (a) A B C D E F G H IJKLMN 6 12 3X4(B2) 1.5X3 4X6 4X4 4X4 4X8 4X6 4X6(SRS)(R) 5X8 5X6 3X6 3X6 3X4(B2) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP M-30; B2 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 16.43 22.59 BC 68 0.00 31.35 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL N 1836 /- /- /1382 /775 /333 I 1805 /- /- /1363 /859 /- Wind reactions based on MWFRS N Brg Width = 8.0 Min Req = 2.2 I Brg Width = 8.0 Min Req = 2.1 Bearings N & I are a rigid surface. Bearings N & I require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 127 -260 B - C 215 -175 C - D 1728 -1833 D - E 1781 -1795 Chords Tens. Comp. E - F 1826 -1754 F - G 1853 -2091 G - H 167 -216 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - M 241 -111 M - L 1608 -1244 L - K 2233 -1936 Chords Tens. Comp. K - J 2233 -1936 J - I 303 -249 I - H 209 -119 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - M 493 -402 M - C 1721 -2038 C - L 318 -175 D - L 1114 -1096 L - E 1382 -1107 Webs Tens. Comp. E - J 681 -616 J - F 355 -52 J - G 1521 -1335 G - I 1600 -1712 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.11 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): -0.074 E 999 360 VERT(CL): 0.181 E 999 240 HORZ(LL): -0.024 C - - HORZ(TL): 0.060 C - - Creep Factor: 2.0 Max TC CSI: 0.745 Max BC CSI: 0.966 Max Web CSI: 0.895 Weight: 172.2 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss A11 Truss Type COMN Qty 1 Ply 1 Seal #: 2528 07/19/2021 B2 W1 W1 1'9-1/8"27'10"1'9-1/8"SEAT PLATE REQ.SEAT PLATE REQ. 12'7-1/8"3'10"6'2"8'9-1/8" 31'1-1/2"2-15/16"2-15/16" 31'4-1/4" 7-5/16"4'11-3/16"6'10-3/16"(a) (a) A B C D E F G H IJKLMN 6 12 3X4(B2) 1.5X3 4X6 4X4 4X4 4X8 4X6 4X6(SRS)(R) 5X8 5X6 3X6 3X6 3X4(B2) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; T3,T4 2x4 SP M-30; Bot chord: 2x6 SP #2; B2 2x6 SP 2400f-2.0E; Webs: 2x4 SP #3; W1 2x6 SP #2; W8 2x4 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 96 plf at -0.24 to 96 plf at 23.44 TC: From 48 plf at 23.44 to 48 plf at 24.48 TC: From 96 plf at 24.48 to 96 plf at 31.37 BC: From 20 plf at -0.11 to 20 plf at 23.44 BC: From 10 plf at 23.44 to 10 plf at 24.48 BC: From 20 plf at 24.48 to 20 plf at 31.24 TC: 312 lb Conc. Load at 24.42 BC: 1346 lb Conc. Load at 23.44 BC: 169 lb Conc. Load at 24.48 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 18.43 24.59 BC 43 0.00 31.35 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 O 2193 /- /- /- /1825 /- I 3215 /- /- /- /2712 /- Wind reactions based on MWFRS O Brg Width = 8.0 Min Req = 2.6 I Brg Width = 8.0 Min Req = 2.7 Bearings O & I are a rigid surface. Bearings O & I require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 63 -230 B - C 66 -261 C - D 2052 -2476 D - E 2067 -2489 Chords Tens. Comp. E - F 3670 -4486 F - G 3508 -4211 G - H 139 -61 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - N 221 -59 N - M 2101 -1776 M - L 4501 -3695 L - K 4501 -3695 Chords Tens. Comp. K - J 3683 -3049 J - I 445 -360 I - H 52 -68 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - N 450 -420 N - C 2298 -2540 C - M 106 0 D - M 1577 -1154 M - E 2302 -2798 Webs Tens. Comp. E - K 297 -358 K - F 1041 -725 F - J 715 -141 J - G 3407 -2797 G - I 2705 -3184 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.11 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): -0.224 E 999 360 VERT(CL): 0.306 E 999 240 HORZ(LL): -0.067 D - - HORZ(TL): 0.093 D - - Creep Factor: 2.0 Max TC CSI: 0.834 Max BC CSI: 0.974 Max Web CSI: 0.895 Weight: 191.8 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss A12 Truss Type SPEC Qty 1 Ply 1 Seal #: 2605 07/19/2021 T3 T4 B2 W1 W8 W1 1'9-1/8"27'10"1'9-1/8"SEAT PLATE REQ.SEAT PLATE REQ. 12'7-1/8"5'10"6'2"6'9-1/8" 31'1-1/2"2-15/16"2-15/16" 31'4-1/4" 7-5/16"3'11-3/16"6'10-3/16"(a) (a) (a) A B C D E F G H IJKLMNO 6 12 3X4(A1) 1.5X4 7X6 5X6 4X6 4X12 6X6 6X6(SRS) 3X4 5X8 6X6 5X8 4X10 3X4(A1) 23'6-11/16" 1346# 24'6-3/8" 312# 1'0-7/16" 169# 6'9-7/8" **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; T3,T4 2x4 SP M-30; Bot chord: 2x6 SP #2; B2 2x6 SP 2400f-2.0E; Webs: 2x4 SP #3; W1 2x6 SP #2; W8 2x4 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 96 plf at -0.24 to 96 plf at 23.44 TC: From 48 plf at 23.44 to 48 plf at 24.48 TC: From 96 plf at 24.48 to 96 plf at 31.37 BC: From 20 plf at -0.11 to 20 plf at 23.44 BC: From 10 plf at 23.44 to 10 plf at 24.48 BC: From 20 plf at 24.48 to 20 plf at 31.24 TC: 312 lb Conc. Load at 24.42 BC: 1346 lb Conc. Load at 23.44 BC: 169 lb Conc. Load at 24.48 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 18.43 24.59 BC 43 0.00 31.35 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 O 2193 /- /- /- /1825 /- I 3215 /- /- /- /2712 /- Wind reactions based on MWFRS O Brg Width = 8.0 Min Req = 2.6 I Brg Width = 8.0 Min Req = 2.7 Bearings O & I are a rigid surface. Bearings O & I require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 63 -230 B - C 66 -261 C - D 2052 -2476 D - E 2067 -2489 Chords Tens. Comp. E - F 3670 -4486 F - G 3508 -4211 G - H 139 -61 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - N 221 -59 N - M 2101 -1776 M - L 4501 -3695 L - K 4501 -3695 Chords Tens. Comp. K - J 3683 -3049 J - I 445 -360 I - H 52 -68 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - N 450 -420 N - C 2298 -2540 C - M 106 0 D - M 1577 -1154 M - E 2302 -2798 Webs Tens. Comp. E - K 297 -358 K - F 1041 -725 F - J 715 -141 J - G 3407 -2797 G - I 2705 -3184 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.11 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): -0.224 E 999 360 VERT(CL): 0.306 E 999 240 HORZ(LL): -0.067 D - - HORZ(TL): 0.093 D - - Creep Factor: 2.0 Max TC CSI: 0.834 Max BC CSI: 0.974 Max Web CSI: 0.895 Weight: 191.8 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss A12 Truss Type SPEC Qty 1 Ply 1 Seal #: 2605 07/19/2021 T3 T4 B2 W1 W8 W1 1'9-1/8"27'10"1'9-1/8"SEAT PLATE REQ.SEAT PLATE REQ. 12'7-1/8"5'10"6'2"6'9-1/8" 31'1-1/2"2-15/16"2-15/16" 31'4-1/4" 7-5/16"3'11-3/16"6'10-3/16"(a) (a) (a) A B C D E F G H IJKLMNO 6 12 3X4(A1) 1.5X4 7X6 5X6 4X6 4X12 6X6 6X6(SRS) 3X4 5X8 6X6 5X8 4X10 3X4(A1) 23'6-11/16" 1346# 24'6-3/8" 312# 1'0-7/16" 169# 6'9-7/8" Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; W1,W6 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 23.43 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL J 1506 /- /- /1155 /629 /340 G 1212 /- /- /841 /527 /- Wind reactions based on MWFRS J Brg Width = 8.0 Min Req = 1.8 G Brg Width = - Min Req = - Bearing J is a rigid surface. Bearing J requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 138 -265 B - C 227 -179 C - D 1070 -1265 Chords Tens. Comp. D - E 1093 -1267 E - F 274 -352 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - I 247 -115 I - H 1189 -887 Chords Tens. Comp. H - G 1300 -951 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - I 503 -399 I - C 1244 -1520 C - H 428 -253 D - H 591 -438 Webs Tens. Comp. H - E 549 -377 E - G 1047 -1324 F - G 357 -351 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.028 H 999 360 VERT(CL): 0.075 H 999 240 HORZ(LL): 0.013 F - - HORZ(TL): 0.038 F - - Creep Factor: 2.0 Max TC CSI: 0.520 Max BC CSI: 0.619 Max Web CSI: 0.417 Weight: 135.8 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss B01 Truss Type COMN Qty 2 Ply 1 Seal #: 2529 07/19/2021 W1 W6 1'9-1/8"21'8" SEAT PLATE REQ. 12'7-1/8"10'10" 23'3-3/4"2-15/16" 23'5-1/8" 7-5/16" 1'5-3/16"6'10-3/16"(a)(a) A B C D E F GHIJ 6 12 3X4(B2) 1.5X3 4X6 3X4 4X4 5X10 3X4 3X4 3X8(R) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; W1,W6 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 23.43 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL J 1506 /- /- /1155 /629 /340 G 1212 /- /- /841 /527 /- Wind reactions based on MWFRS J Brg Width = 8.0 Min Req = 1.8 G Brg Width = - Min Req = - Bearing J is a rigid surface. Bearing J requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 138 -265 B - C 227 -179 C - D 1070 -1265 Chords Tens. Comp. D - E 1093 -1267 E - F 274 -352 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - I 247 -115 I - H 1189 -887 Chords Tens. Comp. H - G 1300 -951 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - I 503 -399 I - C 1244 -1520 C - H 428 -253 D - H 591 -438 Webs Tens. Comp. H - E 549 -377 E - G 1047 -1324 F - G 357 -351 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.028 H 999 360 VERT(CL): 0.075 H 999 240 HORZ(LL): 0.013 F - - HORZ(TL): 0.038 F - - Creep Factor: 2.0 Max TC CSI: 0.520 Max BC CSI: 0.619 Max Web CSI: 0.417 Weight: 135.8 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss B01 Truss Type COMN Qty 2 Ply 1 Seal #: 2529 07/19/2021 W1 W6 1'9-1/8"21'8" SEAT PLATE REQ. 12'7-1/8"10'10" 23'3-3/4"2-15/16" 23'5-1/8" 7-5/16" 1'5-3/16"6'10-3/16"(a)(a) A B C D E F GHIJ 6 12 3X4(B2) 1.5X3 4X6 3X4 4X4 5X10 3X4 3X4 3X8(R) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; W1,W6 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 23.43 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL J 1506 /- /- /1155 /1244 /340 K 1212 /- /- /841 /1018 /- Wind reactions based on MWFRS J Brg Width = 8.0 Min Req = 1.8 K Brg Width = 8.0 Min Req = 1.5 Bearings J & K are a rigid surface. Bearings J & K require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 138 -265 B - C 227 -179 C - D 1206 -1265 Chords Tens. Comp. D - E 1210 -1267 E - F 307 -352 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - I 247 -115 I - H 1189 -962 Chords Tens. Comp. H - G 1300 -1072 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - I 570 -399 I - C 1268 -1520 C - H 479 -253 D - H 591 -532 Webs Tens. Comp. H - E 616 -377 E - G 1169 -1324 F - G 393 -351 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.058 H 999 360 VERT(CL): 0.075 H 999 240 HORZ(LL): -0.026 F - - HORZ(TL): 0.038 F - - Creep Factor: 2.0 Max TC CSI: 0.762 Max BC CSI: 0.658 Max Web CSI: 0.434 Weight: 135.8 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss B02 Truss Type COMN Qty 1 Ply 1 Seal #: 2530 07/19/2021 W1 W6 1'9-1/8"21'8" SEAT PLATE REQ.SEAT PLATE REQ. 12'7-1/8"10'10" 23'3-3/4"2-15/16" 23'5-1/8" 7-5/16" 1'5-3/16"6'10-3/16"(a)(a) A B C D E F GHIJK 6 12 3X4(B2) 2X4 4X6 3X4 4X4(R1) 5X10 3X4 4X4 3X8(R) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; W1,W6 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 23.43 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL J 1506 /- /- /1155 /1244 /340 K 1212 /- /- /841 /1018 /- Wind reactions based on MWFRS J Brg Width = 8.0 Min Req = 1.8 K Brg Width = 8.0 Min Req = 1.5 Bearings J & K are a rigid surface. Bearings J & K require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 138 -265 B - C 227 -179 C - D 1206 -1265 Chords Tens. Comp. D - E 1210 -1267 E - F 307 -352 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - I 247 -115 I - H 1189 -962 Chords Tens. Comp. H - G 1300 -1072 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - I 570 -399 I - C 1268 -1520 C - H 479 -253 D - H 591 -532 Webs Tens. Comp. H - E 616 -377 E - G 1169 -1324 F - G 393 -351 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.058 H 999 360 VERT(CL): 0.075 H 999 240 HORZ(LL): -0.026 F - - HORZ(TL): 0.038 F - - Creep Factor: 2.0 Max TC CSI: 0.762 Max BC CSI: 0.658 Max Web CSI: 0.434 Weight: 135.8 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss B02 Truss Type COMN Qty 1 Ply 1 Seal #: 2530 07/19/2021 W1 W6 1'9-1/8"21'8" SEAT PLATE REQ.SEAT PLATE REQ. 12'7-1/8"10'10" 23'3-3/4"2-15/16" 23'5-1/8" 7-5/16" 1'5-3/16"6'10-3/16"(a)(a) A B C D E F GHIJK 6 12 3X4(B2) 2X4 4X6 3X4 4X4(R1) 5X10 3X4 4X4 3X8(R) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 10.76 14.43 BC 85 0.00 25.18 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL K 1464 /- /- /1141 /1211 /285 G 1464 /- /- /1141 /1211 /- Wind reactions based on MWFRS K Brg Width = 8.0 Min Req = 1.7 G Brg Width = 8.0 Min Req = 1.7 Bearings K & G are a rigid surface. Bearings K & G require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 245 -304 B - C 1317 -1469 C - D 1364 -1141 Chords Tens. Comp. D - E 1317 -1469 E - F 246 -304 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - K 345 -299 K - J 654 -560 J - I 1141 -825 Chords Tens. Comp. I - H 1141 -825 H - G 494 -456 G - F 345 -299 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. K - B 1393 -1335 B - J 798 -593 C - J 167 -54 Webs Tens. Comp. D - H 167 -53 H - E 799 -594 E - G 1394 -1335 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.146 C 999 360 VERT(CL): 0.177 D 999 240 HORZ(LL): -0.101 C - - HORZ(TL): 0.123 C - - Creep Factor: 2.0 Max TC CSI: 0.834 Max BC CSI: 0.990 Max Web CSI: 0.883 Weight: 137.2 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss B03 Truss Type COMN Qty 1 Ply 1 Seal #: 2531 07/19/2021 W1 W1 1'9-1/8"21'8"1'9-1/8"SEAT PLATE REQ.SEAT PLATE REQ. 10'9-1/8"3'8"10'9-1/8" 24'11-1/2"2-15/16"2-15/16" 25'2-1/4" 7-5/16"5'11-3/16"A B C D E F GHIJK 6 12 3X4(B2) 3X6 4X6 H0510 3X4 3X6 H0510 3X4 4X6 3X6 3X4(B2) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 10.76 14.43 BC 85 0.00 25.18 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL K 1464 /- /- /1141 /1211 /285 G 1464 /- /- /1141 /1211 /- Wind reactions based on MWFRS K Brg Width = 8.0 Min Req = 1.7 G Brg Width = 8.0 Min Req = 1.7 Bearings K & G are a rigid surface. Bearings K & G require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 245 -304 B - C 1317 -1469 C - D 1364 -1141 Chords Tens. Comp. D - E 1317 -1469 E - F 246 -304 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - K 345 -299 K - J 654 -560 J - I 1141 -825 Chords Tens. Comp. I - H 1141 -825 H - G 494 -456 G - F 345 -299 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. K - B 1393 -1335 B - J 798 -593 C - J 167 -54 Webs Tens. Comp. D - H 167 -53 H - E 799 -594 E - G 1394 -1335 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.146 C 999 360 VERT(CL): 0.177 D 999 240 HORZ(LL): -0.101 C - - HORZ(TL): 0.123 C - - Creep Factor: 2.0 Max TC CSI: 0.834 Max BC CSI: 0.990 Max Web CSI: 0.883 Weight: 137.2 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss B03 Truss Type COMN Qty 1 Ply 1 Seal #: 2531 07/19/2021 W1 W1 1'9-1/8"21'8"1'9-1/8"SEAT PLATE REQ.SEAT PLATE REQ. 10'9-1/8"3'8"10'9-1/8" 24'11-1/2"2-15/16"2-15/16" 25'2-1/4" 7-5/16"5'11-3/16"A B C D E F GHIJK 6 12 3X4(B2) 3X6 4X6 H0510 3X4 3X6 H0510 3X4 4X6 3X6 3X4(B2) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 8.76 11.43 TC 24 13.76 16.43 BC 75 0.00 25.18 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL O 1464 /- /- /1135 /1205 /261 J 1464 /- /- /1135 /1205 /- Wind reactions based on MWFRS O Brg Width = 8.0 Min Req = 1.7 J Brg Width = 8.0 Min Req = 1.7 Bearings O & J are a rigid surface. Bearings O & J require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 154 -203 B - C 1459 -1507 C - D 1479 -1221 D - E 1587 -1325 Chords Tens. Comp. E - F 1586 -1325 F - G 1478 -1221 G - H 1459 -1507 H - I 149 -202 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - O 187 -122 O - N 368 -346 N - M 1308 -1143 M - L 1308 -1143 Chords Tens. Comp. L - K 1308 -1121 K - J 290 -246 J - I 187 -117 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. O - B 1393 -1351 B - N 996 -894 C - N 192 -53 N - D 301 -237 D - L 637 -447 E - L 907 -1138 Webs Tens. Comp. L - F 637 -447 F - K 301 -235 K - G 192 -52 K - H 996 -894 H - J 1393 -1351 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.063 D 999 360 VERT(CL): 0.087 D 999 240 HORZ(LL): -0.019 C - - HORZ(TL): 0.025 C - - Creep Factor: 2.0 Max TC CSI: 0.918 Max BC CSI: 0.863 Max Web CSI: 0.793 Weight: 155.4 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss B04 Truss Type COMN Qty 1 Ply 1 Seal #: 2532 07/19/2021 W1 W1 1'9-1/8"21'8"1'9-1/8"SEAT PLATE REQ.SEAT PLATE REQ. 8'9-1/8"2'8"1'2"1'2"2'8"8'9-1/8" 24'11-1/2"2-15/16"2-15/16" 25'2-1/4" 7-5/16"4'11-3/16"5'6-3/16"A B C D E F G H I JKLMNO 6 12 3X4(B2) 3X6 3X6 5X6 4X8 3X6 4X6(SRS)(R)4X4 3X8 4X6(SRS)(R) 4X8 5X6 3X6 3X6 3X4(B2) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 8.76 11.43 TC 24 13.76 16.43 BC 75 0.00 25.18 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL O 1464 /- /- /1135 /1205 /261 J 1464 /- /- /1135 /1205 /- Wind reactions based on MWFRS O Brg Width = 8.0 Min Req = 1.7 J Brg Width = 8.0 Min Req = 1.7 Bearings O & J are a rigid surface. Bearings O & J require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 154 -203 B - C 1459 -1507 C - D 1479 -1221 D - E 1587 -1325 Chords Tens. Comp. E - F 1586 -1325 F - G 1478 -1221 G - H 1459 -1507 H - I 149 -202 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - O 187 -122 O - N 368 -346 N - M 1308 -1143 M - L 1308 -1143 Chords Tens. Comp. L - K 1308 -1121 K - J 290 -246 J - I 187 -117 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. O - B 1393 -1351 B - N 996 -894 C - N 192 -53 N - D 301 -237 D - L 637 -447 E - L 907 -1138 Webs Tens. Comp. L - F 637 -447 F - K 301 -235 K - G 192 -52 K - H 996 -894 H - J 1393 -1351 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.063 D 999 360 VERT(CL): 0.087 D 999 240 HORZ(LL): -0.019 C - - HORZ(TL): 0.025 C - - Creep Factor: 2.0 Max TC CSI: 0.918 Max BC CSI: 0.863 Max Web CSI: 0.793 Weight: 155.4 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss B04 Truss Type COMN Qty 1 Ply 1 Seal #: 2532 07/19/2021 W1 W1 1'9-1/8"21'8"1'9-1/8"SEAT PLATE REQ.SEAT PLATE REQ. 8'9-1/8"2'8"1'2"1'2"2'8"8'9-1/8" 24'11-1/2"2-15/16"2-15/16" 25'2-1/4" 7-5/16"4'11-3/16"5'6-3/16"A B C D E F G H I JKLMNO 6 12 3X4(B2) 3X6 3X6 5X6 4X8 3X6 4X6(SRS)(R)4X4 3X8 4X6(SRS)(R) 4X8 5X6 3X6 3X6 3X4(B2) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; T1 2x4 SP 2400f-2.0E + SP M-31; Bot chord: 2x6 SP 2400f-2.0E; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 96 plf at -0.24 to 96 plf at 6.65 TC: From 48 plf at 6.65 to 48 plf at 18.31 TC: From 96 plf at 18.31 to 96 plf at 25.20 BC: From 20 plf at -0.11 to 20 plf at 6.65 BC: From 10 plf at 6.65 to 10 plf at 18.31 BC: From 20 plf at 18.31 to 20 plf at 25.07 TC: 138 lb Conc. Load at 6.65,18.31 TC: 109 lb Conc. Load at 7.15,17.81 TC: 155 lb Conc. Load at 8.83,16.13 TC: 225 lb Conc. Load at 10.83,12.48,14.13 BC: 106 lb Conc. Load at 6.65,18.31 BC: 185 lb Conc. Load at 7.15,17.81 BC: 148 lb Conc. Load at 8.83,16.13 BC: 100 lb Conc. Load at 10.83,12.48,14.13 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 6.76 9.43 TC 24 15.76 18.43 BC 61 0.00 25.18 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL O 2453 /- /- /- /2631 /- J 2453 /- /- /- /2631 /- Wind reactions based on MWFRS O Brg Width = 8.0 Min Req = 2.0 J Brg Width = 8.0 Min Req = 2.0 Bearings O & J are a rigid surface. Bearings O & J require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 125 -142 B - C 3329 -2950 C - D 2904 -2574 D - E 3343 -2965 Chords Tens. Comp. E - F 3343 -2965 F - G 2903 -2574 G - H 3327 -2949 H - I 126 -143 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - O 128 -95 O - N 407 -419 N - M 3232 -3637 M - L 3232 -3637 Chords Tens. Comp. L - K 3231 -3636 K - J 408 -420 J - I 128 -95 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. O - B 2544 -2275 B - N 2257 -2547 C - N 743 -740 N - D 1265 -1147 D - L 1080 -965 E - L 1923 -2134 Webs Tens. Comp. L - F 1079 -964 F - K 1266 -1148 K - G 742 -739 K - H 2256 -2546 H - J 2543 -2274 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.174 L 999 360 VERT(CL): 0.166 L 999 240 HORZ(LL): -0.051 C - - HORZ(TL): 0.053 C - - Creep Factor: 2.0 Max TC CSI: 0.932 Max BC CSI: 0.982 Max Web CSI: 0.860 Weight: 158.2 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss B05 Truss Type JACK Qty 1 Ply 1 Seal #: 2617 07/19/2021 T1 T1 W1 W1 1'9-1/8"21'8"1'9-1/8"SEAT PLATE REQ.SEAT PLATE REQ. 6'9-1/8"2'8"3'2"3'2"2'8"6'9-1/8" 24'11-1/2"2-15/16"2-15/16" 25'2-1/4" 7-5/16"3'11-3/16"5'6-3/16"HB 1'10-3/8" (a) (a) (a) A B C D E F G H I JKLMNO 6 12 2X4(A1) 3X10 5X6 5X6 7X8 5X6 5X6 4X6 4X8 5X6 7X8 5X6 5X6 3X10 2X4(A1) 106# 138# 6-1/16" 185# 109# 1'8-3/16" 148# 155# 2' 100# 225# 1'7-3/4" 100# 225# 1'7-3/4" 100# 225# 2' 148# 155# 1'8-3/16" 185# 109# 6-1/16" 106# 138# **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; T1 2x4 SP 2400f-2.0E + SP M-31; Bot chord: 2x6 SP 2400f-2.0E; Webs: 2x4 SP #3; W1 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 96 plf at -0.24 to 96 plf at 6.65 TC: From 48 plf at 6.65 to 48 plf at 18.31 TC: From 96 plf at 18.31 to 96 plf at 25.20 BC: From 20 plf at -0.11 to 20 plf at 6.65 BC: From 10 plf at 6.65 to 10 plf at 18.31 BC: From 20 plf at 18.31 to 20 plf at 25.07 TC: 138 lb Conc. Load at 6.65,18.31 TC: 109 lb Conc. Load at 7.15,17.81 TC: 155 lb Conc. Load at 8.83,16.13 TC: 225 lb Conc. Load at 10.83,12.48,14.13 BC: 106 lb Conc. Load at 6.65,18.31 BC: 185 lb Conc. Load at 7.15,17.81 BC: 148 lb Conc. Load at 8.83,16.13 BC: 100 lb Conc. Load at 10.83,12.48,14.13 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 6.76 9.43 TC 24 15.76 18.43 BC 61 0.00 25.18 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL O 2453 /- /- /- /2631 /- J 2453 /- /- /- /2631 /- Wind reactions based on MWFRS O Brg Width = 8.0 Min Req = 2.0 J Brg Width = 8.0 Min Req = 2.0 Bearings O & J are a rigid surface. Bearings O & J require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 125 -142 B - C 3329 -2950 C - D 2904 -2574 D - E 3343 -2965 Chords Tens. Comp. E - F 3343 -2965 F - G 2903 -2574 G - H 3327 -2949 H - I 126 -143 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - O 128 -95 O - N 407 -419 N - M 3232 -3637 M - L 3232 -3637 Chords Tens. Comp. L - K 3231 -3636 K - J 408 -420 J - I 128 -95 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. O - B 2544 -2275 B - N 2257 -2547 C - N 743 -740 N - D 1265 -1147 D - L 1080 -965 E - L 1923 -2134 Webs Tens. Comp. L - F 1079 -964 F - K 1266 -1148 K - G 742 -739 K - H 2256 -2546 H - J 2543 -2274 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.174 L 999 360 VERT(CL): 0.166 L 999 240 HORZ(LL): -0.051 C - - HORZ(TL): 0.053 C - - Creep Factor: 2.0 Max TC CSI: 0.932 Max BC CSI: 0.982 Max Web CSI: 0.860 Weight: 158.2 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss B05 Truss Type JACK Qty 1 Ply 1 Seal #: 2617 07/19/2021 T1 T1 W1 W1 1'9-1/8"21'8"1'9-1/8"SEAT PLATE REQ.SEAT PLATE REQ. 6'9-1/8"2'8"3'2"3'2"2'8"6'9-1/8" 24'11-1/2"2-15/16"2-15/16" 25'2-1/4" 7-5/16"3'11-3/16"5'6-3/16"HB 1'10-3/8" (a) (a) (a) A B C D E F G H I JKLMNO 6 12 2X4(A1) 3X10 5X6 5X6 7X8 5X6 5X6 4X6 4X8 5X6 7X8 5X6 5X6 3X10 2X4(A1) 106# 138# 6-1/16" 185# 109# 1'8-3/16" 148# 155# 2' 100# 225# 1'7-3/4" 100# 225# 1'7-3/4" 100# 225# 2' 148# 155# 1'8-3/16" 185# 109# 6-1/16" 106# 138# Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 96 plf at -0.24 to 96 plf at 14.54 BC: From 20 plf at -0.11 to 20 plf at 6.68 BC: From 10 plf at 6.68 to 10 plf at 7.61 BC: From 20 plf at 7.61 to 20 plf at 14.40 TC: 291 lb Conc. Load at 6.68, 7.61 BC: 193 lb Conc. Load at 6.68, 7.61 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 6.76 7.76 BC 53 0.00 14.52 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL J 1321 /- /- /- /1685 /- G 1321 /- /- /- /1685 /- Wind reactions based on MWFRS J Brg Width = 8.0 Min Req = 1.6 G Brg Width = 8.0 Min Req = 1.6 Bearings J & G are a rigid surface. Bearings J & G require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 193 -139 B - C 1867 -1219 C - D 1569 -997 Chords Tens. Comp. D - E 1867 -1219 E - F 193 -139 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - J 43 -118 J - I 85 -159 I - H 997 -1569 Chords Tens. Comp. H - G 85 -159 G - F 43 -118 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. J - B 1693 -1226 B - I 953 -1475 C - I 15 -98 Webs Tens. Comp. D - H 15 -98 H - E 953 -1475 E - G 1693 -1226 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.039 H 999 360 VERT(CL): 0.027 D 999 240 HORZ(LL): -0.005 G - - HORZ(TL): 0.005 G - - Creep Factor: 2.0 Max TC CSI: 0.626 Max BC CSI: 0.941 Max Web CSI: 0.668 Weight: 79.8 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss E01 Truss Type HIPS Qty 1 Ply 1 Seal #: 2593 07/19/2021 W1 W1 1'9-1/8"11'1'9-1/8" SEAT PLATE REQ.SEAT PLATE REQ. 6'9-1/8"1'6'9-1/8" 14'3-1/2"2-15/16"2-15/16" 14'6-1/4" 7-5/16"3'11-3/16"A B C D E F G HIJ 6 12 3X4(B2) 3X6 4X6 5X6 3X4 5X6 3X4 4X6 3X6 3X4(B2) 6'9-1/2" 291# 193# 11-1/4" 193# 291# 6'9-1/2" **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 96 plf at -0.24 to 96 plf at 14.54 BC: From 20 plf at -0.11 to 20 plf at 6.68 BC: From 10 plf at 6.68 to 10 plf at 7.61 BC: From 20 plf at 7.61 to 20 plf at 14.40 TC: 291 lb Conc. Load at 6.68, 7.61 BC: 193 lb Conc. Load at 6.68, 7.61 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 6.76 7.76 BC 53 0.00 14.52 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL J 1321 /- /- /- /1685 /- G 1321 /- /- /- /1685 /- Wind reactions based on MWFRS J Brg Width = 8.0 Min Req = 1.6 G Brg Width = 8.0 Min Req = 1.6 Bearings J & G are a rigid surface. Bearings J & G require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 193 -139 B - C 1867 -1219 C - D 1569 -997 Chords Tens. Comp. D - E 1867 -1219 E - F 193 -139 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - J 43 -118 J - I 85 -159 I - H 997 -1569 Chords Tens. Comp. H - G 85 -159 G - F 43 -118 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. J - B 1693 -1226 B - I 953 -1475 C - I 15 -98 Webs Tens. Comp. D - H 15 -98 H - E 953 -1475 E - G 1693 -1226 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.039 H 999 360 VERT(CL): 0.027 D 999 240 HORZ(LL): -0.005 G - - HORZ(TL): 0.005 G - - Creep Factor: 2.0 Max TC CSI: 0.626 Max BC CSI: 0.941 Max Web CSI: 0.668 Weight: 79.8 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss E01 Truss Type HIPS Qty 1 Ply 1 Seal #: 2593 07/19/2021 W1 W1 1'9-1/8"11'1'9-1/8" SEAT PLATE REQ.SEAT PLATE REQ. 6'9-1/8"1'6'9-1/8" 14'3-1/2"2-15/16"2-15/16" 14'6-1/4" 7-5/16"3'11-3/16"A B C D E F G HIJ 6 12 3X4(B2) 3X6 4X6 5X6 3X4 5X6 3X4 4X6 3X6 3X4(B2) 6'9-1/2" 291# 193# 11-1/4" 193# 291# 6'9-1/2" Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201Fort 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: 2x6 SP #2; W2 2x4 SP #3; Lt Slider: 2x4 SP #3; block length = 1.645' Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 2 plf at -0.34 to 2 plf at 9.28 BC: From 2 plf at -0.17 to 2 plf at 9.28 TC: 217 lb Conc. Load at 1.46 TC: -191 lb Conc. Load at 4.29 TC: 178 lb Conc. Load at 7.12 BC: 60 lb Conc. Load at 1.46 BC: -236 lb Conc. Load at 4.29 BC: 20 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 41 0.00 9.45 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 H 635 /- /- /- /1199 /- E 106 /-85 /- /- /215 /- D 138 /- /- /- /258 /- Wind reactions based on MWFRS H Brg Width = 11.3 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 524 -3 B - C 474 0 Chords Tens. Comp. C - D 178 -86 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - G 0 -432 G - F 1 -512 Chords Tens. Comp. F - E 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. G - C 509 -368 Webs Tens. Comp. C - F 517 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.058 B 256 360 VERT(CL): 0.058 B 254 240 HORZ(LL): -0.013 C - - HORZ(TL): 0.013 C - - Creep Factor: 2.0 Max TC CSI: 0.683 Max BC CSI: 0.998 Max Web CSI: 0.154 Weight: 47.6 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss HJ5 Truss Type HIP_ Qty 4 Ply 1 Seal #: 2596 07/19/2021 W2 2'5-3/16" SEAT PLATE REQ. 9'3-5/16"4-1/8" 9'5-5/16" 7-5/16"3'10-11/16"A B C D E F G H 4.24 12 3X4(C4) 3X4(C4) 3X4 1.5X4 3X6 4X4 1'7-9/16" 60# 217# 2'9-15/16" -236# -191# 2'9-15/16" 20# 178# 2'1-15/16" **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof 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: 2x6 SP #2; W2 2x4 SP #3; Lt Slider: 2x4 SP #3; block length = 1.645' Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 2 plf at -0.34 to 2 plf at 9.28 BC: From 2 plf at -0.17 to 2 plf at 9.28 TC: 217 lb Conc. Load at 1.46 TC: -191 lb Conc. Load at 4.29 TC: 178 lb Conc. Load at 7.12 BC: 60 lb Conc. Load at 1.46 BC: -236 lb Conc. Load at 4.29 BC: 20 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 41 0.00 9.45 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 H 635 /- /- /- /1199 /- E 106 /-85 /- /- /215 /- D 138 /- /- /- /258 /- Wind reactions based on MWFRS H Brg Width = 11.3 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 524 -3 B - C 474 0 Chords Tens. Comp. C - D 178 -86 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - G 0 -432 G - F 1 -512 Chords Tens. Comp. F - E 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. G - C 509 -368 Webs Tens. Comp. C - F 517 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.058 B 256 360 VERT(CL): 0.058 B 254 240 HORZ(LL): -0.013 C - - HORZ(TL): 0.013 C - - Creep Factor: 2.0 Max TC CSI: 0.683 Max BC CSI: 0.998 Max Web CSI: 0.154 Weight: 47.6 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss HJ5 Truss Type HIP_ Qty 4 Ply 1 Seal #: 2596 07/19/2021 W2 2'5-3/16" SEAT PLATE REQ. 9'3-5/16"4-1/8" 9'5-5/16" 7-5/16"3'10-11/16"A B C D E F G H 4.24 12 3X4(C4) 3X4(C4) 3X4 1.5X4 3X6 4X4 1'7-9/16" 60# 217# 2'9-15/16" -236# -191# 2'9-15/16" 20# 178# 2'1-15/16" Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 :SP 2400f-2.0E + SP M-31:; Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:; Webs: 2x4 SP #3; W1 2x6 SP #2; Lt Slider: 2x4 SP #3; block length = 1.605' Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 2 plf at -0.34 to 2 plf at 9.28 BC: From 20 plf at -0.17 to 20 plf at 4.29 BC: From 2 plf at 4.29 to 2 plf at 9.28 TC: -191 lb Conc. Load at 4.29 TC: 178 lb Conc. Load at 7.12 BC: -236 lb Conc. Load at 4.29 BC: 20 lb Conc. Load at 7.12 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 9.29 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL I 632 /-144 /- /- /800 /- F 131 /-38 /- /- /418 /- E 116 /- /- /- /134 /- Wind reactions based on MWFRS I Brg Width = 11.3 Min Req = 1.5 F Brg Width = 1.5 Min Req = - E Brg Width = 1.5 Min Req = - Bearing I is a rigid surface. Bearing I requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 594 -79 B - C 579 -43 Chords Tens. Comp. C - D 668 -113 D - E 80 -45 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - H 64 -557 H - G 57 -555 Chords Tens. Comp. G - F 54 -542 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - H 296 -302 G - D 0 -141 Webs Tens. Comp. D - F 644 -64 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.145 H 239 360 VERT(CL): 0.122 H 284 240 HORZ(LL): 0.068 E - - HORZ(TL): 0.069 E - - Creep Factor: 2.0 Max TC CSI: 0.276 Max BC CSI: 0.519 Max Web CSI: 0.192 Weight: 47.6 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss HJ5E Truss Type HIP_ Qty 4 Ply 1 Seal #: 2587 07/19/2021 W1 2'5-3/16" SEAT PLATE REQ. 9'3-5/16"4-1/8" 9'5-5/16" 7-5/16"3'10-11/16"A B C D E FG H I 4.24 12 3X4(C4) 3X4(C4) 3X4 1.5X3 1.5X3 1.5X3 3X4 4X4 4'5-1/2" -236# -191# 2'9-15/16" 20# 178# 2'1-15/16" **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 :SP 2400f-2.0E + SP M-31:; Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:; Webs: 2x4 SP #3; W1 2x6 SP #2; Lt Slider: 2x4 SP #3; block length = 1.605' Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 2 plf at -0.34 to 2 plf at 9.28 BC: From 20 plf at -0.17 to 20 plf at 4.29 BC: From 2 plf at 4.29 to 2 plf at 9.28 TC: -191 lb Conc. Load at 4.29 TC: 178 lb Conc. Load at 7.12 BC: -236 lb Conc. Load at 4.29 BC: 20 lb Conc. Load at 7.12 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 9.29 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL I 632 /-144 /- /- /800 /- F 131 /-38 /- /- /418 /- E 116 /- /- /- /134 /- Wind reactions based on MWFRS I Brg Width = 11.3 Min Req = 1.5 F Brg Width = 1.5 Min Req = - E Brg Width = 1.5 Min Req = - Bearing I is a rigid surface. Bearing I requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 594 -79 B - C 579 -43 Chords Tens. Comp. C - D 668 -113 D - E 80 -45 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - H 64 -557 H - G 57 -555 Chords Tens. Comp. G - F 54 -542 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - H 296 -302 G - D 0 -141 Webs Tens. Comp. D - F 644 -64 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.145 H 239 360 VERT(CL): 0.122 H 284 240 HORZ(LL): 0.068 E - - HORZ(TL): 0.069 E - - Creep Factor: 2.0 Max TC CSI: 0.276 Max BC CSI: 0.519 Max Web CSI: 0.192 Weight: 47.6 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss HJ5E Truss Type HIP_ Qty 4 Ply 1 Seal #: 2587 07/19/2021 W1 2'5-3/16" SEAT PLATE REQ. 9'3-5/16"4-1/8" 9'5-5/16" 7-5/16"3'10-11/16"A B C D E FG H I 4.24 12 3X4(C4) 3X4(C4) 3X4 1.5X3 1.5X3 1.5X3 3X4 4X4 4'5-1/2" -236# -191# 2'9-15/16" 20# 178# 2'1-15/16" Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201Fort 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; B2 2x6 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Lt Slider: 2x4 SP #3; block length = 1.650' Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 2 plf at -0.34 to 2 plf at 12.34 BC: From 2 plf at -0.17 to 2 plf at 12.34 TC: 217 lb Conc. Load at 1.46 TC: -9 lb Conc. Load at 4.29 TC: 220 lb Conc. Load at 7.12 TC: 376 lb Conc. Load at 9.94 BC: 60 lb Conc. Load at 1.46 BC: -589 lb Conc. Load at 4.29 BC: -77 lb Conc. Load at 7.12 BC: 117 lb Conc. Load at 9.94 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 41 0.00 3.38 BC 68 3.38 12.51 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes Shim all supports to solid bearing. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL I 799 /- /- /- /1895 /- F 271 /- /- /- /700 /- E 139 /- /- /- /193 /- Wind reactions based on MWFRS I Brg Width = 11.3 Min Req = 1.5 F Brg Width = 1.5 Min Req = - E Brg Width = 1.5 Min Req = - Bearing I is a rigid surface. Bearing I requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 419 -193 B - C 416 -166 Chords Tens. Comp. C - D 1499 -485 D - E 130 -94 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - H 125 -340 H - G 349 -410 Chords Tens. Comp. G - F 448 -1431 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - H 829 -564 C - G 697 -1553 G - D 0 -354 Webs Tens. Comp. D - F 1399 -426 E - F 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.048 G 999 360 VERT(CL): 0.045 B 456 240 HORZ(LL): -0.010 G - - HORZ(TL): 0.012 B - - Creep Factor: 2.0 Max TC CSI: 0.507 Max BC CSI: 0.956 Max Web CSI: 0.663 Weight: 74.2 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss HJ7L Truss Type HIP_ Qty 2 Ply 1 Seal #: 2620 07/19/2021 B2 W1 2'8-1/16" SEAT PLATE REQ. 3'2-1/2"9'1-9/16"4-1/8" 12'6-1/16" 7-5/16"1'11-3/8"3'0-1/4"4'11-11/16"A B C D E F G HI 4.24 12 2.56 12 3X4(C4) 3X4(C4)3X4 3X6 5X6 3X4 3X4 1.5X4 3X10(R) 1'7-9/16" 60# 217# 2'9-15/16" -589# -9# 2'9-15/16" -77# 220# 2'9-15/16" 117# 376# 2'4-3/4" **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP M-30; B2 2x6 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Lt Slider: 2x4 SP #3; block length = 1.650' Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 2 plf at -0.34 to 2 plf at 12.34 BC: From 2 plf at -0.17 to 2 plf at 12.34 TC: 217 lb Conc. Load at 1.46 TC: -9 lb Conc. Load at 4.29 TC: 220 lb Conc. Load at 7.12 TC: 376 lb Conc. Load at 9.94 BC: 60 lb Conc. Load at 1.46 BC: -589 lb Conc. Load at 4.29 BC: -77 lb Conc. Load at 7.12 BC: 117 lb Conc. Load at 9.94 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 41 0.00 3.38 BC 68 3.38 12.51 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes Shim all supports to solid bearing. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL I 799 /- /- /- /1895 /- F 271 /- /- /- /700 /- E 139 /- /- /- /193 /- Wind reactions based on MWFRS I Brg Width = 11.3 Min Req = 1.5 F Brg Width = 1.5 Min Req = - E Brg Width = 1.5 Min Req = - Bearing I is a rigid surface. Bearing I requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 419 -193 B - C 416 -166 Chords Tens. Comp. C - D 1499 -485 D - E 130 -94 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - H 125 -340 H - G 349 -410 Chords Tens. Comp. G - F 448 -1431 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - H 829 -564 C - G 697 -1553 G - D 0 -354 Webs Tens. Comp. D - F 1399 -426 E - F 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.048 G 999 360 VERT(CL): 0.045 B 456 240 HORZ(LL): -0.010 G - - HORZ(TL): 0.012 B - - Creep Factor: 2.0 Max TC CSI: 0.507 Max BC CSI: 0.956 Max Web CSI: 0.663 Weight: 74.2 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss HJ7L Truss Type HIP_ Qty 2 Ply 1 Seal #: 2620 07/19/2021 B2 W1 2'8-1/16" SEAT PLATE REQ. 3'2-1/2"9'1-9/16"4-1/8" 12'6-1/16" 7-5/16"1'11-3/8"3'0-1/4"4'11-11/16"A B C D E F G HI 4.24 12 2.56 12 3X4(C4) 3X4(C4)3X4 3X6 5X6 3X4 3X4 1.5X4 3X10(R) 1'7-9/16" 60# 217# 2'9-15/16" -589# -9# 2'9-15/16" -77# 220# 2'9-15/16" 117# 376# 2'4-3/4" Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201Fort 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 13 0.00 1.11 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes ***** BEARING ANALOG MODIFIED! ***** Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL C 30 /- /90 /66 /45 /115 B 109 /- /90 /110 /101 /110 Wind reactions based on MWFRS C Brg Width = 1.5 B Brg Width = 1.5 Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 142 -239 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 283 -119 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.001 C 999 360 VERT(CL): 0.001 C 999 240 HORZ(LL): -0.000 C - - HORZ(TL): 0.000 C - - Creep Factor: 2.0 Max TC CSI: 0.095 Max BC CSI: 0.027 Max Web CSI: 0.000 Weight: 5.6 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss J1 Truss Type JACK Qty 20 Ply 1 Seal #: 2533 07/19/2021 1'1-3/8" 1'2-15/16" 7-5/16"1'1-5/16"A B C 6 12 3X4(B2) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, 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 13 0.00 1.11 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes ***** BEARING ANALOG MODIFIED! ***** Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL C 30 /- /90 /66 /45 /115 B 109 /- /90 /110 /101 /110 Wind reactions based on MWFRS C Brg Width = 1.5 B Brg Width = 1.5 Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 142 -239 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 283 -119 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.001 C 999 360 VERT(CL): 0.001 C 999 240 HORZ(LL): -0.000 C - - HORZ(TL): 0.000 C - - Creep Factor: 2.0 Max TC CSI: 0.095 Max BC CSI: 0.027 Max Web CSI: 0.000 Weight: 5.6 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss J1 Truss Type JACK Qty 20 Ply 1 Seal #: 2533 07/19/2021 1'1-3/8" 1'2-15/16" 7-5/16"1'1-5/16"A B C 6 12 3X4(B2) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 37 0.00 3.11 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 Negative reaction(s) of -183# MAX. from a non-wind load case requires uplift connection. See Maximum Reactions. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 709 /- /- /797 /341 /187 D - /-180 /- /121 /251 /- C - /-183 /- /89 /209 /- Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 138 -373 Chords Tens. Comp. B - C 112 -113 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 441 -90 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 945 -435 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.045 E 610 360 VERT(CL): 0.079 E 353 240 HORZ(LL): -0.027 C - - HORZ(TL): 0.047 C - - Creep Factor: 2.0 Max TC CSI: 0.416 Max BC CSI: 0.367 Max Web CSI: 0.146 Weight: 15.4 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss J3 Truss Type JACK Qty 8 Ply 1 Seal #: 2534 07/19/2021 1'9-1/8" SEAT PLATE REQ. 2'2-1/2"9-1/2"2-15/16" 3'1-3/8" 7-5/16"2'1-5/16"HB 9-1/2" A B C DEF 6 12 3X4(B2) 3X4 3X6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 37 0.00 3.11 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 Negative reaction(s) of -183# MAX. from a non-wind load case requires uplift connection. See Maximum Reactions. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 709 /- /- /797 /341 /187 D - /-180 /- /121 /251 /- C - /-183 /- /89 /209 /- Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 138 -373 Chords Tens. Comp. B - C 112 -113 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 441 -90 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 945 -435 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.045 E 610 360 VERT(CL): 0.079 E 353 240 HORZ(LL): -0.027 C - - HORZ(TL): 0.047 C - - Creep Factor: 2.0 Max TC CSI: 0.416 Max BC CSI: 0.367 Max Web CSI: 0.146 Weight: 15.4 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss J3 Truss Type JACK Qty 8 Ply 1 Seal #: 2534 07/19/2021 1'9-1/8" SEAT PLATE REQ. 2'2-1/2"9-1/2"2-15/16" 3'1-3/8" 7-5/16"2'1-5/16"HB 9-1/2" A B C DEF 6 12 3X4(B2) 3X4 3X6 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 37 0.00 3.11 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Additional Notes Negative reaction(s) of -183# MAX. from a non-wind load case requires uplift connection. See Maximum Reactions. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 709 /- /- /889 /433 /187 D - /-180 /- /102 /232 /- C - /-183 /- /93 /213 /- Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 139 -344 Chords Tens. Comp. B - C 83 -115 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 420 -92 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 849 -435 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.055 E 509 360 VERT(CL): 0.079 E 353 240 HORZ(LL): -0.033 C - - HORZ(TL): 0.047 C - - Creep Factor: 2.0 Max TC CSI: 0.339 Max BC CSI: 0.320 Max Web CSI: 0.125 Weight: 15.4 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss J3E Truss Type JACK Qty 8 Ply 1 Seal #: 2535 07/19/2021 1'7-3/4" SEAT PLATE REQ. 2'2-1/2"9-1/2"2-15/16" 3'1-3/8" 7-5/16"2'1-5/16"HB 9-1/2" A B C DEF 6 12 3X4(B2) 3X4 3X6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 37 0.00 3.11 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Additional Notes Negative reaction(s) of -183# MAX. from a non-wind load case requires uplift connection. See Maximum Reactions. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 709 /- /- /889 /433 /187 D - /-180 /- /102 /232 /- C - /-183 /- /93 /213 /- Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 139 -344 Chords Tens. Comp. B - C 83 -115 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 420 -92 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 849 -435 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.055 E 509 360 VERT(CL): 0.079 E 353 240 HORZ(LL): -0.033 C - - HORZ(TL): 0.047 C - - Creep Factor: 2.0 Max TC CSI: 0.339 Max BC CSI: 0.320 Max Web CSI: 0.125 Weight: 15.4 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss J3E Truss Type JACK Qty 8 Ply 1 Seal #: 2535 07/19/2021 1'7-3/4" SEAT PLATE REQ. 2'2-1/2"9-1/2"2-15/16" 3'1-3/8" 7-5/16"2'1-5/16"HB 9-1/2" A B C DEF 6 12 3X4(B2) 3X4 3X6 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x6 SP #2; W2 2x4 SP #3; Plating Notes (**) 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 29 0.00 2.43 BC 8 2.43 3.08 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Additional Notes Negative reaction(s) of -446# MAX. from a non-wind load case requires uplift connection. See Maximum Reactions. Shim all supports to solid bearing. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 838 /- /- /1048 /508 /183 D - /-446 /- /260 /580 /- C - /-44 /- /32 /33 /- Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 301 -466 Chords Tens. Comp. B - C 37 -46 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 535 -242 Chords Tens. Comp. E - D 252 -300 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 1133 -724 Webs Tens. Comp. B - D 539 -453 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.008 E 999 360 VERT(CL): 0.012 E 999 240 HORZ(LL): -0.003 C - - HORZ(TL): 0.005 C - - Creep Factor: 2.0 Max TC CSI: 0.228 Max BC CSI: 0.090 Max Web CSI: 0.164 Weight: 18.2 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss J3L Truss Type JACK Qty 4 Ply 1 Seal #: 2573 07/19/2021 W2 1'9-3/4" SEAT PLATE REQ. 2'3-3/4"8-1/4"2-15/16" 3'1-3/8" 7-5/16" 2-1/2"1'10-13/16"2'1-5/16"A B C D EF 6 12 3.62 12 3X4(B2) 5X6 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 #2; Bot chord: 2x4 SP #2; Webs: 2x6 SP #2; W2 2x4 SP #3; Plating Notes (**) 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 29 0.00 2.43 BC 8 2.43 3.08 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Additional Notes Negative reaction(s) of -446# MAX. from a non-wind load case requires uplift connection. See Maximum Reactions. Shim all supports to solid bearing. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 838 /- /- /1048 /508 /183 D - /-446 /- /260 /580 /- C - /-44 /- /32 /33 /- Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 301 -466 Chords Tens. Comp. B - C 37 -46 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 535 -242 Chords Tens. Comp. E - D 252 -300 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 1133 -724 Webs Tens. Comp. B - D 539 -453 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.008 E 999 360 VERT(CL): 0.012 E 999 240 HORZ(LL): -0.003 C - - HORZ(TL): 0.005 C - - Creep Factor: 2.0 Max TC CSI: 0.228 Max BC CSI: 0.090 Max Web CSI: 0.164 Weight: 18.2 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss J3L Truss Type JACK Qty 4 Ply 1 Seal #: 2573 07/19/2021 W2 1'9-3/4" SEAT PLATE REQ. 2'3-3/4"8-1/4"2-15/16" 3'1-3/8" 7-5/16" 2-1/2"1'10-13/16"2'1-5/16"A B C D EF 6 12 3.62 12 3X4(B2) 5X6 5X6 3X6(**) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 61 0.00 5.11 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 543 /- /- /546 /258 /306 D 10 /-23 /- /40 /46 /- C 89 /- /- /54 /189 /- Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 156 -563 Chords Tens. Comp. B - C 40 -230 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 613 -105 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 913 -396 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.091 E 306 360 VERT(CL): 0.108 E 258 240 HORZ(LL): -0.057 C - - HORZ(TL): 0.072 C - - Creep Factor: 2.0 Max TC CSI: 0.442 Max BC CSI: 0.384 Max Web CSI: 0.147 Weight: 21.0 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss J5 Truss Type JACK Qty 8 Ply 1 Seal #: 2537 07/19/2021 1'9-1/8" SEAT PLATE REQ. 2'2-1/2"2'9-1/2"2-15/16" 5'1-3/8" 7-5/16"3'1-5/16"HB 2'9-1/2"A B C DEF 6 12 3X4(B2) 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: 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 61 0.00 5.11 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 543 /- /- /546 /258 /306 D 10 /-23 /- /40 /46 /- C 89 /- /- /54 /189 /- Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 156 -563 Chords Tens. Comp. B - C 40 -230 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 613 -105 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 913 -396 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.091 E 306 360 VERT(CL): 0.108 E 258 240 HORZ(LL): -0.057 C - - HORZ(TL): 0.072 C - - Creep Factor: 2.0 Max TC CSI: 0.442 Max BC CSI: 0.384 Max Web CSI: 0.147 Weight: 21.0 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss J5 Truss Type JACK Qty 8 Ply 1 Seal #: 2537 07/19/2021 1'9-1/8" SEAT PLATE REQ. 2'2-1/2"2'9-1/2"2-15/16" 5'1-3/8" 7-5/16"3'1-5/16"HB 2'9-1/2"A B C DEF 6 12 3X4(B2) 1.5X4 3X4 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 61 0.00 5.11 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 543 /- /- /683 /333 /306 D 10 /-23 /- /62 /61 /- C 89 /- /- /58 /188 /- Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 155 -409 Chords Tens. Comp. B - C 40 -206 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 458 -107 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 688 -396 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.091 E 305 360 VERT(CL): 0.108 E 258 240 HORZ(LL): -0.057 C - - HORZ(TL): 0.071 C - - Creep Factor: 2.0 Max TC CSI: 0.421 Max BC CSI: 0.424 Max Web CSI: 0.114 Weight: 21.0 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss J5E Truss Type JACK Qty 8 Ply 1 Seal #: 2538 07/19/2021 1'7-3/4" SEAT PLATE REQ. 2'2-1/2"2'9-1/2"2-15/16" 5'1-3/8" 7-5/16"3'1-5/16"HB 2'9-1/2"A B C DEF 6 12 3X4(B2) 1.5X4 2X4 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 61 0.00 5.11 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 543 /- /- /683 /333 /306 D 10 /-23 /- /62 /61 /- C 89 /- /- /58 /188 /- Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 155 -409 Chords Tens. Comp. B - C 40 -206 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 458 -107 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 688 -396 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.091 E 305 360 VERT(CL): 0.108 E 258 240 HORZ(LL): -0.057 C - - HORZ(TL): 0.071 C - - Creep Factor: 2.0 Max TC CSI: 0.421 Max BC CSI: 0.424 Max Web CSI: 0.114 Weight: 21.0 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss J5E Truss Type JACK Qty 8 Ply 1 Seal #: 2538 07/19/2021 1'7-3/4" SEAT PLATE REQ. 2'2-1/2"2'9-1/2"2-15/16" 5'1-3/8" 7-5/16"3'1-5/16"HB 2'9-1/2"A B C DEF 6 12 3X4(B2) 1.5X4 2X4 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x6 SP #2; W2 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 29 0.00 2.43 BC 32 2.43 4.98 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Additional Notes Shim all supports to solid bearing. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 569 /- /- /703 /335 /293 D - /-85 /- /14 /76 /- C 110 /- /- /91 /149 /- Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 282 -435 Chords Tens. Comp. B - C 49 -168 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 475 -221 Chords Tens. Comp. E - D 87 -345 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 721 -439 Webs Tens. Comp. B - D 338 -121 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.005 E 999 360 VERT(CL): 0.007 E 999 240 HORZ(LL): -0.002 C - - HORZ(TL): 0.002 C - - Creep Factor: 2.0 Max TC CSI: 0.292 Max BC CSI: 0.111 Max Web CSI: 0.117 Weight: 25.2 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss J5L Truss Type JACK Qty 4 Ply 1 Seal #: 2539 07/19/2021 W2 1'9-3/4" SEAT PLATE REQ. 2'3-3/4"2'8-1/4"2-15/16" 5'1-3/8" 7-5/16"9-3/4"2'3-9/16"3'1-5/16"A B C D EF 6 12 3.62 12 3X4(B2) 3X6 5X6 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: 2x6 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 29 0.00 2.43 BC 32 2.43 4.98 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Additional Notes Shim all supports to solid bearing. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 569 /- /- /703 /335 /293 D - /-85 /- /14 /76 /- C 110 /- /- /91 /149 /- Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 282 -435 Chords Tens. Comp. B - C 49 -168 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 475 -221 Chords Tens. Comp. E - D 87 -345 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 721 -439 Webs Tens. Comp. B - D 338 -121 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.005 E 999 360 VERT(CL): 0.007 E 999 240 HORZ(LL): -0.002 C - - HORZ(TL): 0.002 C - - Creep Factor: 2.0 Max TC CSI: 0.292 Max BC CSI: 0.111 Max Web CSI: 0.117 Weight: 25.2 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss J5L Truss Type JACK Qty 4 Ply 1 Seal #: 2539 07/19/2021 W2 1'9-3/4" SEAT PLATE REQ. 2'3-3/4"2'8-1/4"2-15/16" 5'1-3/8" 7-5/16"9-3/4"2'3-9/16"3'1-5/16"A B C D EF 6 12 3.62 12 3X4(B2) 3X6 5X6 4X4 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Purlins In 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 7.93 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL E 624 /- /- /588 /319 /473 D 310 /- /- /264 /433 /- Wind reactions based on MWFRS E Brg Width = 8.0 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 163 -212 Chords Tens. Comp. B - C 100 -306 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 209 -115 Chords Tens. Comp. E - D 156 -722 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. E - B 663 -516 B - D 743 -160 Webs Tens. Comp. C - D 471 -223 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.015 E 999 360 VERT(CL): 0.017 E 999 240 HORZ(LL): -0.011 C - - HORZ(TL): 0.012 C - - Creep Factor: 2.0 Max TC CSI: 0.550 Max BC CSI: 0.378 Max Web CSI: 0.221 Weight: 43.4 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss J6 Truss Type MONO Qty 3 Ply 1 Seal #: 2623 07/19/2021 W1 1'9-1/8"6'2" SEAT PLATE REQ. 7'9-3/4"2-15/16" 7'11-1/8" 7-5/16"4'6-3/16"A B C D E 6 12 3X4(B2) 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 M-30; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 7.93 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL E 624 /- /- /588 /319 /473 D 310 /- /- /264 /433 /- Wind reactions based on MWFRS E Brg Width = 8.0 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 163 -212 Chords Tens. Comp. B - C 100 -306 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 209 -115 Chords Tens. Comp. E - D 156 -722 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. E - B 663 -516 B - D 743 -160 Webs Tens. Comp. C - D 471 -223 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.015 E 999 360 VERT(CL): 0.017 E 999 240 HORZ(LL): -0.011 C - - HORZ(TL): 0.012 C - - Creep Factor: 2.0 Max TC CSI: 0.550 Max BC CSI: 0.378 Max Web CSI: 0.221 Weight: 43.4 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss J6 Truss Type MONO Qty 3 Ply 1 Seal #: 2623 07/19/2021 W1 1'9-1/8"6'2" SEAT PLATE REQ. 7'9-3/4"2-15/16" 7'11-1/8" 7-5/16"4'6-3/16"A B C D E 6 12 3X4(B2) 2X4 3X6 3X4 3X6(R) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201Fort 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: 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 6.76 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 597 /- /- /575 /298 /404 D 63 /- /- /35 /41 /- C 174 /- /- /139 /299 /- Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 172 -468 Chords Tens. Comp. B - C 78 -290 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 495 -112 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 743 -477 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.212 E 131 360 VERT(CL): 0.265 E 104 240 HORZ(LL): -0.132 C - - HORZ(TL): 0.142 C - - Creep Factor: 2.0 Max TC CSI: 0.501 Max BC CSI: 0.358 Max Web CSI: 0.149 Weight: 25.2 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss J6A Truss Type EJAC Qty 2 Ply 1 Seal #: 2541 07/19/2021 1'9-1/8" SEAT PLATE REQ. 2'2-1/2"4'5-1/4"2-15/16" 6'9-1/8" 7-5/16"3'11-3/16"HB 4'5-1/4"A B C DEF 6 12 3X4(B2) 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 M-30; Bot chord: 2x4 SP M-30; Webs: 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 6.76 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 597 /- /- /575 /298 /404 D 63 /- /- /35 /41 /- C 174 /- /- /139 /299 /- Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 172 -468 Chords Tens. Comp. B - C 78 -290 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 495 -112 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 743 -477 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.212 E 131 360 VERT(CL): 0.265 E 104 240 HORZ(LL): -0.132 C - - HORZ(TL): 0.142 C - - Creep Factor: 2.0 Max TC CSI: 0.501 Max BC CSI: 0.358 Max Web CSI: 0.149 Weight: 25.2 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss J6A Truss Type EJAC Qty 2 Ply 1 Seal #: 2541 07/19/2021 1'9-1/8" SEAT PLATE REQ. 2'2-1/2"4'5-1/4"2-15/16" 6'9-1/8" 7-5/16"3'11-3/16"HB 4'5-1/4"A B C DEF 6 12 3X4(B2) 1.5X4 3X4 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; T2 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 0.00 4.46 BC 60 0.00 5.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 290 /- /- /221 /285 /249 D 148 /- /- /107 /194 /- C 155 /- /- /172 /141 /- Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 1 -65 Chords Tens. Comp. B - C 64 -128 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. F - E 135 -297 Chords Tens. Comp. E - D 14 -41 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - F 725 -222 A - E 372 -155 Webs Tens. Comp. E - B 589 -110 C - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.037 B 999 360 VERT(CL): 0.040 B 999 240 HORZ(LL): -0.030 B - - HORZ(TL): 0.032 B - - Creep Factor: 2.0 Max TC CSI: 0.737 Max BC CSI: 0.605 Max Web CSI: 0.775 Weight: 39.2 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss J6B Truss Type EJAC Qty 2 Ply 1 Seal #: 2542 07/19/2021 T2 SEAT PLATE REQ. 4'5-1/2"6-1/2" 5'3'7-15/16"3'11-3/16"A B C DEF 6 12 3X6(R) 3X6 3X4 4X6(SRS)(R)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 M-30; T2 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 0.00 4.46 BC 60 0.00 5.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 290 /- /- /221 /285 /249 D 148 /- /- /107 /194 /- C 155 /- /- /172 /141 /- Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 1 -65 Chords Tens. Comp. B - C 64 -128 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. F - E 135 -297 Chords Tens. Comp. E - D 14 -41 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - F 725 -222 A - E 372 -155 Webs Tens. Comp. E - B 589 -110 C - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.037 B 999 360 VERT(CL): 0.040 B 999 240 HORZ(LL): -0.030 B - - HORZ(TL): 0.032 B - - Creep Factor: 2.0 Max TC CSI: 0.737 Max BC CSI: 0.605 Max Web CSI: 0.775 Weight: 39.2 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss J6B Truss Type EJAC Qty 2 Ply 1 Seal #: 2542 07/19/2021 T2 SEAT PLATE REQ. 4'5-1/2"6-1/2" 5'3'7-15/16"3'11-3/16"A B C DEF 6 12 3X6(R) 3X6 3X4 4X6(SRS)(R)3X3 1.5X3 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201Fort 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 60 0.00 5.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Additional Notes Truss must be installed as shown with top chord up. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D 275 /- /- /250 /330 /324 C 100 /- /- /192 /103 /- B 225 /- /- /131 /273 /- Wind reactions based on MWFRS D Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - B Brg Width = 1.5 Min Req = - Bearing D is a rigid surface. Bearing D requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. D - C 239 -320 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - D 904 -225 A - C 425 -317 Webs Tens. Comp. C - B 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.33 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.002 A 999 360 VERT(CL): 0.002 A 999 240 HORZ(LL): 0.006 A - - HORZ(TL): 0.006 A - - Creep Factor: 2.0 Max TC CSI: 0.945 Max BC CSI: 0.298 Max Web CSI: 0.807 Weight: 37.8 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss J6C Truss Type EJAC Qty 2 Ply 1 Seal #: 2566 07/19/2021 W1 SEAT PLATE REQ. 5'4'7-15/16"HB 0' A B CD 3X6(R) 3X6 3X6(R) 3X6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 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 60 0.00 5.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Additional Notes Truss must be installed as shown with top chord up. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D 275 /- /- /250 /330 /324 C 100 /- /- /192 /103 /- B 225 /- /- /131 /273 /- Wind reactions based on MWFRS D Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - B Brg Width = 1.5 Min Req = - Bearing D is a rigid surface. Bearing D requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. D - C 239 -320 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - D 904 -225 A - C 425 -317 Webs Tens. Comp. C - B 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.33 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.002 A 999 360 VERT(CL): 0.002 A 999 240 HORZ(LL): 0.006 A - - HORZ(TL): 0.006 A - - Creep Factor: 2.0 Max TC CSI: 0.945 Max BC CSI: 0.298 Max Web CSI: 0.807 Weight: 37.8 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss J6C Truss Type EJAC Qty 2 Ply 1 Seal #: 2566 07/19/2021 W1 SEAT PLATE REQ. 5'4'7-15/16"HB 0' A B CD 3X6(R) 3X6 3X6(R) 3X6 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201Fort 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 M-30; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 60 0.00 5.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Additional Notes Truss must be installed as shown with top chord up. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D 275 /- /- /280 /368 /390 C 100 /- /- /253 /159 /- B 225 /- /- /131 /274 /- Wind reactions based on MWFRS D Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - B Brg Width = 1.5 Min Req = - Bearing D is a rigid surface. Bearing D requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. D - C 283 -378 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - D 972 -230 A - C 545 -408 Webs Tens. Comp. C - B 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 42.15 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.002 A 999 360 VERT(CL): -0.003 A 999 240 HORZ(LL): 0.009 A - - HORZ(TL): 0.009 A - - Creep Factor: 2.0 Max TC CSI: 0.948 Max BC CSI: 0.298 Max Web CSI: 0.602 Weight: 37.8 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss J6D Truss Type EJAC Qty 1 Ply 1 Seal #: 2576 07/19/2021 W1 SEAT PLATE REQ. 5'5'5-13/16"HB 0' A B CD 3X6(R) 3X6 3X6(R) 3X6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x4 SP M-30; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 60 0.00 5.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Additional Notes Truss must be installed as shown with top chord up. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D 275 /- /- /280 /368 /390 C 100 /- /- /253 /159 /- B 225 /- /- /131 /274 /- Wind reactions based on MWFRS D Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - B Brg Width = 1.5 Min Req = - Bearing D is a rigid surface. Bearing D requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. D - C 283 -378 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - D 972 -230 A - C 545 -408 Webs Tens. Comp. C - B 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 42.15 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.002 A 999 360 VERT(CL): -0.003 A 999 240 HORZ(LL): 0.009 A - - HORZ(TL): 0.009 A - - Creep Factor: 2.0 Max TC CSI: 0.948 Max BC CSI: 0.298 Max Web CSI: 0.602 Weight: 37.8 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss J6D Truss Type EJAC Qty 1 Ply 1 Seal #: 2576 07/19/2021 W1 SEAT PLATE REQ. 5'5'5-13/16"HB 0' A B CD 3X6(R) 3X6 3X6(R) 3X6 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201Fort 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: 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 6.76 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 597 /- /- /752 /367 /404 D 63 /- /- /160 /127 /- C 174 /- /- /147 /296 /- Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 165 -483 Chords Tens. Comp. B - C 78 -289 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 517 -114 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 745 -477 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.202 E 137 360 VERT(CL): 0.252 E 110 240 HORZ(LL): -0.126 C - - HORZ(TL): 0.135 C - - Creep Factor: 2.0 Max TC CSI: 0.495 Max BC CSI: 0.371 Max Web CSI: 0.153 Weight: 25.2 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss J6E Truss Type EJAC Qty 3 Ply 1 Seal #: 2543 07/19/2021 1'7-3/4" SEAT PLATE REQ. 2'2-1/2"4'5-1/4"2-15/16" 6'9-1/8" 7-5/16"3'11-3/16"HB 4'5-1/4"A B C DEF 6 12 3X4(B2) 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 M-30; Bot chord: 2x4 SP M-30; Webs: 2x6 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 6.76 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 597 /- /- /752 /367 /404 D 63 /- /- /160 /127 /- C 174 /- /- /147 /296 /- Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 165 -483 Chords Tens. Comp. B - C 78 -289 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 517 -114 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 745 -477 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.202 E 137 360 VERT(CL): 0.252 E 110 240 HORZ(LL): -0.126 C - - HORZ(TL): 0.135 C - - Creep Factor: 2.0 Max TC CSI: 0.495 Max BC CSI: 0.371 Max Web CSI: 0.153 Weight: 25.2 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss J6E Truss Type EJAC Qty 3 Ply 1 Seal #: 2543 07/19/2021 1'7-3/4" SEAT PLATE REQ. 2'2-1/2"4'5-1/4"2-15/16" 6'9-1/8" 7-5/16"3'11-3/16"HB 4'5-1/4"A B C DEF 6 12 3X4(B2) 1.5X4 3X4 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201Fort 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; Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @ 3.25" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. (1) 1/2" bolts may be used for (2) 0.131"x3", min. nails on The Bottom Chord Only. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 96 plf at 0.00 to 96 plf at 5.00 BC: From 10 plf at 0.00 to 10 plf at 5.00 BC: 1212 lb Conc. Load at 1.23, 3.23 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 60 0.00 5.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D 1608 /- /- /- /835 /- C 1346 /- /- /- /720 /- Wind reactions based on MWFRS D Brg Width = 8.0 Min Req = 1.5 C Brg Width = - Min Req = - Bearing D is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 69 -69 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. D - C 50 -36 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - D 129 -119 A - C 26 -37 Webs Tens. Comp. B - C 124 -113 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.001 B 999 360 VERT(CL): 0.001 B 999 240 HORZ(LL): -0.000 B - - HORZ(TL): 0.001 B - - Creep Factor: 2.0 Max TC CSI: 0.355 Max BC CSI: 0.448 Max Web CSI: 0.119 Weight: 65.8 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss J6G Truss Type EJAC Qty 1 Ply 2 Seal #: 2552 07/19/2021 5'1'5-3/16"3'11-3/16"A B CD 6 12 3X3(R) 3X6 1.5X4 3X6(R) 1'2-3/4" 1212# 2' 1212# 1'9-1/4" **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x6 SP 2400f-2.0E; Webs: 2x4 SP #3; Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @ 3.25" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. (1) 1/2" bolts may be used for (2) 0.131"x3", min. nails on The Bottom Chord Only. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 96 plf at 0.00 to 96 plf at 5.00 BC: From 10 plf at 0.00 to 10 plf at 5.00 BC: 1212 lb Conc. Load at 1.23, 3.23 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 60 0.00 5.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D 1608 /- /- /- /835 /- C 1346 /- /- /- /720 /- Wind reactions based on MWFRS D Brg Width = 8.0 Min Req = 1.5 C Brg Width = - Min Req = - Bearing D is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 69 -69 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. D - C 50 -36 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - D 129 -119 A - C 26 -37 Webs Tens. Comp. B - C 124 -113 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.001 B 999 360 VERT(CL): 0.001 B 999 240 HORZ(LL): -0.000 B - - HORZ(TL): 0.001 B - - Creep Factor: 2.0 Max TC CSI: 0.355 Max BC CSI: 0.448 Max Web CSI: 0.119 Weight: 65.8 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss J6G Truss Type EJAC Qty 1 Ply 2 Seal #: 2552 07/19/2021 5'1'5-3/16"3'11-3/16"A B CD 6 12 3X3(R) 3X6 1.5X4 3X6(R) 1'2-3/4" 1212# 2' 1212# 1'9-1/4" Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201Fort 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 3X6 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 0.00 2.78 BC 32 0.00 2.71 BC 50 0.71 4.90 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL I 286 /- /- /182 /196 /129 D 185 /- /- /141 /138 /- C 109 /- /- /94 /151 /- Wind reactions based on MWFRS I Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing I is a rigid surface. Bearing I requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 86 -65 Chords Tens. Comp. B - C 48 -160 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. I - G 64 -350 H - F 41 -69 Chords Tens. Comp. G - E 37 -281 F - D 61 -221 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - I 443 -147 H - G 138 -165 E - F 346 -175 Webs Tens. Comp. E - B 313 -155 B - D 340 -93 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.035 E 999 360 VERT(CL): 0.097 E 617 240 HORZ(LL): -0.033 C - - HORZ(TL): 0.096 C - - Creep Factor: 2.0 Max TC CSI: 0.444 Max BC CSI: 0.469 Max Web CSI: 0.660 Weight: 33.6 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss J6GA Truss Type EJAC Qty 2 Ply 1 Seal #: 2553 07/19/2021 1'5-13/16"1'0-1/2"SEAT PLATE REQ. 2'9-5/16"2'2-11/16" 8-1/2"4'3-1/2" 5'1'4"1'5-13/16"3'11-3/16"1'1'5-13/16"2'6-3/16"2'2-13/16"2'9-13/16"A B C D E F G H I 6 12 2X4 1.5X3 3X3 1.5X3 4X6(SRS)(R) 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; Plating Notes All plates are 3X6 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 0.00 2.78 BC 32 0.00 2.71 BC 50 0.71 4.90 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL I 286 /- /- /182 /196 /129 D 185 /- /- /141 /138 /- C 109 /- /- /94 /151 /- Wind reactions based on MWFRS I Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing I is a rigid surface. Bearing I requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 86 -65 Chords Tens. Comp. B - C 48 -160 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. I - G 64 -350 H - F 41 -69 Chords Tens. Comp. G - E 37 -281 F - D 61 -221 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - I 443 -147 H - G 138 -165 E - F 346 -175 Webs Tens. Comp. E - B 313 -155 B - D 340 -93 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.035 E 999 360 VERT(CL): 0.097 E 617 240 HORZ(LL): -0.033 C - - HORZ(TL): 0.096 C - - Creep Factor: 2.0 Max TC CSI: 0.444 Max BC CSI: 0.469 Max Web CSI: 0.660 Weight: 33.6 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss J6GA Truss Type EJAC Qty 2 Ply 1 Seal #: 2553 07/19/2021 1'5-13/16"1'0-1/2"SEAT PLATE REQ. 2'9-5/16"2'2-11/16" 8-1/2"4'3-1/2" 5'1'4"1'5-13/16"3'11-3/16"1'1'5-13/16"2'6-3/16"2'2-13/16"2'9-13/16"A B C D E F G H I 6 12 2X4 1.5X3 3X3 1.5X3 4X6(SRS)(R) 3X4 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 96 plf at -0.24 to 96 plf at 7.81 BC: From 20 plf at -0.11 to 20 plf at 7.81 TC: 312 lb Conc. Load at 6.68 BC: 169 lb Conc. Load at 6.68 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 6.76 7.93 BC 75 0.00 7.93 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL G 747 /- /- /- /711 /- E 672 /- /- /- /874 /- Wind reactions based on MWFRS G Brg Width = 8.0 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 92 -97 B - C 142 -135 Chords Tens. Comp. C - D 12 -10 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - F 100 -63 Chords Tens. Comp. F - E 146 -206 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - F 455 -424 F - C 318 -250 Webs Tens. Comp. C - E 649 -452 D - E 78 -66 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.005 C 999 360 VERT(CL): 0.005 F 999 240 HORZ(LL): 0.002 B - - HORZ(TL): 0.003 B - - Creep Factor: 2.0 Max TC CSI: 0.498 Max BC CSI: 0.483 Max Web CSI: 0.193 Weight: 49.0 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss J6GB Truss Type HIPM Qty 1 Ply 1 Seal #: 2608 07/19/2021 W1 1'9-1/8"6'2" SEAT PLATE REQ. 6'9-1/8"1'2" 7'9-3/4"2-15/16" 7'11-1/8" 7-5/16"3'11-3/16"A B C D EFG 6 12 3X4(B2) 1.5X4 3X6 5X6 1.5X4 3X6(R) 6'9-1/2" 169# 312# 1'1-5/8" **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 96 plf at -0.24 to 96 plf at 7.81 BC: From 20 plf at -0.11 to 20 plf at 7.81 TC: 312 lb Conc. Load at 6.68 BC: 169 lb Conc. Load at 6.68 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 6.76 7.93 BC 75 0.00 7.93 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL G 747 /- /- /- /711 /- E 672 /- /- /- /874 /- Wind reactions based on MWFRS G Brg Width = 8.0 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 92 -97 B - C 142 -135 Chords Tens. Comp. C - D 12 -10 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - F 100 -63 Chords Tens. Comp. F - E 146 -206 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - F 455 -424 F - C 318 -250 Webs Tens. Comp. C - E 649 -452 D - E 78 -66 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.005 C 999 360 VERT(CL): 0.005 F 999 240 HORZ(LL): 0.002 B - - HORZ(TL): 0.003 B - - Creep Factor: 2.0 Max TC CSI: 0.498 Max BC CSI: 0.483 Max Web CSI: 0.193 Weight: 49.0 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss J6GB Truss Type HIPM Qty 1 Ply 1 Seal #: 2608 07/19/2021 W1 1'9-1/8"6'2" SEAT PLATE REQ. 6'9-1/8"1'2" 7'9-3/4"2-15/16" 7'11-1/8" 7-5/16"3'11-3/16"A B C D EFG 6 12 3X4(B2) 1.5X4 3X6 5X6 1.5X4 3X6(R) 6'9-1/2" 169# 312# 1'1-5/8" Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; W1 2x6 SP #2; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 96 plf at -0.24 to 96 plf at 7.65 BC: From 20 plf at -0.11 to 20 plf at 6.65 BC: From 10 plf at 6.65 to 10 plf at 7.65 TC: 291 lb Conc. Load at 6.71 BC: 193 lb Conc. Load at 6.65 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 6.76 7.76 BC 75 0.00 7.76 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL G 726 /- /- /- /714 /- E 647 /- /- /- /1021 /- Wind reactions based on MWFRS G Brg Width = 8.0 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 140 -91 B - C 231 -318 Chords Tens. Comp. C - D 7 -6 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - F 59 -59 Chords Tens. Comp. F - E 152 -262 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - F 464 -430 F - C 462 -317 Webs Tens. Comp. C - E 987 -563 D - E 81 -68 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.007 F 999 360 VERT(CL): 0.007 F 999 240 HORZ(LL): 0.003 B - - HORZ(TL): 0.004 B - - Creep Factor: 2.0 Max TC CSI: 0.491 Max BC CSI: 0.134 Max Web CSI: 0.294 Weight: 47.6 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss J6GC Truss Type HIPM Qty 2 Ply 1 Seal #: 2590 07/19/2021 W1 1'9-1/8"6' SEAT PLATE REQ. 6'9-1/8"1' 7'7-3/4"2-15/16" 7'9-1/8" 7-5/16"3'11-3/16"A B C D EFG 6 12 3X4(B2) 1.5X4 3X6 5X6 1.5X4 3X6(R) 193# 6'9-7/8" 291# 11-1/4" **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; W1 2x6 SP #2; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 96 plf at -0.24 to 96 plf at 7.65 BC: From 20 plf at -0.11 to 20 plf at 6.65 BC: From 10 plf at 6.65 to 10 plf at 7.65 TC: 291 lb Conc. Load at 6.71 BC: 193 lb Conc. Load at 6.65 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 6.76 7.76 BC 75 0.00 7.76 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL G 726 /- /- /- /714 /- E 647 /- /- /- /1021 /- Wind reactions based on MWFRS G Brg Width = 8.0 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 140 -91 B - C 231 -318 Chords Tens. Comp. C - D 7 -6 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - F 59 -59 Chords Tens. Comp. F - E 152 -262 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - F 464 -430 F - C 462 -317 Webs Tens. Comp. C - E 987 -563 D - E 81 -68 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.007 F 999 360 VERT(CL): 0.007 F 999 240 HORZ(LL): 0.003 B - - HORZ(TL): 0.004 B - - Creep Factor: 2.0 Max TC CSI: 0.491 Max BC CSI: 0.134 Max Web CSI: 0.294 Weight: 47.6 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss J6GC Truss Type HIPM Qty 2 Ply 1 Seal #: 2590 07/19/2021 W1 1'9-1/8"6' SEAT PLATE REQ. 6'9-1/8"1' 7'7-3/4"2-15/16" 7'9-1/8" 7-5/16"3'11-3/16"A B C D EFG 6 12 3X4(B2) 1.5X4 3X6 5X6 1.5X4 3X6(R) 193# 6'9-7/8" 291# 11-1/4" Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201Fort 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 60 0.00 5.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D 290 /- /- /371 /268 /- C 100 /- /- /249 /174 /- B 240 /- /- /181 /197 /294 Wind reactions based on MWFRS D Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - B Brg Width = 1.5 Min Req = - Bearing D is a rigid surface. Bearing D requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 289 -107 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. D - C 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - D 561 -240 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.001 A 999 360 VERT(CL): 0.000 A 999 240 HORZ(LL): -0.001 A - - HORZ(TL): 0.002 A - - Creep Factor: 2.0 Max TC CSI: 0.702 Max BC CSI: 0.603 Max Web CSI: 0.167 Weight: 16.8 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss J6H Truss Type EJAC Qty 1 Ply 1 Seal #: 2544 07/19/2021 SEAT PLATE REQ. 3-1/2"4'8-1/2" 5'1'5-3/16"3'11-3/16"HB 4'8-1/2" A B CD 6 12 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 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 60 0.00 5.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D 290 /- /- /371 /268 /- C 100 /- /- /249 /174 /- B 240 /- /- /181 /197 /294 Wind reactions based on MWFRS D Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - B Brg Width = 1.5 Min Req = - Bearing D is a rigid surface. Bearing D requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 289 -107 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. D - C 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - D 561 -240 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.001 A 999 360 VERT(CL): 0.000 A 999 240 HORZ(LL): -0.001 A - - HORZ(TL): 0.002 A - - Creep Factor: 2.0 Max TC CSI: 0.702 Max BC CSI: 0.603 Max Web CSI: 0.167 Weight: 16.8 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss J6H Truss Type EJAC Qty 1 Ply 1 Seal #: 2544 07/19/2021 SEAT PLATE REQ. 3-1/2"4'8-1/2" 5'1'5-3/16"3'11-3/16"HB 4'8-1/2" A B CD 6 12 3X4 3X6 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x6 SP #2; W2 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 29 0.00 2.43 BC 59 2.43 7.11 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Additional Notes Shim all supports to solid bearing. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 628 /- /- /774 /368 /401 D 58 /- /- /167 /149 /- C 188 /- /- /161 /269 /- Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 206 -246 Chords Tens. Comp. B - C 84 -269 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 276 -116 Chords Tens. Comp. E - D 43 -573 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 756 -502 Webs Tens. Comp. B - D 534 -5 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.007 E 999 360 VERT(CL): 0.007 E 999 240 HORZ(LL): -0.006 C - - HORZ(TL): 0.006 C - - Creep Factor: 2.0 Max TC CSI: 0.755 Max BC CSI: 0.483 Max Web CSI: 0.159 Weight: 36.4 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss J6L Truss Type JACK Qty 4 Ply 1 Seal #: 2545 07/19/2021 W2 1'9-3/4" SEAT PLATE REQ. 2'3-3/4"4'8-1/4"2-15/16" 7'1-3/8" 7-5/16"1'5"2'8-5/16"4'1-5/16"A B C D EF 6 12 3.62 12 3X4(B2) 3X6 5X6 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: 2x6 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 29 0.00 2.43 BC 59 2.43 7.11 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Additional Notes Shim all supports to solid bearing. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 628 /- /- /774 /368 /401 D 58 /- /- /167 /149 /- C 188 /- /- /161 /269 /- Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 206 -246 Chords Tens. Comp. B - C 84 -269 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 276 -116 Chords Tens. Comp. E - D 43 -573 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 756 -502 Webs Tens. Comp. B - D 534 -5 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.007 E 999 360 VERT(CL): 0.007 E 999 240 HORZ(LL): -0.006 C - - HORZ(TL): 0.006 C - - Creep Factor: 2.0 Max TC CSI: 0.755 Max BC CSI: 0.483 Max Web CSI: 0.159 Weight: 36.4 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss J6L Truss Type JACK Qty 4 Ply 1 Seal #: 2545 07/19/2021 W2 1'9-3/4" SEAT PLATE REQ. 2'3-3/4"4'8-1/4"2-15/16" 7'1-3/8" 7-5/16"1'5"2'8-5/16"4'1-5/16"A B C D EF 6 12 3.62 12 3X4(B2) 3X6 5X6 4X4 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201Fort 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; B2 2x4 SP M-30; Webs: 2x6 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 29 0.00 2.43 BC 75 2.43 8.93 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Additional Notes Shim all supports to solid bearing. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 713 /- /- /876 /413 /500 D 122 /- /- /297 /232 /- C 257 /- /- /222 /369 /- Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 126 -130 Chords Tens. Comp. B - C 115 -338 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 157 -148 Chords Tens. Comp. E - D 233 -836 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 881 -617 Webs Tens. Comp. B - D 761 -165 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.020 E 999 360 VERT(CL): 0.023 E 999 240 HORZ(LL): -0.013 C - - HORZ(TL): 0.014 C - - Creep Factor: 2.0 Max TC CSI: 0.739 Max BC CSI: 0.589 Max Web CSI: 0.226 Weight: 44.8 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss J7L Truss Type EJAC Qty 8 Ply 1 Seal #: 2546 07/19/2021 B2 W2 1'9-3/4" SEAT PLATE REQ. 2'3-3/4"6'6"2-15/16" 8'11-1/8" 7-5/16"1'11-9/16"3'0-5/8"5'0-3/16"A B C D EF 6 12 3.62 12 3X4(B2) 3X6 5X6 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 M-30; Bot chord: 2x4 SP #2; B2 2x4 SP M-30; Webs: 2x6 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 29 0.00 2.43 BC 75 2.43 8.93 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Additional Notes Shim all supports to solid bearing. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 713 /- /- /876 /413 /500 D 122 /- /- /297 /232 /- C 257 /- /- /222 /369 /- Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 126 -130 Chords Tens. Comp. B - C 115 -338 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 157 -148 Chords Tens. Comp. E - D 233 -836 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 881 -617 Webs Tens. Comp. B - D 761 -165 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.020 E 999 360 VERT(CL): 0.023 E 999 240 HORZ(LL): -0.013 C - - HORZ(TL): 0.014 C - - Creep Factor: 2.0 Max TC CSI: 0.739 Max BC CSI: 0.589 Max Web CSI: 0.226 Weight: 44.8 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss J7L Truss Type EJAC Qty 8 Ply 1 Seal #: 2546 07/19/2021 B2 W2 1'9-3/4" SEAT PLATE REQ. 2'3-3/4"6'6"2-15/16" 8'11-1/8" 7-5/16"1'11-9/16"3'0-5/8"5'0-3/16"A B C D EF 6 12 3.62 12 3X4(B2) 3X6 5X6 4X4 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201Fort 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 25 0.00 2.04 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 D* 114 /- /- /74 /62 /40 Wind reactions based on MWFRS D Brg Width = 24.5 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 27 -75 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 161 -13 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - C 173 -67 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 C - - HORZ(TL): 0.001 C - - Creep Factor: 2.0 Max TC CSI: 0.078 Max BC CSI: 0.077 Max Web CSI: 0.062 Weight: 8.4 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss VM01 Truss Type VAL Qty 1 Ply 1 Seal #: 2547 07/19/2021 2'0-1/2" 6-15/16"1'5-9/16" 1'9"3-1/2" 0-1/4"1'0-1/2"A B CD 6 12 2X4(D8R) 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 25 0.00 2.04 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 D* 114 /- /- /74 /62 /40 Wind reactions based on MWFRS D Brg Width = 24.5 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 27 -75 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 161 -13 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - C 173 -67 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 C - - HORZ(TL): 0.001 C - - Creep Factor: 2.0 Max TC CSI: 0.078 Max BC CSI: 0.077 Max Web CSI: 0.062 Weight: 8.4 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss VM01 Truss Type VAL Qty 1 Ply 1 Seal #: 2547 07/19/2021 2'0-1/2" 6-15/16"1'5-9/16" 1'9"3-1/2" 0-1/4"1'0-1/2"A B CD 6 12 2X4(D8R) 1.5X3 1.5X4 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201Fort 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 49 0.00 4.04 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D* 115 /- /- /86 /80 /50 Wind reactions based on MWFRS D Brg Width = 48.5 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 56 -164 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 366 -31 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - C 401 -154 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.008 C - - HORZ(TL): 0.009 C - - Creep Factor: 2.0 Max TC CSI: 0.537 Max BC CSI: 0.398 Max Web CSI: 0.234 Weight: 15.4 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss VM02 Truss Type VAL Qty 1 Ply 1 Seal #: 2548 07/19/2021 4'0-1/2" 6-15/16"3'5-9/16" 3'9"3-1/2" 0-1/4"2'0-1/2"A B CD 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 49 0.00 4.04 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D* 115 /- /- /86 /80 /50 Wind reactions based on MWFRS D Brg Width = 48.5 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 56 -164 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 366 -31 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - C 401 -154 Loading Criteria (psf) TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 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: 41.17 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.008 C - - HORZ(TL): 0.009 C - - Creep Factor: 2.0 Max TC CSI: 0.537 Max BC CSI: 0.398 Max Web CSI: 0.234 Weight: 15.4 lbs VIEW Ver: 21.01.01A.0521.20 Job: 86617 Truss VM02 Truss Type VAL Qty 1 Ply 1 Seal #: 2548 07/19/2021 4'0-1/2" 6-15/16"3'5-9/16" 3'9"3-1/2" 0-1/4"2'0-1/2"A B CD 6 12 2X4(D8R) 1.5X4 3X6 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946 Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946 NOTE: IN ADDITION TO STRAPPING TOE- NAIL BOTH CHORDS OF CORNER JACKS TO CARRYING MEMBER PER THE FOLLOWING SCHEDULE: 2X4: (2) 0.131" Ø TOE NAILS 2X6: (3) 0.131" Ø TOE NAILS HIGH VELOCITY HURRICANE ZONE CORNERSET SPECIFICATIONS: MAX LOAD: 55 PSF ROOF LOAD, 175 MPH, ASCE 7-10, EXP. B & C, UP TO 60' MEAN ROOF HEIGHT & EXPOSURE D UP TO 30' MEAN ROOF HEIGHT. JACK, OR CORNER JACK (TYP.) IMPORTANT NOTE: CONNECTION DESIGNED IN ACCORDANCE WITH FBC 2321.6- 2321.7 PROVIDING METAL STRAPPING (FLORIDA APPROVED PRODUCT) TO RESIST MIN. 700LB UPLIFT AT ALL CONNECTIONS IN HIGH VELOCITY HURRICANE ZONE. LSTA12 TWIST STRAP WITH 10D NAILS, MIN. (10). SEE MFR'S RECOMMENDED CONNECTION. HIP, OR KING JACK (TYP.)7'-0" MAX.ATTACH KING & END JACKS WITH (1) LSTA12 TWIST STRAP AT TOP CHORD WITH (10) 10d NAILS PER STRAP (MIN.) & (3) 0.131" Ø TOE NAILS. ATTACH KING & END JACK WITH (1) THJA26 HANGER AT BOTTOM CHORD. ATTACH CORNER JACKS & STD. JACKS WITH (1) LSTA12 TWIST STRAP AT TOP CHORD & BOTTOM CHORD WITH (10) 10d NAILS PER STRAP MINIMUM (TYP). A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772) 409-1010 STDLHIP/ KING JACK (HVHZ) (SIMPSON)02.25/28/2020 OR EQUIVALENT AT BOTTOM CHORD Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 STDTL03ALTERNATE GABLE END BRACING DETAILFEBRUARY 17, 2017 Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 OPTION #2: APA RATED GUSSET. OPTION #3: 2X4 VERT. SCAB. PIGGY-BACK TRUSS. (REFER TO ACTUAL TRUSS DESIGN DRAWINGS FOR ADDITIONAL INFORMATION.) ** IMPORTANT NOTE ** THIS DETAIL IS VALID ONLY FOR SINGLE PLY BASE TRUSSES SPACED AT 24" O.C. OR LESS. PIGGY-BACK DETAIL (TYPICAL) 180 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-10, PARTIALLY ENCLOSED BLDG. LOCATED ANYWHERE AT ROOF, EXPOSURE C, WIND D.L.= 5.0 P.S.F. (MIN.), KZT= 1.00. OR... 160 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-10, PARTIALLY ENCLOSED BLDG. LOCATED ANYWHERE AT ROOF, EXPOSURE D, WIND D.L.= 5.0 P.S.F. (MIN.), KZT= 1.00. IMPORTANT NOTE: TOP CHORDS OF TRUSSES SUPPORTING PIGGY-BACK CAP TRUSSES MUST BE ADEQUATELY BRACED BY SHEATHING AND/ OR PURLINS. THE BUILDING ENGINEER OF RECORD SHALL PROVIDE DIAGONAL BRACING OR OTHER SUITABLE ANCHORAGE TO PERMANENTLY RESTRAIN PURLINS AND LATERAL BRACING FOR OUT OF PLANE LOADS OVER GABLE ENDS. MAXIMUM TRUSS SPACING IS NOT TO EXCEED 24" O.C. DETAIL IS NOT APPLICABLE IF CAP SUPPORTS ADDITIONAL LOADS SUCH AS CUPOLA, STEEPLE, CHIMNEY OR DRAG STRUT LOADS. **REFER TO ENGINEER'S SEALED TRUSS DESIGN DRAWINGS FOR PIGGY-BACK AND BASE TRUSS SPECIFICATIONS.** OPTION NO. 2 - APA RATED GUSSET: 8" x 8" x 0-7/16" (MIN.) APA RATED SHEATHING GUSSETS EACH FACE. ATTACH AT 8'-0" O.C. w/ 8 (EACH) 6d COMMON (0.113" x 2") NAILS PER GUSSET: 4 (EACH) AT CAP BOTTOM CHORD & 4 (EACH) AT BASE TRUSS TOP CHORD. GUSSETS MAY BE STAGGERED AT 4'-0" O.C. FRONT TO BACK FACES. MINIMUM TWO (2 EA.) CONNECTIONS AT EACH TRUSS. OPTION NO. 3 - 2X4 VERTICAL WOOD SCAB: 2X4 SPF #2, FULL CHORD DEPTH SCABS AT EACH FACE. ATTACH AT 8'-0" O.C. w/6 (EACH) 10d BOX NAILS (0.128" x 3") PER SCAB: 3 (EACH) AT CAP BOTTOM CHORD AND 3 (EACH) AT BASE TRUSS TOP CHORD. SCABS MAY BE STAGGERED 4'-0" O.C. FRONT TO BACK FACES. MINIMUM TWO (2 EA.) CONNECTIONS AT EACH TRUSS. OPTION NO. 1 - TEE-LOK 3" x 8" TEE-LOK MULTI-USE CONNECTION PLATES SPACED AT 4'-0" O.C. MAX. PLATES SHALL BE PRESSED INTO PIGGY-BACK TRUSS AT 4'-0" O.C. STAGGERED FROM EACH FACE AND NAILED TO BASE TRUSS WITH 4 EACH 6d (1.5" X 0.099") NAILS IN EACH PLATE TO ACHEIVE MAXIMUM UPLIFT CAPACITY OF 377 LBS AT EACH 3" X 8" TEE-LOK MULTI-USE CONNECTION PLATE (MINIMUM OF 2 PLATES). OPTION #1: TEE-LOK MULTI-USE CONNECTION PLATE. ATTACH EACH PURLIN TO TOP CHORD OF BASE TRUSS. PURLIN & CONNECTIONS BY OTHERS. BASE TRUSS. (REFER TO TRUSS DESIGN DRAWINGS FOR ADDITIONAL INFORMATION.) PURLINS SPACED ACCORDING TO MAX. SPACING OF TOP CHORD OF BASE TRUSS. SPACING IS NOT TO EXCEED 24" O.C. & PURLINS TO BE LOCATED AT JOINT OF EACH BASE TRUSS. 2'-0" MAX PIGGY-BACK TRUSS STDTL04.112/23/19 Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 STDTL05TRUSSED VALLEY SET DETAIL - SHEATHED P 12 VALLEY TRUSS (TYPICAL) BASE TRUSSES SEE DETAIL "A" BELOW (TYP.) VALLEY TRUSS (TYPICAL) GABLE END, COMMON TRUSS, OR GIRDER TRUSS SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6" O.C. DETAIL A TRUSS CRITERIA: WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. GABLE END, COMMON TRUSS, OR GIRDER TRUSS GENERAL SPECIFICATIONS: 1. NAIL SIZE = 3" X 0.131" = 10d 2. WOOD SCREW = 4.5" SDS25412 SIMPSON OR EQUIVALENT. 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL "A". 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NDS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. JULY 17, 2017 ATTACH 2X4 CONTINUOUS #2 SYP TO THE ROOF W/ TWO SIMPSON SDS25412 (1/4" X 4.5") OR EQUIVALENT WOOD SCREWS INTO EACH BASE TRUSS. Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 STDTL06TRUSSED VALLEY SET DETAIL P 12 VALLEY TRUSS (TYPICAL) BASE TRUSSES SEE DETAIL "A" BELOW (TYP.) VALLEY TRUSS (TYPICAL) GABLE END, COMMON TRUSS, OR GIRDER TRUSS SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6" O.C. DETAIL A (NO SHEATHING) N.T.S. WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. GABLE END, COMMON TRUSS, OR GIRDER TRUSS GENERAL SPECIFICATIONS: 1. NAIL SIZE = 3" X 0.131" = 10d 2. WOOD SCREW = 3" SDS25300 SIMPSON OR EQUIVALENT. 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL "A". 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN DRAWINGS. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6. NAILING DONE PER NDS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. FEBRUARY 5, 2018 ATTACH 2X4 CONTINUOUS #2 SYP TO THE ROOF W/ TWO SIMPSON SDS25300 (1/4" X 3") OR EQUIVALENT WOOD SCREWS INTO EACH BASE TRUSS. Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 STDTL07TRUSSED VALLEY SET DETAIL (HIGH WIND VELOCITY) WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET CATERGORY II BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE AND VALLEY) SUPPORTING TRUSSES DIRECTLY UNDER VALLEY TRUSSES MUST BE DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2' - 10" ON AFFECTED TOP CHORDS. NOTES: 1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2. THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER. CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6/12 (MAXIMUM 12/12 PITCH) CLIP MAY BE APPLIED TO THIS FACE UP TO A MAXIMUM 6/12 PITCH FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE. NOTE: VALLEY STUD SPACING NOT TO EXCEED 48" O.C. SPACING. ATTACH VALLEY TRUSSES TO LOWER TRUSSES WITH USP RT7 OR EQUIVALENT. NON-BEVELED BOTTOM CHORD NON-BEVELED BOTTOM CHORD JULY 17, 2017 Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 MAXIMUM STUD LENGTH 2X4 SP #3 / STUD 12" O.C. 16" O.C. 24" O.C. 2X4 SP #3 / STUD 2X4 SP #3 / STUD 2X4 SP #2 12" O.C. 16" O.C. 24" O.C. 2X4 SP #2 2X4 SP #2 3-8-10 3-3-10 2-8-6 5-6-11 4-9-12 3-11-3 6-6-11 6-6-11 5-4-12 11-1-13 9-10-15 8-1-2 3-10-15 5-6-11 6-6-11 11-8-14 10-8-0 9-3-13 6-6-11 6-2-9 4-9-12 3-11-3 3-6-11 3-1-4 3X4 = 12 A A * * * MAX MEAN ROOF HEIGHT = 30 FEET EXPOSURE B OR C ASCE 7-10 190 MPH DURATION OF LOAD INCREASE : 1.60 STDTL08STANDARD GABLE END DETAIL B B + + + + ** STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. CONNECTION OF BRACING IS BASED ON MWFRS. FEBRUARY 17, 2017 ** Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 STDTL09FEBRUARY 17, 2017 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 STDTL10FEBRUARY 17, 2017 LATERAL BRACING RECOMMENDATIONS Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 45.00°45.00°45.00° STDTL11FEBRUARY 17, 2017 LATERAL TOE-NAIL DETAIL (2X6) 4 NAILS Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 L STDTL12FEBRUARY 17, 2017 UPLIFT TOE-NAIL DETAIL Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 FEBRUARY 5, 2016 ST-2x2 NAILINGTYP 2x2 NAILER ATTACHMENT A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 2x2 NAILER ATTACHMENT GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 170 mph, ASCE 7-10, 29'-0" Mean Height, Exp. B, C or D. 1.5 x 4 1.5 x 4 2 x 4 SP No . 2 (M in )2x4 SP No. 2 (Min) 2x2 SP No. 3 STDTL13 Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 April 11, 2016 ST-FLAT GIR BRACETYPICAL ALTERNATE BRACING DETAIL FO EXTERIOR FLAT GIRDER TRUSS A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 (4) 12d MAX 30" (2'-6") 2x6 #2 SP (Both Faces) 24" o.c. SIMPSON H5 (4) 12d TRUSS 24" o.c. UPLIFT CONNECTION (SEE ROOF TRUSS) EXTERIOR FLAT GIRDER VARIES 12 STDTL14 Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 STDTL15FEBRUARY 17, 2017 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND DAMAGED OR MISSING CHORD SPLICE PLATES Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 STDTL16FEBRUARY 17, 2017 SCAB APPLIED OVERHANGS (L) 24" MAX (2.0 x L) 24" MIN Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946