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HomeMy WebLinkAboutTRUSS CUTLumber 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 79809 Page 1 of 2 A-1 Roof Trusses 4451 St Lucie Blvd Fort Pierce, FL 34946Site Information: Customer Info: TOMMY BUCHMEYER Project Name: BUCHMEYER RESIDENCE Lot/Block:Model: Subdivision: Address: 20806 GLADES CUT OFF ROAD, PORT ST. LUCIE, FL 34987 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 2017 RES / TPI 2014 Design Program: Alpine Engineered Products Wind Code: ASCE 7-10 Wind Speed: 165 Roof Load: 37.0 psf Floor Load: 0.0 psf This package includes 25 individual, dated Truss Design Drawings and 16 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. The truss drawing(s) referenced have been prepared by Alpine Engineered Products, Inc. under my direct supervision based on the parameters provided by A-1 Roof Trusses, Ltd. Truss Design Engineer's Name: Manuel Martinez My license renewal date for the state of Florida is February 28,2021. NOTE: The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of components for any particular building is the responsibility of the building designer, per ANSI/TPI-1 Sec. 2. The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction documents (also referred to at times as 'Structural Engineering Documents') provided by the Building Designer indicating the nature and character of the work. The design criteria therein have been transferred to Manuel Martinez PE by [A1 Roof Trusses or specific location]. These TDDs (also referred to at times as 'Structural Delegated' Engineering Documents') are specialty structural component designs and may be part of the project's deferred or phased submittals. As a Truss Design Engineer (i.e., Specialty Engineer), the seal here and on the TDD represents an acceptance of professional engineering responsibility for the design of the single Truss depicted on the TDD only. The Building Designer is responsible for and shall coordinate and review the TDDs for compatibility with their written engineering requirements. Please review all TDDs and all related notes. Manuel Martinez, P.E. 4620 ParkView Dr. St. Cloud, FL 34771 No.Seq #Truss Name Date 1 2503 A01 6/12/20 2 2472 A02 6/12/20 3 2475 A02A 6/12/20 4 2500 B01 6/12/20 5 2489 B02 6/12/20 6 2497 B03G 6/12/20 7 2477 B04 6/12/20 8 2491 B05 6/12/20 9 2525 B06G 6/12/20 10 2539 B07 6/12/20 11 2542 B08 6/12/20 12 2529 B09G 6/12/20 No.Seq #Truss Name Date 13 2494 B10 6/12/20 14 2483 B11 6/12/20 15 2497 C02 6/12/20 16 2498 C03 6/12/20 17 2522 C04G 6/12/20 18 2491 FG01 6/12/20 19 2516 FG02 6/12/20 20 2499 PB01 6/12/20 21 2500 PB01A 6/12/20 22 2501 V02 6/12/20 23 2502 V04 6/12/20 24 2503 VM02 6/12/20 No.Seq #Truss Name Date 25 2504 VM03 6/12/20 26 STDL01 STD. DETAIL 6/12/20 27 STDL02 STD. DETAIL 6/12/20 28 STDL03 STD. DETAIL 6/12/20 29 STDL04 STD. DETAIL 6/12/20 30 STDL05 STD. DETAIL 6/12/20 31 STDL06 STD. DETAIL 6/12/20 32 STDL07 STD. DETAIL 6/12/20 33 STDL08 STD. DETAIL 6/12/20 34 STDL09 STD. DETAIL 6/12/20 35 STDL10 STD. DETAIL 6/12/20 36 STDL11 STD. DETAIL 6/12/20 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 79809 Page 2 of 2 No.Seq #Truss Name Date 37 STDL12 STD. DETAIL 6/12/20 38 STDL13 STD. DETAIL 6/12/20 39 STDL14 STD. DETAIL 6/12/20 40 STDL15 STD. DETAIL 6/12/20 41 STDL16 STD. DETAIL 6/12/20 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3: Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 94 plf at -2.00 to 94 plf at 9.75 BC: From 20 plf at 0.00 to 20 plf at 9.75 Plating Notes All plates are 1.5X3 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.15 9.75 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Additional Notes The maximum horizontal reaction is 475# See STD DETAILS for gable wind bracing requirements. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL M* 129 /- /- /92 /82 /26 Wind reactions based on MWFRS M Brg Width = 117 Min Req = - Bearing M is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 -23 B - C 431 -264 C - E 28 -276 Chords Tens. Comp. E - F 23 -208 F - G 18 -144 G - H 16 -47 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. C - L 447 -20 L - K 464 -20 Chords Tens. Comp. K - J 469 -21 J - I 473 -21 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - M 0 0 Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. E - L 469 -227 F - K 266 -178 Gables Tens. Comp. G - J 412 -196 H - I 146 -67 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 165 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 4.2 psf BCDL: 6.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: No FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.003 L 585 360 VERT(CL): 0.003 L 603 240 HORZ(LL): -0.004 G - - HORZ(TL): 0.004 G - - Creep Factor: 2.0 Max TC CSI: 0.520 Max BC CSI: 0.062 Max Web CSI: 0.123 Wgt: 43.4 lbs VIEW Ver: 19.01.00A.0618.15 Job 79809 Truss A01 Truss Type GABL Qty 4 Ply 1 2503 06/12/2020 A B C E F G H I JKLM 3 12 2X4(R) 2X4(A1) 3X10 1.5X4 1.5X4 1.5X4 1"8 4"2 9'9" 1'9"11 8'7" 2' 3"14 2' 5 " 8 2' 1 1 " 1 2 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3: Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 94 plf at -2.00 to 94 plf at 9.75 BC: From 20 plf at 0.00 to 20 plf at 9.75 Plating Notes All plates are 1.5X3 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.15 9.75 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Additional Notes The maximum horizontal reaction is 475# See STD DETAILS for gable wind bracing requirements. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL M* 129 /- /- /92 /82 /26 Wind reactions based on MWFRS M Brg Width = 117 Min Req = - Bearing M is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 -23 B - C 431 -264 C - E 28 -276 Chords Tens. Comp. E - F 23 -208 F - G 18 -144 G - H 16 -47 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. C - L 447 -20 L - K 464 -20 Chords Tens. Comp. K - J 469 -21 J - I 473 -21 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - M 0 0 Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. E - L 469 -227 F - K 266 -178 Gables Tens. Comp. G - J 412 -196 H - I 146 -67 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 165 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 4.2 psf BCDL: 6.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: No FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.003 L 585 360 VERT(CL): 0.003 L 603 240 HORZ(LL): -0.004 G - - HORZ(TL): 0.004 G - - Creep Factor: 2.0 Max TC CSI: 0.520 Max BC CSI: 0.062 Max Web CSI: 0.123 Wgt: 43.4 lbs VIEW Ver: 19.01.00A.0618.15 Job 79809 Truss A01 Truss Type GABL Qty 4 Ply 1 2503 06/12/2020 A B C E F G H I JKLM 3 12 2X4(R) 2X4(A1) 3X10 1.5X4 1.5X4 1.5X4 1"8 4"2 9'9" 1'9"11 8'7" 2' 3"14 2' 5 " 8 2' 1 1 " 1 2 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3: Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 -1.54 10.39 BC 63 0.13 10.39 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL G 512 /- /- /530 /721 /291 H 398 /- /- /384 /522 /- Wind reactions based on MWFRS G Brg Width = 3.0 Min Req = 1.5 H Brg Width = 7.6 Min Req = 1.5 Bearings G & H are a rigid surface. Bearing H requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 22 0 B - C 1411 -825 Chords Tens. Comp. C - D 16 -85 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 767 -1570 Chords Tens. Comp. F - E 742 -1554 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - G 0 0 F - C 518 -395 Webs Tens. Comp. C - E 1657 -792 D - E 337 -84 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 25.5 " Wind Criteria Wind Std: ASCE 7-10 Speed: 165 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 4.2 psf BCDL: 6.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: No FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.047 F 999 360 VERT(CL): 0.045 F 999 240 HORZ(LL): -0.014 E - - HORZ(TL): 0.015 E - - Creep Factor: 2.0 Max TC CSI: 0.686 Max BC CSI: 0.988 Max Web CSI: 0.493 Wgt: 49.0 lbs VIEW Ver: 19.01.00A.0618.15 Job 79809 Truss A02 Truss Type MONO Qty 57 Ply 1 2472 06/12/2020 A B C D EF G H 3 12 2X4(R) 2X4(A1) 1.5X4 4X4 1.5X4 4X6(R) 1"8 4"2 10'4"10 SEAT PLATE REQ. 2' 3"14 2' 1 1 " 3' 5 " 4 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3: Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 -1.54 10.39 BC 63 0.13 10.39 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL G 512 /- /- /530 /721 /291 H 398 /- /- /384 /522 /- Wind reactions based on MWFRS G Brg Width = 3.0 Min Req = 1.5 H Brg Width = 7.6 Min Req = 1.5 Bearings G & H are a rigid surface. Bearing H requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 22 0 B - C 1411 -825 Chords Tens. Comp. C - D 16 -85 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 767 -1570 Chords Tens. Comp. F - E 742 -1554 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - G 0 0 F - C 518 -395 Webs Tens. Comp. C - E 1657 -792 D - E 337 -84 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 25.5 " Wind Criteria Wind Std: ASCE 7-10 Speed: 165 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 4.2 psf BCDL: 6.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: No FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.047 F 999 360 VERT(CL): 0.045 F 999 240 HORZ(LL): -0.014 E - - HORZ(TL): 0.015 E - - Creep Factor: 2.0 Max TC CSI: 0.686 Max BC CSI: 0.988 Max Web CSI: 0.493 Wgt: 49.0 lbs VIEW Ver: 19.01.00A.0618.15 Job 79809 Truss A02 Truss Type MONO Qty 57 Ply 1 2472 06/12/2020 A B C D EF G H 3 12 2X4(R) 2X4(A1) 1.5X4 4X4 1.5X4 4X6(R) 1"8 4"2 10'4"10 SEAT PLATE REQ. 2' 3"14 2' 1 1 " 3' 5 " 4 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3: Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 -1.54 9.75 BC 46 0.13 10.39 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL H 512 /- /- /529 /723 /275 E 398 /- /- /373 /473 /- Wind reactions based on MWFRS H Brg Width = 3.0 Min Req = 1.5 E Brg Width = 7.6 Min Req = 1.5 Bearings H & F are a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 22 0 B - C 1622 -930 Chords Tens. Comp. C - D 9 -68 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - G 868 -1763 G - F 837 -1736 Chords Tens. Comp. F - E 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - H 0 0 G - C 549 -492 Webs Tens. Comp. C - F 1795 -865 D - F 356 -107 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 25.5 " Wind Criteria Wind Std: ASCE 7-10 Speed: 165 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 4.2 psf BCDL: 6.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: No FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.094 G 999 360 VERT(CL): 0.081 C 999 240 HORZ(LL): -0.016 C - - HORZ(TL): 0.017 C - - Creep Factor: 2.0 Max TC CSI: 0.631 Max BC CSI: 1.000 Max Web CSI: 0.534 Wgt: 49.0 lbs VIEW Ver: 19.01.00A.0618.15 Job 79809 Truss A02A Truss Type MONO Qty 9 Ply 1 2475 06/12/2020 A B C D EFG H 3 12 2X4(R) 2X4(A1) 2X4 4X4 1.5X4 5X6(R) 1"8 4"2 10'4"10 SEAT PLATE REQ. 9'9"7"10 9'9"7"102' 3"14 3"8 2' 9 " 2 3' 3 " 6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3: Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 -1.54 9.75 BC 46 0.13 10.39 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL H 512 /- /- /529 /723 /275 E 398 /- /- /373 /473 /- Wind reactions based on MWFRS H Brg Width = 3.0 Min Req = 1.5 E Brg Width = 7.6 Min Req = 1.5 Bearings H & F are a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 22 0 B - C 1622 -930 Chords Tens. Comp. C - D 9 -68 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - G 868 -1763 G - F 837 -1736 Chords Tens. Comp. F - E 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - H 0 0 G - C 549 -492 Webs Tens. Comp. C - F 1795 -865 D - F 356 -107 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 25.5 " Wind Criteria Wind Std: ASCE 7-10 Speed: 165 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 4.2 psf BCDL: 6.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: No FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.094 G 999 360 VERT(CL): 0.081 C 999 240 HORZ(LL): -0.016 C - - HORZ(TL): 0.017 C - - Creep Factor: 2.0 Max TC CSI: 0.631 Max BC CSI: 1.000 Max Web CSI: 0.534 Wgt: 49.0 lbs VIEW Ver: 19.01.00A.0618.15 Job 79809 Truss A02A Truss Type MONO Qty 9 Ply 1 2475 06/12/2020 A B C D EFG H 3 12 2X4(R) 2X4(A1) 2X4 4X4 1.5X4 5X6(R) 1"8 4"2 10'4"10 SEAT PLATE REQ. 9'9"7"10 9'9"7"102' 3"14 3"8 2' 9 " 2 3' 3 " 6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 96 plf at 0.00 to 96 plf at 17.55 TC: From 40 plf at 17.55 to 40 plf at 22.45 TC: From 96 plf at 22.45 to 96 plf at 40.00 BC: From 20 plf at 0.00 to 20 plf at 40.00 Plating Notes All plates are 1.5X3 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 17.55 22.45 BC 120 0.00 40.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Additional Notes The maximum horizontal reaction is 740# See STD DETAILS for gable wind bracing requirements. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL AV*109 /- /- /94 /61 /14 Wind reactions based on MWFRS AV Brg Width = 480 Min Req = - Bearing AV is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 253 -562 B - C 221 -576 C - D 201 -565 D - E 214 -410 E - F 330 -235 F - G 335 -210 G - H 456 -134 H - I 576 -94 I - J 703 -65 J - K 847 -40 K - L 816 -18 L - M 816 -18 Chords Tens. Comp. M - N 816 -18 N - O 870 -40 O - P 757 -43 P - Q 631 -63 Q - R 510 -93 R - S 414 -116 S - T 385 -122 T - U 412 -151 U - V 418 -180 V - W 322 -226 W - X 284 -310 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. AV-AU 115 -88 AU-AT 498 -350 AT-AS 497 -352 AS-AR 499 -353 AR-AQ 502 -354 AQ-AP 503 -354 AP-AO 504 -355 AO-AN 325 -236 AN-AM 327 -235 AM-AL 328 -235 AL-AK 325 -236 AK-AJ 325 -236 Chords Tens. Comp. AJ-AI 325 -236 AI-AH 328 -234 AH-AG 325 -233 AG-AF 322 -232 AF-AE 322 -232 AE-AD 320 -232 AD-AC 318 -231 AC-AB 315 -230 AB-AA 312 -228 AA- Z 308 -227 Z - Y 1 -2 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A -AU 749 -443 M -AJ 157 -106 Webs Tens. Comp. Z - X 480 -350 Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. A -AV 415 -832 AU- B 464 -210 C -AT 342 -188 Gables Tens. Comp. AI- N 3 -245 AH- O 402 -186 AG- P 375 -194 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 165 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 4.2 psf BCDL: 6.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 4.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: No FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.003 O 999 360 VERT(CL): 0.003 J 999 240 HORZ(LL): 0.013 Q - - HORZ(TL): 0.017 Q - - Creep Factor: 2.0 Max TC CSI: 0.140 Max BC CSI: 0.072 Max Web CSI: 0.223 Wgt: 348.6 lbs VIEW Ver: 19.01.00A.0618.15 Job 79809 Truss B01 Truss Type GABL Qty 2 Ply 1 2500 06/12/2020 (a) (a) (a) (a)(a) (a) (a)(a) (a) (a) A B C D E F G H I J K L M N O P Q R S T U V W X YZAAABACADAEAFAGAHAIAJAKALAMANAOAPAQARASATAUAV 6 12 3X3 3X6 3X4 3X6 3X6 1.5X4 5X6 5X6 1.5X4 3X6 3X6 3X4 3X3 3X6 40' 17'6"9 4'10"14 17'6"9 2' 5 " 3 11 ' 2 " 8 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 96 plf at 0.00 to 96 plf at 17.55 TC: From 40 plf at 17.55 to 40 plf at 22.45 TC: From 96 plf at 22.45 to 96 plf at 40.00 BC: From 20 plf at 0.00 to 20 plf at 40.00 Plating Notes All plates are 1.5X3 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 17.55 22.45 BC 120 0.00 40.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Additional Notes The maximum horizontal reaction is 740# See STD DETAILS for gable wind bracing requirements. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL AV*109 /- /- /94 /61 /14 Wind reactions based on MWFRS AV Brg Width = 480 Min Req = - Bearing AV is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 253 -562 B - C 221 -576 C - D 201 -565 D - E 214 -410 E - F 330 -235 F - G 335 -210 G - H 456 -134 H - I 576 -94 I - J 703 -65 J - K 847 -40 K - L 816 -18 L - M 816 -18 Chords Tens. Comp. M - N 816 -18 N - O 870 -40 O - P 757 -43 P - Q 631 -63 Q - R 510 -93 R - S 414 -116 S - T 385 -122 T - U 412 -151 U - V 418 -180 V - W 322 -226 W - X 284 -310 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. AV-AU 115 -88 AU-AT 498 -350 AT-AS 497 -352 AS-AR 499 -353 AR-AQ 502 -354 AQ-AP 503 -354 AP-AO 504 -355 AO-AN 325 -236 AN-AM 327 -235 AM-AL 328 -235 AL-AK 325 -236 AK-AJ 325 -236 Chords Tens. Comp. AJ-AI 325 -236 AI-AH 328 -234 AH-AG 325 -233 AG-AF 322 -232 AF-AE 322 -232 AE-AD 320 -232 AD-AC 318 -231 AC-AB 315 -230 AB-AA 312 -228 AA- Z 308 -227 Z - Y 1 -2 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A -AU 749 -443 M -AJ 157 -106 Webs Tens. Comp. Z - X 480 -350 Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. A -AV 415 -832 AU- B 464 -210 C -AT 342 -188 Gables Tens. Comp. AI- N 3 -245 AH- O 402 -186 AG- P 375 -194 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 165 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 4.2 psf BCDL: 6.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 4.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: No FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.003 O 999 360 VERT(CL): 0.003 J 999 240 HORZ(LL): 0.013 Q - - HORZ(TL): 0.017 Q - - Creep Factor: 2.0 Max TC CSI: 0.140 Max BC CSI: 0.072 Max Web CSI: 0.223 Wgt: 348.6 lbs VIEW Ver: 19.01.00A.0618.15 Job 79809 Truss B01 Truss Type GABL Qty 2 Ply 1 2500 06/12/2020 (a) (a) (a) (a)(a) (a) (a)(a) (a) (a) A B C D E F G H I J K L M N O P Q R S T U V W X YZAAABACADAEAFAGAHAIAJAKALAMANAOAPAQARASATAUAV 6 12 3X3 3X6 3X4 3X6 3X6 1.5X4 5X6 5X6 1.5X4 3X6 3X6 3X4 3X3 3X6 40' 17'6"9 4'10"14 17'6"9 2' 5 " 3 11 ' 2 " 8 D -AS 255 -190 E -AR 278 -191 G -AQ 256 -191 H -AP 254 -190 I -AN 376 -194 J -AM 401 -186 K -AL 17 -221 L -AK 157 -103 AE- Q 254 -190 AD- R 256 -191 AC- T 257 -191 AB- U 255 -190 AA- V 342 -188 W - Z 463 -210 X - Y 338 -425 Truss B01 Truss Type GABL Qty 2 Ply 1 2500 06/12/2020 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 :T2 2x4 SP M-30: Bot chord 2x8 SP 2400f-1.8E :B2 2x6 SP #2: :B3 2x4 SP #2: Webs 2x4 SP #3 :W1 2x8 SP 2400f-1.8E: Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 17.48 22.52 BC 87 0.00 40.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Collar-tie braced with continuous lateral bracing at 24" oc. or rigid ceiling. Loading Live loads applied in combination per ASCE 7 sec. 2.4.1 use 0.75 factor for multiple live loads. Attic room loading from 12-0-0 to 28-0-0: Live Load: 40 PSF. Dead Load: 10 PSF Ceiling: 10 PSF, Kneewalls: 10 PSF Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL R 2233 /- /- /883 /1215 /577 W 2233 /- /- /886 /1222 /- Wind reactions based on MWFRS R Brg Width = 7.6 Min Req = 1.8 W Brg Width = 7.6 Min Req = 1.8 Bearings R & W are a rigid surface. Bearings R & W require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 2118 -2357 B - C 2631 -3193 C - D 2645 -3114 D - E 1851 -1597 E - F 1843 -1370 Chords Tens. Comp. F - G 1828 -1579 G - H 2673 -3114 H - I 2659 -3192 I - J 2156 -2357 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. R - Q 535 -510 Q - P 2123 -1805 P - O 3105 -1659 O - P 3105 -1659 N - M 3108 -1627 Chords Tens. Comp. N - M 1459 -1440 M - N 3108 -1627 M - L 2123 -1778 L - K 57 -139 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - R 2090 -2116 A - Q 2242 -1806 Q - B 993 -1107 B - P 976 -441 S - P 868 -44 S - D 911 -45 S - T 169 -169 D - T 1116 -1449 E - T 460 -268 E - U 184 -185 Webs Tens. Comp. T - U 1128 -1417 U - F 488 -363 U - G 1142 -1463 U - V 170 -172 G - V 912 -54 M - I 976 -440 V - M 867 -53 I - L 982 -1106 L - J 2242 -1819 J - K 2093 -2116 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 165 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 4.2 psf BCDL: 6.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 4.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.351 P 999 360 VERT(CL): 0.594 O 808 240 HORZ(LL): -0.297 O - - HORZ(TL): 0.390 O - - Creep Factor: 2.0 Max TC CSI: 0.960 Max BC CSI: 0.997 Max Web CSI: 0.988 Wgt: 364.0 lbs VIEW Ver: 19.01.00A.0618.15 Job 79809 Truss B02 Truss Type COMN Qty 16 Ply 1 2489 06/12/2020 T2 T2 B2 B3 W1 W1 A B C D E F G H I J KLMNOPQR S T U V W 6 12 4X10(R) 4X16 4X6 4X4 H0308 3X3 6X10 4X4 6X6 3X4(R)3X4(R) 5X8 4X4 3X3 2X4 2X4 3X3 3X10 5X6 3X4(R) 3X4(R) 6X6 4X4 3X3 6X10 H0308 4X4 4X6 4X10(R) 4X16 40' SEAT PLATE REQ.SEAT PLATE REQ. 17'5"12 5'0"8 17'5"12 12'16'12' 2' 9 " 2 16' 7' 4 " 7 6' 6' 5 " 8 11 ' 6 " 120#120# **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 :T2 2x4 SP M-30: Bot chord 2x8 SP 2400f-1.8E :B2 2x6 SP #2: :B3 2x4 SP #2: Webs 2x4 SP #3 :W1 2x8 SP 2400f-1.8E: Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 17.48 22.52 BC 87 0.00 40.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Collar-tie braced with continuous lateral bracing at 24" oc. or rigid ceiling. Loading Live loads applied in combination per ASCE 7 sec. 2.4.1 use 0.75 factor for multiple live loads. Attic room loading from 12-0-0 to 28-0-0: Live Load: 40 PSF. Dead Load: 10 PSF Ceiling: 10 PSF, Kneewalls: 10 PSF Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL R 2233 /- /- /883 /1215 /577 W 2233 /- /- /886 /1222 /- Wind reactions based on MWFRS R Brg Width = 7.6 Min Req = 1.8 W Brg Width = 7.6 Min Req = 1.8 Bearings R & W are a rigid surface. Bearings R & W require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 2118 -2357 B - C 2631 -3193 C - D 2645 -3114 D - E 1851 -1597 E - F 1843 -1370 Chords Tens. Comp. F - G 1828 -1579 G - H 2673 -3114 H - I 2659 -3192 I - J 2156 -2357 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. R - Q 535 -510 Q - P 2123 -1805 P - O 3105 -1659 O - P 3105 -1659 N - M 3108 -1627 Chords Tens. Comp. N - M 1459 -1440 M - N 3108 -1627 M - L 2123 -1778 L - K 57 -139 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - R 2090 -2116 A - Q 2242 -1806 Q - B 993 -1107 B - P 976 -441 S - P 868 -44 S - D 911 -45 S - T 169 -169 D - T 1116 -1449 E - T 460 -268 E - U 184 -185 Webs Tens. Comp. T - U 1128 -1417 U - F 488 -363 U - G 1142 -1463 U - V 170 -172 G - V 912 -54 M - I 976 -440 V - M 867 -53 I - L 982 -1106 L - J 2242 -1819 J - K 2093 -2116 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 165 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 4.2 psf BCDL: 6.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 4.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.351 P 999 360 VERT(CL): 0.594 O 808 240 HORZ(LL): -0.297 O - - HORZ(TL): 0.390 O - - Creep Factor: 2.0 Max TC CSI: 0.960 Max BC CSI: 0.997 Max Web CSI: 0.988 Wgt: 364.0 lbs VIEW Ver: 19.01.00A.0618.15 Job 79809 Truss B02 Truss Type COMN Qty 16 Ply 1 2489 06/12/2020 T2 T2 B2 B3 W1 W1 A B C D E F G H I J KLMNOPQR S T U V W 6 12 4X10(R) 4X16 4X6 4X4 H0308 3X3 6X10 4X4 6X6 3X4(R)3X4(R) 5X8 4X4 3X3 2X4 2X4 3X3 3X10 5X6 3X4(R) 3X4(R) 6X6 4X4 3X3 6X10 H0308 4X4 4X6 4X10(R) 4X16 40' SEAT PLATE REQ.SEAT PLATE REQ. 17'5"12 5'0"8 17'5"12 12'16'12' 2' 9 " 2 16' 7' 4 " 7 6' 6' 5 " 8 11 ' 6 " 120#120# **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W1 2x6 SP #2: :W9, W11 2x8 SP 2400f-1.8E: Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 46 plf at 0.00 to 46 plf at 30.12 TC: From 23 plf at 30.12 to 23 plf at 33.46 TC: From 46 plf at 33.46 to 46 plf at 40.00 BC: From 20 plf at 0.00 to 20 plf at 4.28 BC: From 50 plf at 4.28 to 50 plf at 6.28 BC: From 20 plf at 6.28 to 20 plf at 9.99 BC: From 50 plf at 9.99 to 50 plf at 14.36 BC: From 20 plf at 14.36 to 20 plf at 17.77 BC: From 50 plf at 17.77 to 50 plf at 20.64 BC: From 20 plf at 20.64 to 20 plf at 26.26 BC: From 50 plf at 26.26 to 50 plf at 29.82 BC: From 20 plf at 29.82 to 20 plf at 30.12 BC: From 10 plf at 30.12 to 10 plf at 33.46 BC: From 20 plf at 33.46 to 20 plf at 40.00 BC: 653 lb Conc. Load at 30.12 BC: 225 lb Conc. Load at 33.46 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 17.48 22.52 BC 104 0.00 40.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads and reactions based on MWFRS. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL S 1709 /- /- /- /1416 /102 T 2070 /- /- /- /1888 /- Wind reactions based on MWFRS S Brg Width = 7.6 Min Req = 1.5 T Brg Width = 7.6 Min Req = 1.5 Bearings S & T are a rigid surface. Bearings S & T require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 86 -67 B - C 861 -1047 C - D 807 -1014 D - E 831 -967 E - F 735 -869 Chords Tens. Comp. F - G 881 -1005 G - H 1120 -1285 H - I 1136 -1295 I - J 1120 -1206 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. S - R 805 -690 R - Q 915 -766 Q - P 915 -766 P - O 834 -693 Chords Tens. Comp. O - N 1131 -991 N - M 1131 -991 M - L 1076 -974 L - K 36 -35 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - S 113 -87 S - B 896 -1063 B - R 200 -78 R - D 130 -15 D - P 117 -151 E - P 216 -51 E - O 87 -106 Webs Tens. Comp. O - F 285 -128 O - G 364 -376 G - M 301 -217 M - I 177 -75 I - L 243 -302 L - J 1089 -986 J - K 961 -1000 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 165 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 4.2 psf BCDL: 6.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 4.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.076 O 999 360 VERT(CL): 0.106 P 999 240 HORZ(LL): -0.038 K - - HORZ(TL): 0.052 K - - Creep Factor: 2.0 Max TC CSI: 0.457 Max BC CSI: 0.980 Max Web CSI: 0.561 Wgt: 613.2 lbs VIEW Ver: 19.01.00A.0618.15 Job 79809 Truss B03G Truss Type COMN Qty 1 Ply 2 2497 06/12/2020 W1 W9 W11 W1 A B C D E F G H I J KLMNOPQRST 6 12 1.5X3 3X6(R) 3X4 3X6 3X4 3X4 3X6 5X6 3X4 3X8 5X6 3X6 3X8 3X8 3X6 3X8 3X8 4X6 3X6 40' SEAT PLATE REQ.SEAT PLATE REQ. 17'5"12 5'0"8 17'5"12 2' 9 " 2 11 ' 6 " 30'1"7 653# 3'4"2 225# 6'6"7 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W1 2x6 SP #2: :W9, W11 2x8 SP 2400f-1.8E: Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 46 plf at 0.00 to 46 plf at 30.12 TC: From 23 plf at 30.12 to 23 plf at 33.46 TC: From 46 plf at 33.46 to 46 plf at 40.00 BC: From 20 plf at 0.00 to 20 plf at 4.28 BC: From 50 plf at 4.28 to 50 plf at 6.28 BC: From 20 plf at 6.28 to 20 plf at 9.99 BC: From 50 plf at 9.99 to 50 plf at 14.36 BC: From 20 plf at 14.36 to 20 plf at 17.77 BC: From 50 plf at 17.77 to 50 plf at 20.64 BC: From 20 plf at 20.64 to 20 plf at 26.26 BC: From 50 plf at 26.26 to 50 plf at 29.82 BC: From 20 plf at 29.82 to 20 plf at 30.12 BC: From 10 plf at 30.12 to 10 plf at 33.46 BC: From 20 plf at 33.46 to 20 plf at 40.00 BC: 653 lb Conc. Load at 30.12 BC: 225 lb Conc. Load at 33.46 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 17.48 22.52 BC 104 0.00 40.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads and reactions based on MWFRS. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL S 1709 /- /- /- /1416 /102 T 2070 /- /- /- /1888 /- Wind reactions based on MWFRS S Brg Width = 7.6 Min Req = 1.5 T Brg Width = 7.6 Min Req = 1.5 Bearings S & T are a rigid surface. Bearings S & T require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 86 -67 B - C 861 -1047 C - D 807 -1014 D - E 831 -967 E - F 735 -869 Chords Tens. Comp. F - G 881 -1005 G - H 1120 -1285 H - I 1136 -1295 I - J 1120 -1206 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. S - R 805 -690 R - Q 915 -766 Q - P 915 -766 P - O 834 -693 Chords Tens. Comp. O - N 1131 -991 N - M 1131 -991 M - L 1076 -974 L - K 36 -35 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - S 113 -87 S - B 896 -1063 B - R 200 -78 R - D 130 -15 D - P 117 -151 E - P 216 -51 E - O 87 -106 Webs Tens. Comp. O - F 285 -128 O - G 364 -376 G - M 301 -217 M - I 177 -75 I - L 243 -302 L - J 1089 -986 J - K 961 -1000 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 165 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 4.2 psf BCDL: 6.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 4.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.076 O 999 360 VERT(CL): 0.106 P 999 240 HORZ(LL): -0.038 K - - HORZ(TL): 0.052 K - - Creep Factor: 2.0 Max TC CSI: 0.457 Max BC CSI: 0.980 Max Web CSI: 0.561 Wgt: 613.2 lbs VIEW Ver: 19.01.00A.0618.15 Job 79809 Truss B03G Truss Type COMN Qty 1 Ply 2 2497 06/12/2020 W1 W9 W11 W1 A B C D E F G H I J KLMNOPQRST 6 12 1.5X3 3X6(R) 3X4 3X6 3X4 3X4 3X6 5X6 3X4 3X8 5X6 3X6 3X8 3X8 3X6 3X8 3X8 4X6 3X6 40' SEAT PLATE REQ.SEAT PLATE REQ. 17'5"12 5'0"8 17'5"12 2' 9 " 2 11 ' 6 " 30'1"7 653# 3'4"2 225# 6'6"7 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP M-30 :T3, T4 2x4 SP #2: Bot chord 2x4 SP M-30 :B2 2x4 SP #2: Webs 2x4 SP #3 :Rt Bearing Leg 2x4 SP #3: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 17.48 22.52 BC 93 0.00 29.70 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL L 1138 /- /- /697 /610 /559 F 1219 /- /- /557 /745 /- Wind reactions based on MWFRS L Brg Width = 7.6 Min Req = 1.5 F Brg Width = - Min Req = - Bearing L is a rigid surface. Bearing L requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 853 -1097 B - C 1203 -1246 Chords Tens. Comp. C - D 858 -639 D - E 805 -782 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. L - K 382 -543 K - J 1124 -1206 J - I 780 -721 Chords Tens. Comp. I - H 780 -721 H - G 34 -53 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - L 954 -1113 A - K 1018 -603 K - B 440 -397 B - J 615 -314 J - C 599 -468 Webs Tens. Comp. C - H 504 -418 H - D 226 -130 H - E 875 -675 F - G 105 0 E - F 2036 -1451 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 165 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 4.2 psf BCDL: 6.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.044 J 999 360 VERT(CL): 0.080 J 999 240 HORZ(LL): -0.024 B - - HORZ(TL): 0.032 B - - Creep Factor: 2.0 Max TC CSI: 0.792 Max BC CSI: 0.965 Max Web CSI: 0.971 Wgt: 207.2 lbs VIEW Ver: 19.01.00A.0618.15 Job 79809 Truss B04 Truss Type COMN Qty 1 Ply 1 2477 06/12/2020 T3 T4 B2 (a) (a)(a) (a) (a) A B C D E F GHIJKL 6 12 5X6 3X6 3X4 H0510 3X4 3X6 5X6 3X8 5X6 4X8 2X4 1.5X4 29'11"14 SEAT PLATE REQ. 17'5"12 5'0"8 7'5"10 29'8"6 3"8 4' 8 " 4 2' 9 " 2 3' 0 " 1 5 11 ' 6 " **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP M-30 :T3, T4 2x4 SP #2: Bot chord 2x4 SP M-30 :B2 2x4 SP #2: Webs 2x4 SP #3 :Rt Bearing Leg 2x4 SP #3: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 17.48 22.52 BC 93 0.00 29.70 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL L 1138 /- /- /697 /610 /559 F 1219 /- /- /557 /745 /- Wind reactions based on MWFRS L Brg Width = 7.6 Min Req = 1.5 F Brg Width = - Min Req = - Bearing L is a rigid surface. Bearing L requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 853 -1097 B - C 1203 -1246 Chords Tens. Comp. C - D 858 -639 D - E 805 -782 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. L - K 382 -543 K - J 1124 -1206 J - I 780 -721 Chords Tens. Comp. I - H 780 -721 H - G 34 -53 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - L 954 -1113 A - K 1018 -603 K - B 440 -397 B - J 615 -314 J - C 599 -468 Webs Tens. Comp. C - H 504 -418 H - D 226 -130 H - E 875 -675 F - G 105 0 E - F 2036 -1451 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 165 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 4.2 psf BCDL: 6.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.044 J 999 360 VERT(CL): 0.080 J 999 240 HORZ(LL): -0.024 B - - HORZ(TL): 0.032 B - - Creep Factor: 2.0 Max TC CSI: 0.792 Max BC CSI: 0.965 Max Web CSI: 0.971 Wgt: 207.2 lbs VIEW Ver: 19.01.00A.0618.15 Job 79809 Truss B04 Truss Type COMN Qty 1 Ply 1 2477 06/12/2020 T3 T4 B2 (a) (a)(a) (a) (a) A B C D E F GHIJKL 6 12 5X6 3X6 3X4 H0510 3X4 3X6 5X6 3X8 5X6 4X8 2X4 1.5X4 29'11"14 SEAT PLATE REQ. 17'5"12 5'0"8 7'5"10 29'8"6 3"8 4' 8 " 4 2' 9 " 2 3' 0 " 1 5 11 ' 6 " **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :Rt Bearing Leg 2x4 SP #3: Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 73 0.00 6.11 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL E 237 /- /- /128 /- /344 C 242 /- /- /256 /315 /- Wind reactions based on MWFRS E Brg Width = 7.6 Min Req = 1.5 C Brg Width = - Min Req = - Bearing E is a rigid surface. Bearing E requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 44 -184 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. E - D 159 -494 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - E 174 -177 A - D 451 -141 Webs Tens. Comp. C - D 122 -136 B - C 1843 -849 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 165 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 4.2 psf BCDL: 6.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.007 D 999 360 VERT(CL): 0.006 D 999 240 HORZ(LL): -0.012 B - - HORZ(TL): 0.014 B - - Creep Factor: 2.0 Max TC CSI: 0.890 Max BC CSI: 0.392 Max Web CSI: 0.773 Wgt: 46.2 lbs VIEW Ver: 19.01.00A.0618.15 Job 79809 Truss B05 Truss Type MONO Qty 1 Ply 1 2491 06/12/2020 A B C DE 6 12 3X4(R) 1.5X4 4X6 2X4 3X4(R) 6'4"14 SEAT PLATE REQ. 6'4"14 6'1"6 3"8 3' 0 " 3 2' 9 " 2 2' 1 1 " 6 5' 1 1 " 9 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :Rt Bearing Leg 2x4 SP #3: Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 73 0.00 6.11 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL E 237 /- /- /128 /- /344 C 242 /- /- /256 /315 /- Wind reactions based on MWFRS E Brg Width = 7.6 Min Req = 1.5 C Brg Width = - Min Req = - Bearing E is a rigid surface. Bearing E requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 44 -184 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. E - D 159 -494 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - E 174 -177 A - D 451 -141 Webs Tens. Comp. C - D 122 -136 B - C 1843 -849 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 165 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 4.2 psf BCDL: 6.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.007 D 999 360 VERT(CL): 0.006 D 999 240 HORZ(LL): -0.012 B - - HORZ(TL): 0.014 B - - Creep Factor: 2.0 Max TC CSI: 0.890 Max BC CSI: 0.392 Max Web CSI: 0.773 Wgt: 46.2 lbs VIEW Ver: 19.01.00A.0618.15 Job 79809 Truss B05 Truss Type MONO Qty 1 Ply 1 2491 06/12/2020 A B C DE 6 12 3X4(R) 1.5X4 4X6 2X4 3X4(R) 6'4"14 SEAT PLATE REQ. 6'4"14 6'1"6 3"8 3' 0 " 3 2' 9 " 2 2' 1 1 " 6 5' 1 1 " 9 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x6 SP 2400f-2.0E :T2 2x4 SP #2: :T3 2x4 SP M-30: Bot chord 2x6 SP 2400f-2.0E :B1 2x8 SP 2400f-1.8E: Webs 2x4 SP #3 :W1, W18 2x8 SP 2400f-1.8E: :W2, W6, W11 2x4 SP M-30: :W3, W4, W7, W10, W16, W17 2x4 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @10.50" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. (1) 1/2" bolts may be used for (2) 0.131"x3", min. nails on The Bottom Chord Only. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 56 plf at 0.00 to 56 plf at 40.00 BC: From 20 plf at 0.00 to 20 plf at 24.04 BC: From 22 plf at 24.04 to 22 plf at 40.00 TC: 796 lb Conc. Load at 2.06, 4.06 TC: 696 lb Conc. Load at 6.06, 8.06,10.06 BC: 4486 lb Conc. Load at 11.16 BC: 804 lb Conc. Load at 30.12 BC: 255 lb Conc. Load at 33.46 Plating Notes All plates are 1.5X3 except as noted. (I) - plates so marked were sized using 0% Fabrication Tolerance, 10 degrees Rotational Tolerance, and/or zero Positioning Tolerance. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 0.00 11.03 TC 24 17.48 22.52 BC 61 0.00 23.79 BC 54 23.79 26.52 BC 56 26.52 39.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Gable end supports 8" max rake overhang. Top chord must not be cut or notched. Wind Wind loads and reactions based on MWFRS. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Deflection Max JT VERT DEFL: LL: -0.94" DL: 0.44". Provide for adequate drainage of roof. Additional Notes See STD DETAILS for gable wind bracing requirements. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL Z 8118 /- /- /- /8479 /344 AD 4169 /- /- /- /4330 /- Wind reactions based on MWFRS Z Brg Width = 7.6 Min Req = 3.4 AD Brg Width = 7.6 Min Req = 1.5 Bearings Z & M are a rigid surface. Bearings Z & M require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 4028 -3812 B - C 4028 -3812 C - D 4035 -3818 D - F 6583 -6192 E - G 140 -90 Chords Tens. Comp. G - H 4167 -3989 H - I 9581 -9216 I - J 9629 -9261 J - K 7434 -7111 K - L 3904 -3704 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. Z - Y 0 -114 Y - X 0 -114 X - W 3990 -4270 W - V 6189 -6638 V - U 6164 -6610 U - T 2 -1 Chords Tens. Comp. T - Q 2 -2 S - R 4335 -4530 R - P 4361 -4544 P - O 7131 -7423 O - N 3801 -4010 N - M 82 -81 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - Z 3998 -3824 A -AA 5299 -5517 AB-AC 5322 -5543 AC- X 5260 -5472 X - D 3412 -3240 D - W 3216 -3459 E - F 149 -105 W - F 65 -223 F - G 3639 -3491 F - U 4913 -4527 G - U 462 -481 G - S 2189 -2238 Webs Tens. Comp. U - S 3681 -3886 S - T 124 -60 S - H 967 -925 H - P 6446 -6661 R - Q 49 -50 P - I 69 -30 P - J 1843 -1880 J - O 1308 -1243 O - K 3015 -3122 K - N 2057 -1949 N - L 3343 -3522 M - L 2128 -2009 Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. AA- B 514 -421 Y -AB 552 -454 Gables Tens. Comp. AC- C 109 -95 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 165 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 4.2 psf BCDL: 6.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 4.00 ft Loc. from endwall: not in 17.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.943 P 507 360 VERT(CL): 0.958 P 499 240 HORZ(LL): -0.740 M - - HORZ(TL): 0.762 M - - Creep Factor: 2.0 Max TC CSI: 0.619 Max BC CSI: 0.989 Max Web CSI: 0.936 Wgt: 793.8 lbs VIEW Ver: 19.01.00A.0618.15 Job 79809 Truss B06G Truss Type GABL Qty 1 Ply 2 2525 06/12/2020 T2 T3 B1 W1 W2 W3 W4 W6 W7 W10 W11 W16 W17 W18 (a)(a)(a) (a)(a) (a) (a) (a) DT 2'3"5A B C D E F G H I J K L M N O P Q R S TUVWXYZ AA AB AC AD 6 12 6 12 8X8 5X14 3X3 4X4 7X8 6X6 6X10(R) H1014 H0710 7X8 8X12 7X10 H1014(I) 1.5X4 H1014 H0710 5X6 5X6 4X10 4X10 6X6 40' SEAT PLATE REQ.SEAT PLATE REQ. 11'0"6 6'5"6 5'0"8 17'5"12 24'0"8 2'5"11 13'5"13 6' 2' 9 " 2 4' 5 " 2 6' 5 " 1 11 ' 6 " 2'0"12 796# 2' 796# 2' 696# 2' 696# 2' 696# 11'1"15 4486# 18'11"8 804# 3'4"2 255# 29'11"4 6'6"7 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x6 SP 2400f-2.0E :T2 2x4 SP #2: :T3 2x4 SP M-30: Bot chord 2x6 SP 2400f-2.0E :B1 2x8 SP 2400f-1.8E: Webs 2x4 SP #3 :W1, W18 2x8 SP 2400f-1.8E: :W2, W6, W11 2x4 SP M-30: :W3, W4, W7, W10, W16, W17 2x4 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @10.50" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. (1) 1/2" bolts may be used for (2) 0.131"x3", min. nails on The Bottom Chord Only. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 56 plf at 0.00 to 56 plf at 40.00 BC: From 20 plf at 0.00 to 20 plf at 24.04 BC: From 22 plf at 24.04 to 22 plf at 40.00 TC: 796 lb Conc. Load at 2.06, 4.06 TC: 696 lb Conc. Load at 6.06, 8.06,10.06 BC: 4486 lb Conc. Load at 11.16 BC: 804 lb Conc. Load at 30.12 BC: 255 lb Conc. Load at 33.46 Plating Notes All plates are 1.5X3 except as noted. (I) - plates so marked were sized using 0% Fabrication Tolerance, 10 degrees Rotational Tolerance, and/or zero Positioning Tolerance. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 0.00 11.03 TC 24 17.48 22.52 BC 61 0.00 23.79 BC 54 23.79 26.52 BC 56 26.52 39.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Gable end supports 8" max rake overhang. Top chord must not be cut or notched. Wind Wind loads and reactions based on MWFRS. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Deflection Max JT VERT DEFL: LL: -0.94" DL: 0.44". Provide for adequate drainage of roof. Additional Notes See STD DETAILS for gable wind bracing requirements. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL Z 8118 /- /- /- /8479 /344 AD 4169 /- /- /- /4330 /- Wind reactions based on MWFRS Z Brg Width = 7.6 Min Req = 3.4 AD Brg Width = 7.6 Min Req = 1.5 Bearings Z & M are a rigid surface. Bearings Z & M require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 4028 -3812 B - C 4028 -3812 C - D 4035 -3818 D - F 6583 -6192 E - G 140 -90 Chords Tens. Comp. G - H 4167 -3989 H - I 9581 -9216 I - J 9629 -9261 J - K 7434 -7111 K - L 3904 -3704 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. Z - Y 0 -114 Y - X 0 -114 X - W 3990 -4270 W - V 6189 -6638 V - U 6164 -6610 U - T 2 -1 Chords Tens. Comp. T - Q 2 -2 S - R 4335 -4530 R - P 4361 -4544 P - O 7131 -7423 O - N 3801 -4010 N - M 82 -81 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - Z 3998 -3824 A -AA 5299 -5517 AB-AC 5322 -5543 AC- X 5260 -5472 X - D 3412 -3240 D - W 3216 -3459 E - F 149 -105 W - F 65 -223 F - G 3639 -3491 F - U 4913 -4527 G - U 462 -481 G - S 2189 -2238 Webs Tens. Comp. U - S 3681 -3886 S - T 124 -60 S - H 967 -925 H - P 6446 -6661 R - Q 49 -50 P - I 69 -30 P - J 1843 -1880 J - O 1308 -1243 O - K 3015 -3122 K - N 2057 -1949 N - L 3343 -3522 M - L 2128 -2009 Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. AA- B 514 -421 Y -AB 552 -454 Gables Tens. Comp. AC- C 109 -95 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 165 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 4.2 psf BCDL: 6.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 4.00 ft Loc. from endwall: not in 17.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.943 P 507 360 VERT(CL): 0.958 P 499 240 HORZ(LL): -0.740 M - - HORZ(TL): 0.762 M - - Creep Factor: 2.0 Max TC CSI: 0.619 Max BC CSI: 0.989 Max Web CSI: 0.936 Wgt: 793.8 lbs VIEW Ver: 19.01.00A.0618.15 Job 79809 Truss B06G Truss Type GABL Qty 1 Ply 2 2525 06/12/2020 T2 T3 B1 W1 W2 W3 W4 W6 W7 W10 W11 W16 W17 W18 (a)(a)(a) (a)(a) (a) (a) (a) DT 2'3"5A B C D E F G H I J K L M N O P Q R S TUVWXYZ AA AB AC AD 6 12 6 12 8X8 5X14 3X3 4X4 7X8 6X6 6X10(R) H1014 H0710 7X8 8X12 7X10 H1014(I) 1.5X4 H1014 H0710 5X6 5X6 4X10 4X10 6X6 40' SEAT PLATE REQ.SEAT PLATE REQ. 11'0"6 6'5"6 5'0"8 17'5"12 24'0"8 2'5"11 13'5"13 6' 2' 9 " 2 4' 5 " 2 6' 5 " 1 11 ' 6 " 2'0"12 796# 2' 796# 2' 696# 2' 696# 2' 696# 11'1"15 4486# 18'11"8 804# 3'4"2 255# 29'11"4 6'6"7 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 :T2, T3 2x6 SP #2: Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W1 2x6 SP 2400f-2.0E: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 6.19 11.23 BC 116 0.00 12.60 BC 33 12.66 15.22 BC 65 15.22 28.40 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL O 1084 /- /- /582 /645 /833 I 1125 /- /- /685 /642 /- Wind reactions based on MWFRS O Brg Width = - Min Req = - I Brg Width = 7.6 Min Req = 1.5 Bearing I is a rigid surface. Bearing I requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 864 -608 B - C 1501 -1474 C - D 1441 -1434 D - E 1672 -1770 Chords Tens. Comp. E - F 2573 -3316 F - G 2549 -3377 G - H 1800 -2233 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. O - N 675 -346 N - M 4 -2 L - K 3128 -1957 Chords Tens. Comp. K - J 2251 -1713 J - I 123 -139 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - O 1183 -1040 A - N 816 -914 N - B 729 -906 N - L 776 -284 B - L 1295 -730 L - M 103 0 L - D 609 -526 Webs Tens. Comp. L - E 1876 -2537 E - K 2324 -1400 K - G 972 -346 G - J 831 -778 J - H 2047 -1555 I - H 969 -1028 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 165 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 4.2 psf BCDL: 6.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.230 K 999 360 VERT(CL): 0.443 K 769 240 HORZ(LL): 0.243 I - - HORZ(TL): 0.468 I - - Creep Factor: 2.0 Max TC CSI: 0.855 Max BC CSI: 1.000 Max Web CSI: 0.885 Wgt: 234.5 lbs VIEW Ver: 19.01.00A.0618.15 Job 79809 Truss B07 Truss Type COMN Qty 2 Ply 1 2539 06/12/2020 T2 T3 W1 (a)(a) (a) (a) (a) (a) A B C D E F G H I J K L MNO 6 12 6 12 3X4(R) 3X6 3X8 5X6 5X6 7X8 2X4 4X4 5X8 6X6 4X6 3X4 4X6 7X6 4X6 28'8"8 SEAT PLATE REQ. 6'2"4 5'0"8 17'5"12 12'9"2'5"11 13'5"13 8' 4 " 1 4 2' 9 " 2 5' 2 " 4 6' 5 " 1 11 ' 6 " **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 :T2, T3 2x6 SP #2: Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W1 2x6 SP 2400f-2.0E: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 6.19 11.23 BC 116 0.00 12.60 BC 33 12.66 15.22 BC 65 15.22 28.40 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL O 1084 /- /- /582 /645 /833 I 1125 /- /- /685 /642 /- Wind reactions based on MWFRS O Brg Width = - Min Req = - I Brg Width = 7.6 Min Req = 1.5 Bearing I is a rigid surface. Bearing I requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 864 -608 B - C 1501 -1474 C - D 1441 -1434 D - E 1672 -1770 Chords Tens. Comp. E - F 2573 -3316 F - G 2549 -3377 G - H 1800 -2233 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. O - N 675 -346 N - M 4 -2 L - K 3128 -1957 Chords Tens. Comp. K - J 2251 -1713 J - I 123 -139 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - O 1183 -1040 A - N 816 -914 N - B 729 -906 N - L 776 -284 B - L 1295 -730 L - M 103 0 L - D 609 -526 Webs Tens. Comp. L - E 1876 -2537 E - K 2324 -1400 K - G 972 -346 G - J 831 -778 J - H 2047 -1555 I - H 969 -1028 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 165 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 4.2 psf BCDL: 6.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.230 K 999 360 VERT(CL): 0.443 K 769 240 HORZ(LL): 0.243 I - - HORZ(TL): 0.468 I - - Creep Factor: 2.0 Max TC CSI: 0.855 Max BC CSI: 1.000 Max Web CSI: 0.885 Wgt: 234.5 lbs VIEW Ver: 19.01.00A.0618.15 Job 79809 Truss B07 Truss Type COMN Qty 2 Ply 1 2539 06/12/2020 T2 T3 W1 (a)(a) (a) (a) (a) (a) A B C D E F G H I J K L MNO 6 12 6 12 3X4(R) 3X6 3X8 5X6 5X6 7X8 2X4 4X4 5X8 6X6 4X6 3X4 4X6 7X6 4X6 28'8"8 SEAT PLATE REQ. 6'2"4 5'0"8 17'5"12 12'9"2'5"11 13'5"13 8' 4 " 1 4 2' 9 " 2 5' 2 " 4 6' 5 " 1 11 ' 6 " **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B2 2x4 SP M-30: Webs 2x4 SP #3 :W1 2x6 SP 2400f-2.0E: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 6.19 11.23 BC 29 0.00 2.37 BC 90 2.37 15.22 BC 71 15.22 28.40 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL M 908 /- /- /600 /636 /834 H 1046 /- /- /691 /518 /- Wind reactions based on MWFRS M Brg Width = - Min Req = - H Brg Width = 7.6 Min Req = 1.5 Bearing H is a rigid surface. Bearing H requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 685 -390 B - C 1241 -902 C - D 1327 -1072 Chords Tens. Comp. D - E 2483 -2813 E - F 2462 -2875 F - G 1809 -2057 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. M - L 677 -347 L - K 835 -322 K - J 2711 -1931 Chords Tens. Comp. J - I 2071 -1726 I - H 124 -130 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - M 1133 -925 A - L 702 -859 L - B 906 -782 B - K 767 -457 K - C 412 -316 K - D 1899 -2387 Webs Tens. Comp. D - J 2289 -1572 J - F 896 -240 F - I 838 -699 I - G 1883 -1568 H - G 965 -953 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 165 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 4.2 psf BCDL: 6.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.196 J 999 360 VERT(CL): 0.404 J 843 240 HORZ(LL): 0.206 H - - HORZ(TL): 0.425 H - - Creep Factor: 2.0 Max TC CSI: 0.879 Max BC CSI: 0.987 Max Web CSI: 0.872 Wgt: 207.9 lbs VIEW Ver: 19.01.00A.0618.15 Job 79809 Truss B08 Truss Type COMN Qty 6 Ply 1 2542 06/12/2020 B2 W1 (a) (a) (a) (a) (a) A B C D E F G H I J K LM 6 12 6 12 3X4(R) 3X6 5X6 5X6 4X12 5X6 5X8 6X6 3X6 3X4 3X6 7X6 4X6 28'8"8 SEAT PLATE REQ. 6'2"4 5'0"8 17'5"12 2'4"8 12'10"3 13'5"13 8' 4 " 1 4 2' 9 " 2 6' 5 " 1 11 ' 6 " **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B2 2x4 SP M-30: Webs 2x4 SP #3 :W1 2x6 SP 2400f-2.0E: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 6.19 11.23 BC 29 0.00 2.37 BC 90 2.37 15.22 BC 71 15.22 28.40 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL M 908 /- /- /600 /636 /834 H 1046 /- /- /691 /518 /- Wind reactions based on MWFRS M Brg Width = - Min Req = - H Brg Width = 7.6 Min Req = 1.5 Bearing H is a rigid surface. Bearing H requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 685 -390 B - C 1241 -902 C - D 1327 -1072 Chords Tens. Comp. D - E 2483 -2813 E - F 2462 -2875 F - G 1809 -2057 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. M - L 677 -347 L - K 835 -322 K - J 2711 -1931 Chords Tens. Comp. J - I 2071 -1726 I - H 124 -130 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - M 1133 -925 A - L 702 -859 L - B 906 -782 B - K 767 -457 K - C 412 -316 K - D 1899 -2387 Webs Tens. Comp. D - J 2289 -1572 J - F 896 -240 F - I 838 -699 I - G 1883 -1568 H - G 965 -953 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 165 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 4.2 psf BCDL: 6.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.196 J 999 360 VERT(CL): 0.404 J 843 240 HORZ(LL): 0.206 H - - HORZ(TL): 0.425 H - - Creep Factor: 2.0 Max TC CSI: 0.879 Max BC CSI: 0.987 Max Web CSI: 0.872 Wgt: 207.9 lbs VIEW Ver: 19.01.00A.0618.15 Job 79809 Truss B08 Truss Type COMN Qty 6 Ply 1 2542 06/12/2020 B2 W1 (a) (a) (a) (a) (a) A B C D E F G H I J K LM 6 12 6 12 3X4(R) 3X6 5X6 5X6 4X12 5X6 5X8 6X6 3X6 3X4 3X6 7X6 4X6 28'8"8 SEAT PLATE REQ. 6'2"4 5'0"8 17'5"12 2'4"8 12'10"3 13'5"13 8' 4 " 1 4 2' 9 " 2 6' 5 " 1 11 ' 6 " **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x6 SP 2400f-2.0E :T2, T3 2x4 SP #2: Bot chord 2x8 SP 2400f-1.8E :B2 2x4 SP 2400f-2.0E: :B3 2x4 SP M-30: Webs 2x4 SP #3 :W1, W18 2x8 SP 2400f-1.8E: :W2, W3, W15, W17 2x4 SP #2: :W13 2x4 SP M-30: Bracing (a) Continuous lateral restraint equally spaced on member. Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 2 plf at 0.00 to 2 plf at 10.06 TC: From 56 plf at 10.06 to 56 plf at 17.48 TC: From 56 plf at 22.52 to 56 plf at 40.00 BC: From 20 plf at 0.00 to 20 plf at 13.67 BC: From 22 plf at 13.67 to 22 plf at 40.00 TC: 796 lb Conc. Load at 2.06, 4.06 TC: 696 lb Conc. Load at 6.06, 8.06,10.06 BC: 4190 lb Conc. Load at 11.16 Plating Notes All plates are 1.5X3 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 0.00 13.71 TC 24 17.48 22.52 BC 72 0.00 13.67 BC 52 13.67 26.52 BC 63 26.52 39.69 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Gable end supports 8" max rake overhang. Top chord must not be cut or notched. Wind Wind loads and reactions based on MWFRS. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Deflection Max JT VERT DEFL: LL: -0.86" DL: 0.41". Provide for adequate drainage of roof. Additional Notes See STD DETAILS for gable wind bracing requirements. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL V 7054 /- /- /- /7523 /344 O 3082 /- /- /- /3207 /- Wind reactions based on MWFRS V Brg Width = 7.6 Min Req = 2.9 O Brg Width = 7.6 Min Req = 1.5 Bearings V & O are a rigid surface. Bearings V & O require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 60 0 B - C 59 0 C - D 5403 -4880 D - F 5403 -4880 E - G 798 -692 F - H 5477 -4926 Chords Tens. Comp. G - I 831 -722 I - J 3369 -3032 J - K 7578 -6954 K - L 7591 -6959 L - M 7632 -6990 M - N 3753 -3543 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. V - U 2803 -3127 U - T 2803 -3127 T - S 4605 -5165 S - R 5130 -5740 Chords Tens. Comp. R - Q 3423 -3802 Q - P 3588 -3793 P - O 179 -163 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - V 117 -127 V - W 4628 -4307 X - C 4615 -4291 C - T 3246 -3641 D - T 1358 -1331 T - H 469 -504 E - F 1021 -901 E - H 869 -959 S - H 1625 -1433 G - H 136 -117 Webs Tens. Comp. H - I 2210 -1957 H - R 3228 -2906 I - R 2319 -2495 R - J 763 -654 J - Q 4836 -5169 Q - K 157 -128 Q - M 3022 -3393 M - P 1585 -1368 P - N 3275 -3472 O - N 1546 -1448 Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. W - U 313 -191 Gables Tens. Comp. B - X 331 -213 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 165 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 4.2 psf BCDL: 6.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 4.00 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.864 Q 551 360 VERT(CL): 0.843 Q 565 240 HORZ(LL): -0.680 O - - HORZ(TL): 0.702 O - - Creep Factor: 2.0 Max TC CSI: 0.750 Max BC CSI: 0.993 Max Web CSI: 0.992 Wgt: 694.4 lbs VIEW Ver: 19.01.00A.0618.15 Job 79809 Truss B09G Truss Type GABL Qty 1 Ply 2 2529 06/12/2020 T2 T3 B2 B3 W1 W2 W3 W13 W15 W17 W18 (a)(a) (a) (a) (a) (a) (a)A B C D E F G H I J K L M N O P Q R STUV W X 6 12 6 12 3X6 8X14(R) 1.5X4 2X4 H0714(R)3X8 7X10 3X4 4X6 H0714 12X14 6X6 5X8 H1014 H0714 H0710 4X8 4X8 6X6 5X6 40' SEAT PLATE REQ.SEAT PLATE REQ. 13'8"6'5"6 5'0"8 17'5"12 13'8"12'10"3 13'5"13 6' 2' 9 " 2 6' 5 " 1 11 ' 6 " 2'0"12 796# 2' 796# 2' 696# 2' 696# 2' 696# 11'1"15 4190# 29'11"4 28'10"1 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x6 SP 2400f-2.0E :T2, T3 2x4 SP #2: Bot chord 2x8 SP 2400f-1.8E :B2 2x4 SP 2400f-2.0E: :B3 2x4 SP M-30: Webs 2x4 SP #3 :W1, W18 2x8 SP 2400f-1.8E: :W2, W3, W15, W17 2x4 SP #2: :W13 2x4 SP M-30: Bracing (a) Continuous lateral restraint equally spaced on member. Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 2 plf at 0.00 to 2 plf at 10.06 TC: From 56 plf at 10.06 to 56 plf at 17.48 TC: From 56 plf at 22.52 to 56 plf at 40.00 BC: From 20 plf at 0.00 to 20 plf at 13.67 BC: From 22 plf at 13.67 to 22 plf at 40.00 TC: 796 lb Conc. Load at 2.06, 4.06 TC: 696 lb Conc. Load at 6.06, 8.06,10.06 BC: 4190 lb Conc. Load at 11.16 Plating Notes All plates are 1.5X3 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 0.00 13.71 TC 24 17.48 22.52 BC 72 0.00 13.67 BC 52 13.67 26.52 BC 63 26.52 39.69 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Gable end supports 8" max rake overhang. Top chord must not be cut or notched. Wind Wind loads and reactions based on MWFRS. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Deflection Max JT VERT DEFL: LL: -0.86" DL: 0.41". Provide for adequate drainage of roof. Additional Notes See STD DETAILS for gable wind bracing requirements. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL V 7054 /- /- /- /7523 /344 O 3082 /- /- /- /3207 /- Wind reactions based on MWFRS V Brg Width = 7.6 Min Req = 2.9 O Brg Width = 7.6 Min Req = 1.5 Bearings V & O are a rigid surface. Bearings V & O require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 60 0 B - C 59 0 C - D 5403 -4880 D - F 5403 -4880 E - G 798 -692 F - H 5477 -4926 Chords Tens. Comp. G - I 831 -722 I - J 3369 -3032 J - K 7578 -6954 K - L 7591 -6959 L - M 7632 -6990 M - N 3753 -3543 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. V - U 2803 -3127 U - T 2803 -3127 T - S 4605 -5165 S - R 5130 -5740 Chords Tens. Comp. R - Q 3423 -3802 Q - P 3588 -3793 P - O 179 -163 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - V 117 -127 V - W 4628 -4307 X - C 4615 -4291 C - T 3246 -3641 D - T 1358 -1331 T - H 469 -504 E - F 1021 -901 E - H 869 -959 S - H 1625 -1433 G - H 136 -117 Webs Tens. Comp. H - I 2210 -1957 H - R 3228 -2906 I - R 2319 -2495 R - J 763 -654 J - Q 4836 -5169 Q - K 157 -128 Q - M 3022 -3393 M - P 1585 -1368 P - N 3275 -3472 O - N 1546 -1448 Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. W - U 313 -191 Gables Tens. Comp. B - X 331 -213 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 165 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 4.2 psf BCDL: 6.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 4.00 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.864 Q 551 360 VERT(CL): 0.843 Q 565 240 HORZ(LL): -0.680 O - - HORZ(TL): 0.702 O - - Creep Factor: 2.0 Max TC CSI: 0.750 Max BC CSI: 0.993 Max Web CSI: 0.992 Wgt: 694.4 lbs VIEW Ver: 19.01.00A.0618.15 Job 79809 Truss B09G Truss Type GABL Qty 1 Ply 2 2529 06/12/2020 T2 T3 B2 B3 W1 W2 W3 W13 W15 W17 W18 (a)(a) (a) (a) (a) (a) (a)A B C D E F G H I J K L M N O P Q R STUV W X 6 12 6 12 3X6 8X14(R) 1.5X4 2X4 H0714(R)3X8 7X10 3X4 4X6 H0714 12X14 6X6 5X8 H1014 H0714 H0710 4X8 4X8 6X6 5X6 40' SEAT PLATE REQ.SEAT PLATE REQ. 13'8"6'5"6 5'0"8 17'5"12 13'8"12'10"3 13'5"13 6' 2' 9 " 2 6' 5 " 1 11 ' 6 " 2'0"12 796# 2' 796# 2' 696# 2' 696# 2' 696# 11'1"15 4190# 29'11"4 28'10"1 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 :T4, T5 2x4 SP M-30: Bot chord 2x4 SP #2 :B3 2x4 SP M-30: Webs 2x4 SP #3 :W9, W13 2x4 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 17.48 22.52 BC 72 0.00 13.67 BC 65 13.67 26.52 BC 62 26.52 39.69 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL Q 1521 /- /- /897 /991 /598 K 1567 /- /- /918 /1010 /- Wind reactions based on MWFRS Q Brg Width = 7.6 Min Req = 1.8 K Brg Width = 7.6 Min Req = 1.6 Bearings Q & K are a rigid surface. Bearings Q & K require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 1433 -1659 B - C 1671 -1801 C - D 1691 -1724 D - E 1985 -1761 E - F 2166 -2215 Chords Tens. Comp. F - G 4691 -5579 G - H 4432 -5570 H - I 4412 -5633 I - J 2689 -3279 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. Q - P 534 -511 P - O 1461 -1215 O - N 1850 -1246 Chords Tens. Comp. N - M 2518 -1626 M - L 3326 -2623 L - K 174 -196 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - Q 1374 -1481 A - P 1569 -1305 P - B 635 -506 B - O 288 -192 D - O 651 -362 O - E 86 -318 E - N 1043 -667 Webs Tens. Comp. N - F 824 -991 F - M 4190 -3262 M - G 568 -292 M - I 2015 -1282 I - L 1221 -1231 L - J 3038 -2394 K - J 1333 -1448 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 165 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 4.2 psf BCDL: 6.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 4.00 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.421 G 999 360 VERT(CL): 0.812 G 586 240 HORZ(LL): 0.356 K - - HORZ(TL): 0.687 K - - Creep Factor: 2.0 Max TC CSI: 0.968 Max BC CSI: 0.989 Max Web CSI: 0.946 Wgt: 253.4 lbs VIEW Ver: 19.01.00A.0618.15 Job 79809 Truss B10 Truss Type COMN Qty 5 Ply 1 2494 06/12/2020 T4 T5 B3 W9 W13 (a) (a) (a) (a) (a)A B C D E F G H I J K L M N OPQ 6 12 6 12 4X6 3X6 4X4 3X4 H0308 1.5X4 5X8 5X6 3X4 6X10 H0710 1.5X4 H0308 3X8 5X6 7X6 4X6 40' SEAT PLATE REQ.SEAT PLATE REQ. 17'5"12 5'0"8 17'5"12 13'8"12'10"3 13'5"13 2' 9 " 2 6' 5 " 1 11 ' 6 " **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 :T4, T5 2x4 SP M-30: Bot chord 2x4 SP #2 :B3 2x4 SP M-30: Webs 2x4 SP #3 :W9, W13 2x4 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 17.48 22.52 BC 72 0.00 13.67 BC 65 13.67 26.52 BC 62 26.52 39.69 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL Q 1521 /- /- /897 /991 /598 K 1567 /- /- /918 /1010 /- Wind reactions based on MWFRS Q Brg Width = 7.6 Min Req = 1.8 K Brg Width = 7.6 Min Req = 1.6 Bearings Q & K are a rigid surface. Bearings Q & K require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 1433 -1659 B - C 1671 -1801 C - D 1691 -1724 D - E 1985 -1761 E - F 2166 -2215 Chords Tens. Comp. F - G 4691 -5579 G - H 4432 -5570 H - I 4412 -5633 I - J 2689 -3279 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. Q - P 534 -511 P - O 1461 -1215 O - N 1850 -1246 Chords Tens. Comp. N - M 2518 -1626 M - L 3326 -2623 L - K 174 -196 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - Q 1374 -1481 A - P 1569 -1305 P - B 635 -506 B - O 288 -192 D - O 651 -362 O - E 86 -318 E - N 1043 -667 Webs Tens. Comp. N - F 824 -991 F - M 4190 -3262 M - G 568 -292 M - I 2015 -1282 I - L 1221 -1231 L - J 3038 -2394 K - J 1333 -1448 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 165 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 4.2 psf BCDL: 6.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 4.00 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.421 G 999 360 VERT(CL): 0.812 G 586 240 HORZ(LL): 0.356 K - - HORZ(TL): 0.687 K - - Creep Factor: 2.0 Max TC CSI: 0.968 Max BC CSI: 0.989 Max Web CSI: 0.946 Wgt: 253.4 lbs VIEW Ver: 19.01.00A.0618.15 Job 79809 Truss B10 Truss Type COMN Qty 5 Ply 1 2494 06/12/2020 T4 T5 B3 W9 W13 (a) (a) (a) (a) (a)A B C D E F G H I J K L M N OPQ 6 12 6 12 4X6 3X6 4X4 3X4 H0308 1.5X4 5X8 5X6 3X4 6X10 H0710 1.5X4 H0308 3X8 5X6 7X6 4X6 40' SEAT PLATE REQ.SEAT PLATE REQ. 17'5"12 5'0"8 17'5"12 13'8"12'10"3 13'5"13 2' 9 " 2 6' 5 " 1 11 ' 6 " **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 :T4, T5 2x4 SP M-30: Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W9 2x4 SP M-30: :W12 2x4 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 17.48 22.52 BC 71 0.00 13.67 BC 63 13.67 26.83 BC 120 26.83 40.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL R 1528 /- /- /896 /1002 /598 S 1529 /- /- /899 /1010 /- Wind reactions based on MWFRS R Brg Width = 7.6 Min Req = 1.8 S Brg Width = 7.6 Min Req = 1.8 Bearings R & S are a rigid surface. Bearings R & S require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 1449 -1667 B - C 1694 -1813 C - D 1714 -1735 D - E 2009 -1773 E - F 2208 -2239 Chords Tens. Comp. F - G 5531 -6548 G - H 5245 -6504 H - I 5227 -6570 I - J 1516 -1731 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. R - Q 534 -511 Q - P 1468 -1230 P - O 1864 -1273 Chords Tens. Comp. O - M 2563 -1695 N - L 13 -11 L - K 14 -22 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - R 1387 -1488 A - Q 1577 -1319 Q - B 642 -509 B - P 287 -192 D - P 652 -363 P - E 86 -326 E - O 1064 -701 O - F 904 -1042 Webs Tens. Comp. F - M 5096 -4059 M - N 120 0 M - G 566 -290 M - I 4321 -3125 M - L 2070 -1683 I - L 1740 -1861 L - J 1604 -1288 J - K 1394 -1484 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 165 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 4.2 psf BCDL: 6.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 4.00 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.534 M 898 360 VERT(CL): 1.021 M 470 240 HORZ(LL): 0.442 K - - HORZ(TL): 0.845 K - - Creep Factor: 2.0 Max TC CSI: 0.971 Max BC CSI: 0.958 Max Web CSI: 0.992 Wgt: 278.6 lbs VIEW Ver: 19.01.00A.0618.15 Job 79809 Truss B11 Truss Type COMN Qty 1 Ply 1 2483 06/12/2020 T4 T5 W9 W12 (a) (a) (a) (a) (a) (a)A B C D E F G H I J KL M N O PQR S 6 12 6 12 4X6 3X6 4X4 3X4 H0308 1.5X4 5X8 5X6 3X4 7X10 H0714 2X4 1.5X4 H0510 4X16 6X8 4X6 3X6 40' SEAT PLATE REQ.SEAT PLATE REQ. 17'5"12 5'0"8 17'5"12 13'8"13'0"3 13'3"13 2' 9 " 2 6' 6 " 1 11 ' 6 " **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 :T4, T5 2x4 SP M-30: Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W9 2x4 SP M-30: :W12 2x4 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 17.48 22.52 BC 71 0.00 13.67 BC 63 13.67 26.83 BC 120 26.83 40.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL R 1528 /- /- /896 /1002 /598 S 1529 /- /- /899 /1010 /- Wind reactions based on MWFRS R Brg Width = 7.6 Min Req = 1.8 S Brg Width = 7.6 Min Req = 1.8 Bearings R & S are a rigid surface. Bearings R & S require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 1449 -1667 B - C 1694 -1813 C - D 1714 -1735 D - E 2009 -1773 E - F 2208 -2239 Chords Tens. Comp. F - G 5531 -6548 G - H 5245 -6504 H - I 5227 -6570 I - J 1516 -1731 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. R - Q 534 -511 Q - P 1468 -1230 P - O 1864 -1273 Chords Tens. Comp. O - M 2563 -1695 N - L 13 -11 L - K 14 -22 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - R 1387 -1488 A - Q 1577 -1319 Q - B 642 -509 B - P 287 -192 D - P 652 -363 P - E 86 -326 E - O 1064 -701 O - F 904 -1042 Webs Tens. Comp. F - M 5096 -4059 M - N 120 0 M - G 566 -290 M - I 4321 -3125 M - L 2070 -1683 I - L 1740 -1861 L - J 1604 -1288 J - K 1394 -1484 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 165 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 4.2 psf BCDL: 6.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 4.00 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.534 M 898 360 VERT(CL): 1.021 M 470 240 HORZ(LL): 0.442 K - - HORZ(TL): 0.845 K - - Creep Factor: 2.0 Max TC CSI: 0.971 Max BC CSI: 0.958 Max Web CSI: 0.992 Wgt: 278.6 lbs VIEW Ver: 19.01.00A.0618.15 Job 79809 Truss B11 Truss Type COMN Qty 1 Ply 1 2483 06/12/2020 T4 T5 W9 W12 (a) (a) (a) (a) (a) (a)A B C D E F G H I J KL M N O PQR S 6 12 6 12 4X6 3X6 4X4 3X4 H0308 1.5X4 5X8 5X6 3X4 7X10 H0714 2X4 1.5X4 H0510 4X16 6X8 4X6 3X6 40' SEAT PLATE REQ.SEAT PLATE REQ. 17'5"12 5'0"8 17'5"12 13'8"13'0"3 13'3"13 2' 9 " 2 6' 6 " 1 11 ' 6 " **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3: :Rt Level Return 2x4 SP #3: Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 30 0.13 2.66 BC 85 2.66 15.34 BC 30 15.34 17.87 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 796 /- /- /552 /473 /311 F 796 /- /- /552 /473 /- Wind reactions based on MWFRS B Brg Width = 3.1 Min Req = 1.5 F Brg Width = 3.1 Min Req = 1.5 Bearings B & F are a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 45 0 B - C 978 -1312 C - D 1468 -2653 Chords Tens. Comp. D - E 1432 -2653 E - F 980 -1312 F - G 45 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - J 1157 -709 J - I 1297 -786 Chords Tens. Comp. I - H 1297 -853 H - F 1157 -771 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - K 0 0 C - J 473 -491 C - I 1216 -426 D - I 1945 -745 Webs Tens. Comp. I - E 1216 -487 H - E 501 -491 L - G 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 165 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 4.2 psf BCDL: 6.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.199 I 999 360 VERT(CL): 0.364 I 584 240 HORZ(LL): 0.154 H - - HORZ(TL): 0.282 H - - Creep Factor: 2.0 Max TC CSI: 0.655 Max BC CSI: 0.797 Max Web CSI: 0.741 Wgt: 100.8 lbs VIEW Ver: 19.01.00A.0618.15 Job 79809 Truss C02 Truss Type COMN Qty 2 Ply 1 2497 06/12/2020 A B C D E F GH I J K L 6 12 6 12 1.5X3(R) 3X4(A1) 4X4 5X6 4X6(R) 6X6 5X6 4X4 3X4(A1) 1.5X3(R) 1"8 1"8 4"2 18' 9'9' 2'7"15 6'4"1 6'4"1 2'7"152'2' 4"3 3' 2 " 4' 1 0 " 3 5' 1 0 " 2 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3: :Rt Level Return 2x4 SP #3: Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 30 0.13 2.66 BC 85 2.66 15.34 BC 30 15.34 17.87 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 796 /- /- /552 /473 /311 F 796 /- /- /552 /473 /- Wind reactions based on MWFRS B Brg Width = 3.1 Min Req = 1.5 F Brg Width = 3.1 Min Req = 1.5 Bearings B & F are a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 45 0 B - C 978 -1312 C - D 1468 -2653 Chords Tens. Comp. D - E 1432 -2653 E - F 980 -1312 F - G 45 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - J 1157 -709 J - I 1297 -786 Chords Tens. Comp. I - H 1297 -853 H - F 1157 -771 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - K 0 0 C - J 473 -491 C - I 1216 -426 D - I 1945 -745 Webs Tens. Comp. I - E 1216 -487 H - E 501 -491 L - G 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 165 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 4.2 psf BCDL: 6.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.199 I 999 360 VERT(CL): 0.364 I 584 240 HORZ(LL): 0.154 H - - HORZ(TL): 0.282 H - - Creep Factor: 2.0 Max TC CSI: 0.655 Max BC CSI: 0.797 Max Web CSI: 0.741 Wgt: 100.8 lbs VIEW Ver: 19.01.00A.0618.15 Job 79809 Truss C02 Truss Type COMN Qty 2 Ply 1 2497 06/12/2020 A B C D E F GH I J K L 6 12 6 12 1.5X3(R) 3X4(A1) 4X4 5X6 4X6(R) 6X6 5X6 4X4 3X4(A1) 1.5X3(R) 1"8 1"8 4"2 18' 9'9' 2'7"15 6'4"1 6'4"1 2'7"152'2' 4"3 3' 2 " 4' 1 0 " 3 5' 1 0 " 2 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 30 0.13 2.66 BC 81 2.66 15.34 BC 30 15.34 17.87 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL A 696 /- /- /396 /393 /215 E 696 /- /- /396 /393 /- Wind reactions based on MWFRS A Brg Width = 3.1 Min Req = 1.5 E Brg Width = 3.1 Min Req = 1.5 Bearings A & E are a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 1214 -1394 B - C 1921 -2733 Chords Tens. Comp. C - D 1918 -2733 D - E 1214 -1394 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - H 1241 -1037 H - G 1389 -1144 Chords Tens. Comp. G - F 1389 -1143 F - E 1241 -1036 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - H 593 -516 B - G 1204 -467 G - D 1204 -470 Webs Tens. Comp. C - G 2019 -1159 F - D 594 -516 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 165 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 4.2 psf BCDL: 6.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.193 G 999 360 VERT(CL): 0.373 G 570 240 HORZ(LL): 0.150 F - - HORZ(TL): 0.290 F - - Creep Factor: 2.0 Max TC CSI: 0.635 Max BC CSI: 0.961 Max Web CSI: 0.769 Wgt: 89.6 lbs VIEW Ver: 19.01.00A.0618.15 Job 79809 Truss C03 Truss Type COMN Qty 3 Ply 1 2498 06/12/2020 A B C D E F G H 6 12 6 12 3X4(A1) 4X4 5X6 4X6(R) 6X6 5X6 4X4 3X4(A1) 18' 9'9' 2'7"15 6'4"1 6'4"1 2'7"15 4"3 3' 2 " 4' 1 0 " 3 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 30 0.13 2.66 BC 81 2.66 15.34 BC 30 15.34 17.87 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL A 696 /- /- /396 /393 /215 E 696 /- /- /396 /393 /- Wind reactions based on MWFRS A Brg Width = 3.1 Min Req = 1.5 E Brg Width = 3.1 Min Req = 1.5 Bearings A & E are a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 1214 -1394 B - C 1921 -2733 Chords Tens. Comp. C - D 1918 -2733 D - E 1214 -1394 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - H 1241 -1037 H - G 1389 -1144 Chords Tens. Comp. G - F 1389 -1143 F - E 1241 -1036 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - H 593 -516 B - G 1204 -467 G - D 1204 -470 Webs Tens. Comp. C - G 2019 -1159 F - D 594 -516 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 165 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 4.2 psf BCDL: 6.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.193 G 999 360 VERT(CL): 0.373 G 570 240 HORZ(LL): 0.150 F - - HORZ(TL): 0.290 F - - Creep Factor: 2.0 Max TC CSI: 0.635 Max BC CSI: 0.961 Max Web CSI: 0.769 Wgt: 89.6 lbs VIEW Ver: 19.01.00A.0618.15 Job 79809 Truss C03 Truss Type COMN Qty 3 Ply 1 2498 06/12/2020 A B C D E F G H 6 12 6 12 3X4(A1) 4X4 5X6 4X6(R) 6X6 5X6 4X4 3X4(A1) 18' 9'9' 2'7"15 6'4"1 6'4"1 2'7"15 4"3 3' 2 " 4' 1 0 " 3 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP M-30 Bot chord 2x8 SP 2400f-1.8E Webs 2x4 SP #3 :W1 2x8 SP 2400f-1.8E: Bracing (a) Continuous lateral restraint equally spaced on member. Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @ 3.50" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. (1) 1/2" bolts may be used for (2) 0.131"x3", min. nails on The Bottom Chord Only. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 46 plf at 0.00 to 46 plf at 17.48 BC: From 10 plf at 0.00 to 10 plf at 0.60 BC: From 25 plf at 0.60 to 25 plf at 3.57 BC: From 10 plf at 3.57 to 10 plf at 13.91 BC: From 25 plf at 13.91 to 25 plf at 16.87 BC: From 10 plf at 16.87 to 10 plf at 17.48 BC: 1084 lb Conc. Load at 1.80, 3.80 BC: 908 lb Conc. Load at 5.80, 7.80, 9.54,11.54 13.54,15.54 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.00 17.48 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads and reactions based on MWFRS. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL G 4486 /- /- /- /5293 /264 D 4190 /- /- /- /5305 /- Wind reactions based on MWFRS G Brg Width = - Min Req = - D Brg Width = - Min Req = - Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 1771 -1390 Chords Tens. Comp. B - C 1771 -1390 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. G - F 0 -68 F - E 0 0 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - G 1911 -1518 A - F 1472 -1770 B - F 969 -1070 Webs Tens. Comp. F - C 1472 -1852 C - D 1957 -1518 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 165 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 4.2 psf BCDL: 6.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.069 F 999 360 VERT(CL): 0.058 F 999 240 HORZ(LL): -0.004 A - - HORZ(TL): 0.004 A - - Creep Factor: 2.0 Max TC CSI: 0.613 Max BC CSI: 0.670 Max Web CSI: 0.949 Wgt: 308.0 lbs VIEW Ver: 19.01.00A.0618.15 Job 79809 Truss C04G Truss Type SPEC Qty 1 Ply 2 2522 06/12/2020 W1 W1 (a)(a) A B C DEFG 6 12 3X6(R) 4X16 4X6(R1) 7X10(R)6X6 3X6(R) 4X16 17'5"12 8'8"14 8'8"14 6' 5 " 1 2 10 ' 1 0 " 3 1'9"10 1084# 2' 1084# 2' 908# 2' 908# 1'8"14 908# 2' 908# 2' 908# 2' 908# 1'11"4 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP M-30 Bot chord 2x8 SP 2400f-1.8E Webs 2x4 SP #3 :W1 2x8 SP 2400f-1.8E: Bracing (a) Continuous lateral restraint equally spaced on member. Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @ 3.50" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. (1) 1/2" bolts may be used for (2) 0.131"x3", min. nails on The Bottom Chord Only. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 46 plf at 0.00 to 46 plf at 17.48 BC: From 10 plf at 0.00 to 10 plf at 0.60 BC: From 25 plf at 0.60 to 25 plf at 3.57 BC: From 10 plf at 3.57 to 10 plf at 13.91 BC: From 25 plf at 13.91 to 25 plf at 16.87 BC: From 10 plf at 16.87 to 10 plf at 17.48 BC: 1084 lb Conc. Load at 1.80, 3.80 BC: 908 lb Conc. Load at 5.80, 7.80, 9.54,11.54 13.54,15.54 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.00 17.48 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads and reactions based on MWFRS. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL G 4486 /- /- /- /5293 /264 D 4190 /- /- /- /5305 /- Wind reactions based on MWFRS G Brg Width = - Min Req = - D Brg Width = - Min Req = - Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 1771 -1390 Chords Tens. Comp. B - C 1771 -1390 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. G - F 0 -68 F - E 0 0 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - G 1911 -1518 A - F 1472 -1770 B - F 969 -1070 Webs Tens. Comp. F - C 1472 -1852 C - D 1957 -1518 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 165 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 4.2 psf BCDL: 6.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.069 F 999 360 VERT(CL): 0.058 F 999 240 HORZ(LL): -0.004 A - - HORZ(TL): 0.004 A - - Creep Factor: 2.0 Max TC CSI: 0.613 Max BC CSI: 0.670 Max Web CSI: 0.949 Wgt: 308.0 lbs VIEW Ver: 19.01.00A.0618.15 Job 79809 Truss C04G Truss Type SPEC Qty 1 Ply 2 2522 06/12/2020 W1 W1 (a)(a) A B C DEFG 6 12 3X6(R) 4X16 4X6(R1) 7X10(R)6X6 3X6(R) 4X16 17'5"12 8'8"14 8'8"14 6' 5 " 1 2 10 ' 1 0 " 3 1'9"10 1084# 2' 1084# 2' 908# 2' 908# 1'8"14 908# 2' 908# 2' 908# 2' 908# 1'11"4 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x6 SP #2 Webs 2x4 SP #3 Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @ 4.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. (1) 1/2" bolts may be used for (2) 0.131"x3", min. nails on The Bottom Chord Only. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 54 plf at 0.00 to 54 plf at 3.21 BC: From 20 plf at 0.00 to 20 plf at 3.21 BC: 1219 lb Conc. Load at 1.80 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 38 0.00 3.21 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads and reactions based on MWFRS. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Additional Notes Truss must be installed as shown with top chord up. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D 653 /- /- /- /575 /105 C 804 /- /- /- /803 /- Wind reactions based on MWFRS D Brg Width = - Min Req = - C Brg Width = - Min Req = - Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 6 -5 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. D - C 5 -32 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - D 48 -44 A - C 34 0 Webs Tens. Comp. B - C 68 -43 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 165 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 4.2 psf BCDL: 6.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: No FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.000 B 999 360 VERT(CL): -0.000 B 999 240 HORZ(LL): -0.000 A - - HORZ(TL): 0.000 A - - Creep Factor: 2.0 Max TC CSI: 0.109 Max BC CSI: 0.572 Max Web CSI: 0.089 Wgt: 56.0 lbs VIEW Ver: 19.01.00A.0618.15 Job 79809 Truss FG01 Truss Type FLAT Qty 1 Ply 2 2491 06/12/2020 A B CD 3X3 1.5X4 1.5X3 3X6(R) 3'2"8 2' 1 1 " 6 1'9"10 1219# 1'4"14 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x6 SP #2 Webs 2x4 SP #3 Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @ 4.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. (1) 1/2" bolts may be used for (2) 0.131"x3", min. nails on The Bottom Chord Only. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 54 plf at 0.00 to 54 plf at 3.21 BC: From 20 plf at 0.00 to 20 plf at 3.21 BC: 1219 lb Conc. Load at 1.80 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 38 0.00 3.21 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads and reactions based on MWFRS. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Additional Notes Truss must be installed as shown with top chord up. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D 653 /- /- /- /575 /105 C 804 /- /- /- /803 /- Wind reactions based on MWFRS D Brg Width = - Min Req = - C Brg Width = - Min Req = - Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 6 -5 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. D - C 5 -32 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - D 48 -44 A - C 34 0 Webs Tens. Comp. B - C 68 -43 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 165 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 4.2 psf BCDL: 6.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: No FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.000 B 999 360 VERT(CL): -0.000 B 999 240 HORZ(LL): -0.000 A - - HORZ(TL): 0.000 A - - Creep Factor: 2.0 Max TC CSI: 0.109 Max BC CSI: 0.572 Max Web CSI: 0.089 Wgt: 56.0 lbs VIEW Ver: 19.01.00A.0618.15 Job 79809 Truss FG01 Truss Type FLAT Qty 1 Ply 2 2491 06/12/2020 A B CD 3X3 1.5X4 1.5X3 3X6(R) 3'2"8 2' 1 1 " 6 1'9"10 1219# 1'4"14 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @10.50" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 54 plf at 0.00 to 54 plf at 3.21 BC: From 20 plf at 0.00 to 20 plf at 3.21 BC: 242 lb Conc. Load at 1.80 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 38 0.00 3.21 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads and reactions based on MWFRS. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Additional Notes Truss must be installed as shown with top chord up. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D 225 /- /- /- /351 /113 C 255 /- /- /- /523 /- Wind reactions based on MWFRS D Brg Width = - Min Req = - C Brg Width = - Min Req = - Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 9 -4 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. D - C 4 -36 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - D 46 -43 A - C 36 0 Webs Tens. Comp. B - C 68 -43 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 165 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 4.2 psf BCDL: 6.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.000 B 999 360 VERT(CL): -0.000 B 999 240 HORZ(LL): -0.000 A - - HORZ(TL): 0.000 A - - Creep Factor: 2.0 Max TC CSI: 0.109 Max BC CSI: 0.457 Max Web CSI: 0.111 Wgt: 50.4 lbs VIEW Ver: 19.01.00A.0618.15 Job 79809 Truss FG02 Truss Type FLAT Qty 1 Ply 2 2516 06/12/2020 A B CD 3X3 1.5X3 1.5X3 3X4(R) 3'2"8 2' 1 1 " 6 1'9"10 242# 1'4"14 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @10.50" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 54 plf at 0.00 to 54 plf at 3.21 BC: From 20 plf at 0.00 to 20 plf at 3.21 BC: 242 lb Conc. Load at 1.80 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 38 0.00 3.21 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads and reactions based on MWFRS. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Additional Notes Truss must be installed as shown with top chord up. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D 225 /- /- /- /351 /113 C 255 /- /- /- /523 /- Wind reactions based on MWFRS D Brg Width = - Min Req = - C Brg Width = - Min Req = - Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 9 -4 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. D - C 4 -36 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - D 46 -43 A - C 36 0 Webs Tens. Comp. B - C 68 -43 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 165 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 4.2 psf BCDL: 6.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.000 B 999 360 VERT(CL): -0.000 B 999 240 HORZ(LL): -0.000 A - - HORZ(TL): 0.000 A - - Creep Factor: 2.0 Max TC CSI: 0.109 Max BC CSI: 0.457 Max Web CSI: 0.111 Wgt: 50.4 lbs VIEW Ver: 19.01.00A.0618.15 Job 79809 Truss FG02 Truss Type FLAT Qty 1 Ply 2 2516 06/12/2020 A B CD 3X3 1.5X3 1.5X3 3X4(R) 3'2"8 2' 1 1 " 6 1'9"10 242# 1'4"14 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Plating Notes All plates are 2X4(A1) except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 34 0.15 2.97 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL A 16 /- /- /18 /27 /53 B* 74 /- /- /46 /98 /- E 16 /- /- /8 /27 /- Wind reactions based on MWFRS A Brg Width = 7.3 Min Req = 1.5 B Brg Width = 37.3 Min Req = - E Brg Width = 7.3 Min Req = 1.5 Bearings A, B, & E are a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 -55 B - C 296 -85 Chords Tens. Comp. C - D 296 -85 D - E 33 -7 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 65 -87 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 165 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 4.2 psf BCDL: 2.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.001 999 360 VERT(CL): 0.001 C 999 240 HORZ(LL): 0.000 - - HORZ(TL): 0.000 - - Creep Factor: 2.0 Max TC CSI: 0.048 Max BC CSI: 0.026 Max Web CSI: 0.000 Wgt: 14.0 lbs VIEW Ver: 19.01.00A.0618.15 Job 79809 Truss PB01 Truss Type COMN Qty 34 Ply 1 2499 06/12/2020 A B C D E 6 12 3X4 11"1 3'1"6 11"1 2'5"12 2'5"12 4'0"7 4'11"8 0"4 1' 1 " 8 1"10 1' 3 " 2 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Plating Notes All plates are 2X4(A1) except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 34 0.15 2.97 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL A 16 /- /- /18 /27 /53 B* 74 /- /- /46 /98 /- E 16 /- /- /8 /27 /- Wind reactions based on MWFRS A Brg Width = 7.3 Min Req = 1.5 B Brg Width = 37.3 Min Req = - E Brg Width = 7.3 Min Req = 1.5 Bearings A, B, & E are a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 61 -55 B - C 296 -85 Chords Tens. Comp. C - D 296 -85 D - E 33 -7 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 65 -87 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 165 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 4.2 psf BCDL: 2.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.001 999 360 VERT(CL): 0.001 C 999 240 HORZ(LL): 0.000 - - HORZ(TL): 0.000 - - Creep Factor: 2.0 Max TC CSI: 0.048 Max BC CSI: 0.026 Max Web CSI: 0.000 Wgt: 14.0 lbs VIEW Ver: 19.01.00A.0618.15 Job 79809 Truss PB01 Truss Type COMN Qty 34 Ply 1 2499 06/12/2020 A B C D E 6 12 3X4 11"1 3'1"6 11"1 2'5"12 2'5"12 4'0"7 4'11"8 0"4 1' 1 " 8 1"10 1' 3 " 2 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Plating Notes All plates are 2X4(A1) except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 32 0.15 2.83 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL A 16 /- /- /17 /28 /51 B* 74 /- /- /46 /98 /- E 16 /- /- /9 /28 /- Wind reactions based on MWFRS A Brg Width = 7.3 Min Req = 1.5 B Brg Width = 35.7 Min Req = - E Brg Width = 7.3 Min Req = 1.5 Bearings A, B, & E are a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 59 -53 B - C 279 -79 Chords Tens. Comp. C - D 279 -79 D - E 34 -7 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 60 -76 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 165 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 4.2 psf BCDL: 2.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.001 999 360 VERT(CL): 0.001 C 999 240 HORZ(LL): 0.000 - - HORZ(TL): 0.000 - - Creep Factor: 2.0 Max TC CSI: 0.043 Max BC CSI: 0.023 Max Web CSI: 0.000 Wgt: 12.6 lbs VIEW Ver: 19.01.00A.0618.15 Job 79809 Truss PB01A Truss Type GABL Qty 2 Ply 1 2500 06/12/2020 A B C D E 6 12 3X4 11"1 2'11"11 11"1 2'4"15 2'4"15 3'10"12 4'9"14 0"4 1' 1 " 1 1"10 1' 2 " 1 1 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Plating Notes All plates are 2X4(A1) except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 32 0.15 2.83 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL A 16 /- /- /17 /28 /51 B* 74 /- /- /46 /98 /- E 16 /- /- /9 /28 /- Wind reactions based on MWFRS A Brg Width = 7.3 Min Req = 1.5 B Brg Width = 35.7 Min Req = - E Brg Width = 7.3 Min Req = 1.5 Bearings A, B, & E are a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 59 -53 B - C 279 -79 Chords Tens. Comp. C - D 279 -79 D - E 34 -7 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 60 -76 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 165 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 4.2 psf BCDL: 2.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.001 999 360 VERT(CL): 0.001 C 999 240 HORZ(LL): 0.000 - - HORZ(TL): 0.000 - - Creep Factor: 2.0 Max TC CSI: 0.043 Max BC CSI: 0.023 Max Web CSI: 0.000 Wgt: 12.6 lbs VIEW Ver: 19.01.00A.0618.15 Job 79809 Truss PB01A Truss Type GABL Qty 2 Ply 1 2500 06/12/2020 A B C D E 6 12 3X4 11"1 2'11"11 11"1 2'4"15 2'4"15 3'10"12 4'9"14 0"4 1' 1 " 1 1"10 1' 2 " 1 1 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 45 0.00 3.75 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D* 75 /- /- /29 /43 /8 Wind reactions based on MWFRS D Brg Width = 45.0 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 265 -155 Chords Tens. Comp. B - C 265 -155 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 153 -206 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 165 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 4.2 psf BCDL: 6.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.004 999 360 VERT(CL): 0.006 999 240 HORZ(LL): 0.001 - - HORZ(TL): 0.002 - - Creep Factor: 2.0 Max TC CSI: 0.065 Max BC CSI: 0.091 Max Web CSI: 0.000 Wgt: 11.2 lbs VIEW Ver: 19.01.00A.0618.15 Job 79809 Truss V02 Truss Type VAL Qty 1 Ply 1 2501 06/12/2020 A B C D 6 12 2X4(D8R) 3X4 2X4(D8R) 3'9"1 6"15 1'3"9 1'3"9 6"15 0"4 11 " 8 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 45 0.00 3.75 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D* 75 /- /- /29 /43 /8 Wind reactions based on MWFRS D Brg Width = 45.0 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 265 -155 Chords Tens. Comp. B - C 265 -155 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 153 -206 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 165 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 4.2 psf BCDL: 6.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.004 999 360 VERT(CL): 0.006 999 240 HORZ(LL): 0.001 - - HORZ(TL): 0.002 - - Creep Factor: 2.0 Max TC CSI: 0.065 Max BC CSI: 0.091 Max Web CSI: 0.000 Wgt: 11.2 lbs VIEW Ver: 19.01.00A.0618.15 Job 79809 Truss V02 Truss Type VAL Qty 1 Ply 1 2501 06/12/2020 A B C D 6 12 2X4(D8R) 3X4 2X4(D8R) 3'9"1 6"15 1'3"9 1'3"9 6"15 0"4 11 " 8 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 7.75 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL E* 75 /- /- /34 /58 /10 Wind reactions based on MWFRS E Brg Width = 93.0 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 196 -258 Chords Tens. Comp. B - C 196 -258 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - D 353 -144 Chords Tens. Comp. D - C 353 -144 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - D 569 -303 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 165 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 4.2 psf BCDL: 6.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.012 D 999 360 VERT(CL): 0.012 D 999 240 HORZ(LL): 0.005 D - - HORZ(TL): 0.006 D - - Creep Factor: 2.0 Max TC CSI: 0.259 Max BC CSI: 0.207 Max Web CSI: 0.169 Wgt: 25.2 lbs VIEW Ver: 19.01.00A.0618.15 Job 79809 Truss V04 Truss Type VAL Qty 1 Ply 1 2502 06/12/2020 A B C D E 6 12 2X4(D8R) 4X4 2X4 2X4(D8R) 7'9"1 6"15 3'3"9 3'3"9 6"15 3'8"12 3"8 3'8"12 0"4 1' 1 1 " 8 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 7.75 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL E* 75 /- /- /34 /58 /10 Wind reactions based on MWFRS E Brg Width = 93.0 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 196 -258 Chords Tens. Comp. B - C 196 -258 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - D 353 -144 Chords Tens. Comp. D - C 353 -144 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - D 569 -303 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 165 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 4.2 psf BCDL: 6.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.012 D 999 360 VERT(CL): 0.012 D 999 240 HORZ(LL): 0.005 D - - HORZ(TL): 0.006 D - - Creep Factor: 2.0 Max TC CSI: 0.259 Max BC CSI: 0.207 Max Web CSI: 0.169 Wgt: 25.2 lbs VIEW Ver: 19.01.00A.0618.15 Job 79809 Truss V04 Truss Type VAL Qty 1 Ply 1 2502 06/12/2020 A B C D E 6 12 2X4(D8R) 4X4 2X4 2X4(D8R) 7'9"1 6"15 3'3"9 3'3"9 6"15 3'8"12 3"8 3'8"12 0"4 1' 1 1 " 8 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 23 0.00 1.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D* 75 /- /- /45 /41 /30 Wind reactions based on MWFRS D Brg Width = 22.5 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 0 -19 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 133 -13 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 165 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 4.2 psf BCDL: 6.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.010 B 999 360 VERT(CL): 0.009 B 999 240 HORZ(LL): -0.004 B - - HORZ(TL): 0.005 B - - Creep Factor: 2.0 Max TC CSI: 0.112 Max BC CSI: 0.206 Max Web CSI: 0.000 Wgt: 5.6 lbs VIEW Ver: 19.01.00A.0618.15 Job 79809 Truss VM02 Truss Type VAL Qty 2 Ply 1 2503 06/12/2020 A B CD 6 12 2X4(D8R) 1'10"8 6"15 1'3"9 0"4 11 " 8 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 23 0.00 1.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D* 75 /- /- /45 /41 /30 Wind reactions based on MWFRS D Brg Width = 22.5 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 0 -19 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 133 -13 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 165 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 4.2 psf BCDL: 6.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.010 B 999 360 VERT(CL): 0.009 B 999 240 HORZ(LL): -0.004 B - - HORZ(TL): 0.005 B - - Creep Factor: 2.0 Max TC CSI: 0.112 Max BC CSI: 0.206 Max Web CSI: 0.000 Wgt: 5.6 lbs VIEW Ver: 19.01.00A.0618.15 Job 79809 Truss VM02 Truss Type VAL Qty 2 Ply 1 2503 06/12/2020 A B CD 6 12 2X4(D8R) 1'10"8 6"15 1'3"9 0"4 11 " 8 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 32 0.00 2.70 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D* 75 /- /- /49 /51 /35 Wind reactions based on MWFRS D Brg Width = 32.4 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 22 -101 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 212 -20 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - C 237 -58 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 165 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 4.2 psf BCDL: 6.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.002 C - - HORZ(TL): 0.002 C - - Creep Factor: 2.0 Max TC CSI: 0.165 Max BC CSI: 0.153 Max Web CSI: 0.096 Wgt: 9.8 lbs VIEW Ver: 19.01.00A.0618.15 Job 79809 Truss VM03 Truss Type VAL Qty 2 Ply 1 2504 06/12/2020 A B CD 6 12 2X4(D8R) 1.5X3 3X6 2'8"7 6"15 2'1"8 2'4"15 3"8 0"4 1' 4 " 8 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 32 0.00 2.70 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D* 75 /- /- /49 /51 /35 Wind reactions based on MWFRS D Brg Width = 32.4 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 22 -101 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 212 -20 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - C 237 -58 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 165 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 4.2 psf BCDL: 6.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.002 C - - HORZ(TL): 0.002 C - - Creep Factor: 2.0 Max TC CSI: 0.165 Max BC CSI: 0.153 Max Web CSI: 0.096 Wgt: 9.8 lbs VIEW Ver: 19.01.00A.0618.15 Job 79809 Truss VM03 Truss Type VAL Qty 2 Ply 1 2504 06/12/2020 A B CD 6 12 2X4(D8R) 1.5X3 3X6 2'8"7 6"15 2'1"8 2'4"15 3"8 0"4 1' 4 " 8 JANUARY 17, 2017 TYPICAL HIP / KING JACK CONNECTION CORNERSET GENERAL SPECIFICATIONS Attach King Jack w/ (3) 16d Toe Nails @ TC & 24" Strap w/ (6) 10d x 1.5" ea. end @ BC Attach End Jack's w/ (4) 16d Toe Nails @ TC & (3) 16d Toe Nails @ BC Attach Corner Jack's w/ (2) 16d Toe Nails @ TC & BC (Typ) Attach Corner Jack's w/ (2) 16d Toe Nails @ TC & BC (Typ) 7 ' - 0 " M A X ST-CRNRST MAX LOAD: 55 psf Roof Load, 175 mph, ASCE 7-10, Exp. B, C up to 60' Mean Roof Height and Exposure D up to 30' Mean Roof Height. STDTL01 BC JUNE 20, 2019 STDTL03ALTERNATE GABLE END BRACING DETAILFEBRUARY 17, 2017 OPTION #2: APA RATED GUSSET. OPTION #3: 2X4 VERT. SCAB. PIGGY-BACK TRUSS. (REFER TO ACTUAL TRUSS DESIGN DRAWINGS FOR ADDITIONAL INFORMATION.) ** IMPORTANT NOTE ** THIS DETAIL IS VALID ONLY FOR SINGLE PLY BASE TRUSSES SPACED AT 24" O.C. OR LESS. PIGGY-BACK DETAIL (TYPICAL) 180 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-10, PARTIALLY ENCLOSED BLDG. LOCATED ANYWHERE AT ROOF, EXPOSURE C, WIND D.L.= 5.0 P.S.F. (MIN.), KZT= 1.00. OR... 160 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-10, PARTIALLY ENCLOSED BLDG. LOCATED ANYWHERE AT ROOF, EXPOSURE D, WIND D.L.= 5.0 P.S.F. (MIN.), KZT= 1.00. IMPORTANT NOTE: TOP CHORDS OF TRUSSES SUPPORTING PIGGY-BACK CAP TRUSSES MUST BE ADEQUATELY BRACED BY SHEATHING AND/ OR PURLINS. THE BUILDING ENGINEER OF RECORD SHALL PROVIDE DIAGONAL BRACING OR OTHER SUITABLE ANCHORAGE TO PERMANENTLY RESTRAIN PURLINS AND LATERAL BRACING FOR OUT OF PLANE LOADS OVER GABLE ENDS. MAXIMUM TRUSS SPACING IS NOT TO EXCEED 24" O.C. DETAIL IS NOT APPLICABLE IF CAP SUPPORTS ADDITIONAL LOADS SUCH AS CUPOLA, STEEPLE, CHIMNEY OR DRAG STRUT LOADS. **REFER TO ENGINEER'S SEALED TRUSS DESIGN DRAWINGS FOR PIGGY-BACK AND BASE TRUSS SPECIFICATIONS.** OPTION NO. 2 - APA RATED GUSSET: 8" x 8" x 0-7/16" (MIN.) APA RATED SHEATHING GUSSETS EACH FACE. ATTACH AT 8'-0" O.C. w/ 8 (EACH) 6d COMMON (0.113" x 2") NAILS PER GUSSET: 4 (EACH) AT CAP BOTTOM CHORD & 4 (EACH) AT BASE TRUSS TOP CHORD. GUSSETS MAY BE STAGGERED AT 4'-0" O.C. FRONT TO BACK FACES. MINIMUM TWO (2 EA.) CONNECTIONS AT EACH TRUSS. OPTION NO. 3 - 2X4 VERTICAL WOOD SCAB: 2X4 SPF #2, FULL CHORD DEPTH SCABS AT EACH FACE. ATTACH AT 8'-0" O.C. w/6 (EACH) 10d BOX NAILS (0.128" x 3") PER SCAB: 3 (EACH) AT CAP BOTTOM CHORD AND 3 (EACH) AT BASE TRUSS TOP CHORD. SCABS MAY BE STAGGERED 4'-0" O.C. FRONT TO BACK FACES. MINIMUM TWO (2 EA.) CONNECTIONS AT EACH TRUSS. OPTION NO. 1 - TEE-LOK 3" x 8" TEE-LOK MULTI-USE CONNECTION PLATES SPACED AT 4'-0" O.C. MAX. PLATES SHALL BE PRESSED INTO PIGGY-BACK TRUSS AT 4'-0" O.C. STAGGERED FROM EACH FACE AND NAILED TO BASE TRUSS WITH 4 EACH 6d (1.5" X 0.099") NAILS IN EACH PLATE TO ACHEIVE MAXIMUM UPLIFT CAPACITY OF 377 LBS AT EACH 3" X 8" TEE-LOK MULTI-USE CONNECTION PLATE (MINIMUM OF 2 PLATES). OPTION #1: TEE-LOK MULTI-USE CONNECTION PLATE. ATTACH EACH PURLIN TO TOP CHORD OF BASE TRUSS. PURLIN & CONNECTIONS BY OTHERS. BASE TRUSS. (REFER TO TRUSS DESIGN DRAWINGS FOR ADDITIONAL INFORMATION.) PURLINS SPACED ACCORDING TO MAX. SPACING OF TOP CHORD OF BASE TRUSS. SPACING IS NOT TO EXCEED 24" O.C. & PURLINS TO BE LOCATED AT JOINT OF EACH BASE TRUSS. 2'-0" MAX PIGGY-BACK TRUSS STDTL04.112/23/19 STDTL05TRUSSED VALLEY SET DETAIL - SHEATHED P 12 VALLEY TRUSS (TYPICAL) BASE TRUSSES SEE DETAIL "A" BELOW (TYP.) VALLEY TRUSS (TYPICAL) GABLE END, COMMON TRUSS, OR GIRDER TRUSS SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6" O.C. DETAIL A TRUSS CRITERIA: WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. GABLE END, COMMON TRUSS, OR GIRDER TRUSS GENERAL SPECIFICATIONS: 1. NAIL SIZE = 3" X 0.131" = 10d 2. WOOD SCREW = 4.5" SDS25412 SIMPSON OR EQUIVALENT. 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL "A". 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NDS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. JULY 17, 2017 ATTACH 2X4 CONTINUOUS #2 SYP TO THE ROOF W/ TWO SIMPSON SDS25412 (1/4" X 4.5") OR EQUIVALENT WOOD SCREWS INTO EACH BASE TRUSS. STDTL06TRUSSED VALLEY SET DETAIL P 12 VALLEY TRUSS (TYPICAL) BASE TRUSSES SEE DETAIL "A" BELOW (TYP.) VALLEY TRUSS (TYPICAL) GABLE END, COMMON TRUSS, OR GIRDER TRUSS SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6" O.C. DETAIL A (NO SHEATHING) N.T.S. WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. GABLE END, COMMON TRUSS, OR GIRDER TRUSS GENERAL SPECIFICATIONS: 1. NAIL SIZE = 3" X 0.131" = 10d 2. WOOD SCREW = 3" SDS25300 SIMPSON OR EQUIVALENT. 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL "A". 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN DRAWINGS. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6. NAILING DONE PER NDS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. FEBRUARY 5, 2018 ATTACH 2X4 CONTINUOUS #2 SYP TO THE ROOF W/ TWO SIMPSON SDS25300 (1/4" X 3") OR EQUIVALENT WOOD SCREWS INTO EACH BASE TRUSS. STDTL07TRUSSED VALLEY SET DETAIL (HIGH WIND VELOCITY) WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET CATERGORY II BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE AND VALLEY) SUPPORTING TRUSSES DIRECTLY UNDER VALLEY TRUSSES MUST BE DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2' - 10" ON AFFECTED TOP CHORDS. NOTES: 1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2. THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER. CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6/12 (MAXIMUM 12/12 PITCH) CLIP MAY BE APPLIED TO THIS FACE UP TO A MAXIMUM 6/12 PITCH FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE. NOTE: VALLEY STUD SPACING NOT TO EXCEED 48" O.C. SPACING. ATTACH VALLEY TRUSSES TO LOWER TRUSSES WITH USP RT7 OR EQUIVALENT. NON-BEVELED BOTTOM CHORD NON-BEVELED BOTTOM CHORD JULY 17, 2017 MAXIMUM STUD LENGTH 2X4 SP #3 / STUD 12" O.C. 16" O.C. 24" O.C. 2X4 SP #3 / STUD 2X4 SP #3 / STUD 2X4 SP #2 12" O.C. 16" O.C. 24" O.C. 2X4 SP #2 2X4 SP #2 3-8-10 3-3-10 2-8-6 5-6-11 4-9-12 3-11-3 6-6-11 6-6-11 5-4-12 11-1-13 9-10-15 8-1-2 3-10-15 5-6-11 6-6-11 11-8-14 10-8-0 9-3-13 6-6-11 6-2-9 4-9-12 3-11-3 3-6-11 3-1-4 3X4 = 12 A A * * * MAX MEAN ROOF HEIGHT = 30 FEET EXPOSURE B OR C ASCE 7-10 190 MPH DURATION OF LOAD INCREASE : 1.60 STDTL08STANDARD GABLE END DETAIL B B + + + + ** STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. CONNECTION OF BRACING IS BASED ON MWFRS. FEBRUARY 17, 2017 ** STDTL09FEBRUARY 17, 2017 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY STDTL10FEBRUARY 17, 2017 LATERAL BRACING RECOMMENDATIONS 45.00°45.00°45.00° STDTL11FEBRUARY 17, 2017 LATERAL TOE-NAIL DETAIL (2X6) 4 NAILS L STDTL12FEBRUARY 17, 2017 UPLIFT TOE-NAIL DETAIL FEBRUARY 5, 2016 ST-2x2 NAILINGTYP 2x2 NAILER ATTACHMENT A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 2x2 NAILER ATTACHMENT GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 170 mph, ASCE 7-10, 29'-0" Mean Height, Exp. B, C or D. 1.5 x 4 1.5 x 4 2 x 4 SP No . 2 (M i n ) 2x4 SP No. 2 (Min) 2x2 SP No. 3 STDTL13 April 11, 2016 ST-FLAT GIR BRACETYPICAL ALTERNATE BRACING DETAIL FO EXTERIOR FLAT GIRDER TRUSS A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 (4) 12d MAX 30" (2'-6") 2x6 #2 SP (Both Faces) 24" o.c. SIMPSON H5 (4) 12d TRUSS 24" o.c. UPLIFT CONNECTION (SEE ROOF TRUSS) EXTERIOR FLAT GIRDER VARIES 12 STDTL14 STDTL15FEBRUARY 17, 2017 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND DAMAGED OR MISSING CHORD SPLICE PLATES STDTL16FEBRUARY 17, 2017 SCAB APPLIED OVERHANGS (L) 24" MAX (2.0 x L) 24" MIN