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HomeMy WebLinkAboutTRUSS Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 These truss designs rely on lumber values established by others. RE: Job CRMSBM1674B A-1 Roof Trusses 4451 St Lucie Blvd Site Information: Fort Pierce, FL 34946 Customer Info: RENAR DEVELOPMENT CO. Project Name: MORNINGSIDE Lot/Block: Model: BERMUDA 1674 Address: MORNINGSIDE, FORT PIERCE Subdivision: City: County: St Lucie State: FL Name Address and License#of Structural Engineer of Record, If there is one, for the building. Name: License#: Address: City: General Truss Engineering Criteria Design Loads(Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC 7th Ed. 2020 Res. /TPI 2014 Design Program: Alpine Engineered Products Wind Code: ASCE 7-16 Wind Speed: 160 Roof Load: 37.0 psf Floor Load: 0.0 psf This package includes 31 individual,dated Truss Design Drawings and 16 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. No. Seq# Truss Name Date No. Seq# Truss Name Date No. Seq# Truss Name Date 1 2559 A01 8/11/21 13 2586 1311 8/11/21 25 2577 J3GE 8/11/21 2 2560 A02 8/11/21 14 2569 B12 8/11/21 26 2578 J3P 8/11/21 3 2597 B01 8/11/21 15 2570 B13 8/11/21 27 2579 J5 8/11/21 4 2562 B02 8/11/21 16 2571 B14 8/11/21 28 2580 J5P 8/11/21 5 2563 B03 8/11/21 17 2594 B15 8/11/21 29 2581 J7 8/11/21 6 2584 B04 8/11/21 18 2572 C01 8/11/21 30 2582 J7C 8/11/21 7 2585 B05 8/11/21 19 2573 CO2 8/11/21 31 2583 J7P 8/11/21 8 2564 B06 8/11/21 20 2587 HJ6 8/11/21 32 STDL01 STD.DETAIL 8/11/21 9 2565 B07 8/11/21 21 2588 HJ7 8/11/21 33 STDL02 STD.DETAIL 8/11/21 10 2566 B08 8/11/21 22 2574 11 8/11/21 34 STDL03 STD.DETAIL 8/11/21 11 2567 B09 8/11/21 23 2575 J1P 8/11/21 35 STDL04 STD.DETAIL 8/11/21 12 2568 B10 8/11/21 24 2576 J3 8/11/21 36 STDL05 STD.DETAIL 8/11/21 The truss drawing(s)referenced have been prepared by Alpine Engineered Products,Inc.under my direct supervision based on the parameters provided byA-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. \ r f The suitability and use of components for any particular building is the responsibility of the building ''ti�� £NS•�' S f� designer,perANSffPI-1 Sec.2. ,(/ The Truss Design Drawing(s)(TDD[s])referenced have been prepared based on the construction No. I documents(also referred to at times as'Structural Engineering Documents')provided by the Building zi Designer indicating the nature and character of the work. k The design criteria therein have been transferred to Ryan Bays PE by[A1 Roof Trusses or speck location].These TDDs(also referred to at times as'Structural Delegated' STATE OF Engineering Documents')are specialty structural component designs and maybe part of the project's �, �V deferred or phased submittals.AsaTrussDesign Engineer(i.e.,Specialty ajl�'[�•(,�,( aRS�Fp_;•' ��� an res onsiblheforthedesi and nofthesinD�eTrussde ictedontheTDDo professional TheBuildnengineering Designeris ','J�� U`t'�NA- p itI/ 9 9 p IY• 9 responsible for and shall coordinate and review the TDDs for ��+++IIIi iltlrtttt compatibility with theirwritten engineering requirements.Please review all TDDs and all related notes. Ryan Bays,P.E. 4451 St Lucie Blvd.Suite 201 Fort Pierce,FL 34946 Page 1 of 2 Job: Truss Truss Type Qty Ply 08/11/2021 CRMSBM1674B A01 GABL 1 1 Seal#: 2559 AO _ 610" 5-10" E=4X4 T 12 D F 6 m M � A C G d Ce) 2X4(A1)B H=2X4(A1) M 4-3/16" A M III 1.5X4 L K III 1.5X4 SEAT PLATE REQ. 11'8" 1'4"-- 1'4" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs),or*=PLF TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LQ: 0.001 E 999 360 Loc R+ /R- /Rh /Rw /L1 /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.001 E 999 240 H* 181 /- /- /72 /88 /19 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): -0.002 N - - Wind reactions based on MWFRS EXP:B Kzt:NA HORZ TL: 0.002 N H Br Width=140 Min Re Des Ld: 37.00 Mean Height:15.00 ft ( ) g q .00 TCDL:4.2 psf Building Code: Creep Factor:2.0 Bearing B is a rigid surface. NCBCLL: 10 p Bearing B requires a seat plate. Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.280 Load Duration:1.25 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.052 Maximum Top Chord Forces Per Ply(Ibs) Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.122 Chords Tens.Comp. Chords Tens. Comp. Loc.from endwall:Any FT/RT:10(0)/10(10) Weight:57.4 Ibs A-B 75 0 E-F 270 -76 GCpi:0.18 Plate Type(s): B-C 26 -62 F-G 118 -103 Wind Duration:1.60 WAVE VIEW Ver:21.01.01A.0521.20 C-D 92 -52 G-H 106 -120 Lumber D-E 274 -68 H-1 75 0 Top chord:2x4 SP#2; Bot chord:2x4 SP#2; Maximum Bot Chord Forces Per Ply(Ibs) Webs:2x4 SP#3; Chords Tens.Comp. Chords Tens. Comp. Plating Notes B-N 235 -75 L-K 262 -86 N-M 249 -80 K-J 249 -85 All plates are 1.5X3 except as noted. M-L 262 -86 J-H 233 -84 Loading Truss designed to support 2-0-0 top chord outlookers Maximum Web Forces Per Ply(Ibs) and cladding load not to exceed 8.00 PSF one face Webs Tens.Comp. Webs Tens. Comp. and 24.0"span opposite face.Top chord must not be C-N 224 -183 J-G 224 -183 cut or notched,unless specified otherwise. Wind Maximum Gable Forces Per Ply(Ibs) Wind loads based on MWFRS with additional C&C Gables Tens.Comp. Gables Tens. Comp. member design. D-M 409 -349 K-F 409 -349 Wind loading based on both gable and hip roof types. E-L 7 -271 Additional Notes See Al Std Detail for gable wind bracing and other requirements. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerinc Ryan Bays,P.E. responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231 responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 CRMSBM1674B A02 COMN 1 1 Seal#: 2560 j= 5'10" -}- 5'10" - C=4X4 12 6 7- io M M O M 4-3%6" 1 -2X4(A1)B D=2X4(A1) M A E F III 1.5X3 SEAT PLATE REQ. SEAT PLATE REQ. 11'8" 1'4" 1'4"�{ Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): 0.009 F 999 360 Loc R+ /R- /Rh /Rw /LI /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.017 F 999 240 B 546 /- /- /333 /138 /116 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.004 F - - D 546 /- /- /333 /138 /- EXP:B Kzt:NA HORZ TL: 0.008 F Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:15.00 ft ( ) NCBCLL: 10.00 Building Code: Creep Factor:2.0 B Brg Width=7.6 Min Req= 1.5 TCDL:4.2 psf D Brg Width=7.6 Min Req= 1.5 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.377 P Bearings B&D are a rigid surface. Load Duration:1.25 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.338 Spacing:25.0" C&C Dist a:3.00 ft Rep Fac:No Max Web CSI: 0.087 Bearings B&D require a seat plate. Loc.from endwall:Any FT/RT:10(0)/10(10) Weight:49.0 Ibs Maximum Top Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:21.01.01A.0521.20 A-B 37 0 C-D 441 -618 Lumber B-C 441 -618 D-E 37 0 Top chord:2x4 SP#2; Bot chord:2x4 SP#2; Maximum Bot Chord Forces Per Ply(Ibs) Webs:2x4 SP#3; Chords Tens.Comp. Chords Tens. Comp. Purlins B-F 489 -211 F-D 489 -211 In lieu of structural panels or rigid ceiling use purlins to brace TC @ 24"oc,BC @ 120"oc. Maximum Web Forces Per Ply(Ibs) Webs Tens.Comp. Wind C-F 227 0 Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerinc Ryan Bays,P.E. responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231 responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 CRMSBM1674B B01 COMN 1 1 Seal#: 2597 6,6„ 224„ 97' 6X6 =3X6=3X4 =5X6 12 D E F G H I J=6X6 K AP L M N T 6 T1 AK AM T 3X3(**)C AN O w M T =3X6(A1)B III3X3 AG AD 3X3 X W AL 4-NM' A Ia I� a =3X4 AE B 11 1 1 1111SX4AHA1 1113X6AF AQ 1113X6 AO P=3XaB(A1) —3X6 V 1113X6 3X8 =3X4 SEAT PLATE REQ. SEAT PLATE REQ. SEAT PLATE REQ. SEAT PLATE REQ. 114-3/16" i 611-5/8" 19'8-3/16" 2'7 5/��6'4-3/4"�?6 7/��6'5-1/2" 19'11-1/4" 1 4—I 1'4" 38' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): 0.180 AH 761 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.351 AH 392 240 B 428 /- /- /263 /136 /166 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.111 AF - - AQ 912 /- /- /512 /107 /- EXP:B Kzt:NA HORZTL Des Ld: 37.00 ( ): 0.214 AF V 1047 /- /- /496 /154 /- Mean Height:15.00 ft Building p Code: Creep Factor:2.0 P 851 /- /- /559 /227 /- NCBCLL: 10.00 TCDL:4.2 psf Wind reactions based on MWFRS Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.671 TPI Std: 2014 Max BC CSI: 0.923 B Brg Width=7.6 Min Req= 1.5 Load Duration:1.25 MWFRS Parallel Dist:0 to h/2 AQ Brg Width=7.6 Min Req= 1.5 Spacing:25.0" C&C Dist a:3.80 ft Rep Fac:No Max Web CSI: 0.583 V Brg Width=7.6 Min Req= 1.5 Loc.from endwall:Any FT/RT:10(0)/10(10) Weight:226.8 Ibs P Brg Width=7.6 Min Req= 1.5 GCpi:0.18 Plate Type(s): Bearings B,AQ,V,&P are a rigid surface. Wind Duration:1.60 WAVE VIEW Ver:21.01.01A.0521.20 Bearings B,AQ,V,&P require a seat plate. Lumber Maximum Top Chord Forces Per Ply(Ibs) Top chord:2x4 SP#2;T1 2x4 SP M-30; Chords Tens.Comp. Chords Tens. Comp. Bot chord:2x4 SP#2;Webs:2x4 SP#3; A-B 37 0 I-J 670 281 B-C 287 -231 J-K 657 -275 Plating Notes C-D 247 -341 K-L 657 -275 All plates are 1.5X3 except as noted. D-E 650 -267 L-M 657 -275 E-F 670 -281 M-N 574 -583 (")1 plate(s)require special positioning.Refer to F-G 670 -281 N-O 679 -961 scaled plate plot details for special positioning G-H 670 -281 O-P 839 -1261 requirements. H-1 670 -281 P-Q 37 0 Purlins In lieu of structural panels use purlins to brace TC @ Maximum Bot Chord Forces Per Ply(Ibs) 24"oc. Chords Tens.Comp. Chords Tens. Comp. Wind B-AH 88 -58 AA-Y 577 -670 C-Al 228 0 Y-X 577 -670 Wind loads based on MWFRS with additional C&C AI-AG 298 -20 X-W 577 -670 member design. AG-AE 236 -115 W-U 578 -674 Wind loading based on both gable and hip roof types. AF-Z 10 -30 V-T 7 -6 AD-AC 720 -945 T-S 804 -354 AE-AB 301 -145 S-R 804 -354 AC-AA 716 -941 R-P 1076 -633 Maximum Web Forces Per Ply(Ibs) Webs Tens.Comp. Webs Tens. Comp. AI-AH 66 -7 J-U 276 -382 D-AG 211 -54 U-V 607 -1014 D-AK 672 -1089 U-AL 693 -296 AG-AJ 131 -26 U-AM 774 -1209 AJ-AK 6 -3 AL-AM 20 -20 AJ-AD 132 -26 AL-AO 691 -291 AK-AD 673 -1092 K-AN 43 -41 AF-AE 39 0 AN-AP 771 -1204 E-AD 279 -122 AO-AP 2 -2 AD-AE 102 -184 AO-T 690 -291 **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerinc Ryan Bays,P.E. responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231 responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Truss Truss Type Qty Ply 08/11/2021 B01 COMN 1 1 Seal#: 2597 F-AC 245 -402 AP-M 771 -1204 AB-Z 532 -875 M-T 137 -101 AA-AB 508 -829 T-N 148 -333 G-Y 168 -220 N-R 357 -82 H-X 86 -36 R-O 318 -313 I-W 88 -14 **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER('BUYER")ACKNOWLEDGMENT'form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerinc Ryan Bays,P.E. responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231 responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the content of the IRC,the IBC,local building code and TPI-1.The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor.All notes set out in the TDD and the practices and Fort Pierce,FL 34946 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any farm,is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 CRMSBM1674B B02 SPEC 1 1 Seal#: 2562 8'6" 18'4" 117- �H0510 =4X10 =4X6 =5X6 D E FG H T 12 T 6 � �(a)T1 g3X3(**)C co B 6X6 P N in T =3X6(A1) WV RT=3X3 SO A =3X4 1 1 B1 Y X B3 1113X6 =3XK(A1) Q O M L 1111.5X4 =3X6 =3X8 SEAT PLATE REQ. SEAT PLATE REQ. SEAT PLATE REQ. SEAT PLATE REQ. 11'4-3/16" 6'11-5/8" 19'8-3/16" �5/8" �6'4-3/4" 26 7/��6'5-1/2" 19'11-1/4" 1 4—{ 38' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): 0.090 F 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed ILL:NA Cs:NA VERT(CL): 0.189 X 717 240 B 201 /- /- /93 /62 /187 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.036 L - - T 1892 /- /- /921 /341 /- EXP:B Kzt:NA HORZ TL: 0.091 V Q 386 /- /- /350 /2 /- Des Ld: 37.00 Mean Height:15.00 ft ( ) 0 TCDL:4.2 sf Building Code: Creep Factor:2.0 J 924 /- /- /601 /258 NCBCLL: 10.0 /- p Wind reactions based on MWFRS Soffit: 0.00 BCDL:4.2 sf FBC 7th Ed.2020 Res. Max TC CSI: 0.816 p TPI Std: 2014 Max BC CSI: 0.484 B Brg Width=7.6 Min Req= 1.2 Load Duration:1.25 MWFRS Parallel Dist:0 to h/2 Spacing:24.0" C&C Dist a:3.80 ft Rep Fac:Yes Max Web CSI: 0.864 T Brg Width=7.6 Min Req= 2. Q Brg Width=7.6 Min Req= 1.5 Loc.from endwall:Any FT/RT:10(0)/10(10) Weight:214.2 Ibs J Brg Width=7.6 Min Req= 1.5 GCpi:0.18 Plate Type(s): Bearings B,T,Q,&J are a rigid surface. Wind Duration:1.60 WAVE,HIS VIEW Ver:21.01.01A.0521.20 Bearings B,T,Q,&J require a seat plate. Lumber Maximum Top Chord Forces Per Ply(Ibs) Top chord:2x4 SP M-30;T1 2x4 SP#2; Chords Tens.Comp. Chords Tens. Comp. Bot chord:2x4 SP M-30;131,133 2x4 SP#2; A-B 35 0 F-G 727 -1096 Webs:2x4 SP#3;W5 2x4 SP#2; B-C 180 -147 G-H 728 -1097 Bracing C-D 795 -354 H-1 693 -1017 (a)Continuous lateral restraint equally spaced on D-E 1457 -733 1-J 878 -1386 member. E-F 731 -1104 J-K 35 0 Plating Notes Maximum Bot Chord Forces Per Ply(Ibs) All plates are 1.5X3 except as noted. Chords Tens.Comp. Chords Tens. Comp. (**)1 plate(s)require special positioning.Refer to B-X 28 -22 R-P 1056 -1444 scaled plate plot details for special positioning C-Y 523 -577 Q-O 36 -20 requirements. Y-W 527 -632 P-N 1077 -1481 Purlins W-U 98 -172 O-M 42 -23 V-T 3 -14 M-L 42 -23 In lieu of structural panels use purlins to brace all flat U-S 95 -159 L-J 1179 -655 TC @ 24"oc. Wind Maximum Web Forces Per Ply(Ibs) Wind loads based on MWFRS with additional C&C Webs Tens.Comp. Webs Tens. Comp. member design. Y-X 37 -1 E-N 2268 -1244 Wind loading based on both gable and hip roof types. D-W 291 -74 Q-P 85 -339 D-R 729 -1233 F-N 428 -608 W-R 436 -453 N-O 109 -81 V-U 42 0 N-L 887 -344 R-S 1025 -1904 N-H 272 -449 R-E 710 -1283 L-H 226 -12 S-T 1022 -1871 L-1 370 -398 **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerinc Ryan Bays,P.E. responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231 responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 CRMSBM1674B B03 HIPS 1 1 Seal#: 2563 AO _ i 10.6" i 14'4" 13'2" ;6X6 =6X8 E F T2 G T >5-o 3X6 6Dt!� (a) <(a) H W5 3X4s3X3(.)TT =3X6(A1)B 1112X4 X V Q=3X3 n "- A =3X4=5X6 1 1 ZY � III 1.5X4 d=3XK(A1) P 1113X6 =3X6=3X8 L SEAT PLATE REQ. SEAT PLATE REQ. SEAT PLATE REQ. SEAT PLATE REQ. 11'4-3/16" 6-11-5/8" 19'8-3/16" -5/ �6'4-3/4"�?6 y/${�6'5-1/2" -{- 19'11-1/4" - 4-{ 4� = 38' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): 0.103 Y 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.206 Y 667 240 B 299 /_ /_ /150 /117 /214 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.061 W - - AA 611 /- /- /447 /74 /- EXP:B Kzt:NA Des Des Ld: 37.00 ( ): 0.122 W P 1584 /- /- /751 /410 /- Mean Height:15.00 ft Building p Code: Creep Factor:2.0 J 721 /- /- /524 /166 /- NCBCLL: 10.00 TCDL:4.2 psf Wind reactions based on MWFRS Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.490 TPI Std: 2014 Max BC CSI: 0.522 B Brg Width=7.6 Min Req= 1.5 Load Duration:1.25 MWFRS Parallel Dist:0 to h/2 Spacing:24.0" C&C Dist a:3.80 ft Rep Fac:Yes Max Web CSI: 0.594 P Brg Width=7.6 Min Req= 1.9 p g� P Brg Width=7.6 Min Req= 1.9 Loc.from endwall:not in 4.50 ft FT/RT:10(0)/10(10) Weight:232.4 Ibs J Brg Width=7.6 Min Req= 1.5 GCpi:0.18 Plate Type(s): Bearings B,AA,P,&J are a rigid surface. Wind Duration:1.60 WAVE VIEW Ver:21.01.01A.0521.20 Bearings B,AA,P,&J require a seat plate. Lumber Maximum Top Chord Forces Per Ply(Ibs) Top chord:2x4 SP#2;T2 2x6 SP 2400f-2.OE; Chords Tens.Comp. Chords Tens. Comp. Bot chord:2x4 SP#2; A-B 35 0 F-G 1339 -359 Webs:2x4 SP#3;W5 2x4 SP#2; B-C 178 -213 G-H 284 -333 Bracing C-D 226 -140 H-1 247 -402 (a)Continuous lateral restraint equally spaced on D-E 795 -212 1-J 308 -958 member. E-F 1344 -363 J-K 35 0 Plating Notes Maximum Bot Chord Forces Per Ply(Ibs) All plates are 1.5X3 except as noted. Chords Tens.Comp. Chords Tens. Comp. (**)1 plate(s)require special positioning.Refer to B-Y 51 -20 T-R 363 -888 scaled plate plot details for special positioning C-Z 91 -148 R-O 288 -693 requirements. Z-X 76 -134 P-N 2 -1 Purlins X-V 174 -56 N-M 2 -1 W-Q 6 -16 M-L 781 -179 In lieu of structural panels use purlins to brace all flat V-U 190 -62 L-J 783 -178 TC @ 24"oc. U-S 220 -73 Wind Wind loads based on MWFRS with additional C&C Maximum Web Forces Per Ply(Ibs) member design. Webs Tens.Comp. Webs Tens. Comp. Wind loading based on both gable and hip roof types. Z-Y 48 0 R-S 74 -464 D-X 255 -11 O-P 777 -1545 D-T 278 -673 O-M 315 -247 X-T 104 -255 O-G 596 -1537 W-V 40 0 F-O 440 -519 T-U 121 -214 M-G 401 -104 T-E 126 -350 M-1 245 -590 E-O 402 -751 1-L 235 0 S-Q 145 -577 **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerinc Ryan Bays,P.E. responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231 responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses-Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 CRMSBM1674B B04 HIPS 1 1 Seal#: 2584 12'6" 10'4" 152" \\\6X8(R) =6X6 D E 12 T3 6 � %1.5X4 0 (a) F G 3X4 cn e4X8(B10R)B -5X8 bo T eA Q P 1111.5X3 N L T4 a ° =3X4 N 14. H-4X4(A2) 1 1 1 0 B3 M K J gq III 1.5X3 II 1.5X3 1114X8(R) SEAT PLATE REQ. SEAT PLATE REQ. 38' 1/2"+ 16'0-1/8" -} q- 19'7-3/8" - -{ Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): 0.277 Q 999 360 Loc R+ /R- /Rh /Rw /L1 /RL BCLL: 0.00 Enclosure:Closed ILL:NA Cs:NA VERT(CL): 0.520 Q 865 240 A 1424 /- /- /758 /373 /219 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.197 J - - H 1524 /- /- /897 /382 /- EXP:B Kzt:NA HORZ TL: 0.370 J Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:15.00 ft ( ) NCBCLL: 10.00 Building Code: Creep Factor:2.0 A Brg Width=7.6 Min Req= 1.5 TCDL:4.2 psf H Brg Width=7.6 Min Req= 1.8 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.951 P Bearings A&H are a rigid surface. Load Duration:1.25 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.749 Spacing:24.0" C&C Dist a:3.80 ft Rep Fac:Yes Max Web CSI: 0.900 Bearings A&H require a seat plate. Loc.from endwall:not in 4.50 ft FT/RT:10(0)/10(10) Weight:264.6 Ibs Maximum Top Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:21.01.01A.0521.20 A-B 352 -628 E-F 1258 -2945 Lumber B-C 1298 -3166 F-G 1233 -2977 C-D 1171 -2664 G-H 1020 -2627 Top chord:2x6 SP 2400f-2.OE;T3 2x4 SP M-30; D-E 1204 -2575 H-1 35 0 T4 2x4 SP#2; Bot chord:2x4 SP M-30;B3,B4 2x4 SP#2; Webs:2x4 SP#3; Maximum Bot Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. Bracing (a)Continuous lateral restraint equally spaced on B-Q 2970 -1057 N-L 2333 781 member. Q-P 2348 -792 M-K 30 -15 P-N 2348 -792 K-J 30 -15 Plating Notes O-M 16 -11 J-H 2255 -792 All plates are 3X6 except as noted. Maximum Web Forces Per Ply(Ibs) Tray Scab(s) Webs Tens.Comp. Webs Tens. Comp. (2)2x6x11-0-2 x SP 2400f-2.OE scabs at left end. C-Q 336 -790 L-M 207 0 Attach one scab to each outer face of chord with: D-Q 634 -72 L-J 2363 -824 0.131"x3",min.nails @ 8"oc,Plus additional nail 83 clusters at:BRG.:(4),heel:(5),1st panel point:(2). D-L 506 -173 L-G 475 -83 O-N 54 0 J-G 47 Purlins E-L 770 -179 In lieu of structural panels use purlins to brace all flat TC @ 24"oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerinc Ryan Bays,P.E. responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231 responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 CRMSBM1674B B05 HIPS 1 1 Seal#: 2585 14'6" -I- 6'4" -}- 172" �—Z5X6 E=7X F T2 12 4X6D 6 � 1111.5X4C (a) zft:G6 io T1 cn _ (a) SO cO ;4X8(B10R)B =5X8 T A Ts B1 Q P N L 1 1 H=4X4(A2) O M K J =3X6 =4X10 SEAT PLATE REQ. SEAT PLATE REQ. 38' f 24-1/2" 1 4 16'0-1/8" 197-3/8" —I Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): 0.292 C 999 360 Loc R+ /R- /Rh /Rw /L1 /RL BCLL: 0.00 Enclosure:Closed ILL:NA Cs:NA VERT(CL): 0.548 C 822 240 A 1424 /- /- /765 /370 /246 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.198 J - - H 1524 /- /- /902 /378 /- EXP:B Kzt:NA HORZ TL: 0.372 J Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:15.00 ft ( ) NCBCLL: 10.00 Building Code: Creep Factor:2.0 A Brg Width=7.6 Min Req= 1.5 TCDL:4.2 psf H Brg Width=7.6 Min Req= 1.8 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.846 P Bearings A&H are a rigid surface. Load Duration:1.25 MWFRS Parallel Dist:h/2 to h TPI Std: 2014 Max BC CSI: 0.870 Spacing:24.0" C&C Dist a:3.80 ft Rep Fac:Yes Max Web CSI: 0.874 Bearings A&H require a seat plate. Loc.from endwall:not in 4.50 ft FT/RT:10(0)/10(10) Weight:259.7 Ibs Maximum Top Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:21.01.01A.0521.20 A-B 329 -628 E-F 949 -2195 Lumber B-C 1063 -3033 F-G 972 -2553 C-D 1231 -3188 G-H 900 -2575 Top chord:2x4 SP#2;T1 2x6 SP 2400f-2.OE; D-E 1245 -3149 H-I 35 0 T2 2x6 SP#2;T5 2x4 SP M-30; Bot chord:2x4 SP#2;B1 2x4 SP M-30; Webs:2x4 SP#3; Maximum Bot Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. Bracing (a)Continuous lateral restraint equally spaced on B Q 2823 -829 N-L 2018 544 member. Q-P 2031 -561 M-K 25 -22 P-N 2031 -561 K-J 25 -22 Plating Notes O-M 14 -17 J-H 2197 -673 All plates are 1.5X3 except as noted. Maximum Web Forces Per Ply(Ibs) Tray Scab(s) Webs Tens.Comp. Webs Tens. Comp. (2)2x6x11-11-4 x SP 2400f-2.OE scabs at left end. C-Q 420 -891 L-F 690 -160 Attach one scab to each outer face of chord with: Q-E 1173 -382 L-J 2278 -682 0.131"x3",min.nails @ 8"oc,Plus additional nail E-L 415 -117 L-G 233 188 clusters at:BRG.:(4),heel:(5),1st panel point:(2). E-N 30 117 J-G 233 -188 553 Purlins L-M 243 0 In lieu of structural panels use purlins to brace all flat TC @ 24"oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerinc Ryan Bays,P.E. responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231 responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 CRMSBM1674B B06 HIPS 1 1 Seal#: 2564 j- 16'6" -1- 2'4" -1 192" - ;5X6 z�5X6 F G 12 E H-4X4 6 03X6D z 3X6 C (a) J co co o T =3X6(A1)B =5X8 T R Q 1111.5X3 N=6X8 T5 a-ems A 1 1 III 5 8(R) 11115X4 K=3X6(A1) S PO 111 1.5X3 M 1111.5X4 =3X6 =4X8 SEAT PLATE REQ. SEAT PLATE REQ. 38' 1 4—{�10'11-7/8" 7'4-3/4" 197-3/8" 1 4� Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): 0.239 N 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.426 Q 999 240 B 1530 /- /- /871 /377 /297 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.126 M - - K 1530 /- /- /908 /379 /- EXP:B Kzt:NA Des HORZ(TL): 0.238 M Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:15.00 NCBCLL: 10.00 Building Code: Creep Factor:2.0 B Brg Width=7.6 Min Req= 1.8 TCDL:4.2 psf K Brg Width=7.6 Min Req= 1.8 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.704 P Bearings B&K are a rigid surface. Load Duration:1.25 MWFRS Parallel Dist:h/2 to h TPI Std: 2014 Max BC CSI: 0.865 Spacing:24.0" C&C Dist a:3.80 ft Rep Fac:Yes Max Web CSI: 0.946 Bearings B&K require a seat plate. Loc.from endwall:not in 9.00 ft FT/RT:10(0)/10(10) Weight:233.8 Ibs Maximum Top Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:21.01.01A.0521.20 A-B 35 0 G-H 785 -2149 Lumber B-C 826 -2715 H-1 1038 -3285 C-D 932 -2925 I-J 1021 -3297 Top chord:2x4 SP#2;T5 2x4 SP M-30; D-E 938 -2830 J-K 794 -2598 Bot chord:2x4 SP#2; E-F 783 -2148 K-L 35 0 Webs:2x4 SP#3; F-G 744 -1850 Bracing (a)Continuous lateral restraint equally spaced on Maximum Bot Chord Forces Per Ply(Ibs) member. Chords Tens.Comp. Chords Tens. Comp. Plating Notes B-W 2354 -599 R-Q 1827 -334 All plates are 3X4 except as noted. W-V 64 -20 Q-N 2848 -667 U-T 2562 -609 P-O 31 -9 Purlins T-R 1850 -338 O-M 44 -12 S-P 31 -9 M-K 2219 -581 In lieu of structural panels use purlins to brace all flat TC @ 24"oc. Maximum Web Forces Per Ply(Ibs) Wind Webs Tens.Comp. Webs Tens. Comp. Wind loads based on MWFRS with additional C&C C-W 194 -495 G-Q 711 -214 member design. C-U 247 -13 Q-H 446 -1317 Wind loading based on both gable and hip roof types. W-U 2345 -594 H-N 1066 -250 U-V 71 0 N-O 154 0 U-E 592 -118 N-M 2484 -646 E-T 347 -913 N-J 734 -110 F-T 657 -184 M-J 358 -1087 S-R 98 0 **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerinc Ryan Bays,P.E. responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231 responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 CRMSBM1674B B07 COMN 2 1 Seal#: 2565 17'8" 20'4" E 1115X6(R) 12 6 F7- 114X6 D _3X4C 3X4 3X6 M G �o T1 (a) (a) H-3X4 3X6(A1)B =-5X8 4-3 fA° A11 S R Q T O L 1=3X6(A1) 1 =3X6 J -3X8 P N M K =3X6 1114X8(R) SEAT PLATE REQ. SEAT PLATE REQ. 38' 4„ 18'4-5/8" 57-3/8" 14' fti 1 4— Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): 0.199 L 999 360 Loc R+ /R- /Rh /Rw /L1 /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.374 L 999 240 B 1530 /- /- /871 /111 /313 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.093 K - - 1 1530 /- /- /908 /119 /- EXP:B Kzt:NA HORZ TL: 0.175 K Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:15.00 ft ( ) NCBCLL: 10.00 Building Code: Creep Factor:2.0 B Brg Width=7.6 Min Req= 1.8 TCDL:4.2 psf I Brg Width=7.6 Min Req= 1.8 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.987 P Bearings B&I are a rigid surface. Load Duration:1.25 MWFRS Parallel Dist:h to 2h TPI Std: 2014 Max BC CSI: 0.844 Spacing:24.0" C&C Dist a:3.80 ft Rep Fac:Yes Max Web CSI: 0.890 Bearings B&I require a seat plate. Loc.from endwall:not in 9.00 ft FT/RT:10(0)/10(10) Weight:214.2 Ibs Maximum Top Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:21.01.01A.0521.20 A-B 35 0 F-G 886 -2963 Lumber B-C 744 -2623 G-H 876 -3033 C-D 612 -1867 H-1 756 -2675 Top chord:2x4 SP#2;T1 2x4 SP M-30; D-E 646 -1855 1-J 35 0 Bot chord:2x4 SP#2; Webs:2x4 SP#3; E-F 642 -1861 Bracing Maximum Bot Chord Forces Per Ply(Ibs) (a)Continuous lateral restraint equally spaced on Chords Tens.Comp. Chords Tens. Comp. member. B-S 2248 -496 O-L 2624 -586 Plating Notes S-R 2245 -498 N-M 43 -6 All plates are 1.5X3 except as noted. R-Q 2245 -498 M-K 73 -13 Q-O 2667 -592 K-I 2307 -561 Wind P-N 43 -6 Wind loads based on MWFRS with additional C&C member design. Maximum Web Forces Per Ply(Ibs) Wind loading based on both gable and hip roof types. Webs Tens.Comp. Webs Tens. Comp. S-C 323 0 F-L 698 -106 C-Q 318 -805 L-M 244 0 E-Q 1015 -254 L-K 2335 -571 Q-F 433 -1250 L-H 526 -37 P-O 119 0 K-H 210 -646 **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerinc Ryan Bays,P.E. responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231 responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 CRMSBM1674B B08 COMN 11 1 Seal#: 2566 1 r8" 20'4" 1115X6,. F 1111.5X4 T2 12 G T3 6 h\5X10(R)D 3X6 ro M III 1.SX4 C H(a) 0 1 - ;4X12(BB10R A =5X6 T4 T T B1 1111.5X3 S N q�}5 N } 1111.5X3 J-4X4(A2) 1 1 =3X3 K P M L 1112X4 -5X12 1111.5X3 SEAT PLATE REQ. SEAT PLATE REQ. 38' 2-8-3/8" 2'0-5/8" 1-4" r =j= 137-5/8" -�- -�- 197-3/8" -� Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): 0.244 N 999 360 Loc R+ /R- /Rh /Rw /Ll /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.458 N 975 240 A 1431 /- /- /770 /373 /290 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.139 L - - J 1512 /- /- /900 /374 /- EXP:B Kzt:NA ft HORZ(TL): 0.261 L Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:15.00 NCBCLL: 10.00 Building Code: Creep Factor:2.0 A Brg Width=7.6 Min Req= 1.5 TCDL:4.2 psf J Brg Width=7.6 Min Req= 1.8 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.738 P Bearings A&J are a rigid surface. Load Duration:1.25 MWFRS Parallel Dist:h/2 to h TPI Std: 2014 Max BC CSI: 0.861 Spacing:24.0" C&C Dist a:3.80 ft Rep Fac:Yes Max Web CSI: 0.733 Bearings A&J require a seat plate. Loc.from endwall:not in 9.00 ft FT/RT:10(0)/10(10) Weight:301.0 Ibs Maximum Top Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:21.01.01A.0521.20 A-B 300 -622 F-G 693 -2106 Lumber B-C 872 -3284 G-H 688 -2048 C-D 982 -3458 H-1 670 -2099 Top chord:2x8 SP 2400f-1.8E;T2 2x6 SP#2; D-E 698 -2106 I-J 745 -2625 T3 2x4 SP#2;T4 2x4 SP M-30; E-F 657 -1797 J-K 35 0 Bot chord:2x4 SP#2;B1 2x6 SP#2; Webs:2x4 SP#3; Maximum Bot Chord Forces Per Ply(Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a)Continuous lateral restraint equally spaced on B-T 3193 -687 Q-N 1688 210 member. T-R 2501 -547 P-M 45 -21 Plating Notes S-O 49 -29 M-L 2258 -550 All plates are 3X4 except as noted. R-Q 2452 -523 L-J 2260 -548 Tray Scab(s) Maximum Web Forces Per Ply(Ibs) (2)2x8x9-1-5 x SP 2400f-1.8E scabs at left end. Webs Tens.Comp. Webs Tens. Comp. Attach one scab to each outer face of chord with: C-T 290 -853 N-F 394 -124 0.131"x3",min.nails @ 8"oc,Plus additional nail T-D 872 -169 N-G 229 190 clusters at:BRG.:(4),heel:(6),1st panel point:(3). D-Q 352 -833 N-M 1924 -381 Wind S-R 48 -3 G-M 94 -404 Wind loads based on MWFRS with additional C&C E-Q 992 -292 M-1 218 -554 member design. O-P 81 0 I-L 234 0 Wind loading based on both gable and hip roof types. N-O 106 0 **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerinc Ryan Bays,P.E. responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231 responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 CRMSBM1674B B09 HIPS 1 1 Seal#: 2567 16'4" 2'8" 19, %5X6(R) =5X6 D E T2 12 F 6 � M5X10(R)C = S 3X6 T1 G 0 5X8(610R H T A =sxs „ U TS N c 1111.5X3 1113X3 1 1 =3X3 1=3X6(A1) QP M L=4X10 K III1.5X4 =3X6 1111.5X3 SEAT PLATE REQ. SEAT PLATE REQ. 38' 16'4" 2'°-5/q 19'3-1/2" 1-4 3 7I8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) D lefll/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): 0.384 Q 999 360 Loc R+ /R- /Rh /Rw /L1 /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.720 Q 620 240 A 1431 /- /- /769 /126 /272 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.260 K - - 1 1512 /- /- /900 /126 /- EXP:B Kzt:NA HORZ TL: 0.487 K Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:15.00 ft ( ) NCBCLL: 10.00 Building Code: Creep Factor:2.0 A Brg Width=7.6 Min Req= 1.5 TCDL:4.2 psf I Brg Width=7.6 Min Req= 1.8 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.699 P Bearings A&I are a rigid surface. Load Duration:1.25 MWFRS Parallel Dist:h to 2h TPI Std: 2014 Max BC CSI: 0.913 Spacing:24.0" C&C Dist a:3.80 ft Rep Fac:Yes Max Web CSI: 0.912 Bearings A&I require a seat plate. Loc.from endwall:not in 9.00 ft FT/RT:10(0)/10(10) Weight:226.1 Ibs Maximum Top Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:21.01.01A.0521.20 A-B 314 -622 F-G 755 -2085 Lumber B-C 881 -2793 G-H 738 -2151 C-D 808 -2178 H-1 818 -2660 Top chord:2x4 SP#2;T1 2x8 SP 2400f-1.8E; D-E 756 -1848 I-J 35 0 T2 2x6 SP#2; E-F 790 -2149 Bot chord:2x4 SP#2; Webs:2x4 SP#3;W3 2x4 SP M-30; Maximum Bot Chord Forces Per Ply(Ibs) Plating Notes Chords Tens.Comp. Chords Tens. Comp. All plates are 3X4 except as noted. B-LI 2568 -635 Q-P 0 0 Purlins L1-S 2564 -630 P-M 101 -27 In lieu of structural panels use purlins to brace all flat T-O 149 -42 M-L 101 -27 TC @ 24"oc. S-R 1844 -345 L-K 2298 -629 R-N 1735 -332 K-I 2300 -628 Wind Wind loads based on MWFRS with additional C&C Maximum Web Forces Per Ply(Ibs) member design. Webs Tens.Comp. Webs Tens. Comp. Wind loading based on both gable and hip roof types. C-LI 200 -5 N-F 237 -217 C-S 358 -936 N-L 1929 -464 D-S 611 -191 O-P 99 0 T-R 62 -1 F-L 142 -413 N-O 96 -7 L-H 205 -520 N-E 835 -224 H-K 214 0 **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerinc Ryan Bays,P.E. responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231 responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 CRMSBM1674B B10 HIPS 1 1 Seal#: 2568 14'4" -- 6'8" -{- 17' :5X6 =5X6 D E 12 \\\5X8(R)C L 6 (a) X6 o T1 F �3X4 cn b :4X10(B10R BV__���=_IX4 TS 4M' S 1 1 =3X6 =3X3 H=4X4(A2) P M K J =3X6 1114X8(R) SEAT PLATE REQ. SEAT PLATE REQ. 38' 16'4" 2'0-5/8" 19'7-3/8" 14—I Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): 0.358 C 999 360 Loc R+ /R- /Rh /Rw /L1 /RL BCLL: 0.00 Enclosure:Closed ILL:NA Cs:NA VERT(CL): 0.670 C 666 240 A 1431 /- /- /767 /128 /245 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.251 J - - H 1512 /- /- /898 /160 /- EXP:B Kzt:NA HORZ TL: 0.471 J Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:15.00 ft ( ) NCBCLL: 10.00 Building Code: Creep Factor:2.0 A Brg Width=7.6 Min Req= 1.5 TCDL:4.2 psf H Brg Width=7.6 Min Req= 1.8 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.678 P Bearings A&H are a rigid surface. Load Duration:1.25 MWFRS Parallel Dist:h to 2h TPI Std: 2014 Max BC CSI: 0.849 Spacing:24.0" C&C Dist a:3.80 ft Rep Fac:Yes Max Web CSI: 0.875 Bearings A&H require a seat plate. Loc.from endwall:not in 9.00 ft FT/RT:10(0)/10(10) Weight:221.2 Ibs Maximum Top Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:21.01.01A.0521.20 A-B 336 -622 E-F 985 -2519 Lumber B-C 970 -2711 F-G 955 -2534 C-D 1125 -2784 G-H 908 -2560 Top chord:2x4 SP#2;T1 2x8 SP 2400f-1.8E;T4, D-E 960 -2177 H-1 35 0 T5 2x4 SP M-30; Bot chord:2x4 SP#2;B1 2x4 SP M-30; Webs:2x4 SP#3;W4 2x4 SP M-30; Maximum Bot Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. Bracing (a)Continuous lateral restraint equally spaced on B-T 2473 -709 P-M 22 19 member. T-S 1988 -546 N-L 1967 -527 S-Q 1988 -546 M-K 32 -24 Plating Notes R-O 21 -17 K-J 32 -24 All plates are 1.5X3 except as noted. Q-N 1967 -530 J-H 2186 -683 Purlins Maximum Web Forces Per Ply(Ibs) In lieu of structural panels use purlins to brace all flat Webs Tens.Comp. Webs Tens. Comp. TC @ 24"oc. C-T 367 -762 L-M 219 0 Wind T-D 903 -285 L-E 653 -140 D-L 435 -124 L-J 2255 -689 Wind loads based on MWFRS with additional C&C R-Q 33 0 L-G 232 -194 member design. O-P 30 -31 J-G 270 -541 Wind loading based on both gable and hip roof types. N-O 36 -13 **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerinc Ryan Bays,P.E. responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231 responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 CRMSBM1674B 1311 HIPS 1 1 Seal#: 2586 12'4" 10'8" 15, AN5X8(R) =3X4 =5X6 D E F 12 6 � T1 �G�3X4 �3X6 G ro Fi Z-ZZ3X4 M co 5X8(1310R)g 17 =5X8 -ao 1 A U T S O M v °-�•1 a• B2 A =3X8 =4X6 1=4X4(A2) 1 1 =3X3 a N L. K =3X6 =4X8 SEAT PLATE REQ. SEAT PLATE REQ. 38' 27-7/8" 1 13'8-1/8" 2'0-5/8" 1 19'7-3/8" 4—I Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): 0.237 E 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed ILL:NA Cs:NA VERT(CL): 0.532 S 839 240 A 1432 /- /- /760 /132 /217 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.150 K - - 1 1512 /- /- /892 /175 /- EXP:B Kzt:NA HORZ TL: 0.281 K Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:15.00 ft ( ) NCBCLL: 10.00 Building Code: Creep Factor:2.0 A Brg Width=7.6 Min Req= 1.5 TCDL:4.2 psf I Brg Width=7.6 Min Req= 1.8 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.941 P Bearings A&I are a rigid surface. Load Duration:1.25 MWFRS Parallel Dist:h to 2h TPI Std: 2014 Max BC CSI: 0.729 Spacing:24.0" C&C Dist a:3.80 ft Rep Fac:Yes Max Web CSI: 0.888 Bearings A&I require a seat plate. Loc.from endwall:not in 9.00 ft FT/RT:10(0)/10(10) Weight:294.0 Ibs Maximum Top Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:21.01.01A.0521.20 A-B 359 -623 F-G 1228 -2860 Lumber B-C 1269 -3079 G-H 1205 -2889 C-D 1131 -2556 H-1 1023 -2599 Top chord:2x4 SP#2;T1 2x8 SP 2400f-1.8E; D-E 1070 -2251 1-1 35 0 Bot chord:2x4 SP#2;131,132 2x4 SP M-30; Webs:2x4 SP#3; E-F 1172 -2514 Plating Notes Maximum Bot Chord Forces Per Ply(Ibs) All plates are 1.5X3 except as noted. Chords Tens.Comp. Chords Tens. Comp. Tray Scab(s) B-V 2916 -1045 Q-N 24 -13 V-U 2910 -1043 O-M 2507 -890 (2)2x8x10-4-3 x SP 2400f-1.8E scabs at left end. U-T 2530 -903 N-L 37 -20 Attach one scab to each outer face of chord with: T-R 2530 -903 L-K 37 -20 0.131"x3",min.nails @ 8"oc,Plus additional nail clusters at:BRG.:(4),heel:(5),1st panel point:(2). S-P 27 -4 K-I 2229 -795 R-O 2506 -899 Purlins In lieu of structural panels use purlins to brace all flat Maximum Web Forces Per Ply(Ibs) TC @ 24"oc. Webs Tens.Comp. Webs Tens. Comp. Wind V-C 82 -92 P-Q 39 -5 Wind loads based on MWFRS with additional C&C C-U 365 -805 M-N 217 0 member design. D-U 788 -281 M-F 902 -305 U-E 292 -508 M-K 2331 -823 Wind loading based on both gable and hip roof types. S-R 42 0 M-H 415 -81 E-M 226 -227 K-H 340 -695 O-P 68 0 **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerinc Ryan Bays,P.E. responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231 responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 CRMSBM1674B B12 HIPS 1 1 Seal#: 2569 AO _ 10'4" + 14'8" + 13' 6X6 III 1.5X3 D E T2 X F l 12 3X6 6 G 1.5X3 C IH 3X4 M � O u7 l „= 1B3X (A ) 4� =5X8 1 1-1 3= X4=3X6 1=3X6(A1) O M L K 1111.5X4 =3X6=6X8 III1.5X3 SEAT PLATE REQ. SEAT PLATE REQ. 38' �4-{- 18'4-5/8" -- 4 19'7-3/8" � Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): 0.201 E 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.379 E 999 240 B 1530 /- /- /851 /383 /212 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.079 K - - 1 1530 /- /- /890 /385 /- EXP:B Kzt:NA HORZ TL: 0.149 K Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:15.00 ft ( ) NCBCLL: 10.00 Building Code: Creep Factor:2.0 B Brg Width=7.6 Min Req= 1.8 TCDL:4.2 psf I Brg Width=7.6 Min Req= 1.8 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.577 P Bearings B&I are a rigid surface. Load Duration:1.25 MWFRS Parallel Dist:h/2 to h TPI Std: 2014 Max BC CSI: 0.971 Spacing:24.0" C&C Dist a:3.80 ft Rep Fac:Yes Max Web CSI: 0.776 Bearings B&I require a seat plate. Loc.from endwall:not in 9.00 ft FT/RT:10(0)/10(10) Weight:204.4 Ibs Maximum Top Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:21.01.01A.0521.20 A-B 35 0 F-G 1076 -2119 Lumber B-C 1216 -2668 G-H 1061 -2194 C-D 1165 -2395 H-1 1148 -2703 Top chord:2x4 SP#2;T2 2x4 SP M-30; D-E 1433 -2727 I-J 35 0 Bot chord:2x4 SP#2; Webs:2x4 SP#3; E-F 1430 -2718 Purlins Maximum Bot Chord Forces Per Ply(Ibs) In lieu of structural panels use purlins to brace all flat Chords Tens.Comp. Chords Tens. Comp. TC @ 24"oc. B-Q 2308 -938 M-L 35 -16 Wind Q-P 2102 -811 L-K 2338 -927 Wind loads based on MWFRS with additional C&C P-N 21 -81 K-I 2340 925 member design. O-M 3 35 5 1 6 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply(Ibs) Webs Tens.Comp. Webs Tens. Comp. C-Q 168 -272 N-L 1895 -732 D-Q 401 -10 N-F 1065 -564 D-N 842 -448 L-F 123 -83 E-N 424 -491 L-H 221 -524 N-O 89 0 H-K 208 0 **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerinc Ryan Bays,P.E. responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231 responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 CRMSBM1674B B13 HIPS 1 1 Seal#: 2570 8'3-1/4" + 18'8" =4X4 =3X6 1111.5X3 =5X6 C=5X6 D E F G 12 T T 6 T1 r (a) H-_1.5X3 M O �4X4 B � 1 A (a) ra-slf s•• 1=3X6(A1) 1 J 4-�•• P N M L K 1113X6 =3X4 =4X4 =3X6 =4X8 =3X6 =3X4 SEAT PLATE REQ. SEAT PLATE REQ. SEAT PLATE REQ. 13'3-1/16" 24'8-3/16" 1�3/4- 3T11-1/4" 1 4� Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): 0.046 K 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.087 K 999 240 Q 465 /- /- /440 /170 /185 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.013 K - - O 1814 /- /- /971 /413 /- EXP:B Kzt:NA HORZ TL: 0.024 K 1 910 /- /- /583 /228 /- Des Ld: 37.00 Mean Height:15.00 ft ( ) NCBCLL: 10.00 Building Code: Creep Factor:2.0 Wind reactions based on MWFRS TCDL:4.2 psf Q Brg Width=6.9 Min Req= 1.5 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.658 TPI Std: 2014 Max BC CSI: 0.835 O Brg Width=7.6 Min Req= 2.1 Load Duration:1.25 MWFRS Parallel Dist:h/2 to h I Brg Width=7.6 Min Req= 1.5 Spacing:24.0" C&C Dist a:3.79 ft Rep Fac:Yes Max Web CSI: 0.946 0/10 10 Weight:214.2 Ibs Bearings Q,O,&I are rigid surface. FT/RT:10 Loc.from endwall:not in 9.00 ft ( ) ( ) 9 Bearings Q,O,&I require a seat plate. GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 WAVE VIEW Ver:21.01.01A.0521.20 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 37 0 F-G 376 -499 Top chord:2x4 SP#2;T1 2x4 SP M-30; B-C 269 -238 G-H 489 -1004 Bot chord:2x4 SP#2; Webs:2x4 SP#3; 376 C-D -179 H-I 5 -1363 D-E 376 -499 I-J 35 35 0 Bracing E-F 376 -499 (a)Continuous lateral restraint equally spaced on member. Maximum Bot Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. Purlins In lieu of structural panels use purlins to brace all flat Q-P 249 -173 M-L 833 -241 TC @ 24"oc. P-O 328 -206 L-K 833 -241 O-N 398 -480 K-1 1162 -434 Wind N-M 398 -480 Wind loads based on MWFRS with additional C&C member design. Maximum Web Forces Per Ply(Ibs) Wind loading based on both gable and hip roof types. Webs Tens.Comp. Webs Tens. Comp. Left bottom chord exposed to wind. B-Q 277 -413 D-M 1256 -658 B-P 212 -247 F-M 377 -455 C-P 369 -369 M-G 173 -443 C-O 556 -702 G-K 422 -27 O-D 766 -1206 K-H 221 -376 **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerinc Ryan Bays,P.E. responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231 responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 CRMSBM1674B B14 HIPS 1 1 Seal#: 2571 AO _ 6'3-1/4" 22'8" 91� e6X6 =4X6 =5X6 �6X6 12 C D E F G T 6 � T i0 T1 (a) (a) (a) I M W o �3X T414B H�3X6 `n 81" — R QP13X6J(A1)°_-4X123X6 1113X6 -X8 1114X4 T S 1115X6 4X4 B4 SEAT PLATE REQ. SEAT PLATE RED. SEAT PLATE RED. 13'3-1/16" 24'8-3/16" 3/ 166-7/8" 14'5-3/8" 7'11" 4—� j= 3T 11-1/4" - Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): 0.280 L 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.531 L 554 240 X 374 /-188 /- /388 /212 /158 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.124 K - - V 2155 /- /- /1097 /483 /- EXP:B Kzt:NA HORZ TL: 0.233 K 1 781 /- /- /497 /202 /- Des Ld: 37.00 Mean Height:15.00 ft ( ) NCBCLL: 10.00 Building Code: Creep Factor:2.0 Wind reactions based on MWFRS TCDL:4.2 psf X Brg Width=6.9 Min Req= 1.5 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.647 TPI Std 2014 Max BC CSI 0622 V Brg Width=7.6 Min Req= 2.5 : : . Load Duration:1.25 MWFRS Parallel Dist:h/2 to h I Brg Width=7.6 Min Req= 1.5 Spacing:24.0" C&C Dist a:3.79 ft Rep Fac:Yes Max Web CSI: 0.822 0/10 10 Weight:238.0 Ibs Bearings X,V,&I are rigid surface. FT/RT:10 Loc.from endwall:not in 9.00 ft ( ) ( ) 9 Bearings X,V,&I require a seat plate. GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 WAVE VIEW Ver:21.01.01A.0521.20 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 37 0 F-G 427 -539 Top chord:2x6 SP#2;T1 2x4 SP#2; B-C 525 -277 G-H 582 -1198 T4 2x4 SP M-30; Bot chord:2x4 SP#2;B3,B4 2x4 SP M-30; C-D 1656 -692 H-I 173 311 Webs:2x4 SP#3; D-E 426 -538 1-J 35 0 E-F 426 -538 Bracing (a)Continuous lateral restraint equally spaced on Maximum Bot Chord Forces Per Ply(Ibs) member. Chords Tens.Comp. Chords Tens. Comp. Plating Notes X-W 177 -142 P-N 1022 -391 All plates are 1.5X3 except as noted. W-V 65 -150 O-M 247 -101 U-T 882 -1558 N-L 796 -290 Purlins V-S 21 -65 M-K 247 -101 In lieu of structural panels use purlins to brace all flat T-R 888 -1623 L-H 796 -290 TC @ 24"oc. R-Q 1012 -391 K-1 207 -78 Q-P 1022 -391 Wind Wind loads based on MWFRS with additional C&C Maximum Web Forces Per Ply(Ibs) member design. Webs Tens.Comp. Webs Tens. Comp. Wind loading based on both gable and hip roof types. B-X 303 -337 T-S 61 -63 Left bottom chord exposed to wind. B-W 202 -465 F-R 409 -478 W-C 271 -279 R-G 308 -753 Additional Notes W-U 351 -306 G-Q 357 0 Negative reaction(s)of-188#MAX.from a non-wind C-U 951 -1578 O-N 40 0 load case requires uplift connection.See Maximum U-V 1212 -1989 L-M 166 -44 Reactions. U-D 877 -1377 H-K 289 -494 D-R 2158 -1094 **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerinc Ryan Bays,P.E. responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231 responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 CRMSBM1674B B15 HIPS 1 1 Seal#: 2594 AO _ 280# 187# 187# 187# 187# 187# 190# 190# 190# 190# 190# 190# 19�t 303# + + + b + + + 6 + 7'0-3/8" 4'3-1/4" 26'8" 7' 12 =-4X6 6X8 =3X6 =4X6 6 F C= X D T2E F G 1.X4 H aX I T T �o (a) W8 (a) M B (a) o aT A 7 "'4x10 11 <1 16X8 1111.5X3 U T S B3 RQ K=4X6(A2) �- =Ix 8X14=H0308 1114X4 P O 1.5X3 L a 1 AB 1113X6 =3X8 115X6 III1 5X3 1114X6(R) SEAT PLATE REQ. SEAT PLATE REQ. SEAT PLATE REQ. 13'3-1/16" 24'8-3/16" -3/ - 166-7/8" -}- 14'5-3/8" -}- 7'11"ter 4-{ TI�Z 0� 37'11-1/4" 4'3-5/8" i 3/8" 2,�2,�J.�2,�2,�J.�2, ii3-1/If3-1 2, 2,-f 2, 2,f 2, i2'0-!/'- 213# 111 111# 111# 111# 111# 98#98# 98# 988# 98# 98# 98# 98# 392# Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LQ: 0.244 R 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.455 R 647 240 AB 636 /- /- /- /316 /- BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.059 M - - Y 4643 /- /- /- /1666 /- EXP:B Kzt:NA HORZ TL: 0.110 M K 1817 /- /- /- /521 /- Des Ld: 37.00 Mean Height:15.00 ft ( ) NCBCLL: 10.00 Building Code: Creep Factor:2.0 Wind reactions based on MWFRS TCDL:4.2 psf AB Brg Width=6.9 Min Req= 1.5 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.781 TPI Std: 2014 Max BC CSI: 0.857 Y Brg Width=7.6 Min Req= 2.1 Load Duration:1.25 MWFRS Parallel Dist:0 to h/2 Re Fac:Varies b Ld Case Max Web CSI: 0.780 K Brg Width,7.6 Min Req= 2.1 Spacing:24.0" C&C Dist a:3.79 ft p y Bearings AB,Y,&K are a rigid surface. Loc.from endwall:not in 4.50 ft FT/RT:10(0)/10(10) Weight:231.0 Ibs Bearings AB,Y,&K require a seat plate. GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 WAVE,HS VIEW Ver:21.01.01A.0521.20 Chords Tens.Comp. Chords Tens. Comp. Lumber Purlins A-B 37 -15 G-H 585 -2171 Top chord:2x4 SP M-30;T2 2x4 SP 2400f-2.OE+ In lieu of structural panels use purlins to brace all flat B-C 363 -620 H-I 1248 -4343 SP M-31; TC @ 24"oc. Bot chord:2x4 SP M-30;B3 2x4 SP 2400f-2.OE+ C-D 479 0 I-J 1288 -4420 SP M-31; Wind D-E 2850 -929 J-K 863 -3061 Webs:2x4 SP#3;W7,W12 2x4 SP#2; Wind loads and reactions based on MWFRS. E-F 585 -2171 K-L 35 -14 W8 2x4 SP M-30; F-G 585 -2171 Wind loading based on both gable and hip roof types. Bracing Maximum Bot Chord Forces Per Ply(Ibs) (a)Continuous lateral restraint equally spaced on Chords Tens.Comp. Chords Tens. Comp. member. AB-AA 5 0 S-Q 3965 -1143 Special Loads AA-Z 507 -306 R-N 1322 -362 ------(Lumber Dur.Fac.=1.25/Plate Dur.Fac.=1.25) Z-Y 93 -308 Q-P 4054 -1159 TC:From 62 plf at -1.40 to 62 plf at 4.27 Y-V 14 -87 P-O 3996 -1151 TC:From 31 plf at 4.27 to 31 plf at 30.94 X-W 882 -2666 O-J 2383 -729 TC:From 62 plf at 30.94 to 62 plf at 39.27 W-U 894 -2753 N-M 2704 -762 BC:From 14 plf at 0.00 to 14 plf at 4.30 U-T 4319 -1256 M-K 2681 -754 BC:From 7 plf at 4.30 to 7 plf at 30.91 T-S 4319 -1256 BC:From 14 plf at 30.91 to 14 plf at 37.94 TC: 280 lb Conc.Load at 4.30 TC: 187 lb Conc.Load at 6.33,8.33,10.33,12.33 Maximum Web Forces Per Ply(Ibs) 14.33 Webs Tens.Comp. Webs Tens. Comp. TC: 190 lb Conc.Load at 16.33,17.60,18.87,20.87 22.87,24.87,26.87,28.87 B-AB 334 -621 U-H 734 -2367 TC: 303 lb Conc.Load at 30.91 B-AA 529 -322 G-U 402 -812 BC: 213 lb Conc.Load at 4.30 C-AA 256 -25 H-S 257 0 BC: 111 lb Conc.Load at 6.33,8.33,10.33,12.33 C-Z 294 -996 S-I 550 -113 14.33 Z-D 858 -282 R-Q 753 -155 BC: 98 lb Conc.Load at 16.33,17.60,18.87,20.87 Z-X 61 -218 R-O 399 -1489 22.87,24.87,26.87,28.87 D-X 1134 -2813 P-I 1009 -152 BC: 392 lb Conc.Load at 30.91 X-Y 1562 -4199 O-N 746 -158 Plating Notes X-E 1025 -2934 N-J 380 -1251 E-U 5376 -1621 J-M 100 -284 All plates are 3X4 except as noted. W-V 45 -101 **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerinc Ryan Bays,P.E. responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231 responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses-Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 CRMSBM1674B C01 GABL 1 1 Seal#: 2572 AO _ 10, + 10, G=4X4 F H 12 E I 6 p p 7 v =2X4(A1)B L=2X4(A1) 4 7RE A M V U T S R=5X6 Q P O N SEAT PLATE REQ. SEAT PLATE REQ. 20' 1'4" 1'4" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs),or*=PLF TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LQ: 0.001 F 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.003 F 999 240 B 393 /- /- /206 /120 /329 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.004 J - - L* 163 /- /- /62 /48 /- EXP:B Kzt:NA ft HORZ(TL): 0.004 J Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:15.00 NCBCLL: 10.00 Building Code: Creep Factor:2.0 B Brg Width=7.6 Min Req= 1.5 TCDL:4.2 psf L Brg Width=232 Min Req= - Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.256 P Bearings B&B are a rigid surface. Load Duration:1.25 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.054 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.146 Bearings B&B require a seat plate. Loc.from endwall:Any FT/RT:10(0)/10(10) Weight:102.2 Ibs Maximum Top Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:21.01.01A.0521.20 A-B 75 0 G-H 397 -90 Lumber B-C 182 -222 H-1 265 -72 C-D 184 -191 1-1 149 -80 Top chord:2x4 SP#2; D-E 173 -162 J-K 49 -82 Bot chord:2x4 SP#2;Webs:2x4 SP#3; E-F 283 -133 K-L 45 117 F-G 414 -106 L-M 75 0 Plating Notes All plates are 1.5X3 except as noted. Maximum Bot Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. Loading B-V 244 -117 R-Q 272 -115 Truss designed to support 2-0-0 top chord outlookers V-U 254 -116 Q-P 266 -112 and cladding load not to exceed 8.00 PSF one face L -T 262 -115 P-O 261 -110 and 24.0"span opposite face.Top chord must not be cut or notched,unless specified otherwise. T-S 267 -115 O-N 253 -106 S-R 272 -115 N-L 241 -103 Wind Wind loads based on MWFRS with additional C&C Maximum Web Forces Per Ply(Ibs) member design. Webs Tens.Comp. Wind loading based on both gable and hip roof types. G-R 29 -291 Additional Notes See Al Std Detail for gable wind bracing and other Maximum Gable Forces Per Ply(Ibs) requirements. Gables Tens.Comp. Gables Tens. Comp. C-V 181 -209 Q-H 368 -377 D-U 246 -308 P-1 235 -302 E-T 235 -302 O-J 246 -308 F-S 368 -377 N-K 181 -209 **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerinc Ryan Bays,P.E. responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231 responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 CRMSBM1674B CO2 COMN 1 1 Seal#: 2573 t= 10, '{ 10, D=4X4 12 6 1.5X3 C E_1.5X3 M v in rn 3X4(A1)B F=3X4(A1) 4-3/16" A G. H =5X6 SEAT PLATE REQ. SEAT PLATE REQ. 20' �-1'4" 1'4"-{ Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): 0.041 H 999 360 Loc R+ /R- /Rh /Rw /L1 /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.077 H 999 240 B 878 /_ /_ /512 /219 /173 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.018 H - - F 878 /- /- /512 /219 /- EXP:B Kzt:NA HORZ TL: 0.034 H Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:15.00 ft ( ) NCBCLL: 10.00 Building Code: Creep Factor:2.0 B Brg Width=7.6 Min Req= 1.5 TCDL:4.2 psf F Brg Width=7.6 Min Req= 1.5 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.358 P Bearings B&F are a rigid surface. Load Duration:1.25 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.907 Spacing:25.0" C&C Dist a:3.00 ft Rep Fac:No Max Web CSI: 0.209 Bearings B&F require a seat plate. Loc.from endwall:Any FT/RT:10(0)/10(10) Weight:91.0 Ibs Maximum Top Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:21.01.01A.0521.20 A-B 37 0 D-E 582 -965 Lumber B-C 737 -1306 E-F 737 -1306 C-D 582 -965 F-G 37 0 Top chord:2x4 SP#2; Bot chord:2x4 SP#2; Webs:2x4 SP#3; Maximum Bot Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. Purlins B-H 1112 -555 H-F 1112 -533 In lieu of structural panels or rigid ceiling use purlins to brace TC @ 24"oc,BC @ 120"oc. Maximum Web Forces Per Ply(Ibs) Wind Webs Tens.Comp. Webs Tens. Comp. Wind loads based on MWFRS with additional C&C C-H 349 -358 H-E 350 -358 member design. D-H 539 -224 Wind loading based on both gable and hip roof types. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerinc Ryan Bays,P.E. responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231 responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 CRMSBM1674B HJ6 HIP_ 1 1 Seal#: 2587 AO _ 66# 12# 173# i ? 2'9-5/8" C 2 t 4.24L 1111.SX3 E. B T - A m /4" 1 E D 1111.5X4 SEAT PLATE REQ. 5'11-3/4" 4-3/ /i 6"� 1'10--,-1 43# 15�#~ 116# Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LQ: -0.000 B 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.001 B 999 240 E 320 /- /- /- /189 /- BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): -0.000 B - - D 102 /- /- /- /39 /- EXP:B Kzt:NA HORZ TL: 0.000 B C 93 /- /- /- /58 /- Des Ld: 37.00 Mean Height:15.00 ft ( ) NCBCLL: 10.00 Building Code: Creep Factor:2.0 Wind reactions based on MWFRS TCDL:4.2 psf E Brg Width=9.0 Min Req= 1.5 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.723 TPI Std: 2014 Max BC CSI: 0.557 D Brg Width=1.5 Min Req= - Load Duration:1.25 MWFRS Parallel Dist:0 to h/2 Re Fac:Varies b Ld Case Max Web CSI: 0.045 C Brg Width i 1.id Min Req= - Spacing:24.0" C&C Dist a:3.00 ft p y Bearing E is a rigid surface. Loc.from endwall:not in 4.50 ft FT/RT:10(0)/10(10) Weight:25.2 Ibs Bearing E requires a seat plate. GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 WAVE VIEW Ver:21.01.01A.0521.20 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 20 -8 B-C 42 -49 Top chord:2x4 SP#2; Bot chord:2x4 SP#2; Webs:2x4 SP#3; Maximum Bot Chord Forces Per Ply(Ibs) Chords Tens.Comp. Special Loads E-D 0 0 ------(Lumber Dur.Fac.=1.25/Plate Dur.Fac.=1.25) TC:From 0 plf at -1.97 to 61 plf at 0.00 TC:From 2 plf at 0.00 to 2 plf at 5.98 Maximum Web Forces Per Ply(Ibs) BC:From 2 plf at 0.00 to 2 plf at 5.98 Webs Tens.Comp. TC: 66 lb Conc.Load at 0.35 TC: -12 lb Conc.Load at 1.29 B-E 152 -207 TC: 173 lb Conc.Load at 3.17 BC: 43 lb Conc.Load at 0.35 BC: 15 lb Conc.Load at 1.29 BC: 116 lb Conc.Load at 3.17 Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerinc Ryan Bays,P.E. responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231 responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses-Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 CRMSBM1674B HJ7 HIP_ 1 1 Seal#: 2588 AO _ -20# 256# ? 132+ 2'9-5/8" DT 12 4.24 p ro i2 �3X4 C � m iM V 1 � ��2X�4(Al)B 4J%6" A GG FFEE III 1.SX3 =3X3 SEAT PLATE REQ. �-1'10-5/8" 9'10-1/16" �-�2'9-15/16" 2'9-15/16" 86# 12# 155# Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LQ: 0.027 G 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.050 G 999 240 B 321 /- /- /- /182 /- BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.007 F - - E 281 /- /0 /- /64 /0 EXP:B Kzt:NA HORZ TL: 0.013 F D 116 /- /- /- /55 /- Des Ld: 37.00 Mean Height:15.00 ft ( ) .00 TCDL:4.2 psf Building Code: Creep Factor:2.0 Wind reactions based on MWFRS NCBCLL: 10 Soffit: 0..0 p FBC 7th Ed.2020 Res. Max TC CSI: 0.486 B Brg Width=10.0 Min Req= 1.5 BCDL:4.2 psf E Brg Width=1.5 Min Req= - Load Duration:1.25 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.783 Re Fac:Varies b Ld Case Max Web CSI: 0.568 D Brg Width i 1.id Min Req= - Spacing:24.0" C&C Dist a:3.00 ft p y Bearing B is a rigid surface. Loc.from endwall:not in 4.50 ft FT/RT:10(0)/10(10) Weight:44.8 Ibs Bearing B requires a seat plate. GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 WAVE VIEW Ver:21.01.01A.0521.20 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 19 -8 C-D 53 -94 Top chord:2x4 SP M-30; B-C 303 -840 Bot chord:2x4 SP#2; Webs:2x4 SP#3; Maximum Bot Chord Forces Per Ply(Ibs) Special Loads Chords Tens.Comp. Chords Tens. Comp. ------(Lumber Dur.Fac.=1.25/Plate Dur.Fac.=1.25) B-G 798 -275 F-E 0 0 TC:From 0 plf at -1.89 to 61 plf at 0.00 TC:From 2 plf at 0.00 to 2 plf at 9.84 G-F 786 -277 BC:From 2 plf at 0.00 to 2 plf at 9.84 TC: -20 lb Conc.Load at 1.38 Maximum Web Forces Per Ply(Ibs) TC: 132 lb Conc.Load at 4.21 Webs Tens.Comp. Webs Tens. Comp. TC: 256 lb Conc.Load at 7.03 BC: 12 lb Conc.Load at 1.38 G-C 196 0 C-F 287 -814 BC: 86 lb Conc.Load at 4.21 BC: 155 lb Conc.Load at 7.03 Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerinc Ryan Bays,P.E. responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231 responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses-Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 CRMSBM1674B J1 JACK 2 1 Seal#: 2574 12 6 C 2X4(A1) B 0 4-3/16" � LO A p SEAT PLATE REQ. Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): NA B 197 /- /- /171 /69 /36 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): -0.000 D D 6 /-11 /- /14 /12 /- EXP:B Kzt:NA HORZ TL: 0.000 D C - /-33 /- /31 /40 /- Des Ld: 37.00 Mean Height:15.00 ft ( ) NCBCLL: 10.00 Building Code: Creep Factor:2.0 Wind reactions based on MWFRS TCDL:4.2 psf B Brg Width=7.6 Min Req= 1.5 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.205 TPI Std: 2014 Max BC CSI: 0.027 D Brg Width=1.5 Min Req= - Load Duration:1.25 MWFRS Parallel Dist:0 to h/2 C Brg Width=1.5 Min Req= - Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.000 Bearing B is a rigid surface. Loc.from endwall:Any FT/RT:10(0)/10(10) Weight:5.6 Ibs Bearing B requires a seat plate. GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 WAVE VIEW Ver:21.01.01A.0521.20 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 35 0 B-C 46 -29 Top chord:2x4 SP#2; Bot chord:2x4 SP#2; Maximum Bot Chord Forces Per Ply(Ibs) Wind Chords Tens.Comp. Wind loads based on MWFRS with additional C&C B-D 0 0 member design. Wind loading based on both gable and hip roof types. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerinc Ryan Bays,P.E. responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231 responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 CRMSBM1674B J1P JACK 1 1 Seal#: 2575 AO _ 12 6 C III 1.5X3B T io A iv rn HB 7-7/16" 00 1113X6E D SEAT PLATE REQ. 1-4-3/4"-1 /� 1f 0 15/16d Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): 0.000 B 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.000 B 999 240 E 178 /- /- /180 /90 /- BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.000 B - - D 15 /- /- /21 /11 /- EXP:B Kzt:NA Des TL: 0.000 B C - /-32 /- /49 /62 /36 Des Ld: 37.00 Mean Height:15.00 ft ( ) NCBCLL: 10.00 Building Code: Creep Factor:2.0 Wind reactions based on MWFRS TCDL:4.2 psf E Brg Width=6.9 Min Req= 1.5 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.161 TPI Std: 2014 Max BC CSI: 0.007 D Brg Width=1.5 Min Req= - Load Duration:1.25 MWFRS Parallel Dist:0 to h/2 C Brg Width=1.5 Min Req= - Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.098 Bearing E is a rigid surface. Loc.from endwall:not in 4.50 ft FT/RT:10(0)/10(10) Weight:8.4 Ibs Bearing E requires a seat plate. GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 WAVE VIEW Ver:21.01.01A.0521.20 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 37 0 B-C 157 -60 Top chord:2x4 SP#2; Bot chord:2x4 SP#2; Webs:2x4 SP#3; Maximum Bot Chord Forces Per Ply(Ibs) Chords Tens.Comp. Wind E-D 0 0 Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply(Ibs) Webs Tens.Comp. Left bottom chord exposed to wind. B-E 329 -172 **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerinc Ryan Bays,P.E. responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231 responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 CRMSBM1674B J3 JACK 3 1 Seal#: 2576 AO _ C 12 6 [7- T 0 2X4(A1) B N 4_3„ A D SEAT PLATE REQ. 1'4" B I 2'11-11/16" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): NA B 220 /- /- /165 /49 /72 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.001 D D 43 /- /- /20 EXP:B Kzt:NA HORZ TL: 0.001 D C 66 /- /- /38 /38 /- Des Ld: 37.00 Mean Height:15.00 ft ( ) NCBCLL: 10.00 Building Code: Creep Factor:2.0 Wind reactions based on MWFRS TCDL:4.2 psf B Brg Width=7.6 Min Req= 1.5 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.210 TPI Std: 2014 Max BC CSI: 0.058 D Brg Width=1.5 Min Req= - Load Duration:1.25 MWFRS Parallel Dist:0 to h/2 C Brg Width=1.5 Min Req= - Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.000 Bearing B is a rigid surface. Loc.from endwall:Any FT/RT:10(0)/10(10) Weight:11.2 Ibs Bearing B requires a seat plate. GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 WAVE VIEW Ver:21.01.01A.0521.20 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 35 0 B-C 30 -78 Top chord:2x4 SP#2; Bot chord:2x4 SP#2; Maximum Bot Chord Forces Per Ply(Ibs) Wind Chords Tens.Comp. Wind loads based on MWFRS with additional C&C B-D 0 0 member design. Wind loading based on both gable and hip roof types. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerinc Ryan Bays,P.E. responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231 responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 CRMSBM1674B J3GE JACK 1 1 Seal#: 2577 AO _ III 1.5X3C 12 6T I SO 2X4(A1) B T SO CV 4-3/16" A D III 1.5X4 SEAT PLATE REQ. 2'7-11/16" 1'4rr Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs),or*=PLF TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): NA Loc R+ /R- /Rh /Rw /L1 /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): NA D* 106 /- /- /77 /13 /18 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.000 D Wind reactions based on MWFRS Des Ld: 37.00 EXP:B Kzt:NA HORZ(TL): 0.001 D D Brg Width=31.7 Min Req= - Mean Height:15.00 ft Building p Code: Creep Factor:2.0 Bearing B is a rigid surface. NCBCLL: 10.00 TCDL:4.2 psf Bearing B requires a seat plate. Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.137 Load Duration:1.25 MWFRS Parallel Dist:h to 2h TPI Std: 2014 Max BC CSI: 0.041 Maximum Top Chord Forces Per Ply(Ibs) Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.048 Chords Tens.Comp. Chords Tens. Comp. Loc.from endwall:not in 9.00 ft FT/RT:10(0)/10(10) Weight:14.0 Ibs A-B 35 0 B-C 23 -56 GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:21.01.01A.0521.20 Maximum Bot Chord Forces Per Ply(Ibs) Lumber Chords Tens.Comp. Top chord:2x4 SP#2; B-D 178 -39 Bot chord:2x4 SP#2; Webs:2x4 SP#3; Maximum Web Forces Per Ply(Ibs) Wind Webs Tens.Comp. Wind loads based on MWFRS with additional C&C C-D 113 -54 member design. Wind loading based on both gable and hip roof types. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerinc Ryan Bays,P.E. responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231 responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 CRMSBM1674B J3P JACK 1 1 Seal#: 2578 C 12 6 III1.5X3B T o A N rn HB 1'11-7/16" co 1 1113X6 E D SEAT PLATE REQ. 3p1/2 1-11-7/16" 1'4-3/4" 2'2-15/16" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): 0.000 B 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.000 B 999 240 E 193 /- /- /192 /84 /- BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): -0.000 B - - D 38 /- /- /53 /28 /- EXP:B Kzt:NA HORZ TL: 0.000 B C 45 /- /- /35 /21 /60 Des Ld: 37.00 Mean Height:15.00 ft ( ) NCBCLL: 10.00 Building Code: Creep Factor:2.0 Wind reactions based on MWFRS TCDL:4.2 psf E Brg Width=6.9 Min Req= 1.5 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.159 TPI Std: 2014 Max BC CSI: 0.048 D Brg Width=1.5 Min Req= - Load Duration:1.25 MWFRS Parallel Dist:0 to h/2 C Brg Width=1.5 Min Req= - Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.088 0/10 10 Weight:14.0 Ibs Bearing E a rigid surface. FT/RT:10 Loc.from endwall:not in 4.50 ft ( ) ( ) 9 Bearing E requires a seat plate. GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 WAVE VIEW Ver:21.01.01A.0521.20 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 37 0 B-C 151 -56 Top chord:2x4 SP#2; Bot chord:2x4 SP#2; Webs:2x4 SP#3; Maximum Bot Chord Forces Per Ply(Ibs) Chords Tens.Comp. Wind E-D 0 0 Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply(Ibs) Webs Tens.Comp. Left bottom chord exposed to wind. B-E 295 -178 **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerinc Ryan Bays,P.E. responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231 responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 CRMSBM1674B J5 JACK 2 1 Seal#: 2579 AO _ C 12 6 _o (V M 2X4(A1)B 4-6„ A p SEAT PLATE REQ. 1'4" 'I` 4'11-11/16" -i Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): NA B 288 /- /- /203 /54 /109 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.005 D D 77 /- /- /37 EXP:B Kzt:NA HORZ TL: 0.008 D C 128 /- /- /80 /71 /- Des Ld: 37.00 Mean Height:15.00 ft ( ) NCBCLL: 10.00 Building Code: Creep Factor:2.0 Wind reactions based on MWFRS TCDL:4.2 psf B Brg Width=7.6 Min Req= 1.5 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.441 TPI Std: 2014 Max BC CSI: 0.205 D Brg Width=1.5 Min Req= - Load Duration:1.25 MWFRS Parallel Dist:0 to h/2 C Brg Width=1.5 Min Req= - Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.000 Bearing B is a rigid surface. Loc.from endwall:Any FT/RT:10(0)/10(10) Weight:18.2 Ibs Bearing B requires a seat plate. GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 WAVE VIEW Ver:21.01.01A.0521.20 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 35 0 B-C 57 -125 Top chord:2x4 SP#2; Bot chord:2x4 SP#2; Maximum Bot Chord Forces Per Ply(Ibs) Wind Chords Tens.Comp. Wind loads based on MWFRS with additional C&C B-D 0 0 member design. Wind loading based on both gable and hip roof types. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerinc Ryan Bays,P.E. responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231 responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 CRMSBM1674B J5P JACK 1 1 Seal#: 2580 AO _ C 12 6 _o (V M 2X4(A1)B 4-6„ A p SEAT PLATE REQ. 1'4" 'I` 4'11-11/16" -i Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): NA B 288 /_ /_ /257 /79 /109 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.005 D D 77 /- /- /102 /47 /- EXP:B Kzt:NA HORZ TL: 0.008 D C 128 /- /- /85 /69 /- Des Ld: 37.00 Mean Height:15.00 ft ( ) NCBCLL: 10.00 Building Code: Creep Factor:2.0 Wind reactions based on MWFRS TCDL:4.2 psf B Brg Width=7.6 Min Req= 1.5 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.444 TPI Std: 2014 Max BC CSI: 0.240 D Brg Width=1.5 Min Req= - Load Duration:1.25 MWFRS Parallel Dist:0 to h/2 C Brg Width=1.5 Min Req= - Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.000 Bearing B is a rigid surface. Loc.from endwall:Any FT/RT:10(0)/10(10) Weight:18.2 Ibs Bearing B requires a seat plate. GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 WAVE VIEW Ver:21.01.01A.0521.20 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 35 0 B-C 57 -138 Top chord:2x4 SP#2; Bot chord:2x4 SP#2; Maximum Bot Chord Forces Per Ply(Ibs) Wind Chords Tens.Comp. Wind loads based on MWFRS with additional C&C B-D 0 0 member design. Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerinc Ryan Bays,P.E. responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231 responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 CRMSBM1674B J7 EJAC 2 1 Seal#: 2581 AO _ C 12 6 F�e;- io M O � (M 7 V 2X4(A1)B J� A D SEAT PLATE REQ. 1r4r + T _I Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): NA B 361 /- /- /246 /62 /145 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.015 D D 111 /- /- /56 EXP:B Kzt:NA HORZ TL: 0.027 D C 187 /- /- /118 /103 /- Des Ld: 37.00 Mean Height:15.00 ft ( ) NCBCLL: 10.00 Building Code: Creep Factor:2.0 Wind reactions based on MWFRS TCDL:4.2 psf B Brg Width=7.6 Min Req= 1.5 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.711 TPI Std: 2014 Max BC CSI: 0.452 D Brg Width=1.5 Min Req= - Load Duration:1.25 MWFRS Parallel Dist:0 to h/2 C Brg Width=1.5 Min Req= - Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.000 Bearing B is a rigid surface. Loc.from endwall:not in 4.50 ft FT/RT:10(0)/10(10) Weight:23.8 Ibs Bearing B requires a seat plate. GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 WAVE VIEW Ver:21.01.01A.0521.20 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 35 0 B-C 84 -131 Top chord:2x4 SP#2; Bot chord:2x4 SP#2; Maximum Bot Chord Forces Per Ply(Ibs) Wind Chords Tens.Comp. Wind loads based on MWFRS with additional C&C B-D 0 0 member design. Wind loading based on both gable and hip roof types. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerinc Ryan Bays,P.E. responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231 responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 CRMSBM1674B J7C EJAC 8 1 Seal#: 2582 D T 12 6 F h 0 M (V W O � 1113X4(++)C v 2X4(A1)B HB 4-5-7/8" E a-�• 1 A �GG III 1.5X4 SEAT PLATE REQ. 1'4" 2'6-1/8" 1 Tr 4'4-3/8" 7' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): 0.171 F 482 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.316 F 260 240 B 361 /- /- /246 /62 /145 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.081 G - - E 98 /- /- /52 EXP:B Kzt:NA HORZ TL: 0.151 G D 190 /- /- /122 /98 /- Des Ld: 37.00 Mean Height:15.00 ft ( ) NCBCLL: 10.00 Building Code: Creep Factor:2.0 Wind reactions based on MWFRS TCDL:4.2 psf B Brg Width=7.6 Min Req= 1.5 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.786 TPI Std: 2014 Max BC CSI: 0.348 E Brg Width=1.5 Min Req= - Load Duration:1.25 MWFRS Parallel Dist:h/2 to h D Brg Width=1.5 Min Req= - Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.279 0/10 10 Weight:28.0 Ibs Bearing B a rigid surface. FT/RT:10 Loc.from endwall:not in 9.00 ft ( ) ( ) 9 Bearing B requires a seat plate. GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 WAVE VIEW Ver:21.01.01A.0521.20 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 35 0 C-D 85 -121 Top chord:2x4 SP#2; B-C 0 -197 Bot chord:2x4 SP#2; Webs:2x4 SP#3; Maximum Bot Chord Forces Per Ply(Ibs) Plating Notes Chords Tens.Comp. Chords Tens. Comp. (++)-This plate works for both joints covered. B-H 84 -84 G-E 0 0 Wind C-G 79 -36 H-F 0 0 Wind loads based on MWFRS with additional C&C member design. Maximum Web Forces Per Ply(Ibs) Wind loading based on both gable and hip roof types. Webs Tens.Comp. G-H 72 -27 **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerinc Ryan Bays,P.E. responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231 responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job: Truss Truss Type Qty Ply 08/11/2021 CRMSBM1674B J7P EJAC 5 1 Seal#: 2583 AO _ C 12 6 F�e;- io M O � (M 7 V 2X4(A1)B J� A D SEAT PLATE REQ. 1r4m + 7' _I Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): NA B 361 /- /- /324 /94 /145 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.015 D D 111 /- /- /148 /69 /- EXP:B Kzt:NA HORZ TL: 0.027 D C 187 /- /- /126 /100 /- Des Ld: 37.00 Mean Height:15.00 ft ( ) NCBCLL: 10.00 Building Code: Creep Factor:2.0 Wind reactions based on MWFRS TCDL:4.2 psf B Brg Width=7.6 Min Req= 1.5 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.711 TPI Std: 2014 Max BC CSI: 0.457 D Brg Width=1.5 Min Req= - Load Duration:1.25 MWFRS Parallel Dist:0 to h/2 C Brg Width=1.5 Min Req= - Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.000 Bearing B is a rigid surface. Loc.from endwall:not in 4.50 ft FT/RT:10(0)/10(10) Weight:23.8 Ibs Bearing B requires a seat plate. GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 WAVE VIEW Ver:21.01.01A.0521.20 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 35 0 B-C 84 -150 Top chord:2x4 SP#2; Bot chord:2x4 SP#2; Maximum Bot Chord Forces Per Ply(Ibs) Wind Chords Tens.Comp. Wind loads based on MWFRS with additional C&C B-D 0 0 member design. Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerinc Ryan Bays,P.E. responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231 responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. 10/28/2020 HIP/ KING JACK (TYPICAL) STDL 01 .0 CORNERSET GENERAL SPECIFICATIONS: MAX LOAD: 55 PSF ROOF LOAD, 175 MPH, ASCE 7-10, EXP. B &C, UP TO 60' MEAN ROOF HEIGHT & EXPOSURE D UP TO 30' MEAN ROOF HEIGHT. A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. FORT PIERCE,FL. 34946 (772)409-1010 ATTACH END JACKS USING (4) 0.131"O TOE NAILS AT TOP CHORD & (3) 0.131"O TOE NAILS AT BOTTOM CHORD. ATTACH KING JACK USING X (3) 0.131"0 TOE NAILS AT Q TOP CHORD & BOTTOM CHORD. p ATTACH CORNER JACKS USING (2) 0.131"0 TOE NAILS AT TOP & BOTTOM CHORDS (TYP). Ryan Bays,P.E. #91231 4451 St.Lucie Blvd,Suite 201 Fort Pierce,FL 34946 5/28/2020 HIP/ KING JACK (HVHZ) STDL 02.2 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. A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. FORT PIERCE,FL. 34946 (772)409-1010 ATTACH KING & END JACK WITH (1) THJA26 HANGER OR EQUIVALENT AT BOTTOM CHORD X Q ATTACH KING & END JACKS WITH (1) LSTA12 TWIST STRAP AT TOP CHORD WITH (10) 1Od NAILS PER STRAP (MIN.) & (3) 0.131"0 TOE NAILS. ATTACH CORNER JACKS & STD. JACKS WITH (1) LSTA12 TWIST STRAP AT TOP CHORD & BOTTOM CHORD WITH (10) 1 Od NAILS PER STRAP MINIMUM (TYP). NOTE: IN ADDITION TO STRAPPING TOE- NAIL BOTH CHORDS OF CORNER JACKS TO CARRYING MEMBER PER THE FOLLOWING SCHEDULE: xi • 2X4: (2) 0.131"0 TOE NAILS • 2X6: (3) 0.131"0 TOE NAILS LSTA12 TWIST STRAP WITH 1 OD NAILS, MIN. (10). SEE MFR'S \ RECOMMENDED CONNECTION. HIP, OR KING JACK (TYP.) 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. Ryan Bays,P.E. #91231 4451 St.Lucie Blvd,Suite 201 Fort Pierce,FL 34946 FEBRUARY 17, 2017 ALTERNATE GABLE END BRACING DETAIL STDTL03 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD HORIZONTAL BRACE 2X6 DIAGONAL BRACE SPACED 48' (SEE SECTION A-A) O.C. ATTACHED TO VERTICAL WITH USSSES @ (4) - 16d NAILS, AND ATTACHED TO TR US O.C. BLOCKING WITH (5) - 10d COMMONS. NAIL DIAGONAL BRACE TO PURLIN WITH TWO 16d NAILS. A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. _ 2X4 PURLIN FASTENED TO FOUR FORT PIERCE,FL 34946 772409-1010 TRUSSES WITH (2) - 16d NAILS 1' - 3' MAX. EACH. FASTEN PURLIN TO BLOCKING W/ (2) - 16d NAILS (MIN.). PROVIDE 2X4 BLOCKING BETWEEN DIAG. BRACE THE TRUSSES SUPPORTING THE AT 1/3 POINTS BRACE AND THE TWO TRUSSES ON IF NEEDED \ EITHER SIDE AS NOTED. TOENAIL \ BLOCKING TO TRUSSES WITH (2) - \ \ 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH IT IS THE RESPONSIBILITY OF THE BLDG. \ (5) - 10d COMMON WIRE NAILS. DESIGNER OR THE PROJECT ENGINEER/ARCHITECT \ TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM ;r „,:�,; .;w. {,;• : , s :.•,, THE BRACING OF THE GABLE ENDS. END WALL CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE STRUCTURAL OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAIL SCHEDULE. GABLE TRUSS METHOD 2: ATTACH 2X SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. SCAB ALONG NAILING SCHEDULE: VERTICAL - FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (.131' X 3') NAILS SPACED 6' O.C. - FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d • (.131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM). MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL • • BRACING METHODS SHOWN ON PAGE 1 ARE VALID f AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS N THE INTERIOR SIDE OF THE STRUCTURE. INLAYED STUD STRUCTUAN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING GABLE TR MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR VERTICAL/STUDS ONLY. NOTE: THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED / STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. STANDARD GABLE / TRUSS / Ryan Bays,P.E. #91231 4451 St.Lucie Blvd,Suite 201 Fort Pierce,FL 34946 12/23/19 PIGGY-BACK TRUSS STDTL04.1 _ 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: ROOFSE 4451 ST. S TOP CHORDS OF TRUSSES SUPPORTING PIGGY-BACK CAP TRUSSES MUST BE ADEQUATELY 45 LUCIE LUCIE B LVO. FORT PIERCE,FIL 34946 BRACED BY SHEATHING AND/OR PURLINS. THE BUILDING ENGINEER OF RECORD SHALL 772-409-1010 PROVIDE DIAGONAL BRACING OR OTHER SUITABLE ANCHORAGE TO PERMANENTLY RESTRAIN PURLINS AND LATERAL BRACING FOR OUT OF PLANE LOADS OVER GABLE ENDS. MAXIMUM TRUSS SPACING IS NOT TO EXCEED 24"O.C. DETAIL IS NOT APPLICABLE IF CAP SUPPORTS ADDITIONAL LOADS SUCH AS CUPOLA, STEEPLE, CHIMNEY OR DRAG STRUT LOADS. "REFER TO ENGINEER'S SEALED TRUSS DESIGN DRAWINGS FOR PIGGY-BACK AND BASE TRUSS SPECIFICATIONS." OPTION #1:TEE-LOK MULTI-USE PIGGY-BACK TRUSS. (REFER CONNECTION PLATE. TO ACTUAL TRUSS DESIGN OPTION #2:APA RATED GUSSET. DRAWINGS FOR ADDITIONAL OPTION #3:2X4 VERT.SCAB. INFORMATION.) ATTACH EACH PURLIN TO TOP CHORD OF BASE TRUSS. PURLIN &CONNECTIONS BY OTHERS. BASE TRUSS. (REFER TO TRUSS DESIGN DRAWINGS FOR ADDITIONAL INFORMATION.) 2'-0" PURLINS SPACED ACCORDING MAX TO MAX.SPACING OF TOP CHORD OF BASE TRUSS. SPACING IS NOT TO EXCEED 24" OPTION NO. 1 -TEE-LOK O.C. & PURLINS TO BE LOCATED 3"x 8"TEE-LOK MULTI-USE CONNECTION PLATES SPACED AT JOINT OF EACH BASE TRUSS. AT 4'-0"O.C. MAX. PLATES SHALL BE PRESSED INTO PIGGY-BACK TRUSS AT 4'-0"O.C.STAGGERED FROM **IMPORTANT NOTE** EACH FACE AND NAILED TO BASE TRUSS WITH 4 EACH THIS DETAIL IS VALID ONLY FOR SINGLE PLY BASE TRUSSES 6d (1.5"X 0.099") NAILS IN EACH PLATE TO ACHEIVE SPACED AT 24"O.C.OR LESS. MAXIMUM UPLIFT CAPACITY OF 377 LBS AT EACH 3"X 8" TEE-LOK MULTI-USE CONNECTION PLATE (MINIMUM OF 2 PLATES). 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 (0.1 13"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) 1 Od 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 Ryan Bays,P.E. #91231 STAGGERED 4'-0"O.C. FRONT TO BACK FACES. 4451 St.Lucie Blvd,Suite 201 MINIMUM TWO (2 EA.) CONNECTIONS AT EACH TRUSS. Fort Pierce,FL 34946 JULY 17, 2017 TRUSSED VALLEY SET DETAIL - SHEATHED STDTL05 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 A-1 ROOF TRUSSES INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NDS-01. 4451 ST.LUCIE BLVD. GABLE END,COMMON FORT PIERCE,FL 34946 O 7. VALLEY STUD SPACING NOT TO EXCEED 48"O.C. 772-409-1010 TRUSS, R GIRDER TRUSS ---i -- ——— -- -- � ii II 4 4 u n u u u u i� 11 i ' it II N ii ii ,I it n ry ry n n u u it i I u n u u II it ij i u 1 u u i i li li BASE TRUSSES VALLEY TRUSS (TYPICAL) 1 P 12 VALLEY TRUSS GABLE END,COMMON (TYPICAL) TRUSS,OR GIRDER TRUSS SEE DETAIL"A" BELOW(TYP.) TRUSS CRITERIA: SECURE VALLEY TRUSS WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05:146 MPH W/ONE ROW OF 1od WIND DESIGN PER ASCE 7-10: 170 MPH NAILS 6"O.C. 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 ATTACH 2X4 CONTINUOUS#2 MAX SPACING=24"O.C.(BASE AND VALLEY) SYP TO THE ROOF W/TWO MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. SIMPSON SDS25412(1/4"X 4.5") OR EQUIVALENT WOOD SCREWS INTO EACH BASE TRUSS. DETAIL A Ryan Bays,P.E. #91231 4451 St.Lucie Blvd,Suite 201 Fort Pierce,FL 34946 FEBRUARY 5, 2018 TRUSSED VALLEY SET DETAIL STDTL06 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. A-1 ROOF TRUSSES 6. NAILING DONE PER NDS-01. 4451 ST.LUCIE BLVD. GABLE END,COMMON FORT PIERCE,FL 34946 7. VALLEY STUD SPACING NOT TO EXCEED 48"O.C. 772-409-1010 TRUSS,OR GIRDER TRUSS ---I -- --- -- II II II II II II II II II II II II II II II II II II II II I I II II II II II II II II II II I II II I II II II II II II II �I jl II II II II II II II II I I II II II II II II II II II j II II II II II II II I I II II II II II II I I II II II Ij II II II II II II II II II II li II VALLEY TRUSS it BASE TRUSSES (TYPICAL) II GABLE END,COMMON TRUSS,OR GIRDER -LL p �2 VALLEY TRUSS TRUSS (TYPICAL) SEE DETAIL"A" BELOW(TYP.) SECURE VALLEY TRUSS W/ONE ROW OF 10d WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05:146 MPH NAILS 6"O.C. 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 ATTACH 2X4 CONTINUOUS#2 MAX TOP CHORD TOTAL LOAD=50 PSF SYP TO THE ROOF W/TWO MAX SPACING=24"O.C.(BASE AND VALLEY) SIMPSON SDS25300(1/4"X 3") MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. OR EQUIVALENT WOOD SCREWS INTO EACH BASE TRUSS. DETAIL A (NO SHEATHING) N.T.S. Ryan Bays,P.E. #91231 4451 St.Lucie Blvd,Suite 201 Fort Pierce,FL 34946 JULY 17, 2017 TRUSSED VALLEY SET DETAIL STDTL07 HIGH WIND VELOCITY NOTE:VALLEY STUD SPACING NOT TO EXCEED 48"O.C.SPACING. A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. FORT PIERCE,FL 34946 772409-1010 ATTACH VALLEY TRUSSES TO LOWER TRUSSES WITH USP RT7 OR EQUIVALENT. 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 MAY BE APPLIED TO THIS FACE UP TO A NON-BEVELED MAXIMUM 6/12 PITCH NON-BEVELED BOTTOM CHORD BOTTOM CHORD 0 0 000 0 00 0 0 FOR BEVELED BOTTOM CLIP MUST BE APPLIED TO CHORD,CLIP MAY BE APPLIED THIS FACE WHEN PITCH TO EITHER FACE. EXCEEDS 6/12(MAXIMUM 12/12 PITCH) Ryan Bays, #91231 4451 St.Lucie Blvd,Suite 201 Fort Pierce,FL 34946 FEBRUARY 17,2017 STANDARD GABLE END DETAIL STDTL08 VERTICAL 2X6 SP OR SPF STUDVBRACE #2 DIAGONAL TYPICAL 2X4 L-BRACE BRACE NAILED TO 2X4 VERTICALS W/lOd NAILS, 6' O.C. (4) - 16d NAILS16d NAILS VERTICAL SPACED 6' O.C. STUD (2) 10d NAILS INTO 2X62X6 SP OR SPF #2 SECTION B-B 2X4 SP OR A-1 ROOF TRUSSES SPF #2 4451 ST LUCIE BLVD. L HORIZONTAL FORT PIERCE,FL 34946 NAILED TO 772-409-1010 ERTICALS TRUSS GEOMETRY AND CONDITIONS SECTION A-A W/(4) - 10d NAILS SHOWN ARE FOR ILLUSTRATION ONLY. DIAGONAL BRACE 4' - 0' O.C. MAX. SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. 12 PROVIDE 2X4 BLOCKING BETWEEN FIRSTAS NOTED. A Q VARIES TO COMMON TRUSS THE TOENAILWBLOCK NGE TO TRUSSES * WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS A (4) 8d NAILS MINIMUM, ROOF B 3X4= PLYWOOD SHEATHING TO SHEATHING 2X4 STD SPF BLOCK * DIAGONAL BRACING **L - BRACING REFER / REFER TO SECTION A-A TO SECTION B-B 24' MAX. / NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. NAILS 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE ENO TRUSS AND WALL TO 12' MAX. BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. / 4. 'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6' O.C. 3 / TRUSSES @ 24' O.C. S. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM AT 4' - 0' D.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN 2X6 DIAGONAL BRACE WITH 16d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT SPACED 48' O.C. ATTACHED THE MIOSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE TO VERTICAL WITH (4) - STUOS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A-A) 16d NAILS, AND ATTACHED 7. GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240. TO BLOCKING WITH (5)B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. OIAG. BRACE IOd NAILS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS TRUSSES. IF NEEDED 10. 10d AND 16d NAILS ARE 0.131'X3.0' AND 0.131'X3.5' COMMON WIRE NAILS HORIZONTAL BRACE RESPECTIVELY. (SEE SECTION A-A) 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. END WALL MINIMUM STUD STUD WITHOUT 2X4 DIAGONAL (2) DIAGONAL SIZE SPECIES SPACING BRACE L - BRACE BRACE BRACES AT AND GRADE 1/3 POINTS MAXIMUM STUD LENGTH 2X4 SP#31 STUD 12"O.C. 3-8-10 5-6-11 6-6-11 11-1-13 2X4 SP#31 STUD 16"O.C. 3-3-10 4-9-12 6-6-11 9-10-15 2X4 SP#31 STUD 24"O.C. 2-8-6 3-11-3 5-4-12 8-1-2 2X4 SP#2 12"O.C. 3-10-15 5-6-11 6-6-11 11-8-14 2X4 SP#2 16"O.C. 3-6-11 4-9-12 6-6-11 10-8-0 2X4 SP#2 24"O.C. 1 3-1-4 1 3-11-3 1 6-2-9 1 9-3-13 DIAGONAL BRACES OVER 6' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE EDGE. DIAGONAL BRACES OVER 12' - 6' REQUIRE 2X4 I-BRACES ATTACHED TO BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE WITH 10d NAILS 6' O.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER Ryan Bays,P.E. 907 OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2. #91231 4451 St.Lucie Blvd,Suite 201 Fort Pierce,FL 34946 MAX MEAN ROOF HEIGHT=30 FEET EXPOSURE B OR C ASCE 7-10 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. FEBRUARY 17,2017 T—BRACE / I—BRACE DETAIL STDTL09 WITH 2X BRACE ONLY NOTES: T-BRACING / I-BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING IS IMPRACTICAL. T-BRACE / I-BRACE MUST COVER 907 OF WEB LENGTH. THIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I-BRACE WEBS TO CONTINUOUS LATERAL BRACED WEBS. A-1 ROOF TRUSSES 4451 ST,LUCIE BLVD. FORT PIERCE,FL 34946 772409-1010 NAILING PATTERN BRACE SIZE FOR ONE-PLY TRUSS T-BRACE SIZE NAIL SIZE NAIL SPACING SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING 2X4 OR 2X6 OR 2X8 10d 6" O.C. WEB SIZE 1 2 NOTE: NAIL ALONG ENTIRE LENGTH OF T-BRACE / I-BRACE (ON 2X3 OR 2X4 2X4 T-BRACE 2X4 I-BRACE TWO-PLY TRUSSES NAIL TO BOTH PLIES) 2X6 2X6 T-BRACE 2X6 I-BRACE 2X8 2X8 T-BRACE 2X8 I-BRACE BRACE SIZE FOR TWO-PLY TRUSS NAILS SPECIFIED CONTINUOUS ROWS OF k LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 I-BRACE SPACING k _A2X6 2X6 T-BRACE 2X6 I-BRACE 2X8 2X8 T-BRACE 2X8 I-BRACE k• WEB T-BRACE / I-BRACE MUST BE SAME SPECIES -, AND GRADE (OR BETTER) AS WEB MEMBER. k } T-BRACE NAILS NAILS WEB NAILS WEB I—BRACE T—BRACE Ryan Bays,P.E. #91231 SECTI0N DETAILff orPie��e,FL'4946201 FEBRUARY 17,2017 LATERAL BRACING RECOMMENDATIONS STDTL10 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2X6 OSTRONGBACKO IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY A-1 ROOF TRUSSES OF THE METHODS ILLUSTRATED BELOW. 4451 ST LUCIE BLVD. FORT PIERCL,FI- 34946 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE 772409-1010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO ENO, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) ANCHOR TO ATTACH WEB WITH (3) — 10d SCAB WITH (3) — 10d TO TOP CHORD NAILS (0.131' X 3') NAILS (0.131' X 3'). ATTACH TO VERTICAL WEB WITH (3) — 10d 3 NAILS (0.131' X ') BLOCKING BEHIND THE VERTICAL ATTACH 2X4 VERTICAL WEB IS RECOMMENDED WHILE TO FACE OF TRUSS. ATTACH TO CHORD NAILING THE STRONGBACK FASTEN TO TOP AND WITH (2) #12 X 3' BOTTOM CHORD WITH WOOD SCREWS (2) — lod NAILS (0.131' (0.216' OIA.) X 3') IN EACH CHORD USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT SCREW THROUGH ANCHOR TO ATTACH WEB WITH (3) — 10d SCAB WITH (3) — 10d OUTSIDE FACE OF CHORD INTO TO BOTTOM CHORD NAILS (0.131' X 3') NAILS (0.131' X 3') EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) TRUSS 2X6 4' — 0' WALL BLOCKING STRONGBACK (TYPICAL SPLICE) (BY OTHERS) (BY OTHERS) .:`°i:x!'Ci� "�i;T'As�•,.n;�`y}� ;a s%c .'s:%'3.. �.+.`'='.h•'.'1`>` - !�+ .= THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' — 0' LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) — 10d NAILS (0.131' X 30) EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' — 0' AND FASTEN WITH (12) — Ryan Bays,P.E. 10d NAILS (0.131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY #91231 WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). 4451 St.Lucie Blvd,Suite 201 Fort Pierce,FL 34946 FEBRUARY 17,2017 LATERAL TOE-NAIL DETAIL STDTL11 NOTES: 1. TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45° WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN). 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. A-1 ROOF TRUSSES 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO 4451 ST LUCIE BLVD. SPECIES FOR MEMBERS OF DIFFERENT SPECIES. FORT PIERCE,FL 34946 772-409-1010 TOE-NAIL SINGLE SHEAR VALUES THIS DETAIL IS ONLY APPLICABLE TO PER NOS 2001 (LB/NAIL) THE THREE END DETAILS SHOWN BELOW. DIA SP OF HF SPF SPF-S IVIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY. .131 88.0 80.6 69.9 68.4 59.7 z .135 93.5 85.6 74.2 72.6 63.4 0 n .162 108.8 99.6 86.4 84.5 73.8 ri .128 74.2 67.9 58.9 57.6 50.3 0 Z .131 75.9 69.5 60.3 59.0 51.1 0 in .148 81.4 74.5 64.6 63.2 52.5 N M VALUES SHOWN ARE CAPACITY PER TOE-NAIL. SIDE VIEW SIDE VIEW APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. (2X4) 3 NAILS (2X6) 4 NAILS EXAMPLE: NEAR SIDE NEAR SIDE (3) - 16d NAILS (0.162' DIA. X 3.5') WITH SPF SPECIES BOTTOM CHORD FOR LOAD DURATION INCREASE OF 1.15: NEAR SIDE NEAR SIDE 3 (NAILS) X 84.5 (LB/NAIL) X 1.15 (OOL) = 291.5 LB MAXIMUM CAPACITY NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY ANGLE MAY ANGLE MAY VARY FROM VARY FROM VARY FROM 30° TO 60° 30" TO 60° 30° TO 60° 45.00' 45.00' 45.00' Ryan Bays,P.E. #11231 \4151 St.L 'e Blvd,Suite 201 F0,Pi." FL 34946 FEBRUARY 17,2017 UPLIFT TOE-NAIL DETAIL STDTL12 TDE-NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) DIA. SP OF HF SPF SPF-S L7 z 131 59 46 32 30 20 = O J .135 60 48 33 30 20 A-1 ROOF TRUSSES Ln 4451 ST LUCIE BLVD. ( ) .162 72 58 39 37 25 FORT PIERCE,FL 34946 772409-1010 J 2 .128 54 42 28 27 19 Z LD z OJ .131 55 43 29 28 19 W J .148 62 48 34 31 21 __1 N Q � Z .120 51 39 27 26 17 0 THIS DETAIL SHALL BE USED FOR A CONNECTION Z .128 49 38 26 25 17 RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER O IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. J .131 51 39 27 26 17 .148 57 44 31 28 20 NOTES: 1. TOE—NAILS SHALL BE DRIVEN AT AN ANGLE OF 30° WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. VALUES SHOWN ARE CAPACITY PER TOE—NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) — 16d NAILS (0.162' DIA. X 3.5') WITH SPF SPECIES TOP PLATE FOR WIND OOL OF 1.33: 3 (NAILS) X 37 (LB/NAIL) X 1.33 (DOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND FOR WIND OOL OF 1.60: 3 (NAILS) X 37 (LB/NAIL) X 1.60 (DOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LEIS (177 LEIS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. ►+* USE (3) TOE—NAILS ON 2X4 BEARING WALL + * USE (4) TOE—NAILS ON 2X6 BEARING WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY NEAR SIDE NEAR SIDE 30° TOP PLATE OF WALL /X74--Il' FOR ' NAIL 1-1/1 .25' NAIL FAR SIDE 1-3/16' FOR 3.5' NAIL Ryan Bays,P.E. #91231 4451 St.Lucie Blvd,Suite 201 Fort Pierce,FL 34946 SIDE VIEW END VIEW FEBRUARY 5, 2016 TYP 2x2 NAILER ATTACHMENT STDTLI3 2x2 NAILER ATTACHMENT GENERAL SPECIFICATIONS A-1 ROOF TRUSSES FORT PIERCE,IF B34946 MAX LOAD: 55 psf Roof Load, 170 mph, ASCE 772-409-1010 7-107 29'-0" Mean Height, Exp. B, C or D. Q \AO 2 � 2� 2x4 SP No. 2 (Min) o° o° o° o° 1 .5x4 2x2 SP No. 3 1 .5x4 Ryan Bays,P.E. #91231 4451 St.Lucie Blvd,Suite 201 Fort Pierce,FL 34946 April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL STDTLI4 FO EXTERIOR FLAT GIRDER TRUSS A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. 12 FORT PIERCE,FL 34946 772-409-1010 VARIES (4) 12d TRUSS 2411 O.C. (4) 12d MAX 3011 (2'-611) UPLIFT CONNECTION (SEE ROOF TRUSS) 2x6 #2 SP (Both Faces) 2411 O.C. EXTERIOR FLAT SIMPSON H5 GIRDER #91231 4451 St.Lucie Blvd,Suite 201 Fort Pierce,FL 34946 FEBRUARY 17,2017 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND STDTL15 DAMAGED OR MISSING CHORD SPLICE PLATES TOTAL NUMBER MAXIMUM FORCE (LBS) 15% LOAD DURATION OF NAILS EACH X SIDE OF BREAK (INCHES) SP OF SPF HF 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 20 30 24" 1706 2559 1561 2342 1320 1980 1352 2028 A-1 ROOF TRUSSES 4451ST LUCIE BLVD. 26 39 30" 2194 3291 2007 3011 1697 2546 1738 2608 FORT PIERCE,FL 34946 772409-1010 32 48 36" 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42" 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48" 3657 5485 3346 5019 2829 4243 2898 4347 * DIVIDE EQUALLY FRONT AND BACK ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2X4, THREE ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (.131' DIA. X 3'). STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 3' MEMBER END DISTANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C BREAK } <�yQl 3� • 10d NAILS NEAR SIDE �ZtJ +10d NAILS FAR SIDE TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY X' MIN 6' MIN THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF S' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE). DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID Ryan Bays,P.E. UNUSUAL SPLITTING OF THE WOOD. #91231 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID 4451 St.Lucie Blvd,Suite 201 LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. Fort Pierce,FL 34946 S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X ORIENTATION ONLY. 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. FEBRUARY 17,2017 SCAB APPLIED OVERHANGS STDTL16 A-1 ROOF TRUSSES 4451 ST LUCIE BLVD. FORT PIERCE,FL 34946 772409-1010 TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR: 1.15 SPACING: 24' O.C. TOP CHORD: 2X4 OR 2X6 PITCH: 4/12 - 12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL END BEARING CONDITION NOTES: 1. ATTACH 2X-SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS (.148' OIA. X 3') SPACED 6' O.C. 2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2X SCAB (L) (2.0 x L) 24"MAX 24"MIN NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 40') SPACED 24' O.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD LOADS NOT EXCEEDING 50 PSF. TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Ryan Bays,P.E. #91231 4451 St.Lucie Blvd,Suite 201 Fort Pierce,FL 34946 Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 These truss designs rely on lumber values established by others. RE: Job CRMSBM1674B No. Seq# Truss Name Date 37 STDL06 STD.DETAIL 8/11/21 38 STDL07 STD.DETAIL 8/11/21 39 STDL08 STD.DETAIL 8/11/21 40 STDL09 STD.DETAIL 8/11/21 41 STDL10 STD.DETAIL 8/11/21 42 STDL11 STD.DETAIL 8/11/21 43 STDL12 STD.DETAIL 8/11/21 44 STDL13 STD.DETAIL 8/11/21 45 STDL14 STD.DETAIL 8/11/21 46 STDL15 STD.DETAIL 8/11/21 47 STDL16 STD.DETAIL 8/11/21 Ryan Bays,P.E. #91231 Page 2 of 2 4451 St.Lucie Blvd,Suite 201 Fort Pierce,FL 34946