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HomeMy WebLinkAboutWHE10120_SEALS-SLD (truss)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 WH10120 Page 1 of 1 A-1 Roof Trusses 4451 St Lucie Blvd Fort Pierce, FL 34946Site Information: Customer Info: Project Name: 3003 AVE T Lot/Block:Model: Subdivision: Address: 3003 AVE T Fort Pierce, FL 34947 City: County: 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: 160 Roof Load: 40.0 psf Floor Load: 0.0 psf This package includes 6 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: Rama Pranav Kristam 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 Rama Pranav Kristam 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. Rama Pranav Kristam, P.E. 4451 St Lucie Blvd. Suite 201 Fort Pierce, FL 34946 No.Seq #Truss Name Date 1 2464 A01 11/17/20 2 2468 A02 11/17/20 3 2472 A03 11/17/20 4 2476 A04 11/17/20 5 2480 A05 11/17/20 6 2484 A06 11/17/20 7 STDL01 STD. DETAIL 11/17/20 8 STDL02 STD. DETAIL 11/17/20 9 STDL03 STD. DETAIL 11/17/20 10 STDL04 STD. DETAIL 11/17/20 11 STDL05 STD. DETAIL 11/17/20 12 STDL06 STD. DETAIL 11/17/20 No.Seq #Truss Name Date 13 STDL07 STD. DETAIL 11/17/20 14 STDL08 STD. DETAIL 11/17/20 15 STDL09 STD. DETAIL 11/17/20 16 STDL10 STD. DETAIL 11/17/20 17 STDL11 STD. DETAIL 11/17/20 18 STDL12 STD. DETAIL 11/17/20 19 STDL13 STD. DETAIL 11/17/20 20 STDL14 STD. DETAIL 11/17/20 21 STDL15 STD. DETAIL 11/17/20 22 STDL16 STD. DETAIL 11/17/20 **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 Slider: 2x4 SP #3; block length = 1.750' Rt Slider: 2x4 SP #3; block length = 1.750' Plating Notes All plates are 1.5X3 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 16.08 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 based on MWFRS with additional C&C member design. Left and right cantilevers are exposed to wind Left bottom chord exposed to wind. Additional Notes See STD DETAILS for gable wind bracing requirements. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL P 656 /- /- /574 /470 /65 H 656 /- /- /384 /361 /- Wind reactions based on MWFRS P Brg Width = 8.0 Min Req = 1.5 H Brg Width = 8.0 Min Req = 1.5 Bearings P & H are a rigid surface. Bearings P & H require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 127 -172 B - C 1238 -730 C - D 1236 -695 D - E 1270 -677 Chords Tens. Comp. E - F 1241 -677 F - G 1189 -695 G - H 1192 -730 H - I 287 -329 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - P 174 -111 B - O 640 -992 O - N 640 -994 N - M 639 -993 M - L 639 -993 Chords Tens. Comp. L - K 639 -993 K - J 640 -996 J - H 640 -993 H - I 340 -269 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. E - L 256 -421 Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. C - O 136 -88 D - N 192 -70 Gables Tens. Comp. K - F 155 -71 J - G 163 -93 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 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): 0.066 N 999 360 VERT(CL): 0.090 N 999 240 HORZ(LL): 0.026 H - - HORZ(TL): 0.032 H - - Creep Factor: 2.0 Max TC CSI: 0.546 Max BC CSI: 0.430 Max Web CSI: 0.597 Wgt: 72.8 lbs VIEW Ver: 20.01.01A.0724.11 Job WH10120 Truss A01 Truss Type GABL Qty 1 Ply 1 2491 11/17/2020 1'4"13'5"1'4" SEAT PLATE REQ.SEAT PLATE REQ. 8'0"8 8'0"8 16'1" 3"153'0"2A B C D E F G H I JKLMNOP 4 12 2X4(C6) 3X6(C6) 3X4 3X4 4X4 3X4 3X6(C6)2X4(C6) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof 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 Slider: 2x4 SP #3; block length = 1.750' Rt Slider: 2x4 SP #3; block length = 1.750' Plating Notes All plates are 1.5X3 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 16.08 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 based on MWFRS with additional C&C member design. Left and right cantilevers are exposed to wind Left bottom chord exposed to wind. Additional Notes See STD DETAILS for gable wind bracing requirements. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL P 656 /- /- /574 /470 /65 H 656 /- /- /384 /361 /- Wind reactions based on MWFRS P Brg Width = 8.0 Min Req = 1.5 H Brg Width = 8.0 Min Req = 1.5 Bearings P & H are a rigid surface. Bearings P & H require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 127 -172 B - C 1238 -730 C - D 1236 -695 D - E 1270 -677 Chords Tens. Comp. E - F 1241 -677 F - G 1189 -695 G - H 1192 -730 H - I 287 -329 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - P 174 -111 B - O 640 -992 O - N 640 -994 N - M 639 -993 M - L 639 -993 Chords Tens. Comp. L - K 639 -993 K - J 640 -996 J - H 640 -993 H - I 340 -269 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. E - L 256 -421 Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. C - O 136 -88 D - N 192 -70 Gables Tens. Comp. K - F 155 -71 J - G 163 -93 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 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): 0.066 N 999 360 VERT(CL): 0.090 N 999 240 HORZ(LL): 0.026 H - - HORZ(TL): 0.032 H - - Creep Factor: 2.0 Max TC CSI: 0.546 Max BC CSI: 0.430 Max Web CSI: 0.597 Wgt: 72.8 lbs VIEW Ver: 20.01.01A.0724.11 Job WH10120 Truss A01 Truss Type GABL Qty 1 Ply 1 2491 11/17/2020 1'4"13'5"1'4" SEAT PLATE REQ.SEAT PLATE REQ. 8'0"8 8'0"8 16'1" 3"153'0"2A B C D E F G H I JKLMNOP 4 12 2X4(C6) 3X6(C6) 3X4 3X4 4X4 3X4 3X6(C6)2X4(C6) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof 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 Slider: 2x4 SP #3; block length = 1.750' Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X3 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 29.33 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 based on MWFRS with additional C&C member design. Left and right cantilevers are exposed to wind Left bottom chord exposed to wind. Additional Notes See STD DETAILS for gable wind bracing requirements. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL AM 562 /- /- /513 /423 /118 W 879 /- /- /838 /553 /- V* 82 /- /- /49 /57 /- Wind reactions based on MWFRS AM Brg Width = 8.0 Min Req = 1.5 W Brg Width = 8.0 Min Req = 1.5 V Brg Width = 159 Min Req = - Bearings AM, W, & V are a rigid surface. Bearings AM, W, & V require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 93 -135 B - C 848 -524 C - D 868 -494 D - E 838 -439 E - F 601 -265 F - G 604 -250 G - H 649 -237 H - I 693 -227 Chords Tens. Comp. I - J 290 -78 J - K 299 -144 K - L 279 -172 L - M 275 -202 M - N 228 -191 N - O 212 -193 O - P 251 -346 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A -AM 154 -66 B -AB 490 -616 AB-AA 491 -615 AA- Z 494 -618 Z - Y 494 -618 Y - X 515 -286 X - W 515 -286 Chords Tens. Comp. W - V 515 -286 V - U 515 -286 U - T 515 -286 T - S 426 -201 S - R 426 -201 R - Q 426 -201 Q - P 825 -386 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. E -AC 551 -349 AD- Y 587 -374 Y -AE 625 -995 AE-AF 698 -1099 AG- I 686 -1084 I - V 874 -691 Webs Tens. Comp. I -AH 201 -141 AI-AJ 183 -189 AJ- T 221 -130 T -AK 174 -92 AL- M 152 -81 Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. C -AB 137 -45 D -AA 142 -148 AC- F 120 -65 Gables Tens. Comp. AH- J 350 -169 U -AI 424 -219 AJ- K 118 -82 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 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): -0.042 AB 999 360 VERT(CL): 0.064 AB 999 240 HORZ(LL): -0.014 C - - HORZ(TL): 0.022 C - - Creep Factor: 2.0 Max TC CSI: 0.420 Max BC CSI: 0.356 Max Web CSI: 0.611 Wgt: 172.2 lbs VIEW Ver: 20.01.01A.0724.11 Job WH10120 Truss A02 Truss Type GABL Qty 1 Ply 1 2492 11/17/2020 1'4"13'1"13'7"1'4"SEAT PLATE REQ.SEAT PLATE REQ. SEAT PLATE REQ. 14'8"14'8" 29'4" 3"155'2"10(a) A B C D E F G H I J K L M N O P QRSTUVWXYZAAAB AC AD AE AF AG AH AI AJ AK AL AM 4 12 2X4(C6) 3X6(C6)3X4 3X4 3X6 5X6 3X4 1.5X4 3X4 1.5X4 2X4(A1) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Lt Slider: 2x4 SP #3; block length = 1.750' Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X3 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 29.33 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 based on MWFRS with additional C&C member design. Left and right cantilevers are exposed to wind Left bottom chord exposed to wind. Additional Notes See STD DETAILS for gable wind bracing requirements. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL AM 562 /- /- /513 /423 /118 W 879 /- /- /838 /553 /- V* 82 /- /- /49 /57 /- Wind reactions based on MWFRS AM Brg Width = 8.0 Min Req = 1.5 W Brg Width = 8.0 Min Req = 1.5 V Brg Width = 159 Min Req = - Bearings AM, W, & V are a rigid surface. Bearings AM, W, & V require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 93 -135 B - C 848 -524 C - D 868 -494 D - E 838 -439 E - F 601 -265 F - G 604 -250 G - H 649 -237 H - I 693 -227 Chords Tens. Comp. I - J 290 -78 J - K 299 -144 K - L 279 -172 L - M 275 -202 M - N 228 -191 N - O 212 -193 O - P 251 -346 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A -AM 154 -66 B -AB 490 -616 AB-AA 491 -615 AA- Z 494 -618 Z - Y 494 -618 Y - X 515 -286 X - W 515 -286 Chords Tens. Comp. W - V 515 -286 V - U 515 -286 U - T 515 -286 T - S 426 -201 S - R 426 -201 R - Q 426 -201 Q - P 825 -386 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. E -AC 551 -349 AD- Y 587 -374 Y -AE 625 -995 AE-AF 698 -1099 AG- I 686 -1084 I - V 874 -691 Webs Tens. Comp. I -AH 201 -141 AI-AJ 183 -189 AJ- T 221 -130 T -AK 174 -92 AL- M 152 -81 Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. C -AB 137 -45 D -AA 142 -148 AC- F 120 -65 Gables Tens. Comp. AH- J 350 -169 U -AI 424 -219 AJ- K 118 -82 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 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): -0.042 AB 999 360 VERT(CL): 0.064 AB 999 240 HORZ(LL): -0.014 C - - HORZ(TL): 0.022 C - - Creep Factor: 2.0 Max TC CSI: 0.420 Max BC CSI: 0.356 Max Web CSI: 0.611 Wgt: 172.2 lbs VIEW Ver: 20.01.01A.0724.11 Job WH10120 Truss A02 Truss Type GABL Qty 1 Ply 1 2492 11/17/2020 1'4"13'1"13'7"1'4"SEAT PLATE REQ.SEAT PLATE REQ. SEAT PLATE REQ. 14'8"14'8" 29'4" 3"155'2"10(a) A B C D E F G H I J K L M N O P QRSTUVWXYZAAAB AC AD AE AF AG AH AI AJ AK AL AM 4 12 2X4(C6) 3X6(C6)3X4 3X4 3X6 5X6 3X4 1.5X4 3X4 1.5X4 2X4(A1) Z -AD 137 -108 G -AE 156 -109 AF- X 271 -115 H -AG 251 -100 AK- S 203 -144 L -AL 207 -147 R - N 50 -40 Q - O 479 -272 Truss A02 Truss Type GABL Qty 1 Ply 1 2492 11/17/2020 **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 M-30 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Lt Slider: 2x4 SP #3; block length = 1.750' Rt Slider: 2x4 SP #3; block length = 1.750' Purlins 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 29.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left and right cantilevers are exposed to wind Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL L 552 /- /- /592 /448 /118 J 1376 /- /- /729 /857 /- F 552 /- /- /355 /305 /- Wind reactions based on MWFRS L Brg Width = 8.0 Min Req = 1.5 J Brg Width = 8.0 Min Req = 1.6 F Brg Width = 8.0 Min Req = 1.5 Bearings L, J, & F are a rigid surface. Bearings L, J, & F require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 240 -449 B - C 756 -512 C - D 584 -447 Chords Tens. Comp. D - E 149 -225 E - F 376 -512 F - G 47 -470 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - L 422 -213 B - K 594 -567 K - J 684 -437 J - I 684 -437 Chords Tens. Comp. I - H 684 -437 H - F 448 -222 F - G 480 -23 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - K 722 -478 K - D 761 -1133 D - I 1603 -1306 Webs Tens. Comp. D - H 676 -610 H - E 726 -478 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 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): -0.018 E 999 360 VERT(CL): 0.040 E 999 240 HORZ(LL): 0.007 H - - HORZ(TL): 0.014 B - - Creep Factor: 2.0 Max TC CSI: 0.487 Max BC CSI: 0.856 Max Web CSI: 0.972 Wgt: 130.2 lbs VIEW Ver: 20.01.01A.0724.11 Job WH10120 Truss A03 Truss Type COMN Qty 1 Ply 1 2493 11/17/2020 1'4"13'1"13'7"1'4"SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ. 14'8"14'8" 29'4" 3"155'2"10A B C D E F G HIJKL 4 12 2X4(C6) 3X6(C6)3X4 1.5X4 3X4 3X6 5X6 3X6 3X4 1.5X4 3X4 3X6(C6) 2X4(C6) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP M-30 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Lt Slider: 2x4 SP #3; block length = 1.750' Rt Slider: 2x4 SP #3; block length = 1.750' Purlins 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 29.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left and right cantilevers are exposed to wind Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL L 552 /- /- /592 /448 /118 J 1376 /- /- /729 /857 /- F 552 /- /- /355 /305 /- Wind reactions based on MWFRS L Brg Width = 8.0 Min Req = 1.5 J Brg Width = 8.0 Min Req = 1.6 F Brg Width = 8.0 Min Req = 1.5 Bearings L, J, & F are a rigid surface. Bearings L, J, & F require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 240 -449 B - C 756 -512 C - D 584 -447 Chords Tens. Comp. D - E 149 -225 E - F 376 -512 F - G 47 -470 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - L 422 -213 B - K 594 -567 K - J 684 -437 J - I 684 -437 Chords Tens. Comp. I - H 684 -437 H - F 448 -222 F - G 480 -23 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - K 722 -478 K - D 761 -1133 D - I 1603 -1306 Webs Tens. Comp. D - H 676 -610 H - E 726 -478 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 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): -0.018 E 999 360 VERT(CL): 0.040 E 999 240 HORZ(LL): 0.007 H - - HORZ(TL): 0.014 B - - Creep Factor: 2.0 Max TC CSI: 0.487 Max BC CSI: 0.856 Max Web CSI: 0.972 Wgt: 130.2 lbs VIEW Ver: 20.01.01A.0724.11 Job WH10120 Truss A03 Truss Type COMN Qty 1 Ply 1 2493 11/17/2020 1'4"13'1"13'7"1'4"SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ. 14'8"14'8" 29'4" 3"155'2"10A B C D E F G HIJKL 4 12 2X4(C6) 3X6(C6)3X4 1.5X4 3X4 3X6 5X6 3X6 3X4 1.5X4 3X4 3X6(C6) 2X4(C6) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof 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 Slider: 2x4 SP #3; block length = 1.750' Rt Slider: 2x4 SP #3; block length = 1.750' Plating Notes All plates are 3X4 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 29.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL K 453 /- /- /271 /189 /118 B* 99 /- /- /50 /67 /- F 774 /- /- /454 /491 /- Wind reactions based on MWFRS K Brg Width = 8.0 Min Req = 1.5 B Brg Width = 152 Min Req = - F Brg Width = 8.0 Min Req = 1.5 Bearings K, B, & F are a rigid surface. Bearings K, B, & F require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 253 -458 B - C 218 -235 C - D 492 -219 Chords Tens. Comp. D - E 587 -777 E - F 772 -1048 F - G 80 -431 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - K 463 -225 B - J 183 -170 J - I 283 -17 Chords Tens. Comp. I - H 283 -17 H - F 947 -605 F - G 427 -68 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - J 582 -515 J - D 681 -955 Webs Tens. Comp. D - H 568 -361 H - E 513 -420 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 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): -0.079 E 999 360 VERT(CL): 0.141 E 999 240 HORZ(LL): -0.037 F - - HORZ(TL): 0.075 F - - Creep Factor: 2.0 Max TC CSI: 0.886 Max BC CSI: 0.863 Max Web CSI: 0.863 Wgt: 123.2 lbs VIEW Ver: 20.01.01A.0724.11 Job WH10120 Truss A04 Truss Type COMN Qty 1 Ply 1 2494 11/17/2020 1'4"8"12'9"13'3"1'4"SEAT PLATE REQ. SEAT PLATE REQ.SEAT PLATE REQ. 14'8"14'8" 29'4" 3"155'2"10A B C D E F G HIJK 4 12 2X4(C6) 3X6(C6) 1.5X4 4X4 3X6 4X4 1.5X4 3X6(C6) 2X4(C6) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof 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 Slider: 2x4 SP #3; block length = 1.750' Rt Slider: 2x4 SP #3; block length = 1.750' Plating Notes All plates are 3X4 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 29.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL K 453 /- /- /271 /189 /118 B* 99 /- /- /50 /67 /- F 774 /- /- /454 /491 /- Wind reactions based on MWFRS K Brg Width = 8.0 Min Req = 1.5 B Brg Width = 152 Min Req = - F Brg Width = 8.0 Min Req = 1.5 Bearings K, B, & F are a rigid surface. Bearings K, B, & F require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 253 -458 B - C 218 -235 C - D 492 -219 Chords Tens. Comp. D - E 587 -777 E - F 772 -1048 F - G 80 -431 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - K 463 -225 B - J 183 -170 J - I 283 -17 Chords Tens. Comp. I - H 283 -17 H - F 947 -605 F - G 427 -68 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - J 582 -515 J - D 681 -955 Webs Tens. Comp. D - H 568 -361 H - E 513 -420 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 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): -0.079 E 999 360 VERT(CL): 0.141 E 999 240 HORZ(LL): -0.037 F - - HORZ(TL): 0.075 F - - Creep Factor: 2.0 Max TC CSI: 0.886 Max BC CSI: 0.863 Max Web CSI: 0.863 Wgt: 123.2 lbs VIEW Ver: 20.01.01A.0724.11 Job WH10120 Truss A04 Truss Type COMN Qty 1 Ply 1 2494 11/17/2020 1'4"8"12'9"13'3"1'4"SEAT PLATE REQ. SEAT PLATE REQ.SEAT PLATE REQ. 14'8"14'8" 29'4" 3"155'2"10A B C D E F G HIJK 4 12 2X4(C6) 3X6(C6) 1.5X4 4X4 3X6 4X4 1.5X4 3X6(C6) 2X4(C6) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 :SP 2400f-2.0E + SP M-31: Bot chord 2x4 :SP 2400f-2.0E + SP M-31: Webs 2x4 SP #3 Lt Slider: 2x4 SP #3; block length = 1.750' Rt Slider: 2x4 SP #3; block length = 1.750' Purlins 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 83 0.00 29.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL K 1191 /- /- /613 /767 /118 F 1191 /- /- /613 /767 /- Wind reactions based on MWFRS K Brg Width = 8.0 Min Req = 1.5 F Brg Width = 8.0 Min Req = 1.5 Bearings K & F are a rigid surface. Bearings K & F require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 647 -961 B - C 1940 -2055 C - D 1776 -1857 Chords Tens. Comp. D - E 1776 -1857 E - F 1940 -2055 F - G 648 -962 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - K 970 -644 B - J 1873 -1665 J - I 1419 -1161 Chords Tens. Comp. I - H 1419 -1161 H - F 1873 -1666 F - G 970 -644 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - J 464 -239 J - D 468 -282 Webs Tens. Comp. D - H 468 -282 H - E 464 -239 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 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): -0.190 D 999 360 VERT(CL): 0.371 J 843 240 HORZ(LL): 0.072 F - - HORZ(TL): 0.146 F - - Creep Factor: 2.0 Max TC CSI: 0.698 Max BC CSI: 0.978 Max Web CSI: 0.745 Wgt: 123.2 lbs VIEW Ver: 20.01.01A.0724.11 Job WH10120 Truss A05 Truss Type COMN Qty 19 Ply 1 2495 11/17/2020 1'4"26'8"1'4"SEAT PLATE REQ.SEAT PLATE REQ. 14'8"14'8" 29'4" 3"155'2"10A B C D E F G HIJK 4 12 2X4(C6) 3X6(C6)4X4 1.5X3 3X4 4X6 5X6 3X4 1.5X3 4X4 3X6(C6) 2X4(C6) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 :SP 2400f-2.0E + SP M-31: Bot chord 2x4 :SP 2400f-2.0E + SP M-31: Webs 2x4 SP #3 Lt Slider: 2x4 SP #3; block length = 1.750' Rt Slider: 2x4 SP #3; block length = 1.750' Purlins 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 83 0.00 29.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL K 1191 /- /- /613 /767 /118 F 1191 /- /- /613 /767 /- Wind reactions based on MWFRS K Brg Width = 8.0 Min Req = 1.5 F Brg Width = 8.0 Min Req = 1.5 Bearings K & F are a rigid surface. Bearings K & F require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 647 -961 B - C 1940 -2055 C - D 1776 -1857 Chords Tens. Comp. D - E 1776 -1857 E - F 1940 -2055 F - G 648 -962 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - K 970 -644 B - J 1873 -1665 J - I 1419 -1161 Chords Tens. Comp. I - H 1419 -1161 H - F 1873 -1666 F - G 970 -644 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - J 464 -239 J - D 468 -282 Webs Tens. Comp. D - H 468 -282 H - E 464 -239 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 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): -0.190 D 999 360 VERT(CL): 0.371 J 843 240 HORZ(LL): 0.072 F - - HORZ(TL): 0.146 F - - Creep Factor: 2.0 Max TC CSI: 0.698 Max BC CSI: 0.978 Max Web CSI: 0.745 Wgt: 123.2 lbs VIEW Ver: 20.01.01A.0724.11 Job WH10120 Truss A05 Truss Type COMN Qty 19 Ply 1 2495 11/17/2020 1'4"26'8"1'4"SEAT PLATE REQ.SEAT PLATE REQ. 14'8"14'8" 29'4" 3"155'2"10A B C D E F G HIJK 4 12 2X4(C6) 3X6(C6)4X4 1.5X3 3X4 4X6 5X6 3X4 1.5X3 4X4 3X6(C6) 2X4(C6) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof 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 Slider: 2x4 SP #3; block length = 1.750' Plating Notes All plates are 1.5X3 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 29.33 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 based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for gable wind bracing requirements. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL AM*81 /- /- /42 /52 /5 O 285 /- /- /192 /178 /- Wind reactions based on MWFRS AM Brg Width = 312 Min Req = - O Brg Width = 8.0 Min Req = 1.5 Bearings AM & O are a rigid surface. Bearings AM & O require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 195 -310 B - C 157 -157 C - D 161 -146 D - E 169 -131 E - F 160 -78 F - G 180 -53 G - H 202 0 H - I 341 -11 Chords Tens. Comp. I - J 270 -7 J - K 232 -22 K - L 180 -5 L - M 217 -47 M - N 188 -62 N - O 118 -60 O - P 239 -445 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A -AB 757 -279 AB-AA 392 -147 AA- Z 392 -148 Z - Y 392 -148 Y - X 227 -82 X - W 227 -82 W - V 226 -55 Chords Tens. Comp. V - U 226 -55 U - T 226 -55 T - S 63 -47 S - R 63 -47 R - Q 62 -47 Q - O 57 -47 O - P 470 -203 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. D -AC 34 -17 AD- Y 42 -18 Y -AE 296 -173 AE-AF 223 -122 AG- H 271 -156 Webs Tens. Comp. H -AH 41 -123 AI-AJ 77 -180 AJ- T 22 -99 T -AK 135 -58 AL- L 115 -48 Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. B -AB 475 -266 C -AA 54 -57 AC- E 237 -170 Z -AD 242 -174 F -AE 113 -77 AF- X 406 -205 Gables Tens. Comp. AH- I 342 -163 U -AI 409 -207 AJ- J 120 -80 AK- S 140 -125 K -AL 160 -132 R - M 87 -87 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 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): -0.015 AB 999 360 VERT(CL): 0.025 AB 629 240 HORZ(LL): 0.007 O - - HORZ(TL): 0.008 O - - Creep Factor: 2.0 Max TC CSI: 0.356 Max BC CSI: 0.221 Max Web CSI: 0.342 Wgt: 172.2 lbs VIEW Ver: 20.01.01A.0724.11 Job WH10120 Truss A06 Truss Type GABL Qty 1 Ply 1 2496 11/17/2020 1'4"26'8"1'4"SEAT PLATE REQ.SEAT PLATE REQ. 14'8"14'8" 29'4" 3"155'2"10A B C D E F G H I J K L M N O P QRSTUVWXYZAAAB AC AD AE AF AG AH AI AJ AK AL AM 4 12 2X4(A1) 1.5X4 3X4 1.5X4 3X6 4X8(R1) 1.5X4 3X4 3X4 3X6(C6) 2X4(C6) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof 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 Slider: 2x4 SP #3; block length = 1.750' Plating Notes All plates are 1.5X3 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 29.33 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 based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for gable wind bracing requirements. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL AM*81 /- /- /42 /52 /5 O 285 /- /- /192 /178 /- Wind reactions based on MWFRS AM Brg Width = 312 Min Req = - O Brg Width = 8.0 Min Req = 1.5 Bearings AM & O are a rigid surface. Bearings AM & O require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 195 -310 B - C 157 -157 C - D 161 -146 D - E 169 -131 E - F 160 -78 F - G 180 -53 G - H 202 0 H - I 341 -11 Chords Tens. Comp. I - J 270 -7 J - K 232 -22 K - L 180 -5 L - M 217 -47 M - N 188 -62 N - O 118 -60 O - P 239 -445 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A -AB 757 -279 AB-AA 392 -147 AA- Z 392 -148 Z - Y 392 -148 Y - X 227 -82 X - W 227 -82 W - V 226 -55 Chords Tens. Comp. V - U 226 -55 U - T 226 -55 T - S 63 -47 S - R 63 -47 R - Q 62 -47 Q - O 57 -47 O - P 470 -203 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. D -AC 34 -17 AD- Y 42 -18 Y -AE 296 -173 AE-AF 223 -122 AG- H 271 -156 Webs Tens. Comp. H -AH 41 -123 AI-AJ 77 -180 AJ- T 22 -99 T -AK 135 -58 AL- L 115 -48 Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. B -AB 475 -266 C -AA 54 -57 AC- E 237 -170 Z -AD 242 -174 F -AE 113 -77 AF- X 406 -205 Gables Tens. Comp. AH- I 342 -163 U -AI 409 -207 AJ- J 120 -80 AK- S 140 -125 K -AL 160 -132 R - M 87 -87 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 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): -0.015 AB 999 360 VERT(CL): 0.025 AB 629 240 HORZ(LL): 0.007 O - - HORZ(TL): 0.008 O - - Creep Factor: 2.0 Max TC CSI: 0.356 Max BC CSI: 0.221 Max Web CSI: 0.342 Wgt: 172.2 lbs VIEW Ver: 20.01.01A.0724.11 Job WH10120 Truss A06 Truss Type GABL Qty 1 Ply 1 2496 11/17/2020 1'4"26'8"1'4"SEAT PLATE REQ.SEAT PLATE REQ. 14'8"14'8" 29'4" 3"155'2"10A B C D E F G H I J K L M N O P QRSTUVWXYZAAAB AC AD AE AF AG AH AI AJ AK AL AM 4 12 2X4(A1) 1.5X4 3X4 1.5X4 3X6 4X8(R1) 1.5X4 3X4 3X4 3X6(C6) 2X4(C6) G -AG 342 -163 H - V 0 -94 Q - N 230 -153 Truss A06 Truss Type GABL Qty 1 Ply 1 2496 11/17/2020 **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. NOTE: IN ADDITION TO STRAPPING TOE- NAIL BOTH CHORDS OF CORNER JACKS TO CARRYING MEMBER PER THE FOLLOWING SCHEDULE: 2X4: (2) 0.131" Ø TOE NAILS 2X6: (3) 0.131" Ø TOE NAILS HIGH VELOCITY HURRICANE ZONE CORNERSET SPECIFICATIONS: MAX LOAD: 55 PSF ROOF LOAD, 175 MPH, ASCE 7-10, EXP. B & C, UP TO 60' MEAN ROOF HEIGHT & EXPOSURE D UP TO 30' MEAN ROOF HEIGHT. JACK, OR CORNER JACK (TYP.) IMPORTANT NOTE: CONNECTION DESIGNED IN ACCORDANCE WITH FBC 2321.6- 2321.7 PROVIDING METAL STRAPPING (FLORIDA APPROVED PRODUCT) TO RESIST MIN. 700LB UPLIFT AT ALL CONNECTIONS IN HIGH VELOCITY HURRICANE ZONE. LSTA12 TWIST STRAP WITH 10D NAILS, MIN. (10). SEE MFR'S RECOMMENDED CONNECTION. HIP, OR KING JACK (TYP.)7'-0" MAX.ATTACH KING & END JACKS WITH (1) LSTA12 TWIST STRAP AT TOP CHORD WITH (10) 10d NAILS PER STRAP (MIN.) & (3) 0.131" Ø TOE NAILS. ATTACH KING & END JACK WITH (1) THJA26 HANGER AT BOTTOM CHORD. ATTACH CORNER JACKS & STD. JACKS WITH (1) LSTA12 TWIST STRAP AT TOP CHORD & BOTTOM CHORD WITH (10) 10d NAILS PER STRAP MINIMUM (TYP). A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772) 409-1010 STDLHIP/ KING JACK (HVHZ) (SIMPSON)02.25/28/2020 OR EQUIVALENT AT BOTTOM CHORD 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 in )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