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HomeMy WebLinkAbout_CRMSCMB3L15X10-SEALS-SLD 4.1.22Lumber 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 CRMSCMB3L15X10 Page 1 of 2 A-1 Roof Trusses 4451 St Lucie Blvd Fort Pierce, FL 34946Site Information: Customer Info: RENAR DEVELOPMENT CO. Project Name: MORNINGSIDE Lot/Block:Model: CAYMAN 1763 / ELEV B3 / SEE OPTS Subdivision: Address: City: FORT PIERCE County: SAINT LUCIE State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC 7th Ed. 2020 Res. / TPI 2014 Design Program: Alpine Engineered Products Wind Code: ASCE 7-16 Wind Speed: 160 Roof Load: 37.0 psf Floor Load: 0.0 psf This package includes 28 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: Ryan Bays My license renewal date for the state of Florida is February 28,2023. NOTE: The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of components for any particular building is the responsibility of the building designer, per ANSI/TPI-1 Sec. 2. The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction documents (also referred to at times as 'Structural Engineering Documents') provided by the Building Designer indicating the nature and character of the work. The design criteria therein have been transferred to Ryan Bays PE by [A1 Roof Trusses or specific location]. These TDDs (also referred to at times as 'Structural Delegated' Engineering Documents') are specialty structural component designs and may be part of the project's deferred or phased submittals. As a Truss Design Engineer (i.e., Specialty Engineer), the seal here and on the TDD represents an acceptance of professional engineering responsibility for the design of the single Truss depicted on the TDD only. The Building Designer is responsible for and shall coordinate and review the TDDs for compatibility with their written engineering requirements. Please review all TDDs and all related notes. Ryan Bays, P.E. 4451 St Lucie Blvd. Suite 201 Fort Pierce, FL 34946 No.Seq #Truss Name Date 1 2507 A01 3/15/22 2 2514 A02 3/15/22 3 2623 A03 3/15/22 4 2520 A04 3/15/22 5 2526 A05 3/15/22 6 2545 A06 3/15/22 7 2642 A07 3/15/22 8 2590 A08 3/15/22 9 2557 A09 3/15/22 10 2565 A10 3/15/22 11 2487 B01 3/15/22 12 2490 B02 3/15/22 No.Seq #Truss Name Date 13 2495 B03 3/15/22 14 2498 B04 3/15/22 15 2501 B05 3/15/22 16 2475 C01G 3/15/22 17 2478 C02 3/15/22 18 2481 C03 3/15/22 19 2484 C04 3/15/22 20 2584 D01G 3/15/22 21 2593 E01 3/15/22 22 2469 HJ2 3/15/22 23 2581 HJ5 3/15/22 24 2463 J1 3/15/22 No.Seq #Truss Name Date 25 2568 J1P 3/15/22 26 2466 J2 3/15/22 27 2575 J3P 3/15/22 28 2578 J5P 3/15/22 29 STDL01 STD. DETAIL 3/15/22 30 STDL02 STD. DETAIL 3/15/22 31 STDL03 STD. DETAIL 3/15/22 32 STDL04 STD. DETAIL 3/15/22 33 STDL05 STD. DETAIL 3/15/22 34 STDL06 STD. DETAIL 3/15/22 35 STDL07 STD. DETAIL 3/15/22 36 STDL08 STD. DETAIL 3/15/22 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 CRMSCMB3L15X10 Page 2 of 2 No.Seq #Truss Name Date 37 STDL09 STD. DETAIL 3/15/22 38 STDL10 STD. DETAIL 3/15/22 39 STDL11 STD. DETAIL 3/15/22 40 STDL12 STD. DETAIL 3/15/22 41 STDL13 STD. DETAIL 3/15/22 42 STDL14 STD. DETAIL 3/15/22 43 STDL15 STD. DETAIL 3/15/22 44 STDL16 STD. DETAIL 3/15/22 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; T2 2x4 SP M-30; Bot chord: 2x4 SP #2; B4 2x4 SP M-30; Webs: 2x4 SP #3; W3 2x4 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 94 0.15 11.74 BC 92 11.71 19.13 BC 113 19.26 37.85 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 1532 /- /- /866 /405 /310 J 1531 /- /- /865 /406 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 J Brg Width = 8.0 Min Req = 1.8 Bearings B & J are a rigid surface. Bearings B & J require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 B - C 911 -2703 C - D 1458 -4528 D - E 1469 -4448 E - F 1634 -4571 Chords Tens. Comp. F - G 1081 -3421 G - H 863 -2271 H - I 856 -2385 I - J 957 -2713 J - K 35 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - R 2338 -696 R - Q 24 -9 P - N 3016 -588 Chords Tens. Comp. O - M 6 -2 M - L 6 -2 L - J 2361 -736 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - R 455 -1283 C - P 1679 -403 R - P 2662 -788 E - P 286 -376 P - Q 70 0 P - F 1467 -707 Webs Tens. Comp. F - N 1997 -419 N - O 100 0 N - G 873 -183 N - L 2433 -654 G - L 341 -970 L - I 207 -317 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.80 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.358 P 999 360 VERT(CL): 0.677 P 668 240 HORZ(LL): 0.219 J - - HORZ(TL): 0.413 J - - Creep Factor: 2.0 Max TC CSI: 0.630 Max BC CSI: 0.989 Max Web CSI: 0.994 Weight: 221.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss A01 Truss Type COMN Qty 3 Ply 1 Seal #: 2507 03/15/2022 T2 T2 B4 W3 38' SEAT PLATE REQ.SEAT PLATE REQ. 19'19' 11'10"10 7'2"12 18'10"101'4"1'4" 4"32'9"124'7"79'10"310'5"2(a) (a) A B C D E F G H I J K LM N O P QR 6 12 3 123X6(A1) 4X4 5X6 3X6 1.5X4 5X8 1.5X4 5X10 5X10 2X4 3X6 3X4 5X10 3X6 1.5X4 3X6(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; T2 2x4 SP M-30; Bot chord: 2x4 SP #2; B4 2x4 SP M-30; Webs: 2x4 SP #3; W3 2x4 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 94 0.15 11.74 BC 92 11.71 19.13 BC 113 19.26 37.85 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 1532 /- /- /866 /405 /310 J 1531 /- /- /865 /406 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 J Brg Width = 8.0 Min Req = 1.8 Bearings B & J are a rigid surface. Bearings B & J require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 B - C 911 -2703 C - D 1458 -4528 D - E 1469 -4448 E - F 1634 -4571 Chords Tens. Comp. F - G 1081 -3421 G - H 863 -2271 H - I 856 -2385 I - J 957 -2713 J - K 35 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - R 2338 -696 R - Q 24 -9 P - N 3016 -588 Chords Tens. Comp. O - M 6 -2 M - L 6 -2 L - J 2361 -736 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - R 455 -1283 C - P 1679 -403 R - P 2662 -788 E - P 286 -376 P - Q 70 0 P - F 1467 -707 Webs Tens. Comp. F - N 1997 -419 N - O 100 0 N - G 873 -183 N - L 2433 -654 G - L 341 -970 L - I 207 -317 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.80 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.358 P 999 360 VERT(CL): 0.677 P 668 240 HORZ(LL): 0.219 J - - HORZ(TL): 0.413 J - - Creep Factor: 2.0 Max TC CSI: 0.630 Max BC CSI: 0.989 Max Web CSI: 0.994 Weight: 221.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss A01 Truss Type COMN Qty 3 Ply 1 Seal #: 2507 03/15/2022 T2 T2 B4 W3 38' SEAT PLATE REQ.SEAT PLATE REQ. 19'19' 11'10"10 7'2"12 18'10"101'4"1'4" 4"32'9"124'7"79'10"310'5"2(a) (a) A B C D E F G H I J K LM N O P QR 6 12 3 123X6(A1) 4X4 5X6 3X6 1.5X4 5X8 1.5X4 5X10 5X10 2X4 3X6 3X4 5X10 3X6 1.5X4 3X6(A1) Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; T3 2x4 SP #2; Bot chord: 2x4 SP M-30; B1 2x4 SP 2400f-2.0E + SP M-31; B4 2x4 SP #2; Webs: 2x4 SP #3; W7 2x4 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes (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) BC 120 0.52 19.00 BC 101 19.00 27.22 BC 120 27.26 37.85 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 1537 /- /- /862 /198 /310 J 1534 /- /- /867 /194 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 J Brg Width = 8.0 Min Req = 1.8 Bearings B & J are a rigid surface. Bearings B & J require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 B - C 1571 -4781 C - D 1327 -4299 D - E 1351 -4248 E - F 1033 -3231 Chords Tens. Comp. F - G 1022 -3267 G - H 1515 -4620 H - I 1502 -4696 I - J 909 -2736 J - K 35 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - Q 4303 -1332 Q - P 3655 -965 P - O 3681 -962 Chords Tens. Comp. O - M 4292 -1190 N - L 33 -11 L - J 2376 -699 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - Q 339 -406 Q - E 508 -81 E - O 428 -774 F - O 2373 -617 O - G 651 -1358 Webs Tens. Comp. G - M 412 -49 M - N 78 0 M - L 2629 -770 M - I 1801 -460 L - I 419 -1192 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.80 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.469 O 965 360 VERT(CL): 0.887 O 510 240 HORZ(LL): 0.327 J - - HORZ(TL): 0.618 J - - Creep Factor: 2.0 Max TC CSI: 0.720 Max BC CSI: 0.851 Max Web CSI: 0.904 Weight: 191.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss A02 Truss Type COMN Qty 3 Ply 1 Seal #: 2514 03/15/2022 T3 B1 B4 W7 38' SEAT PLATE REQ.SEAT PLATE REQ. 19'19' 19'8'1"6 10'10"101'4"1'4" 4"34'7"12'6"129'10"310'5"2(a) A B C D E F G H I J K L M N O PQ 6 12 3 12 3X8(F1) 1.5X4 3X6 3X4 H0308 3X4 5X6 6X8 3X4 H0710(I) 1.5X4 3X6 3X10 4X4 3X6(A1) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; T3 2x4 SP #2; Bot chord: 2x4 SP M-30; B1 2x4 SP 2400f-2.0E + SP M-31; B4 2x4 SP #2; Webs: 2x4 SP #3; W7 2x4 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes (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) BC 120 0.52 19.00 BC 101 19.00 27.22 BC 120 27.26 37.85 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 1537 /- /- /862 /198 /310 J 1534 /- /- /867 /194 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 J Brg Width = 8.0 Min Req = 1.8 Bearings B & J are a rigid surface. Bearings B & J require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 B - C 1571 -4781 C - D 1327 -4299 D - E 1351 -4248 E - F 1033 -3231 Chords Tens. Comp. F - G 1022 -3267 G - H 1515 -4620 H - I 1502 -4696 I - J 909 -2736 J - K 35 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - Q 4303 -1332 Q - P 3655 -965 P - O 3681 -962 Chords Tens. Comp. O - M 4292 -1190 N - L 33 -11 L - J 2376 -699 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - Q 339 -406 Q - E 508 -81 E - O 428 -774 F - O 2373 -617 O - G 651 -1358 Webs Tens. Comp. G - M 412 -49 M - N 78 0 M - L 2629 -770 M - I 1801 -460 L - I 419 -1192 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.80 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.469 O 965 360 VERT(CL): 0.887 O 510 240 HORZ(LL): 0.327 J - - HORZ(TL): 0.618 J - - Creep Factor: 2.0 Max TC CSI: 0.720 Max BC CSI: 0.851 Max Web CSI: 0.904 Weight: 191.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss A02 Truss Type COMN Qty 3 Ply 1 Seal #: 2514 03/15/2022 T3 B1 B4 W7 38' SEAT PLATE REQ.SEAT PLATE REQ. 19'19' 19'8'1"6 10'10"101'4"1'4" 4"34'7"12'6"129'10"310'5"2(a) A B C D E F G H I J K L M N O PQ 6 12 3 12 3X8(F1) 1.5X4 3X6 3X4 H0308 3X4 5X6 6X8 3X4 H0710(I) 1.5X4 3X6 3X10 4X4 3X6(A1) Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:; B2 2x4 SP M-30; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.52 19.00 BC 120 19.00 37.48 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 1538 /- /- /862 /197 /310 J 1538 /- /- /862 /197 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 J Brg Width = 8.0 Min Req = 1.5 Bearings B & J are a rigid surface. Bearings B & J require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 B - C 1565 -4778 C - D 1326 -4303 D - E 1350 -4252 E - F 1023 -3218 Chords Tens. Comp. F - G 1032 -3218 G - H 1341 -4252 H - I 1317 -4303 I - J 1557 -4778 J - K 35 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - P 4300 -1326 P - O 3668 -971 O - N 3693 -968 Chords Tens. Comp. N - M 3693 -950 M - L 3668 -953 L - J 4300 -1310 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - P 332 -396 P - E 510 -72 E - N 449 -810 F - N 2470 -679 Webs Tens. Comp. N - G 450 -810 G - L 510 -71 L - I 334 -396 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.80 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.524 N 864 360 VERT(CL): 0.993 N 455 240 HORZ(LL): 0.377 J - - HORZ(TL): 0.714 J - - Creep Factor: 2.0 Max TC CSI: 0.674 Max BC CSI: 0.845 Max Web CSI: 0.941 Weight: 172.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss A03 Truss Type COMN Qty 10 Ply 1 Seal #: 2623 03/15/2022 B2 B2 38' SEAT PLATE REQ.SEAT PLATE REQ. 19'19' 19'19'1'4"1'4" 4"34'7"19'10"310'5"2A B C D E F G H I J K L M N OP 6 12 3 12 3X8(F1) 1.5X4 3X6 3X4 H0308 3X4 5X6 6X8 3X4 H0308 3X4 3X6 1.5X4 3X8(F1) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:; B2 2x4 SP M-30; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.52 19.00 BC 120 19.00 37.48 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 1538 /- /- /862 /197 /310 J 1538 /- /- /862 /197 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 J Brg Width = 8.0 Min Req = 1.5 Bearings B & J are a rigid surface. Bearings B & J require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 B - C 1565 -4778 C - D 1326 -4303 D - E 1350 -4252 E - F 1023 -3218 Chords Tens. Comp. F - G 1032 -3218 G - H 1341 -4252 H - I 1317 -4303 I - J 1557 -4778 J - K 35 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - P 4300 -1326 P - O 3668 -971 O - N 3693 -968 Chords Tens. Comp. N - M 3693 -950 M - L 3668 -953 L - J 4300 -1310 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - P 332 -396 P - E 510 -72 E - N 449 -810 F - N 2470 -679 Webs Tens. Comp. N - G 450 -810 G - L 510 -71 L - I 334 -396 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.80 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.524 N 864 360 VERT(CL): 0.993 N 455 240 HORZ(LL): 0.377 J - - HORZ(TL): 0.714 J - - Creep Factor: 2.0 Max TC CSI: 0.674 Max BC CSI: 0.845 Max Web CSI: 0.941 Weight: 172.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss A03 Truss Type COMN Qty 10 Ply 1 Seal #: 2623 03/15/2022 B2 B2 38' SEAT PLATE REQ.SEAT PLATE REQ. 19'19' 19'19'1'4"1'4" 4"34'7"19'10"310'5"2A B C D E F G H I J K L M N OP 6 12 3 12 3X8(F1) 1.5X4 3X6 3X4 H0308 3X4 5X6 6X8 3X4 H0308 3X4 3X6 1.5X4 3X8(F1) Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; T3 2x4 SP M-30; Bot chord: 2x4 SP M-30; B2 2x4 SP #2; Webs: 2x4 SP #3; W5 2x4 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 114 0.15 23.07 BC 91 23.10 37.48 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 1531 /- /- /865 /406 /310 K 1535 /- /- /860 /409 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 K Brg Width = 8.0 Min Req = 1.7 Bearings B & K are a rigid surface. Bearings B & K require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 B - C 948 -2695 C - D 855 -2374 D - E 879 -2322 E - F 761 -1699 F - G 1370 -3875 Chords Tens. Comp. G - H 1268 -3908 H - I 1558 -4532 I - J 1543 -4551 J - K 1465 -4673 K - L 35 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - R 2340 -730 R - Q 1881 -498 Q - P 1881 -498 Chords Tens. Comp. P - O 16 -5 N - M 3979 -1066 M - K 4185 -1210 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - R 263 -389 R - E 481 -88 E - P 351 -661 F - P 42 -701 F - N 3440 -962 P - N 1926 -350 Webs Tens. Comp. N - O 35 0 N - G 201 -190 N - H 243 -428 H - M 369 -211 M - J 222 -237 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.80 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.445 G 999 360 VERT(CL): 0.841 G 538 240 HORZ(LL): 0.264 K - - HORZ(TL): 0.499 K - - Creep Factor: 2.0 Max TC CSI: 0.674 Max BC CSI: 0.985 Max Web CSI: 0.820 Weight: 212.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss A04 Truss Type COMN Qty 1 Ply 1 Seal #: 2520 03/15/2022 T3 B2 W5 38' SEAT PLATE REQ.SEAT PLATE REQ. 19'19' 23'2"9 14'9"71'4"1'4" 4"33'6"79'10"310'5"2(a) (a) A B C D E F G H I J K L M N OPQR 6 12 3 12 3X6(A1) 1.5X4 3X6 3X4 3X6 3X4 6X10 5X8 8X10 1.5X4 1.5X4 3X4 3X6 3X4 1.5X4 3X8(F1) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; T3 2x4 SP M-30; Bot chord: 2x4 SP M-30; B2 2x4 SP #2; Webs: 2x4 SP #3; W5 2x4 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 114 0.15 23.07 BC 91 23.10 37.48 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 1531 /- /- /865 /406 /310 K 1535 /- /- /860 /409 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 K Brg Width = 8.0 Min Req = 1.7 Bearings B & K are a rigid surface. Bearings B & K require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 B - C 948 -2695 C - D 855 -2374 D - E 879 -2322 E - F 761 -1699 F - G 1370 -3875 Chords Tens. Comp. G - H 1268 -3908 H - I 1558 -4532 I - J 1543 -4551 J - K 1465 -4673 K - L 35 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - R 2340 -730 R - Q 1881 -498 Q - P 1881 -498 Chords Tens. Comp. P - O 16 -5 N - M 3979 -1066 M - K 4185 -1210 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - R 263 -389 R - E 481 -88 E - P 351 -661 F - P 42 -701 F - N 3440 -962 P - N 1926 -350 Webs Tens. Comp. N - O 35 0 N - G 201 -190 N - H 243 -428 H - M 369 -211 M - J 222 -237 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.80 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.445 G 999 360 VERT(CL): 0.841 G 538 240 HORZ(LL): 0.264 K - - HORZ(TL): 0.499 K - - Creep Factor: 2.0 Max TC CSI: 0.674 Max BC CSI: 0.985 Max Web CSI: 0.820 Weight: 212.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss A04 Truss Type COMN Qty 1 Ply 1 Seal #: 2520 03/15/2022 T3 B2 W5 38' SEAT PLATE REQ.SEAT PLATE REQ. 19'19' 23'2"9 14'9"71'4"1'4" 4"33'6"79'10"310'5"2(a) (a) A B C D E F G H I J K L M N OPQR 6 12 3 12 3X6(A1) 1.5X4 3X6 3X4 3X6 3X4 6X10 5X8 8X10 1.5X4 1.5X4 3X4 3X6 3X4 1.5X4 3X8(F1) Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; T3 2x4 SP M-30; Bot chord: 2x4 SP #2; B4 2x4 SP 2400f-2.0E + SP M-31; Webs: 2x4 SP #3; W7 2x4 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X4 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 79 0.15 11.49 BC 88 11.50 23.08 BC 25 20.97 23.07 BC 82 23.10 37.48 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 1531 /- /- /865 /551 /310 K 1535 /- /- /860 /554 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 K Brg Width = 8.0 Min Req = 1.5 Bearings B & K are a rigid surface. Bearings B & K require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 B - C 946 -2663 C - D 996 -2644 D - E 1012 -2618 E - F 770 -1847 F - G 1378 -3843 Chords Tens. Comp. G - H 1299 -3893 H - I 1654 -4531 I - J 1639 -4550 J - K 1554 -4671 K - L 35 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - V 2292 -713 V - U 69 -33 T - S 2322 -654 S - Q 22 -8 Chords Tens. Comp. R - P 3 -10 Q - O 32 -10 N - M 3971 -1117 M - K 4183 -1289 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - V 181 -361 C - T 84 -27 V - T 2262 -691 T - U 44 0 T - E 534 -151 E - S 442 -926 F - S 53 -556 F - N 3207 -914 Webs Tens. Comp. S - N 1918 -355 R - Q 37 0 N - O 30 0 N - G 175 -179 N - H 278 -485 O - P 36 0 H - M 476 -230 M - J 243 -276 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.80 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.434 G 999 360 VERT(CL): 0.820 G 552 240 HORZ(LL): 0.258 K - - HORZ(TL): 0.489 K - - Creep Factor: 2.0 Max TC CSI: 0.750 Max BC CSI: 0.988 Max Web CSI: 0.862 Weight: 226.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss A05 Truss Type COMN Qty 3 Ply 1 Seal #: 2526 03/15/2022 T3 B4 W7 38' SEAT PLATE REQ.SEAT PLATE REQ. 19'19' 11'7"9 9'4"1 2'2"15 14'9"71'4"1'4" 4"38"3'6"79'10"310'5"2(a) (a) A B C D E F G H I J K L M N OPQRS TUV 6 12 3 12 3X6(A1) 3X4 4X8(R) 3X6 5X8 3X4 7X8 4X10 8X10 3X3 3X4 3X6 3X4 3X8(F1) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; T3 2x4 SP M-30; Bot chord: 2x4 SP #2; B4 2x4 SP 2400f-2.0E + SP M-31; Webs: 2x4 SP #3; W7 2x4 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X4 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 79 0.15 11.49 BC 88 11.50 23.08 BC 25 20.97 23.07 BC 82 23.10 37.48 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 1531 /- /- /865 /551 /310 K 1535 /- /- /860 /554 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 K Brg Width = 8.0 Min Req = 1.5 Bearings B & K are a rigid surface. Bearings B & K require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 B - C 946 -2663 C - D 996 -2644 D - E 1012 -2618 E - F 770 -1847 F - G 1378 -3843 Chords Tens. Comp. G - H 1299 -3893 H - I 1654 -4531 I - J 1639 -4550 J - K 1554 -4671 K - L 35 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - V 2292 -713 V - U 69 -33 T - S 2322 -654 S - Q 22 -8 Chords Tens. Comp. R - P 3 -10 Q - O 32 -10 N - M 3971 -1117 M - K 4183 -1289 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - V 181 -361 C - T 84 -27 V - T 2262 -691 T - U 44 0 T - E 534 -151 E - S 442 -926 F - S 53 -556 F - N 3207 -914 Webs Tens. Comp. S - N 1918 -355 R - Q 37 0 N - O 30 0 N - G 175 -179 N - H 278 -485 O - P 36 0 H - M 476 -230 M - J 243 -276 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.80 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.434 G 999 360 VERT(CL): 0.820 G 552 240 HORZ(LL): 0.258 K - - HORZ(TL): 0.489 K - - Creep Factor: 2.0 Max TC CSI: 0.750 Max BC CSI: 0.988 Max Web CSI: 0.862 Weight: 226.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss A05 Truss Type COMN Qty 3 Ply 1 Seal #: 2526 03/15/2022 T3 B4 W7 38' SEAT PLATE REQ.SEAT PLATE REQ. 19'19' 11'7"9 9'4"1 2'2"15 14'9"71'4"1'4" 4"38"3'6"79'10"310'5"2(a) (a) A B C D E F G H I J K L M N OPQRS TUV 6 12 3 12 3X6(A1) 3X4 4X8(R) 3X6 5X8 3X4 7X8 4X10 8X10 3X3 3X4 3X6 3X4 3X8(F1) Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; T4,T5 2x4 SP M-30; Bot chord: 2x4 SP #2; B4 2x4 SP 2400f-2.0E + SP M-31; Webs: 2x4 SP #3; W9 2x4 SP #2; W11, W12 2x4 SP M-30; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X4 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 17.99 20.01 BC 80 0.15 11.49 BC 89 11.50 23.12 BC 26 20.97 23.11 BC 81 23.14 37.48 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 1531 /- /- /867 /552 /296 K 1535 /- /- /862 /555 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 K Brg Width = 8.0 Min Req = 1.5 Bearings B & K are a rigid surface. Bearings B & K require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 B - C 970 -2707 C - D 1022 -2649 D - E 1034 -2573 E - F 852 -1908 F - G 832 -1636 Chords Tens. Comp. G - H 1540 -3942 H - I 1393 -3949 I - J 1365 -3987 J - K 1602 -4713 K - L 35 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - V 2343 -760 V - U 94 -36 T - S 2315 -707 S - Q 28 -9 Chords Tens. Comp. R - P 2 -13 Q - O 41 -11 N - M 4271 -1357 M - K 4227 -1338 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - V 172 -295 C - T 100 -93 V - T 2273 -730 T - U 74 0 T - E 500 -132 E - S 415 -873 F - S 469 -161 S - G 266 -1018 Webs Tens. Comp. S - N 2139 -486 G - N 3170 -1036 R - Q 34 0 N - O 57 0 N - H 308 -392 N - J 416 -745 O - P 41 0 J - M 149 -63 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.80 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.417 H 999 360 VERT(CL): 0.788 H 574 240 HORZ(LL): 0.254 K - - HORZ(TL): 0.480 K - - Creep Factor: 2.0 Max TC CSI: 0.640 Max BC CSI: 0.986 Max Web CSI: 0.866 Weight: 238.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss A06 Truss Type COMN Qty 1 Ply 1 Seal #: 2545 03/15/2022 T4 T5 B4 W9 W11 W12 38' SEAT PLATE REQ.SEAT PLATE REQ. 17'11"15 2'0"2 17'11"15 11'7"9 9'4"1 2'3"7 14'8"151'4"1'4" 4"38"3'6"59'4"29'11"1(a) (a) A B C D E F G H I J K L M N OPQRS TUV 6 12 3 12 3X6(A1) 3X4 4X8(R) 3X6 5X8 3X4 5X6 6X10 6X6 8X10 3X3 3X6 3X4 3X8(F1) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof 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; B4 2x4 SP 2400f-2.0E + SP M-31; Webs: 2x4 SP #3; W9 2x4 SP #2; W11, W12 2x4 SP M-30; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X4 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 17.99 20.01 BC 80 0.15 11.49 BC 89 11.50 23.12 BC 26 20.97 23.11 BC 81 23.14 37.48 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 1531 /- /- /867 /552 /296 K 1535 /- /- /862 /555 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 K Brg Width = 8.0 Min Req = 1.5 Bearings B & K are a rigid surface. Bearings B & K require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 B - C 970 -2707 C - D 1022 -2649 D - E 1034 -2573 E - F 852 -1908 F - G 832 -1636 Chords Tens. Comp. G - H 1540 -3942 H - I 1393 -3949 I - J 1365 -3987 J - K 1602 -4713 K - L 35 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - V 2343 -760 V - U 94 -36 T - S 2315 -707 S - Q 28 -9 Chords Tens. Comp. R - P 2 -13 Q - O 41 -11 N - M 4271 -1357 M - K 4227 -1338 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - V 172 -295 C - T 100 -93 V - T 2273 -730 T - U 74 0 T - E 500 -132 E - S 415 -873 F - S 469 -161 S - G 266 -1018 Webs Tens. Comp. S - N 2139 -486 G - N 3170 -1036 R - Q 34 0 N - O 57 0 N - H 308 -392 N - J 416 -745 O - P 41 0 J - M 149 -63 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.80 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.417 H 999 360 VERT(CL): 0.788 H 574 240 HORZ(LL): 0.254 K - - HORZ(TL): 0.480 K - - Creep Factor: 2.0 Max TC CSI: 0.640 Max BC CSI: 0.986 Max Web CSI: 0.866 Weight: 238.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss A06 Truss Type COMN Qty 1 Ply 1 Seal #: 2545 03/15/2022 T4 T5 B4 W9 W11 W12 38' SEAT PLATE REQ.SEAT PLATE REQ. 17'11"15 2'0"2 17'11"15 11'7"9 9'4"1 2'3"7 14'8"151'4"1'4" 4"38"3'6"59'4"29'11"1(a) (a) A B C D E F G H I J K L M N OPQRS TUV 6 12 3 12 3X6(A1) 3X4 4X8(R) 3X6 5X8 3X4 5X6 6X10 6X6 8X10 3X3 3X6 3X4 3X8(F1) Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; T4 2x4 SP M-30; T5 2x4 SP 2400f-2.0E + SP M-31; Bot chord: 2x4 SP #2; B4,B5 2x4 SP 2400f-2.0E + SP M-31; Webs: 2x4 SP #3; Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Plating Notes All plates are 1.5X4 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 15.99 22.01 BC 120 0.15 11.49 BC 120 11.50 23.24 BC 27 20.97 23.26 BC 120 21.93 37.48 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 1531 /- /- /869 /554 /267 J 1535 /- /- /864 /557 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 J Brg Width = 8.0 Min Req = 1.5 Bearings B & J are a rigid surface. Bearings B & J require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 18 0 B - C 553 -1355 C - D 586 -1320 D - E 592 -1277 E - F 524 -1039 Chords Tens. Comp. F - G 743 -1644 G - H 776 -1866 H - I 760 -1885 I - J 917 -2334 J - K 18 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - X 1174 -441 X - W 51 -19 V - U 1149 -417 U - S 23 -9 T - N 14 -36 S - R 59 -23 Chords Tens. Comp. Q - O 2110 -778 R - P 55 -23 O - M 2110 -779 M - L 2104 -783 L - J 2092 -773 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - X 97 -148 C - V 57 -59 X - V 1134 -425 V - W 37 0 V - E 253 -76 E - U 178 -373 F - U 64 -202 F - Q 901 -314 Webs Tens. Comp. U - Q 1011 -334 T - S 17 0 Q - R 68 -63 Q - G 589 -176 Q - I 256 -469 P - O 75 -42 P - N 28 -2 I - L 83 -24 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.80 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.203 S 999 360 VERT(CL): 0.384 S 999 240 HORZ(LL): 0.126 J - - HORZ(TL): 0.238 J - - Creep Factor: 2.0 Max TC CSI: 0.331 Max BC CSI: 0.357 Max Web CSI: 0.432 Weight: 456.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss A07 Truss Type COMN Qty 1 Ply 2 Seal #: 2642 03/15/2022 T4 T5B4 B5 38' SEAT PLATE REQ.SEAT PLATE REQ. 15'11"15 6'0"2 15'11"15 11'7"9 9'4"1 2'3"7 14'8"151'4"1'4" 4"38"3'10"18'4"28'11"1A B C D E F G H I J K L M N O P Q RSTU VWX 6 12 3 12 3X6(A1) 3X4 4X4 3X6 5X6 3X4 5X6 3X10 6X8 5X6 3X3 3X6 3X6 3X4 3X6(F1) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof 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 2x4 SP M-30; T5 2x4 SP 2400f-2.0E + SP M-31; Bot chord: 2x4 SP #2; B4,B5 2x4 SP 2400f-2.0E + SP M-31; Webs: 2x4 SP #3; Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Plating Notes All plates are 1.5X4 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 15.99 22.01 BC 120 0.15 11.49 BC 120 11.50 23.24 BC 27 20.97 23.26 BC 120 21.93 37.48 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 1531 /- /- /869 /554 /267 J 1535 /- /- /864 /557 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 J Brg Width = 8.0 Min Req = 1.5 Bearings B & J are a rigid surface. Bearings B & J require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 18 0 B - C 553 -1355 C - D 586 -1320 D - E 592 -1277 E - F 524 -1039 Chords Tens. Comp. F - G 743 -1644 G - H 776 -1866 H - I 760 -1885 I - J 917 -2334 J - K 18 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - X 1174 -441 X - W 51 -19 V - U 1149 -417 U - S 23 -9 T - N 14 -36 S - R 59 -23 Chords Tens. Comp. Q - O 2110 -778 R - P 55 -23 O - M 2110 -779 M - L 2104 -783 L - J 2092 -773 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - X 97 -148 C - V 57 -59 X - V 1134 -425 V - W 37 0 V - E 253 -76 E - U 178 -373 F - U 64 -202 F - Q 901 -314 Webs Tens. Comp. U - Q 1011 -334 T - S 17 0 Q - R 68 -63 Q - G 589 -176 Q - I 256 -469 P - O 75 -42 P - N 28 -2 I - L 83 -24 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.80 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.203 S 999 360 VERT(CL): 0.384 S 999 240 HORZ(LL): 0.126 J - - HORZ(TL): 0.238 J - - Creep Factor: 2.0 Max TC CSI: 0.331 Max BC CSI: 0.357 Max Web CSI: 0.432 Weight: 456.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss A07 Truss Type COMN Qty 1 Ply 2 Seal #: 2642 03/15/2022 T4 T5B4 B5 38' SEAT PLATE REQ.SEAT PLATE REQ. 15'11"15 6'0"2 15'11"15 11'7"9 9'4"1 2'3"7 14'8"151'4"1'4" 4"38"3'10"18'4"28'11"1A B C D E F G H I J K L M N O P Q RSTU VWX 6 12 3 12 3X6(A1) 3X4 4X4 3X6 5X6 3X4 5X6 3X10 6X8 5X6 3X3 3X6 3X6 3X4 3X6(F1) Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W9 2x8 SP 2400f-1.8E; Plating Notes All plates are 1.5X4 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 13.99 24.01 BC 111 0.15 11.49 BC 75 11.48 23.74 BC 120 20.97 37.85 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 923 /- /- /570 /346 /238 W 1584 /- /- /768 /548 /- K 606 /- /- /431 /220 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 W Brg Width = 8.0 Min Req = 1.9 K Brg Width = 8.0 Min Req = 1.5 Bearings B, W, & K are a rigid surface. Bearings B, W, & K require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 B - C 896 -1418 C - D 810 -1102 D - E 820 -1014 E - F 978 -1067 F - G 498 -379 Chords Tens. Comp. G - H 498 -379 H - I 276 -47 I - J 218 -55 J - K 372 -665 K - L 35 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - V 1199 -690 V - U 33 -29 T - S 659 -236 S - Q 398 -257 R - P 36 -12 Chords Tens. Comp. Q - O 404 -268 P - N 105 -42 N - M 105 -42 M - K 510 -155 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - V 154 -97 C - T 289 -316 V - T 1178 -666 E - T 328 -233 T - U 69 0 T - F 693 -552 F - S 362 -493 S - H 962 -653 Webs Tens. Comp. G - S 330 -345 R - Q 99 -137 O - P 971 -1419 O - H 769 -1128 O - M 411 -114 O - J 561 -680 M - J 278 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.80 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.060 E 999 360 VERT(CL): 0.109 E 999 240 HORZ(LL): 0.023 K - - HORZ(TL): 0.043 K - - Creep Factor: 2.0 Max TC CSI: 0.651 Max BC CSI: 0.972 Max Web CSI: 0.784 Weight: 240.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss A08 Truss Type SPEC Qty 1 Ply 1 Seal #: 2590 03/15/2022 W9 23'4"14'8" SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ. 13'11"15 10'0"2 13'11"15 11'7"9 9'4"1 17'0"61'4"1'4" 38' 4"38"7'4"27'11"1A B C D E F G H I J K L MNOPQRS TUV W 6 12 3X6(A1) 3X4 4X4 3X6 5X6 5X6 3X10 7X10 3X3 6X10 3X6 3X6 3X4 3X4 3X6(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; W9 2x8 SP 2400f-1.8E; Plating Notes All plates are 1.5X4 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 13.99 24.01 BC 111 0.15 11.49 BC 75 11.48 23.74 BC 120 20.97 37.85 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 923 /- /- /570 /346 /238 W 1584 /- /- /768 /548 /- K 606 /- /- /431 /220 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 W Brg Width = 8.0 Min Req = 1.9 K Brg Width = 8.0 Min Req = 1.5 Bearings B, W, & K are a rigid surface. Bearings B, W, & K require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 B - C 896 -1418 C - D 810 -1102 D - E 820 -1014 E - F 978 -1067 F - G 498 -379 Chords Tens. Comp. G - H 498 -379 H - I 276 -47 I - J 218 -55 J - K 372 -665 K - L 35 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - V 1199 -690 V - U 33 -29 T - S 659 -236 S - Q 398 -257 R - P 36 -12 Chords Tens. Comp. Q - O 404 -268 P - N 105 -42 N - M 105 -42 M - K 510 -155 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - V 154 -97 C - T 289 -316 V - T 1178 -666 E - T 328 -233 T - U 69 0 T - F 693 -552 F - S 362 -493 S - H 962 -653 Webs Tens. Comp. G - S 330 -345 R - Q 99 -137 O - P 971 -1419 O - H 769 -1128 O - M 411 -114 O - J 561 -680 M - J 278 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.80 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.060 E 999 360 VERT(CL): 0.109 E 999 240 HORZ(LL): 0.023 K - - HORZ(TL): 0.043 K - - Creep Factor: 2.0 Max TC CSI: 0.651 Max BC CSI: 0.972 Max Web CSI: 0.784 Weight: 240.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss A08 Truss Type SPEC Qty 1 Ply 1 Seal #: 2590 03/15/2022 W9 23'4"14'8" SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ. 13'11"15 10'0"2 13'11"15 11'7"9 9'4"1 17'0"61'4"1'4" 38' 4"38"7'4"27'11"1A B C D E F G H I J K L MNOPQRS TUV W 6 12 3X6(A1) 3X4 4X4 3X6 5X6 5X6 3X10 7X10 3X3 6X10 3X6 3X6 3X4 3X4 3X6(A1) Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 12.99 25.01 BC 75 0.15 37.85 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Right bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 839 /- /- /526 /311 /224 O 1861 /- /- /1044 /584 /- J 479 /- /- /513 /195 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 O Brg Width = 8.0 Min Req = 2.2 J Brg Width = 8.0 Min Req = 1.5 Bearings B, O, & J are a rigid surface. Bearings B, O, & J require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 B - C 714 -1222 C - D 477 -679 D - E 494 -604 E - F 532 -521 Chords Tens. Comp. F - G 598 -261 G - H 496 -120 H - I 397 -133 I - J 458 -520 J - K 35 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - R 1023 -525 R - Q 1021 -526 Q - P 1021 -526 P - O 173 -138 Chords Tens. Comp. O - N 476 -384 N - M 414 -279 M - L 414 -279 L - J 423 -286 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. R - C 204 0 C - P 496 -569 E - P 152 -81 P - F 596 -392 F - O 911 -1143 Webs Tens. Comp. O - G 896 -825 G - N 458 -587 N - I 760 -640 I - L 367 -309 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.80 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.035 R 999 360 VERT(CL): 0.070 R 999 240 HORZ(LL): 0.012 J - - HORZ(TL): 0.023 J - - Creep Factor: 2.0 Max TC CSI: 0.720 Max BC CSI: 0.702 Max Web CSI: 0.717 Weight: 203.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss A09 Truss Type HIPS Qty 1 Ply 1 Seal #: 2557 03/15/2022 23'4"14'8" SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ. 12'11"15 12'0"2 12'11"15 38'1'4"1'4" 4"36'10"27'5"1(a) A B C D E F G H I J K LMNOPQR 6 12 3X6(A1) 1.5X4 3X4 3X6 3X6 5X6 3X8 3X4 4X6 5X8 3X4 3X6 3X6 3X4 1.5X4 3X6(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; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 12.99 25.01 BC 75 0.15 37.85 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Right bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 839 /- /- /526 /311 /224 O 1861 /- /- /1044 /584 /- J 479 /- /- /513 /195 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 O Brg Width = 8.0 Min Req = 2.2 J Brg Width = 8.0 Min Req = 1.5 Bearings B, O, & J are a rigid surface. Bearings B, O, & J require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 B - C 714 -1222 C - D 477 -679 D - E 494 -604 E - F 532 -521 Chords Tens. Comp. F - G 598 -261 G - H 496 -120 H - I 397 -133 I - J 458 -520 J - K 35 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - R 1023 -525 R - Q 1021 -526 Q - P 1021 -526 P - O 173 -138 Chords Tens. Comp. O - N 476 -384 N - M 414 -279 M - L 414 -279 L - J 423 -286 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. R - C 204 0 C - P 496 -569 E - P 152 -81 P - F 596 -392 F - O 911 -1143 Webs Tens. Comp. O - G 896 -825 G - N 458 -587 N - I 760 -640 I - L 367 -309 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.80 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.035 R 999 360 VERT(CL): 0.070 R 999 240 HORZ(LL): 0.012 J - - HORZ(TL): 0.023 J - - Creep Factor: 2.0 Max TC CSI: 0.720 Max BC CSI: 0.702 Max Web CSI: 0.717 Weight: 203.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss A09 Truss Type HIPS Qty 1 Ply 1 Seal #: 2557 03/15/2022 23'4"14'8" SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ. 12'11"15 12'0"2 12'11"15 38'1'4"1'4" 4"36'10"27'5"1(a) A B C D E F G H I J K LMNOPQR 6 12 3X6(A1) 1.5X4 3X4 3X6 3X6 5X6 3X8 3X4 4X6 5X8 3X4 3X6 3X6 3X4 1.5X4 3X6(A1) Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; T3 2x4 SP M-30; Bot chord: 2x4 SP #2; B3 2x4 SP M-30; Webs: 2x4 SP #3; W8 2x4 SP #2; Plating Notes All plates are 1.5X4 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 11.06 26.94 BC 75 0.15 37.85 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. Wind loading based on both gable and hip roof types. Right bottom chord exposed to wind. Additional Notes See A1 Std Detail for gable wind bracing and other requirements. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B* 103 /- /- /51 /35 /8 R 619 /- /- /595 /239 /- Wind reactions based on MWFRS B Brg Width = 284 Min Req = - R Brg Width = 8.0 Min Req = 1.5 Bearings B & R are a rigid surface. Bearing R requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 B - C 112 -176 C - D 105 -97 D - E 112 -37 E - F 114 -8 F - G 153 0 G - H 167 0 H - I 167 0 I - J 167 0 Chords Tens. Comp. J - K 167 0 K - L 167 0 L - M 167 0 M - N 163 0 N - O 164 0 O - P 526 -338 P - Q 507 -373 Q - R 742 -741 R - S 35 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B -AH 245 -106 AH-AG 251 -110 AG-AF 254 -112 AF-AE 257 -113 AE-AD 260 -114 AD-AC 261 -116 AC-AB 293 -133 AB-AA 293 -133 Chords Tens. Comp. AA- Z 293 -133 Z - Y 293 -133 Y - X 293 -133 X - W 293 -133 W - V 284 -199 V - U 284 -199 U - T 284 -199 T - R 609 -527 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C -AH 160 -153 D -AG 122 -115 E -AF 158 -123 F -AE 215 -134 G -AD 41 -136 W -AI 635 -613 Webs Tens. Comp. AI- V 144 -126 AJ- O 648 -644 O - T 686 -696 T -AK 489 -446 P -AK 98 -47 AK- Q 466 -423 Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. H -AB 131 -137 I -AA 122 -123 J - Z 122 -125 Gables Tens. Comp. L - X 116 -112 M - W 191 -154 N -AJ 128 -108 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.80 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.030 P 999 360 VERT(CL): 0.055 P 999 240 HORZ(LL): -0.014 R - - HORZ(TL): 0.018 R - - Creep Factor: 2.0 Max TC CSI: 0.269 Max BC CSI: 0.487 Max Web CSI: 0.429 Weight: 233.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss A10 Truss Type GABL Qty 1 Ply 1 Seal #: 2565 03/15/2022 T3 B3 W8 38' SEAT PLATE REQ. 11'0"11 15'10"10 11'0"11 1'4"1'4" 4"35'10"86'5"7A B C D E F G H I J K L M N O P Q R S TUVWXYZAAABACADAEAFAGAH AIAJ AK 6 12 3X6(A1) 5X6 3X6 3X4 3X6 5X6 3X4 3X6(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; T3 2x4 SP M-30; Bot chord: 2x4 SP #2; B3 2x4 SP M-30; Webs: 2x4 SP #3; W8 2x4 SP #2; Plating Notes All plates are 1.5X4 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 11.06 26.94 BC 75 0.15 37.85 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. Wind loading based on both gable and hip roof types. Right bottom chord exposed to wind. Additional Notes See A1 Std Detail for gable wind bracing and other requirements. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B* 103 /- /- /51 /35 /8 R 619 /- /- /595 /239 /- Wind reactions based on MWFRS B Brg Width = 284 Min Req = - R Brg Width = 8.0 Min Req = 1.5 Bearings B & R are a rigid surface. Bearing R requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 B - C 112 -176 C - D 105 -97 D - E 112 -37 E - F 114 -8 F - G 153 0 G - H 167 0 H - I 167 0 I - J 167 0 Chords Tens. Comp. J - K 167 0 K - L 167 0 L - M 167 0 M - N 163 0 N - O 164 0 O - P 526 -338 P - Q 507 -373 Q - R 742 -741 R - S 35 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B -AH 245 -106 AH-AG 251 -110 AG-AF 254 -112 AF-AE 257 -113 AE-AD 260 -114 AD-AC 261 -116 AC-AB 293 -133 AB-AA 293 -133 Chords Tens. Comp. AA- Z 293 -133 Z - Y 293 -133 Y - X 293 -133 X - W 293 -133 W - V 284 -199 V - U 284 -199 U - T 284 -199 T - R 609 -527 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C -AH 160 -153 D -AG 122 -115 E -AF 158 -123 F -AE 215 -134 G -AD 41 -136 W -AI 635 -613 Webs Tens. Comp. AI- V 144 -126 AJ- O 648 -644 O - T 686 -696 T -AK 489 -446 P -AK 98 -47 AK- Q 466 -423 Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. H -AB 131 -137 I -AA 122 -123 J - Z 122 -125 Gables Tens. Comp. L - X 116 -112 M - W 191 -154 N -AJ 128 -108 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.80 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.030 P 999 360 VERT(CL): 0.055 P 999 240 HORZ(LL): -0.014 R - - HORZ(TL): 0.018 R - - Creep Factor: 2.0 Max TC CSI: 0.269 Max BC CSI: 0.487 Max Web CSI: 0.429 Weight: 233.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss A10 Truss Type GABL Qty 1 Ply 1 Seal #: 2565 03/15/2022 T3 B3 W8 38' SEAT PLATE REQ. 11'0"11 15'10"10 11'0"11 1'4"1'4" 4"35'10"86'5"7A B C D E F G H I J K L M N O P Q R S TUVWXYZAAABACADAEAFAGAH AIAJ AK 6 12 3X6(A1) 5X6 3X6 3X4 3X6 5X6 3X4 3X6(A1) Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. K - Y 125 -127 Truss A10 Truss Type GABL Qty 1 Ply 1 Seal #: 2565 03/15/2022 Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Plating Notes All plates are 1.5X4 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 120 0.15 12.19 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See A1 Std Detail for gable wind bracing and other requirements. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL H* 89 /- /- /41 /39 /10 Wind reactions based on MWFRS H Brg Width = 147 Min Req = - Bearing B is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 B - C 14 -31 C - D 64 -23 D - E 166 -28 Chords Tens. Comp. E - F 164 -38 F - G 59 -55 G - H 14 -67 H - I 35 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - N 136 -38 N - M 144 -40 M - L 151 -43 Chords Tens. Comp. L - K 151 -43 K - J 144 -42 J - H 135 -43 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. E - L 2 -109 Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. C - N 147 -96 D - M 225 -144 Gables Tens. Comp. K - F 225 -144 J - G 147 -96 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.001 H 999 360 VERT(CL): 0.001 H 999 240 HORZ(LL): -0.001 B - - HORZ(TL): 0.001 B - - Creep Factor: 2.0 Max TC CSI: 0.157 Max BC CSI: 0.037 Max Web CSI: 0.053 Weight: 60.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss B01 Truss Type GABL Qty 1 Ply 1 Seal #: 2487 03/15/2022 12'4" 6'2"6'2" 1'4"1'4" 4"33'5"34'0"2A B C D E F G H I JKLMN 6 12 2X4(A1) 4X4 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; Plating Notes All plates are 1.5X4 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 120 0.15 12.19 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See A1 Std Detail for gable wind bracing and other requirements. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL H* 89 /- /- /41 /39 /10 Wind reactions based on MWFRS H Brg Width = 147 Min Req = - Bearing B is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 B - C 14 -31 C - D 64 -23 D - E 166 -28 Chords Tens. Comp. E - F 164 -38 F - G 59 -55 G - H 14 -67 H - I 35 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - N 136 -38 N - M 144 -40 M - L 151 -43 Chords Tens. Comp. L - K 151 -43 K - J 144 -42 J - H 135 -43 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. E - L 2 -109 Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. C - N 147 -96 D - M 225 -144 Gables Tens. Comp. K - F 225 -144 J - G 147 -96 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.001 H 999 360 VERT(CL): 0.001 H 999 240 HORZ(LL): -0.001 B - - HORZ(TL): 0.001 B - - Creep Factor: 2.0 Max TC CSI: 0.157 Max BC CSI: 0.037 Max Web CSI: 0.053 Weight: 60.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss B01 Truss Type GABL Qty 1 Ply 1 Seal #: 2487 03/15/2022 12'4" 6'2"6'2" 1'4"1'4" 4"33'5"34'0"2A B C D E F G H I JKLMN 6 12 2X4(A1) 4X4 2X4(A1) Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.15 12.19 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 550 /- /- /327 /242 /120 D 550 /- /- /327 /242 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 B - C 514 -634 Chords Tens. Comp. C - D 514 -634 D - E 35 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 503 -255 Chords Tens. Comp. F - D 503 -255 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - F 232 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.010 F 999 360 VERT(CL): 0.018 F 999 240 HORZ(LL): 0.005 D - - HORZ(TL): 0.009 D - - Creep Factor: 2.0 Max TC CSI: 0.404 Max BC CSI: 0.357 Max Web CSI: 0.089 Weight: 51.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss B02 Truss Type COMN Qty 3 Ply 1 Seal #: 2490 03/15/2022 12'4" SEAT PLATE REQ.SEAT PLATE REQ. 6'2"6'2" 1'4"1'4" 4"33'5"34'0"2A B C D E F 6 12 2X4(A1) 4X4 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; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.15 12.19 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 550 /- /- /327 /242 /120 D 550 /- /- /327 /242 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 B - C 514 -634 Chords Tens. Comp. C - D 514 -634 D - E 35 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 503 -255 Chords Tens. Comp. F - D 503 -255 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - F 232 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.010 F 999 360 VERT(CL): 0.018 F 999 240 HORZ(LL): 0.005 D - - HORZ(TL): 0.009 D - - Creep Factor: 2.0 Max TC CSI: 0.404 Max BC CSI: 0.357 Max Web CSI: 0.089 Weight: 51.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss B02 Truss Type COMN Qty 3 Ply 1 Seal #: 2490 03/15/2022 12'4" SEAT PLATE REQ.SEAT PLATE REQ. 6'2"6'2" 1'4"1'4" 4"33'5"34'0"2A B C D E F 6 12 2X4(A1) 4X4 1.5X4 2X4(A1) Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.15 11.79 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Blocking Blocking reinforcement required to prevent buckling of members over the bearings: Bearing 2 located at 11.7' (blocking >= 11963.31'' if used) Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 544 /- /- /322 /240 /102 D 451 /- /- /237 /187 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 B - C 416 -616 Chords Tens. Comp. C - D 420 -617 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - E 485 -277 Chords Tens. Comp. E - D 485 -277 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - E 225 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.008 E 999 360 VERT(CL): 0.015 E 999 240 HORZ(LL): 0.004 B - - HORZ(TL): 0.007 B - - Creep Factor: 2.0 Max TC CSI: 0.349 Max BC CSI: 0.323 Max Web CSI: 0.086 Weight: 44.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss B03 Truss Type SPEC Qty 1 Ply 1 Seal #: 2495 03/15/2022 12'4" SEAT PLATE REQ.SEAT PLATE REQ. 6'2"5'9"14 4"2 1'4" 4"33'5"34'0"2A B C D E 6 12 2X4(A1) 4X4 1.5X4 3X4(B1) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.15 11.79 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Blocking Blocking reinforcement required to prevent buckling of members over the bearings: Bearing 2 located at 11.7' (blocking >= 11963.31'' if used) Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 544 /- /- /322 /240 /102 D 451 /- /- /237 /187 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 B - C 416 -616 Chords Tens. Comp. C - D 420 -617 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - E 485 -277 Chords Tens. Comp. E - D 485 -277 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - E 225 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.008 E 999 360 VERT(CL): 0.015 E 999 240 HORZ(LL): 0.004 B - - HORZ(TL): 0.007 B - - Creep Factor: 2.0 Max TC CSI: 0.349 Max BC CSI: 0.323 Max Web CSI: 0.086 Weight: 44.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss B03 Truss Type SPEC Qty 1 Ply 1 Seal #: 2495 03/15/2022 12'4" SEAT PLATE REQ.SEAT PLATE REQ. 6'2"5'9"14 4"2 1'4" 4"33'5"34'0"2A B C D E 6 12 2X4(A1) 4X4 1.5X4 3X4(B1) Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W2 2x4 SP #2; W3 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X4 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 73 0.15 11.99 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss designed to support 2-0-0 top chord outlookers and cladding load not to exceed 8.00 PSF one face and 24.0" span opposite face. Top chord must not be cut or notched, unless specified otherwise. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes See A1 Std Detail for gable wind bracing and other requirements. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 1132 /- /- /624 /531 /806 H 1015 /- /- /517 /713 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 H Brg Width = 8.0 Min Req = 1.5 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 75 0 B - C 295 -1293 C - D 56 -293 Chords Tens. Comp. D - E 177 -315 E - F 266 -233 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - I 999 -799 Chords Tens. Comp. I - H 998 -800 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. I - C 219 0 C - J 1013 -1252 J - K 967 -1205 Webs Tens. Comp. K - G 1029 -1282 G - F 292 -346 G - H 772 -976 Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. D - J 95 -95 Gables Tens. Comp. E - K 159 -173 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.099 E 999 360 VERT(CL): 0.172 E 825 240 HORZ(LL): -0.054 E - - HORZ(TL): 0.081 E - - Creep Factor: 2.0 Max TC CSI: 0.639 Max BC CSI: 0.988 Max Web CSI: 0.917 Weight: 74.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss B04 Truss Type GABL Qty 1 Ply 1 Seal #: 2498 03/15/2022 W2 W3 12'4" SEAT PLATE REQ.SEAT PLATE REQ. 11'11"14 4"2 1'4" 4"3 6'6"36'4"26'11"1(a) A B C D E F G H I J K 6 12 3X4(A1) 3X4 4X6 3X6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W2 2x4 SP #2; W3 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X4 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 73 0.15 11.99 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss designed to support 2-0-0 top chord outlookers and cladding load not to exceed 8.00 PSF one face and 24.0" span opposite face. Top chord must not be cut or notched, unless specified otherwise. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes See A1 Std Detail for gable wind bracing and other requirements. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 1132 /- /- /624 /531 /806 H 1015 /- /- /517 /713 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 H Brg Width = 8.0 Min Req = 1.5 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 75 0 B - C 295 -1293 C - D 56 -293 Chords Tens. Comp. D - E 177 -315 E - F 266 -233 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - I 999 -799 Chords Tens. Comp. I - H 998 -800 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. I - C 219 0 C - J 1013 -1252 J - K 967 -1205 Webs Tens. Comp. K - G 1029 -1282 G - F 292 -346 G - H 772 -976 Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. D - J 95 -95 Gables Tens. Comp. E - K 159 -173 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.099 E 999 360 VERT(CL): 0.172 E 825 240 HORZ(LL): -0.054 E - - HORZ(TL): 0.081 E - - Creep Factor: 2.0 Max TC CSI: 0.639 Max BC CSI: 0.988 Max Web CSI: 0.917 Weight: 74.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss B04 Truss Type GABL Qty 1 Ply 1 Seal #: 2498 03/15/2022 W2 W3 12'4" SEAT PLATE REQ.SEAT PLATE REQ. 11'11"14 4"2 1'4" 4"3 6'6"36'4"26'11"1(a) A B C D E F G H I J K 6 12 3X4(A1) 3X4 4X6 3X6 Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.15 11.99 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 548 /- /- /354 /73 /240 E 447 /- /- /300 /157 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E Brg Width = 3.9 Min Req = 1.5 Bearings B & E are a rigid surface. Bearings B & E require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 B - C 144 -630 Chords Tens. Comp. C - D 61 -105 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 501 -405 Chords Tens. Comp. F - E 499 -406 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. F - C 238 0 C - E 466 -572 Webs Tens. Comp. D - E 172 -136 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.011 F 999 360 VERT(CL): 0.020 F 999 240 HORZ(LL): 0.005 E - - HORZ(TL): 0.009 E - - Creep Factor: 2.0 Max TC CSI: 0.574 Max BC CSI: 0.425 Max Web CSI: 0.451 Weight: 61.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss B05 Truss Type MONO Qty 2 Ply 1 Seal #: 2501 03/15/2022 11'11"14 SEAT PLATE REQ.SEAT PLATE REQ. 1'4" 4"3 6'4"26'11"1A B C D EF 6 12 2X4(A1) 1.5X4 3X4 1.5X4 3X6(R) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #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 120 0.15 11.99 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 548 /- /- /354 /73 /240 E 447 /- /- /300 /157 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E Brg Width = 3.9 Min Req = 1.5 Bearings B & E are a rigid surface. Bearings B & E require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 B - C 144 -630 Chords Tens. Comp. C - D 61 -105 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 501 -405 Chords Tens. Comp. F - E 499 -406 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. F - C 238 0 C - E 466 -572 Webs Tens. Comp. D - E 172 -136 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.011 F 999 360 VERT(CL): 0.020 F 999 240 HORZ(LL): 0.005 E - - HORZ(TL): 0.009 E - - Creep Factor: 2.0 Max TC CSI: 0.574 Max BC CSI: 0.425 Max Web CSI: 0.451 Weight: 61.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss B05 Truss Type MONO Qty 2 Ply 1 Seal #: 2501 03/15/2022 11'11"14 SEAT PLATE REQ.SEAT PLATE REQ. 1'4" 4"3 6'4"26'11"1A B C D EF 6 12 2X4(A1) 1.5X4 3X4 1.5X4 3X6(R) Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; W1,W3 2x6 SP #2; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at -1.33 to 62 plf at 2.03 TC: From 31 plf at 2.03 to 31 plf at 17.30 TC: From 62 plf at 17.30 to 62 plf at 20.67 BC: From 7 plf at 0.00 to 7 plf at 19.33 TC: 51 lb Conc. Load at 2.03,17.30 TC: 30 lb Conc. Load at 4.06, 6.06, 8.06, 9.67 11.27,13.27,15.27 BC: 61 lb Conc. Load at 2.03,17.30 BC: 26 lb Conc. Load at 4.06, 6.06, 8.06, 9.67 11.27,13.27,15.27 Plating Notes All plates are 1.5X4 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 113 0.15 19.19 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss designed to support 2-0-0 top chord outlookers and cladding load not to exceed 8.00 PSF one face and 24.0" span opposite face. Top chord must not be cut or notched, unless specified otherwise. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes See A1 Std Detail for gable wind bracing and other requirements. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 2027 /- /- /- /444 /- J 2027 /- /- /- /444 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.4 J Brg Width = 8.0 Min Req = 2.4 Bearings B & J are a rigid surface. Bearings B & J require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 75 -24 B - C 669 -3315 C - D 485 -2705 D - E 389 -2241 E - F 381 -2186 Chords Tens. Comp. F - G 381 -2186 G - H 389 -2241 H - I 490 -2723 I - J 669 -3316 J - K 75 -24 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - L 2869 -563 Chords Tens. Comp. L - J 2870 -563 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - M 139 -510 D - N 115 -542 M - O 138 -505 N - O 109 -512 P - Q 77 -138 P - R 69 -139 Q - L 253 -1204 F - R 1414 -228 Webs Tens. Comp. L - S 253 -1205 R - L 1395 -224 R - T 71 -137 S - T 326 -54 U - V 114 -532 U - W 134 -490 V - H 117 -552 W - I 135 -494 Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. M - N 15 -76 E - P 68 -332 Gables Tens. Comp. T - G 67 -331 V - W 9 -52 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.099 G 999 360 VERT(CL): 0.193 G 999 240 HORZ(LL): 0.037 J - - HORZ(TL): 0.072 J - - Creep Factor: 2.0 Max TC CSI: 0.534 Max BC CSI: 0.967 Max Web CSI: 0.679 Weight: 140.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss C01G Truss Type GABL Qty 1 Ply 1 Seal #: 2475 03/15/2022 W1 W3 W3 W1 19'4" SEAT PLATE REQ.SEAT PLATE REQ. 9'8"9'8" 1'4"1'4" 4"35'2"35'9"2A B C D E F G H I J K L M N O P Q R S T U V W 6 12 4X6(A2) 3X3 4X4 4X6 6X6 3X3 4X6(A2) 2'0"6 61# 51# 2'0"6 26# 30# 2' 26# 30# 2' 26# 30# 1'7"4 26# 30# 1'7"4 26# 30# 2' 26# 30# 2' 26# 30# 2'0"6 61# 51# 2'0"6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; W1,W3 2x6 SP #2; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at -1.33 to 62 plf at 2.03 TC: From 31 plf at 2.03 to 31 plf at 17.30 TC: From 62 plf at 17.30 to 62 plf at 20.67 BC: From 7 plf at 0.00 to 7 plf at 19.33 TC: 51 lb Conc. Load at 2.03,17.30 TC: 30 lb Conc. Load at 4.06, 6.06, 8.06, 9.67 11.27,13.27,15.27 BC: 61 lb Conc. Load at 2.03,17.30 BC: 26 lb Conc. Load at 4.06, 6.06, 8.06, 9.67 11.27,13.27,15.27 Plating Notes All plates are 1.5X4 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 113 0.15 19.19 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss designed to support 2-0-0 top chord outlookers and cladding load not to exceed 8.00 PSF one face and 24.0" span opposite face. Top chord must not be cut or notched, unless specified otherwise. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes See A1 Std Detail for gable wind bracing and other requirements. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 2027 /- /- /- /444 /- J 2027 /- /- /- /444 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.4 J Brg Width = 8.0 Min Req = 2.4 Bearings B & J are a rigid surface. Bearings B & J require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 75 -24 B - C 669 -3315 C - D 485 -2705 D - E 389 -2241 E - F 381 -2186 Chords Tens. Comp. F - G 381 -2186 G - H 389 -2241 H - I 490 -2723 I - J 669 -3316 J - K 75 -24 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - L 2869 -563 Chords Tens. Comp. L - J 2870 -563 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - M 139 -510 D - N 115 -542 M - O 138 -505 N - O 109 -512 P - Q 77 -138 P - R 69 -139 Q - L 253 -1204 F - R 1414 -228 Webs Tens. Comp. L - S 253 -1205 R - L 1395 -224 R - T 71 -137 S - T 326 -54 U - V 114 -532 U - W 134 -490 V - H 117 -552 W - I 135 -494 Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. M - N 15 -76 E - P 68 -332 Gables Tens. Comp. T - G 67 -331 V - W 9 -52 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.099 G 999 360 VERT(CL): 0.193 G 999 240 HORZ(LL): 0.037 J - - HORZ(TL): 0.072 J - - Creep Factor: 2.0 Max TC CSI: 0.534 Max BC CSI: 0.967 Max Web CSI: 0.679 Weight: 140.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss C01G Truss Type GABL Qty 1 Ply 1 Seal #: 2475 03/15/2022 W1 W3 W3 W1 19'4" SEAT PLATE REQ.SEAT PLATE REQ. 9'8"9'8" 1'4"1'4" 4"35'2"35'9"2A B C D E F G H I J K L M N O P Q R S T U V W 6 12 4X6(A2) 3X3 4X4 4X6 6X6 3X3 4X6(A2) 2'0"6 61# 51# 2'0"6 26# 30# 2' 26# 30# 2' 26# 30# 1'7"4 26# 30# 1'7"4 26# 30# 2' 26# 30# 2' 26# 30# 2'0"6 61# 51# 2'0"6 Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 114 0.15 19.19 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 817 /- /- /465 /355 /167 F 817 /- /- /465 /355 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 F Brg Width = 8.0 Min Req = 1.5 Bearings B & F are a rigid surface. Bearings B & F require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 B - C 580 -1326 C - D 702 -1314 Chords Tens. Comp. D - E 704 -1312 E - F 581 -1324 F - G 35 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - I 1138 -418 I - H 710 -199 Chords Tens. Comp. H - F 1136 -422 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - I 267 -256 I - D 553 -266 Webs Tens. Comp. D - H 547 -268 H - E 267 -256 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.043 I 999 360 VERT(CL): 0.081 I 999 240 HORZ(LL): 0.016 C - - HORZ(TL): 0.029 C - - Creep Factor: 2.0 Max TC CSI: 0.331 Max BC CSI: 0.984 Max Web CSI: 0.263 Weight: 93.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss C02 Truss Type COMN Qty 3 Ply 1 Seal #: 2478 03/15/2022 19'4" SEAT PLATE REQ.SEAT PLATE REQ. 9'8"9'8" 1'4"1'4" 4"35'2"35'9"2A B C D E F G HI 6 12 3X4(A1) 1.5X4 3X4 4X4 5X6 1.5X4 3X4(A1) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 114 0.15 19.19 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 817 /- /- /465 /355 /167 F 817 /- /- /465 /355 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 F Brg Width = 8.0 Min Req = 1.5 Bearings B & F are a rigid surface. Bearings B & F require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 B - C 580 -1326 C - D 702 -1314 Chords Tens. Comp. D - E 704 -1312 E - F 581 -1324 F - G 35 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - I 1138 -418 I - H 710 -199 Chords Tens. Comp. H - F 1136 -422 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - I 267 -256 I - D 553 -266 Webs Tens. Comp. D - H 547 -268 H - E 267 -256 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.043 I 999 360 VERT(CL): 0.081 I 999 240 HORZ(LL): 0.016 C - - HORZ(TL): 0.029 C - - Creep Factor: 2.0 Max TC CSI: 0.331 Max BC CSI: 0.984 Max Web CSI: 0.263 Weight: 93.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss C02 Truss Type COMN Qty 3 Ply 1 Seal #: 2478 03/15/2022 19'4" SEAT PLATE REQ.SEAT PLATE REQ. 9'8"9'8" 1'4"1'4" 4"35'2"35'9"2A B C D E F G HI 6 12 3X4(A1) 1.5X4 3X4 4X4 5X6 1.5X4 3X4(A1) Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; T1 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W5 2x4 SP #2; W8 2x4 SP M-30; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X4 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 116 0.15 18.71 BC 75 19.19 25.96 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. Wind loading based on both gable and hip roof types. Right bottom chord exposed to wind. Additional Notes See A1 Std Detail for gable wind bracing and other requirements. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 802 /- /- /477 /160 /292 P 718 /- /- /503 /537 /- O 433 /- /- /640 /331 /- M 255 /- /- /239 /98 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 P Brg Width = 8.0 Min Req = 1.5 O Brg Width = 3.5 Min Req = 1.5 M Brg Width = 3.5 Min Req = 1.5 Bearings B, P, O, & M are a rigid surface. Bearings B & P require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 B - C 357 -1288 C - D 452 -1277 D - E 463 -1180 E - F 162 -383 F - G 162 -338 Chords Tens. Comp. G - H 189 -303 H - I 142 -87 I - J 183 -73 J - K 166 -43 K - L 97 -81 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - S 1105 -546 S - R 677 -381 R - Q 375 -192 Chords Tens. Comp. Q - P 375 -192 O - N 202 -211 N - M 53 -51 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - S 217 -260 S - E 549 -195 E - T 79 -138 E - R 257 -401 T - U 73 -127 U - V 87 -147 V - X 75 -132 H - W 266 -580 X - Z 83 -139 Webs Tens. Comp. Y - Z 306 -649 Z - P 374 -763 P - O 397 -433 O - J 4 -158 O -AA 57 -70 AA-AB 40 -46 AB- L 51 -56 L - M 192 -175 Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. F - T 29 -20 G - U 36 -47 R - V 469 -105 V - H 477 -129 Gables Tens. Comp. W - I 68 -94 X - Y 21 -18 AA- K 163 -164 AB- N 158 -98 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.072 K 999 360 VERT(CL): 0.137 K 594 240 HORZ(LL): -0.050 K - - HORZ(TL): 0.094 K - - Creep Factor: 2.0 Max TC CSI: 0.262 Max BC CSI: 0.974 Max Web CSI: 0.393 Weight: 191.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss C03 Truss Type GABL Qty 1 Ply 1 Seal #: 2481 03/15/2022 T1 W5 W8 19'2"4 6'9"4 SEAT PLATE REQ.SEAT PLATE REQ. 19'6'11"8 19'6'11"81'4" 25'11"8 4"3 4'11"1'5"79'10"310'5"2(a) A B C D E F G H I J K L MNO PQRS T U V W X Y Z AA AB 6 12 3X4(A1) 3X4 3X6 3X8 3X4 4X6 3X4 3X6 3X6(R) 4X6(R) 4X4 3X3(R) 3X6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP M-30; T1 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; W5 2x4 SP #2; W8 2x4 SP M-30; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X4 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 116 0.15 18.71 BC 75 19.19 25.96 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. Wind loading based on both gable and hip roof types. Right bottom chord exposed to wind. Additional Notes See A1 Std Detail for gable wind bracing and other requirements. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 802 /- /- /477 /160 /292 P 718 /- /- /503 /537 /- O 433 /- /- /640 /331 /- M 255 /- /- /239 /98 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 P Brg Width = 8.0 Min Req = 1.5 O Brg Width = 3.5 Min Req = 1.5 M Brg Width = 3.5 Min Req = 1.5 Bearings B, P, O, & M are a rigid surface. Bearings B & P require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 B - C 357 -1288 C - D 452 -1277 D - E 463 -1180 E - F 162 -383 F - G 162 -338 Chords Tens. Comp. G - H 189 -303 H - I 142 -87 I - J 183 -73 J - K 166 -43 K - L 97 -81 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - S 1105 -546 S - R 677 -381 R - Q 375 -192 Chords Tens. Comp. Q - P 375 -192 O - N 202 -211 N - M 53 -51 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - S 217 -260 S - E 549 -195 E - T 79 -138 E - R 257 -401 T - U 73 -127 U - V 87 -147 V - X 75 -132 H - W 266 -580 X - Z 83 -139 Webs Tens. Comp. Y - Z 306 -649 Z - P 374 -763 P - O 397 -433 O - J 4 -158 O -AA 57 -70 AA-AB 40 -46 AB- L 51 -56 L - M 192 -175 Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. F - T 29 -20 G - U 36 -47 R - V 469 -105 V - H 477 -129 Gables Tens. Comp. W - I 68 -94 X - Y 21 -18 AA- K 163 -164 AB- N 158 -98 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.072 K 999 360 VERT(CL): 0.137 K 594 240 HORZ(LL): -0.050 K - - HORZ(TL): 0.094 K - - Creep Factor: 2.0 Max TC CSI: 0.262 Max BC CSI: 0.974 Max Web CSI: 0.393 Weight: 191.8 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss C03 Truss Type GABL Qty 1 Ply 1 Seal #: 2481 03/15/2022 T1 W5 W8 19'2"4 6'9"4 SEAT PLATE REQ.SEAT PLATE REQ. 19'6'11"8 19'6'11"81'4" 25'11"8 4"3 4'11"1'5"79'10"310'5"2(a) A B C D E F G H I J K L MNO PQRS T U V W X Y Z AA AB 6 12 3X4(A1) 3X4 3X6 3X8 3X4 4X6 3X4 3X6 3X6(R) 4X6(R) 4X4 3X3(R) 3X6 Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 117 0.15 18.71 BC 75 19.19 25.96 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Right bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 802 /- /- /478 /158 /292 K 803 /- /- /492 /660 /- J 491 /- /- /760 /429 /- I 258 /- /- /238 /98 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 K Brg Width = 8.0 Min Req = 1.5 J Brg Width = 3.5 Min Req = 1.5 I Brg Width = 3.5 Min Req = 1.5 Bearings B, K, J, & I are a rigid surface. Bearings B & K require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 B - C 355 -1286 C - D 458 -1273 D - E 185 -432 Chords Tens. Comp. E - F 204 -387 F - G 171 -91 G - H 125 -104 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - N 1102 -544 N - M 684 -385 M - L 301 -151 Chords Tens. Comp. L - K 301 -151 J - I 236 -258 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - N 213 -255 N - D 544 -188 D - M 314 -505 M - F 512 -140 F - K 339 -703 Webs Tens. Comp. K - J 520 -509 J - G 92 -300 J - H 69 -80 H - I 176 -218 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.038 N 999 360 VERT(CL): 0.071 N 999 240 HORZ(LL): -0.014 G - - HORZ(TL): 0.028 J - - Creep Factor: 2.0 Max TC CSI: 0.865 Max BC CSI: 0.982 Max Web CSI: 0.496 Weight: 155.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss C04 Truss Type SPEC Qty 2 Ply 1 Seal #: 2484 03/15/2022 19'2"4 6'9"4 SEAT PLATE REQ.SEAT PLATE REQ. 19'6'11"8 19'6'11"81'4" 25'11"8 4"3 4'11"1'5"79'10"310'5"2(a) A B C D E F G H IJ KLMN 6 12 3X4(A1) 1.5X4 3X4 3X4 3X6 3X4 3X4 3X6 3X6(R) 4X6(R) 4X4 4X4 1.5X4 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 117 0.15 18.71 BC 75 19.19 25.96 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Right bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 802 /- /- /478 /158 /292 K 803 /- /- /492 /660 /- J 491 /- /- /760 /429 /- I 258 /- /- /238 /98 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 K Brg Width = 8.0 Min Req = 1.5 J Brg Width = 3.5 Min Req = 1.5 I Brg Width = 3.5 Min Req = 1.5 Bearings B, K, J, & I are a rigid surface. Bearings B & K require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 B - C 355 -1286 C - D 458 -1273 D - E 185 -432 Chords Tens. Comp. E - F 204 -387 F - G 171 -91 G - H 125 -104 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - N 1102 -544 N - M 684 -385 M - L 301 -151 Chords Tens. Comp. L - K 301 -151 J - I 236 -258 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - N 213 -255 N - D 544 -188 D - M 314 -505 M - F 512 -140 F - K 339 -703 Webs Tens. Comp. K - J 520 -509 J - G 92 -300 J - H 69 -80 H - I 176 -218 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.038 N 999 360 VERT(CL): 0.071 N 999 240 HORZ(LL): -0.014 G - - HORZ(TL): 0.028 J - - Creep Factor: 2.0 Max TC CSI: 0.865 Max BC CSI: 0.982 Max Web CSI: 0.496 Weight: 155.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss C04 Truss Type SPEC Qty 2 Ply 1 Seal #: 2484 03/15/2022 19'2"4 6'9"4 SEAT PLATE REQ.SEAT PLATE REQ. 19'6'11"8 19'6'11"81'4" 25'11"8 4"3 4'11"1'5"79'10"310'5"2(a) A B C D E F G H IJ KLMN 6 12 3X4(A1) 1.5X4 3X4 3X4 3X6 3X4 3X4 3X6 3X6(R) 4X6(R) 4X4 4X4 1.5X4 Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at -1.33 to 62 plf at 5.00 TC: From 31 plf at 5.00 to 31 plf at 10.00 TC: From 62 plf at 10.00 to 62 plf at 16.33 BC: From 14 plf at 0.00 to 14 plf at 5.03 BC: From 7 plf at 5.03 to 7 plf at 9.97 BC: From 14 plf at 9.97 to 14 plf at 15.00 TC: 207 lb Conc. Load at 5.03, 9.97 TC: 129 lb Conc. Load at 7.06, 7.94 BC: 186 lb Conc. Load at 5.03, 9.97 BC: 78 lb Conc. Load at 7.06, 7.94 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 5.00 10.00 BC 62 0.15 14.85 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 1157 /- /- /- /695 /- E 1157 /- /- /- /695 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E Brg Width = 8.0 Min Req = 1.5 Bearings B & E are a rigid surface. Bearings B & E require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 -23 B - C 1262 -1980 C - D 1105 -1745 Chords Tens. Comp. D - E 1261 -1975 E - F 35 -23 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - H 1714 -1092 H - G 1731 -1099 Chords Tens. Comp. G - E 1711 -1091 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - H 296 -124 C - G 16 -8 Webs Tens. Comp. G - D 301 -127 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.055 G 999 360 VERT(CL): 0.097 G 999 240 HORZ(LL): -0.025 E - - HORZ(TL): 0.042 E - - Creep Factor: 2.0 Max TC CSI: 0.831 Max BC CSI: 0.976 Max Web CSI: 0.115 Weight: 67.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss D01G Truss Type HIPS Qty 1 Ply 1 Seal #: 2584 03/15/2022 15' SEAT PLATE REQ.SEAT PLATE REQ. 5'5'5' 1'4"1'4" 4"32'10"33'5"2A B C D E F GH 6 12 4X4(A2) 5X6 1.5X4 3X4 5X6 4X4(A2) 5'0"6 186# 207# 2'0"6 78# 129# 10"8 78# 129# 2'0"6 186# 207# 5'0"6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at -1.33 to 62 plf at 5.00 TC: From 31 plf at 5.00 to 31 plf at 10.00 TC: From 62 plf at 10.00 to 62 plf at 16.33 BC: From 14 plf at 0.00 to 14 plf at 5.03 BC: From 7 plf at 5.03 to 7 plf at 9.97 BC: From 14 plf at 9.97 to 14 plf at 15.00 TC: 207 lb Conc. Load at 5.03, 9.97 TC: 129 lb Conc. Load at 7.06, 7.94 BC: 186 lb Conc. Load at 5.03, 9.97 BC: 78 lb Conc. Load at 7.06, 7.94 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 5.00 10.00 BC 62 0.15 14.85 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 1157 /- /- /- /695 /- E 1157 /- /- /- /695 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E Brg Width = 8.0 Min Req = 1.5 Bearings B & E are a rigid surface. Bearings B & E require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 -23 B - C 1262 -1980 C - D 1105 -1745 Chords Tens. Comp. D - E 1261 -1975 E - F 35 -23 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - H 1714 -1092 H - G 1731 -1099 Chords Tens. Comp. G - E 1711 -1091 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - H 296 -124 C - G 16 -8 Webs Tens. Comp. G - D 301 -127 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.055 G 999 360 VERT(CL): 0.097 G 999 240 HORZ(LL): -0.025 E - - HORZ(TL): 0.042 E - - Creep Factor: 2.0 Max TC CSI: 0.831 Max BC CSI: 0.976 Max Web CSI: 0.115 Weight: 67.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss D01G Truss Type HIPS Qty 1 Ply 1 Seal #: 2584 03/15/2022 15' SEAT PLATE REQ.SEAT PLATE REQ. 5'5'5' 1'4"1'4" 4"32'10"33'5"2A B C D E F GH 6 12 4X4(A2) 5X6 1.5X4 3X4 5X6 4X4(A2) 5'0"6 186# 207# 2'0"6 78# 129# 10"8 78# 129# 2'0"6 186# 207# 5'0"6 Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Bracing Fasten rated sheathing to one face of this frame. Plating Notes (**) 2 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 9.33 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 Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL O 456 /- /- /395 /185 /100 K 456 /- /- /291 /104 /- Wind reactions based on MWFRS O Brg Width = 3.5 Min Req = 1.5 K Brg Width = 3.5 Min Req = 1.5 Bearings O & K are a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 B - C 67 -62 C - D 166 -115 D - E 184 -94 Chords Tens. Comp. E - F 157 -94 F - G 126 -115 G - H 67 -80 H - I 35 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. P - O 100 -30 O - N 120 -64 N - M 123 -64 Chords Tens. Comp. M - L 123 -64 L - K 121 -63 K - J 112 -58 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - P 131 -93 C - O 270 -224 D - N 116 -43 E - M 48 -67 Webs Tens. Comp. L - F 90 -43 K - G 221 -224 H - J 106 -93 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: > 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.034 E 999 360 VERT(CL): 0.064 E 999 240 HORZ(LL): 0.024 G - - HORZ(TL): 0.049 G - - Creep Factor: 2.0 Max TC CSI: 0.288 Max BC CSI: 0.343 Max Web CSI: 0.122 Weight: 49.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss E01 Truss Type COMN Qty 1 Ply 1 Seal #: 2593 03/15/2022 1'2"8 6'11"1'2"8 4'8"4'8" 9'4"1'4"1'4" 10"33'2"33'3"2A B C D E F G H I JKLMNOP 6 12 1.5X4 1.5X4(**) 1.5X4 1.5X4 1.5X4 1.5X4 4X4 1.5X4 1.5X4 1.5X4 1.5X4 1.5X4 1.5X4 1.5X4(**) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Bracing Fasten rated sheathing to one face of this frame. Plating Notes (**) 2 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 9.33 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 Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL O 456 /- /- /395 /185 /100 K 456 /- /- /291 /104 /- Wind reactions based on MWFRS O Brg Width = 3.5 Min Req = 1.5 K Brg Width = 3.5 Min Req = 1.5 Bearings O & K are a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 B - C 67 -62 C - D 166 -115 D - E 184 -94 Chords Tens. Comp. E - F 157 -94 F - G 126 -115 G - H 67 -80 H - I 35 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. P - O 100 -30 O - N 120 -64 N - M 123 -64 Chords Tens. Comp. M - L 123 -64 L - K 121 -63 K - J 112 -58 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - P 131 -93 C - O 270 -224 D - N 116 -43 E - M 48 -67 Webs Tens. Comp. L - F 90 -43 K - G 221 -224 H - J 106 -93 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: > 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.034 E 999 360 VERT(CL): 0.064 E 999 240 HORZ(LL): 0.024 G - - HORZ(TL): 0.049 G - - Creep Factor: 2.0 Max TC CSI: 0.288 Max BC CSI: 0.343 Max Web CSI: 0.122 Weight: 49.0 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss E01 Truss Type COMN Qty 1 Ply 1 Seal #: 2593 03/15/2022 1'2"8 6'11"1'2"8 4'8"4'8" 9'4"1'4"1'4" 10"33'2"33'3"2A B C D E F G H I JKLMNOP 6 12 1.5X4 1.5X4(**) 1.5X4 1.5X4 1.5X4 1.5X4 4X4 1.5X4 1.5X4 1.5X4 1.5X4 1.5X4 1.5X4 1.5X4(**) Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From -0 plf at -1.89 to 61 plf at 0.00 TC: From 2 plf at 0.00 to 2 plf at 2.77 BC: From 2 plf at 0.00 to 2 plf at 2.77 TC: -18 lb Conc. Load at 1.46 BC: 13 lb Conc. Load at 1.46 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) BC 31 0.15 2.77 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 135 /- /- /- /101 /- D 35 /-2 /- /- /14 /- C 21 /-12 /- /- /27 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 19 -13 Chords Tens. Comp. B - C 18 -9 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 B - - HORZ(TL): 0.001 B - - Creep Factor: 2.0 Max TC CSI: 0.089 Max BC CSI: 0.040 Max Web CSI: 0.000 Weight: 11.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss HJ2 Truss Type HIP_ Qty 2 Ply 1 Seal #: 2469 03/15/2022 SEAT PLATE REQ. 2'9"31'10"10 4"3 1'3"141'11"1A B C D 4.24 12 2X4(A1) 1'5"8 13# -18# 1'3"11 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From -0 plf at -1.89 to 61 plf at 0.00 TC: From 2 plf at 0.00 to 2 plf at 2.77 BC: From 2 plf at 0.00 to 2 plf at 2.77 TC: -18 lb Conc. Load at 1.46 BC: 13 lb Conc. Load at 1.46 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) BC 31 0.15 2.77 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 135 /- /- /- /101 /- D 35 /-2 /- /- /14 /- C 21 /-12 /- /- /27 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 19 -13 Chords Tens. Comp. B - C 18 -9 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 B - - HORZ(TL): 0.001 B - - Creep Factor: 2.0 Max TC CSI: 0.089 Max BC CSI: 0.040 Max Web CSI: 0.000 Weight: 11.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss HJ2 Truss Type HIP_ Qty 2 Ply 1 Seal #: 2469 03/15/2022 SEAT PLATE REQ. 2'9"31'10"10 4"3 1'3"141'11"1A B C D 4.24 12 2X4(A1) 1'5"8 13# -18# 1'3"11 Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From -0 plf at -1.89 to 61 plf at -0.00 TC: From 2 plf at -0.00 to 2 plf at 7.01 BC: From 2 plf at 0.00 to 2 plf at 7.01 TC: -18 lb Conc. Load at 1.46 TC: 134 lb Conc. Load at 4.29 BC: 13 lb Conc. Load at 1.46 BC: 87 lb Conc. Load at 4.29 Purlins 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 7.01 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 243 /- /- /- /182 /- D 109 /- /- /- /44 /- C 78 /- /- /- /68 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 19 -13 Chords Tens. Comp. B - C 42 -23 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.017 B - - HORZ(TL): 0.020 B - - Creep Factor: 2.0 Max TC CSI: 0.595 Max BC CSI: 0.453 Max Web CSI: 0.000 Weight: 25.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss HJ5 Truss Type HIP_ Qty 2 Ply 1 Seal #: 2581 03/15/2022 SEAT PLATE REQ. 7'0"21'10"10 4"3 2'9"143'5"1A B C D 4.24 12 2X4(A1) 1'5"8 13# -18# 2'9"15 87# 134# 2'8"11 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From -0 plf at -1.89 to 61 plf at -0.00 TC: From 2 plf at -0.00 to 2 plf at 7.01 BC: From 2 plf at 0.00 to 2 plf at 7.01 TC: -18 lb Conc. Load at 1.46 TC: 134 lb Conc. Load at 4.29 BC: 13 lb Conc. Load at 1.46 BC: 87 lb Conc. Load at 4.29 Purlins 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 7.01 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 243 /- /- /- /182 /- D 109 /- /- /- /44 /- C 78 /- /- /- /68 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 19 -13 Chords Tens. Comp. B - C 42 -23 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.017 B - - HORZ(TL): 0.020 B - - Creep Factor: 2.0 Max TC CSI: 0.595 Max BC CSI: 0.453 Max Web CSI: 0.000 Weight: 25.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss HJ5 Truss Type HIP_ Qty 2 Ply 1 Seal #: 2581 03/15/2022 SEAT PLATE REQ. 7'0"21'10"10 4"3 2'9"143'5"1A B C D 4.24 12 2X4(A1) 1'5"8 13# -18# 2'9"15 87# 134# 2'8"11 Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 10 0.15 1.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 196 /- /- /174 /624 /236 D 6 /-10 /- /59 /13 /- C - /-30 /- /126 /41 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 Chords Tens. Comp. B - C 56 -28 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 B - - HORZ(TL): 0.001 B - - Creep Factor: 2.0 Max TC CSI: 0.339 Max BC CSI: 0.041 Max Web CSI: 0.000 Weight: 5.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss J1 Truss Type JACK Qty 4 Ply 1 Seal #: 2463 03/15/2022 SEAT PLATE REQ. 1'1'4" 4"3 10"31'5"2A B C D 6 12 2X4(A1) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 10 0.15 1.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 196 /- /- /174 /624 /236 D 6 /-10 /- /59 /13 /- C - /-30 /- /126 /41 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 Chords Tens. Comp. B - C 56 -28 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 B - - HORZ(TL): 0.001 B - - Creep Factor: 2.0 Max TC CSI: 0.339 Max BC CSI: 0.041 Max Web CSI: 0.000 Weight: 5.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss J1 Truss Type JACK Qty 4 Ply 1 Seal #: 2463 03/15/2022 SEAT PLATE REQ. 1'1'4" 4"3 10"31'5"2A B C D 6 12 2X4(A1) Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 10 0.15 1.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 196 /- /- /184 /102 /54 D 6 /-10 /- /13 /4 /- C - /-30 /- /34 /44 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 Chords Tens. Comp. B - C 48 -28 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.000 B - - HORZ(TL): 0.000 B - - Creep Factor: 2.0 Max TC CSI: 0.236 Max BC CSI: 0.030 Max Web CSI: 0.000 Weight: 5.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss J1P Truss Type JACK Qty 4 Ply 1 Seal #: 2568 03/15/2022 SEAT PLATE REQ. 1'1'4" 4"3 10"31'5"2A B C D 6 12 2X4(A1) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 10 0.15 1.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 196 /- /- /184 /102 /54 D 6 /-10 /- /13 /4 /- C - /-30 /- /34 /44 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 Chords Tens. Comp. B - C 48 -28 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.000 B - - HORZ(TL): 0.000 B - - Creep Factor: 2.0 Max TC CSI: 0.236 Max BC CSI: 0.030 Max Web CSI: 0.000 Weight: 5.6 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss J1P Truss Type JACK Qty 4 Ply 1 Seal #: 2568 03/15/2022 SEAT PLATE REQ. 1'1'4" 4"3 10"31'5"2A B C D 6 12 2X4(A1) Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 22 0.15 2.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 195 /- /- /156 /84 /80 D 26 /- /- /15 /3 /- C 30 /- /- /18 /29 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 Chords Tens. Comp. B - C 14 -44 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 B - - HORZ(TL): 0.001 B - - Creep Factor: 2.0 Max TC CSI: 0.236 Max BC CSI: 0.042 Max Web CSI: 0.000 Weight: 8.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss J2 Truss Type EJAC Qty 9 Ply 1 Seal #: 2466 03/15/2022 SEAT PLATE REQ. 2'1'4" 4"3 1'4"31'11"2A B C D 6 12 2X4(A1) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 22 0.15 2.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 195 /- /- /156 /84 /80 D 26 /- /- /15 /3 /- C 30 /- /- /18 /29 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 Chords Tens. Comp. B - C 14 -44 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 B - - HORZ(TL): 0.001 B - - Creep Factor: 2.0 Max TC CSI: 0.236 Max BC CSI: 0.042 Max Web CSI: 0.000 Weight: 8.4 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss J2 Truss Type EJAC Qty 9 Ply 1 Seal #: 2466 03/15/2022 SEAT PLATE REQ. 2'1'4" 4"3 1'4"31'11"2A B C D 6 12 2X4(A1) Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 34 0.15 3.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 221 /- /- /204 /91 /106 D 44 /- /- /60 /31 /- C 67 /- /- /40 /57 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 Chords Tens. Comp. B - C 30 -84 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 B - - HORZ(TL): 0.001 B - - Creep Factor: 2.0 Max TC CSI: 0.241 Max BC CSI: 0.059 Max Web CSI: 0.000 Weight: 11.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss J3P Truss Type JACK Qty 4 Ply 1 Seal #: 2575 03/15/2022 SEAT PLATE REQ. 3'1'4" 4"3 1'10"32'5"2A B C D 6 12 2X4(A1) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 34 0.15 3.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 221 /- /- /204 /91 /106 D 44 /- /- /60 /31 /- C 67 /- /- /40 /57 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 Chords Tens. Comp. B - C 30 -84 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 B - - HORZ(TL): 0.001 B - - Creep Factor: 2.0 Max TC CSI: 0.241 Max BC CSI: 0.059 Max Web CSI: 0.000 Weight: 11.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss J3P Truss Type JACK Qty 4 Ply 1 Seal #: 2575 03/15/2022 SEAT PLATE REQ. 3'1'4" 4"3 1'10"32'5"2A B C D 6 12 2X4(A1) Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 58 0.15 5.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 288 /- /- /266 /108 /158 D 78 /- /- /111 /59 /- C 129 /- /- /83 /106 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 Chords Tens. Comp. B - C 58 -130 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.005 B - - HORZ(TL): 0.009 B - - Creep Factor: 2.0 Max TC CSI: 0.385 Max BC CSI: 0.239 Max Web CSI: 0.000 Weight: 18.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss J5P Truss Type EJAC Qty 4 Ply 1 Seal #: 2578 03/15/2022 SEAT PLATE REQ. 5'1'4" 4"3 2'10"33'5"2A B C D 6 12 2X4(A1) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 58 0.15 5.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 288 /- /- /266 /108 /158 D 78 /- /- /111 /59 /- C 129 /- /- /83 /106 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 Chords Tens. Comp. B - C 58 -130 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.005 B - - HORZ(TL): 0.009 B - - Creep Factor: 2.0 Max TC CSI: 0.385 Max BC CSI: 0.239 Max Web CSI: 0.000 Weight: 18.2 lbs VIEW Ver: 21.01.03A.0805.14 Job: CRMSCMB3L15X10 Truss J5P Truss Type EJAC Qty 4 Ply 1 Seal #: 2578 03/15/2022 SEAT PLATE REQ. 5'1'4" 4"3 2'10"33'5"2A B C D 6 12 2X4(A1) Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 CORNERSET GENERAL SPECIFICATIONS: MAX LOAD: 55 PSF ROOF LOAD, 175 MPH, ASCE 7-16, EXP. B & C, UP TO 60' MEAN ROOF HEIGHT & EXPOSURE D UP TO 30' MEAN ROOF HEIGHT.7'-0" MAX.ATTACH KING JACK USING (3) 0.131" Ø TOE NAILS AT TOP CHORD & BOTTOM CHORD. ATTACH END JACKS USING (4) 0.131" Ø TOE NAILS AT TOP CHORD & (3) 0.131" Ø TOE NAILS AT BOTTOM CHORD. ATTACH CORNER JACKS USING (3) 0.131" Ø TOE NAILS AT TOP & BOTTOM CHORDS (TYP). NOTE: WHEN NAILING JACKS WITH 2X6 CHORDS, USE (4) NAILS IN LIEU OF 3. SEE STDTL 12 FOR FURTHER INFO. ·2X4: (3) 0.131" Ø TOE NAILS ·2X6: (4) 0.131" Ø TOE NAILS 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772) 409-1010 STDLHIP/ KING JACK (TYPICAL)01.012/2/2021 Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946 IN-LAID STUD SCAB VERTICAL STRUCTURAL GABLE TRUSS PROVIDE 2X4 BLOCKING BETWEEN TRUSSES SUPPORTING BRACE & 2 TRUSSES ON EITHER SIDE AS NOTED. TOE-NAIL BLOCKING TO TRUSSES WITH (2) 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) 10d COMMON WIRE NAILS. 2X4 PURLIN FASTENED TO 4 TRUSSES WITH (2) 16d NAILS. FASTEN PURLIN TO BLOCKING WITH (2) 16d NAILS, MINIMUM. NAIL DIAGONAL BRACE TO PURLIN WITH (2) 16d NAILS. 2X6 DIAGONAL BRACE SPACED AT 4'-0" O.C. ATTCHED TO VERTICAL WITH (4) 16d NAILS & ATTACHED TO BLOCKING WITH (5) 10d COMMONS. (1/3 POINTS IF REQ'D). HORIZONTAL BRACE (SEE SECTION A-A). END WALL CEILING IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PROJECT ARCHITECT OR ENGINEER TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM BRACING OF GABLE ENDS. NOTE: AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR VERTICAL/ STUDS ONLY. STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: 1.ATTACH A MATCHING GABLE TRUSS TO THE INSIDE OF THE STRUCTURAL GABLE PER THE FOLLOWING NAIL SCHEDULE. 2.ATTACH 2X SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. NAILING SCHEDULE: ·FOR WIND SPEEDS 150 MPH (ASCE 7-16) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (0.131" X 3") SPACED AT 6" O.C. ·FOR WIND SPEEDS >(GREATER THAN)150 MPH (ASCE 7-16), NAIL ALL MEMBERS WITH TWO ROWS OF 10d (0.131" X 3") SPACED AT 6" O.C. (2X4 STUDS MINIMUM). BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSS STANDARD GABLE TRUSS IMPORTANT NOTE THIS DETAIL IS TO BE USED FOR STRUCTURAL GABLE TRUSSES WITH INLAID STUDS ONLY. TRUSSES WITHOUT INLAID STUDS ARE NOT ADDRESSED IN THE DETAIL. ADDITIONAL NOTE: MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND TO BE FASTENED TO SCABS OR VERTICAL STUDS OF STANDARD GABLE TRUSS AT THE INTERIOR SIDE OF THE STRUCTURE. 12" MAX. 2/3 POSITION 1/3 POSITION 1/2 POSITION 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772) 409-1010 STDLGABLE END BRACING 03.012/2/2021 Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 OPTION #1: APA RATED GUSSET. OPTION #2: 2X4 VERT. SCAB. PIGGY-BACK TRUSS. (REFER TO ACTUAL TRUSS DESIGN DRAWINGS FOR ADDITIONAL INFORMATION.) ** IMPORTANT NOTE ** THIS DETAIL IS VALID ONLY FOR SINGLE PLY BASE TRUSSES SPACED AT 24" O.C. OR LESS. PIGGY-BACK DETAIL (TYPICAL) 180 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-16, PARTIALLY ENCLOSED BLDG. LOCATED ANYWHERE AT ROOF, EXPOSURE C, WIND D.L.= 5.0 P.S.F. (MIN.), KZT= 1.00. OR... 160 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-16, PARTIALLY ENCLOSED BLDG. LOCATED ANYWHERE AT ROOF, EXPOSURE D, WIND D.L.= 5.0 P.S.F. (MIN.), KZT= 1.00. IMPORTANT NOTE: TOP CHORDS OF TRUSSES SUPPORTING PIGGY-BACK CAP TRUSSES MUST BE ADEQUATELY BRACED BY SHEATHING AND/ OR PURLINS. THE BUILDING ENGINEER OF RECORD SHALL PROVIDE DIAGONAL BRACING OR OTHER SUITABLE ANCHORAGE TO PERMANENTLY RESTRAIN PURLINS AND LATERAL BRACING FOR OUT OF PLANE LOADS OVER GABLE ENDS. MAXIMUM TRUSS SPACING IS NOT TO EXCEED 24" O.C. DETAIL IS NOT APPLICABLE IF CAP SUPPORTS ADDITIONAL LOADS SUCH AS CUPOLA, STEEPLE, CHIMNEY OR DRAG STRUT LOADS. **REFER TO ENGINEER'S SEALED TRUSS DESIGN DRAWINGS FOR PIGGY-BACK AND BASE TRUSS SPECIFICATIONS.** ATTACH EACH PURLIN TO TOP CHORD OF BASE TRUSS. PURLIN & CONNECTIONS BY OTHERS. BASE TRUSS. (REFER TO TRUSS DESIGN DRAWINGS FOR ADDITIONAL INFORMATION.) PURLINS SPACED ACCORDING TO MAX. SPACING OF TOP CHORD OF BASE TRUSS. SPACING IS NOT TO EXCEED 24" O.C. & PURLINS TO BE LOCATED AT JOINT OF EACH BASE TRUSS. OPTION #1: APA RATED GUSSET: 8" x 8" x 0-7/16" (MIN.) APA RATED SHEATHING GUSSETS EACH FACE. ATTACH AT 8'-0" O.C. WITH 8 (EA.) 6d COMMON (0.113" x 2") NAILS PER GUSSET: 4 (EA.) AT CAP BOTTOM CHORD & 4 (EACH) AT BASE TRUSS TOP CHORD. GUSSETS MAY BE STAGGERED AT 4'-0" O.C. FRONT TO BACK FACES. MINIMUM 2 (EA.) CONNECTIONS AT EACH TRUSS. OPTION #2: 2X4 VERTICAL WOOD SCAB: 2X4 SPF #2, FULL CHORD DEPTH SCABS AT EACH FACE. ATTACH AT 8'-0" O.C. WITH 6 (EA.) 10d BOX NAILS (0.128" x 3") PER SCAB: (3) AT CAP BOTTOM CHORD & (3) AT BASE TRUSS TOP CHORD. SCABS MAY BE STAGGERED 4'-0" O.C. FRONT TO BACK FACES. MINIMUM 2 (EA.) CONNECTIONS AT EACH TRUSS. 2'-0" MAX 2 X _ X 4'-0" SCAB, SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS, MIN. GRADE #2, ATTACHED TO ONE FACE, CENTERED ON INTERSECTION, WITH (2) ROWS OF (0.131" X 3") NAILS @ 4" O.C. SCAB MAY BE OMITTED WHEN TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION 1 FT IN BOTH DIRECTIONS AND: 1.WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN 2.WIND SPEED OF 116 MPH TO 180 MPH WITH MAX. PIGGYBACK SPAN OF 12 FT. 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772) 409-1010 STDLPIGGYBACK TRUSS 04.102/17/2022 Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 OPTION #1: APA RATED GUSSET. OPTION #2: 2X4 VERT. SCAB. PIGGY-BACK TRUSS. ATTACH 2X4 #2 SYP SCAB TO ONE SIDE OF THE PIGGY-BACK W/ (0.131" X 3") NAILS @ 4" O.C. ALONG BOTTOM CHORD. PIGGY-BACK DETAIL (TYPICAL) 180 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-16, PARTIALLY ENCLOSED BLDG. LOCATED ANYWHERE AT ROOF, EXPOSURE C, WIND D.L.= 5.0 P.S.F. (MIN.), KZT= 1.00. OR... 160 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-16, PARTIALLY ENCLOSED BLDG. LOCATED ANYWHERE AT ROOF, EXPOSURE D, WIND D.L.= 5.0 P.S.F. (MIN.), KZT= 1.00. IMPORTANT NOTE: TOP CHORDS OF TRUSSES SUPPORTING PIGGY-BACK CAP TRUSSES MUST BE ADEQUATELY BRACED BY SHEATHING AND/ OR PURLINS. THE BUILDING ENGINEER OF RECORD SHALL PROVIDE DIAGONAL BRACING OR OTHER SUITABLE ANCHORAGE TO PERMANENTLY RESTRAIN PURLINS AND LATERAL BRACING FOR OUT OF PLANE LOADS OVER GABLE ENDS. MAXIMUM TRUSS SPACING IS NOT TO EXCEED 24" O.C. DETAIL IS NOT APPLICABLE IF CAP SUPPORTS ADDITIONAL LOADS SUCH AS CUPOLA, STEEPLE, CHIMNEY OR DRAG STRUT LOADS. **REFER TO ENGINEER'S SEALED TRUSS DESIGN DRAWINGS FOR PIGGY-BACK AND BASE TRUSS SPECIFICATIONS.** ATTACH EACH PURLIN TO TOP CHORD OF BASE TRUSS. PURLIN & CONNECTIONS BY OTHERS. 2-PLY BASE TRUSS. (REFER TO TRUSS DESIGN DRAWINGS FOR ADDITIONAL INFORMATION.) PURLINS SPACED ACCORDING TO MAX. SPACING OF TOP CHORD OF BASE TRUSS. SPACING IS NOT TO EXCEED 24" O.C. & PURLINS TO BE LOCATED AT JOINT OF EACH BASE TRUSS. ** IMPORTANT NOTE ** THIS DETAIL IS VALID ONLY FOR 2-PLY BASE TRUSSES SPACED AT 24" O.C. OR LESS. 2'-0" MAX OPTION #1: APA RATED GUSSET: 8" x 8" x 0-7/16" (MIN.) APA RATED SHEATHING GUSSETS EACH FACE. ATTACH AT 8'-0" O.C. WITH 8 (EA.) 6d COMMON (0.113" x 2") NAILS PER GUSSET: 4 (EA.) AT CAP BOTTOM CHORD & 4 (EACH) AT BASE TRUSS TOP CHORD. GUSSETS MAY BE STAGGERED AT 4'-0" O.C. FRONT TO BACK FACES. MINIMUM 2 (EA.) CONNECTIONS AT EACH TRUSS. OPTION #2: 2X4 VERTICAL WOOD SCAB: 2X4 SPF #2, FULL CHORD DEPTH SCABS AT EACH FACE. ATTACH AT 8'-0" O.C. WITH 6 (EA.) 10d BOX NAILS (0.128" x 3") PER SCAB: (3) AT CAP BOTTOM CHORD & (3) AT BASE TRUSS TOP CHORD. SCABS MAY BE STAGGERED 4'-0" O.C. FRONT TO BACK FACES. MINIMUM 2 (EA.) CONNECTIONS AT EACH TRUSS. 2 X _ X 4'-0" SCAB, SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS, MIN. GRADE #2, ATTACHED TO EACH FACE, CENTERED ON INTERSECTION, WITH (2) ROWS OF (0.131" X 3") NAILS @ 4" O.C. SCAB MAY BE OMITTED WHEN TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION 1 FT IN BOTH DIRECTIONS AND: 1.WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN 2.WIND SPEED OF 116 MPH TO 180 MPH WITH MAX. PIGGYBACK SPAN OF 12 FT. 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772) 409-1010 STDLPIGGYBACK TRUSS (2-PLY BASE TRUSS)04.202/17/2022 Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 FIG. 05.0c SHEATHING SECURE VALLEY TRUSS W/ A SINGLE ROW OF 10d NAILS AT 6" O.C. ATTACH 2X4 CONT. #2 SYP TO ROOF WITH (2) SIMPSON NO. SDS25412 (0.25" X 4.5") OR EQUIVALENT WOOD SCREWS INTO EACH BASE TRUSS. BASE TRUSS TRUSS CRITERIA: WIND DESIGN PER ASCE 7-16: 170 MPH MAXIMUM MEAN ROOF HEIGHT: 30 FEET ROOF PITCH: 3/12 MIN. & 6/12 MAX. CATEGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 MAXIMUM TOP CHORD TOTAL LOAD: 50 PSF MAXIMUM SPACING: 24" O.C. (BASE & VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON TRUSSES GENERAL SPECIFICATIONS: 1.NAIL SIZE: 10d (3" X 0.131" ) 2.WOOD SCREW: 412" SIMPSON NO. SDS25412 OR EQUIVALENT. 3.INSTALL SHEATHING TO TOP CHORD OF BASE TRUSS. 4.INSTALL VALLEY TRUSS (24" O.C. MAX.) AND SECURE TO BASE TRUSS PER FIG. 05.0b (BELOW). 5.BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6.NAILING PER NDS. 7.VALLEY STUD SPACING NOT TO EXCEED 48" O.C. GABLE END, COMMON OR TRUSS GIRDER VALLEY TRUSS (TYP) BASE TRUSS GABLE END, COMMON OR TRUSS GIRDER VALLEY TRUSS (TYP) SEE FIG. 05.0c BASE TRUSS SHEATHING 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772) 409-1010 STDLTRUSS VALLEY SET (SHEATHING)05.012/2/2021 Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 FIG. 06.0c SECURE VALLEY TRUSS W/ A SINGLE ROW OF 10d NAILS AT 6" O.C. ATTACH 2X4 CONT. #2 SYP TO ROOF WITH (2) SIMPSON NO. SDS25412 (0.25" X 4.5") OR EQUIVALENT WOOD SCREWS INTO EACH BASE TRUSS. BASE TRUSS NO SHEATHING GENERAL SPECIFICATIONS: 1.NAIL SIZE: 10d (3" X 0.131" ) 2.WOOD SCREW: 412" SIMPSON NO. SDS25412 OR EQUIVALENT. 3.INSTALL VALLEY TRUSS (24" O.C. MAX.) AND SECURE TO BASE TRUSS PER FIG. 06.0b (BELOW). 4.BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 5.NAILING PER NDS. 6.VALLEY STUD SPACING NOT TO EXCEED 48" O.C. GABLE END, COMMON OR TRUSS GIRDER VALLEY TRUSS (TYP) BASE TRUSS GABLE END, COMMON OR TRUSS GIRDER VALLEY TRUSS (TYP) SEE FIG. 06.0c BASE TRUSS NO SHEATHING TRUSS CRITERIA: WIND DESIGN PER ASCE 7-16: 170 MPH MAXIMUM MEAN ROOF HEIGHT: 30 FEET ROOF PITCH: 3/12 MIN. & 6/12 MAX. CATEGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 MAXIMUM TOP CHORD TOTAL LOAD: 50 PSF MAXIMUM SPACING: 24" O.C. (BASE & VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772) 409-1010 STDLTRUSS VALLEY SET 06.012/2/2021 Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 FIG. 07.0b FIG. 07.0c FIG. 07.0d CLIP MAY BE APPLIED TO THIS FACE UP TO A 6/12 PITCH MAXIMUM. CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH IS GREATER THAN 6/12 (NOT TO EXCEED 12"/12" PITCH). CLIP MAY BE APPLIED TO EITHER FACE WHEN BOTTOM CHORD IS BEVELED. BOTTOM CHORD NOT BEVELED BOTTOM CHORD WITH BEVEL CUT BOTTOM CHORD NOT BEVELED TRUSS CRITERIA: WIND DESIGN PER ASCE 7-16: 170 MPH MAXIMUM MEAN ROOF HEIGHT: 30 FEET ROOF PITCH: 3/12 MIN. & 6/12 MAX. CATEGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 MAXIMUM TOP CHORD TOTAL LOAD: 50 PSF MAXIMUM SPACING: 24" O.C. (BASE & VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON TRUSSES SUPPORTING TRUSSES DIRECTLY BELOW VALLEY TRUSSES MUST BE DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2'-10" ON AFFECTED TOP CHORDS. NOTES: 1.SHEATHING TO BE APPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2.THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER. IMPORTANT NOTE: VALLEY TRUSS SPACING NOT TO EXCEED 48" O.C. ATTACH VALLEY TRUSS TO LOWER TRUSSES WITH USP RT7 OR EQUIVALENT 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772) 409-1010 STDLTRUSS VALLEY SET (HVHZ)07.012/2/2021 Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 MAXIMUM STUD LENGTH MIN. STUD STUD SPACING W/O BRACE 2X4 L-BRACE DIAGONAL BRACE DIAGONAL BRACES 2(EA.) AT 1/3 POINTS 2X4 SP#3/ STUD 12" O.C.3- 8- 10 5- 6- 11 6- 6- 11 11- 1- 13 2X4 SP#3/ STUD 16" O.C.3- 3- 10 4- 9- 12 6- 6- 11 9- 10- 15 2X4 SP#3/ STUD 24" O.C.2- 8- 6 3- 11- 3 5- 4- 12 8- 1- 2 2X4 SP#2 12" O.C.3- 10- 15 5- 6- 11 6- 6- 11 11- 8- 14 2X4 SP#2 16" O.C.3- 6- 11 4- 9- 12 6- 6- 11 10- 8- 0 2X4 SP#2 24" O.C.3- 1- 4 3- 11- 3 6- 2- 9 9- 3- 13 ·DIAGONAL BRACES GREATER THAN 6'-3" REQUIRE 2X4 T-BRACE ATTACHED TO A SINGLE EDGE. ·DIAGONAL BRACES GREATER THAN 12'-6" REQUIRE 2X4 I-BRACES ATTACHED TO BOTH EDGES. ·T-BRACE & I-BRACE SHALL BE 2X4 SPF #2 OR SP #2. ·FASTEN T-BRACE OR I-BRACE TO NARROW EDGE OF DIAGONAL BRACE WITH 10d NAILS @ 6" O.C. AND SHALL MAINTAIN EDGE DISTANCE NO LESS THAN 3". ·BRACING SHALL COVER 90% OF DIAGONAL LENGTH. NOTES: 1.TOP & BOTTOM CHORDS SHALL BE A MINIMUM GRADE OF #2 MATERIALS. 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL SHALL BE PROVIDED BY PROJECT ENGINEER OF RECORD OR ARCHITECT. 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BUILDING ARCHITECT OR ENGIEER OF RECORD FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4."L-BRACES" SPECIFIED SHALL BE FULL LENGTH, SPF OR SP #3, OR BETTER WITH A SINGLE ROW OF 10d NAILS AT 6" O.C. SPACING. 5.DIAGONAL BRACING SHALL BE APPROXIMATELY 45° TO ROOF DIAPHRAGM AT 4'-0" O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING 2X6 AND 2X4 AS SHOWN (REFER TO FIG. 08.0b) WITH 16d NAILS SPACED AT 6" O.C. HORIZONTAL BRACE SHALL BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO FIG. 08.0c). 7.GABLE STUD DEFLECTION SHALL MEET OR EXCEED L/240. 8.THE DETAILS SHOWN ON THIS PAGE DO NOT APPLY TO STRUCTURAL GABLES. 9.DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10.10d & 16d NAILS ARE 0.131" X 3.0" & 0.131" X 3.5" COMMON WIRE NAILS RESPECTIVELY. 11.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 2018 BY SPIB/ALSC. MEAN ROOF HEIGHT: NO GREATER THAN 30 FEET. EXPOSURE B / C ASCE 7-16 190 MPH DURATION OF LOAD INCREASE: 1.60 STUD DESIGN IS BASED UPON COMPONENTS AND CLADDING. BRACING CONNECTION IS BASED ON MWFRS. DIAGONAL BRACING 4'-0" O.C. MAX. 12 VARIES TO COMMON TRUSS 2'-0" MAX. 2'-0" O.C. FIG 08.0a 1'-0" MAX. 2'-0" O.C. TRUSS DIST. FIG 08.0b ROOF SHEATHING HORIZONTAL BRACE (REFER TO SECTION A-A) 2X6 DIAGONAL BRACE SPACED AT 48" O.C. NAILED TO VERTICAL WITH (4) 16d NAILS & TO BLOCKING WITH (5) 10d NAILS (0.131" X 3"). DIAGONAL BRACING AT 1/3 POINTS AS REQ'D. (2) 10d NAILS A A B B REFER TO INDIVIDUAL ENGINEERED DRAWINGS FOR TRUSS DESIGN CRITERIA TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATIVE PURPOSES ONLY. SECTION B-B VERTICAL STUD 2X4 L-BRACE NAILED W/ 10D NAILS AT 6" O.C. SECTION A-A END WALL PROVIDE 2X4 BLOCKING BETWEEN 1ST TWO TRUSSES AS NOTED. TOE NAIL TO BLOCKING WITH (2) 10d NAILS AT EACH END. NAIL DIAGONAL BRACE TO BLOCKING W/(5) 10d NAILS (0.131" X 3"). (4) 8d NAILS MINIMUM, PLYWOOD SHEATHING TO 2X4 STD. SPF BLOCKING. 2X6 SP OR SPF #2 HORIZONTAL BRACE NAILED TO 2X4 VERT. WITH (4) 10d NAILS 16d NAILS SPACED AT 6" O.C. 2X6 SP OR SPF #2 DIAGONAL BRACE 2X4 SP OR SPF #2 (2) 10d NAIL IN 2X6 (4) 16d NAILS VERTICAL STUD 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772) 409-1010 STDLSTANDARD GABLE ENDS 08.012/2/2021 Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 NOTES: ·T-BRACING / I-BRACING SHALL BE USED WHEN CONTINUOUS LATERAL BRACING IS IMPRACTICAL. ·T- & I-BRACING MUST COVER 90% OF WEB LENGTH. ·T-BRACING MAY BE LOCATED ATTACHED, EITHER ABOVE OR BELOW WEB MEMBER. ·THIS DETAIL IS NOT TO BE USED TO CONVERT T- / I-BRACE WEBS TO CONTINUOUS LATERAL BRACED WEBS. NAILING PATTERN T-BRACE SIZE NAIL SIZE NAIL SPACING 2X4 OR 2X6 OR 2X8 10d 6" O.C. NOTE: NAIL ALONG ENTIRE LENGTH OF T-BRACE / I-BRACE (ON 2-PLY TRUSSES, NAIL TO BOTH PLIES). SINGLE PLY TRUSS BRACE SIZE SPECIFIED CONT. ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 I-BRACE 2X6 2X6 T-BRACE 2X6 I-BRACE 2X8 2X8 T-BRACE 2X8 I-BRACE 2-PLY TRUSS BRACE SIZE SPECIFIED CONT. ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 I-BRACE 2X6 2X6 T-BRACE 2X6 I-BRACE 2X8 2X8 T-BRACE 2X8 I-BRACE T-BRACE / I-BRACE SHALL BE SAME SPECIES AND GRADE (OR BETTER) THAN WEB MEMBER. SPACING SPACING SPACING SPACING SPACING SPACING NAILS T-BRACE WEB WEB MEMBER WEB MEMBER BRACED ABOVE WEB MEMBER BRACE ATTACHED ABOVE WEB MEMBER BRACE ATTACHED BELOW WEB MEMBER T-BRACE I-BRACE WEB MEMBER BRACE BELOW WEB MEMBER 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772) 409-1010 STDLT-BRACE/ I-BRACE WITH 2X ONLY 09.012/2/2021 Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 NOTE: TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2X6 "STRONGBACK" IS RECOMMENDED. LOCATED EVERY 8'-0" TO 10'-0" ALONG A FLOOR TRUSS. THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE 4'-0" LONG SCAB CENTERED AT THE SPLICE AND JOINED WITH 1(2) 10d NAILS (0.131" X 3") EQUALLY SPACED. ALTERNATE METHOD: (TO BE USED ONLY WHEN STRONGBACK DOES NOT ALIGN WITH VERTICAL MEMBERS). OVERLAP STRONGBACK MEMBERS AT MINIMUM OF 4'-0" AND FASTEN WITH 1(2) 10d NAILS (0.131" X 3") STAGGERED AND EQUALLY SPACED. 4'-0" SPLICE (TYP)FLOOR TRUSS 2X6 STRONGBACK WALL B.O. BLOCKING B.O. INSTALLATION NOTES: A.USE METAL FRAMING ANCHOR TO ATTACH TO TOP CHORD. B.ATTACH TO VERTICAL WEB WITH (3) 10d NAILS (0.131" X 3"). BLOCKING IS RECOMMENDED BEHIND VERTICAL WEB WHILE NAILING TO STRONGBACK. C.ATTACH TO VERTICAL SCAB WITH (3) 10d NAILS (0.131" X 3"). D.ATTACH THROUGH OUTSIDE FACE OF CHORD TO EDGE OF STRONGBACK WITH (2) #12 X 3" WOOD SCREWS (Ø0.216"). DO NOT USE DRYWALL TYPE SCREWS. E.ATTACH 2X4 VERTICAL SCAB TO FACE OF TRUSS. FASTEN TOP & BOTTOM CHORD WITH (2) 10d NAILS (0.131" X 3") IN EACH CHORD. DABC E A B B C E D 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772) 409-1010 STDLLATERAL BRACING RECOMMENDATIONS 10.012/2/2021 Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 TOE-NAIL SINGLE SHEAR VALUES PER NDS 2018 (LBS/NAIL) LENGTH Ø DIA.SP DF HF SPF SPF-S 312" 0.131 88.1 80.6 69.9 68.4 59.7 0.135 93.5 85.6 74.2 72.6 63.4 0.162 118.3 108.3 93.9 91.9 80.2 314" 0.128 84.1 76.9 66.7 65.3 57.0 0.131 88.1 80.6 69.9 68.4 59.7 0.148 106.6 97.6 84.7 82.8 72.3 3" 0.120 73.9 67.6 58.7 57.4 50.1 0.128 84.1 76.9 66.7 65.3 57.0 0.131 88.1 80.6 69.9 68.4 59.7 0.148 106.6 97.6 84.7 82.8 72.3 MAY VARY 30-60 ° 45° MAY VARY 30-60 ° 45°MAY VARY 30-60 ° 45° SIDE VIEW (2X4) 3 NAILS SIDE VIEW (2X6) 4 NAILS SIDE VIEW (2X3) 2 NAILS VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) 16d NAILS (0.162" X 3.5") WITH SPF SPECIES BOTTOM CHORD FOR LOAD DURATION INCREASE OF 1.15: 3 (NAILS) X 84.5 (LB/NAIL) X 1.15 (DOL) = 291.5 LB MAX. CAPACITY. NOTES: 1.TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45° WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN). 2.THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3.ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. THESE DETAILS ARE ONLY APPLICABLE TO THE THREE END DETAILS SHOWN BELOW. VIEWS SHOWN ARE FOR ILLUSTRATIVE PURPOSES ONLY. NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDENEAR SIDE NEAR SIDE NEAR SIDE 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772) 409-1010 STDLLATERAL TOE-NAILING 11.012/2/2021 Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 TOE-NAIL WITHDRAWAL VALUES PER NDS 2018 (LBS/NAIL) LENGTH Ø DIA.SP DF HF SPF SPF-S 312" 0.131 59 46 32 30 20 0.135 60 48 33 30 20 0.162 72 58 39 37 25 314" 0.128 54 42 28 27 19 0.131 55 43 29 28 19 0.148 62 48 34 31 21 3" 0.120 46 36 25 24 16 0.128 49 38 26 25 17 0.131 51 39 27 26 17 0.148 57 44 31 28 20 NOTES: 1.TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30° WITH THE MEMBER AND STARTED 1/3RD THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2.THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3.ALLOWABLE VALUE SHALL BE BASED ON THE SPECIES WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) 16d NAILS (0.162" X 312") WITH SPF SPECIES TOP PLATE. FOR WIND DOL OF 1.33: 3 (NAILS) X 37 (LBS/NAIL) X 1.60 (DOL FOR WIND) = 148 LBS MAX. ALLOWABLE UPLIFT REACTION DUE TO WIND. FOR WIND DOL OF 1.60: 3 (NAILS) X 37 (LBS/NAIL) X 1.60 (DOL FOR WIND) = 177 LBS ALLOWABLE UPLIFT REACTION DUE TO WIND. IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LBS (177 LBS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. *USE (3) TOE-NAILS ON 2X4 LBW. **USE (4) TOE-NAILS ON 2X6 LBW. NEAR SIDE FAR SIDE SIDE VIEW 1"3"30° END VIEW (3" NAIL) 1316"312"30° 1116"314"30° END VIEW (314" NAIL) END VIEW (312" NAIL) T.O.P.T.O.P.T.O.P. VIEWS SHOWN ARE FOR ILLUSTRATIVE PURPOSES ONLY. 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772) 409-1010 STDLUPLIFT TOE-NAILING 12.012/2/2021 Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 1.5X4 PLATES IN LIEU OF (2) 1.5X4 PLATES, NAILER CAN BE ATTACHED AS FOLLOWS: NEW 2X2 SP #3 ATTACHED TO OVERHANG USING, AT MINIMUM, (3) 10d NAILS (0.131" X 3"). NOTES: 1.THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHOULD BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD AND PER NDS RECOMMENDATIONS.4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772) 409-1010 STDL2X2 NAILER ATTACHMENT 13.012/2/2021 Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 NOTES: 1.THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHOULD BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD AND PER NDS RECOMMENDATIONS. 2X6 SP#2 BOTH FACES 24" O.C. SIMPSON H5 UPLIFT CONNECTION (SEE ROOF TRUSS) EXTERIOR FLAT GIRDER ROOF TRUSS @ 24" O.C. (PITCH MAY VARY) (4) 12d NAILS 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772) 409-1010 STDLALTERNATE BRACING FOR EXTERIOR FLAT GIRDER TRUSS 14.012/2/2021 Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 TOTAL NAILS EACH SIDE OF BREAK* MAXIMUM FORCE (LBS) 15% LOAD DURATION X SP DF SPF HF 2X4 2X6 (INCH)2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 20 30 24"1706 2559 1561 2342 1320 1980 1352 2028 26 39 30"2194 3291 2007 3011 1697 2546 1738 2608 32 48 36"2681 4022 2454 3681 2074 3111 2125 3187 38 57 42"3169 4754 2900 4350 2451 3677 2511 3767 44 66 48"3657 5485 3346 5019 2829 4243 2898 4347 *DIVIDE EQUALLY FRONT AND BACK. ATTACH 2X__ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS (CENTER ON BREAK OR SPLICE) WITH 10d NAILS, 2 ROWS FOR 2X4 & 3 ROWS FOR 2X6, SPACED AT 4" O.C. AS SHOWN (0.131" X 3"). STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR NET 2" O.C. SPACING IN THE MAIN MEMBER. USE A MINIMUM 3" MEMBER END DISANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12". (C= PLATE LENGTH FOR SPLICE REPAIRS). THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L= (2)X +C.DO NOT USE REPAIR FOR JOINT SPLICES. NOTES: 1.THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2.ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3.THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4.WHEN NAILING THE SCABS, THE USE OF BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS AND/ OR SPLICES. 5.THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X__ ORIENTATION ONLY. 6.THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN 3 BROKEN MEMBERS. THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED 'X' DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6" FROM ANY INTERIOR JOINT (SEE ABOVE SKETCH). X C X 3" TYP. 3" TYP. A A A A A A A A A A B B B B B B B B A A A A A A A A A A B B B B B B B B L A B 10d NAIL NEAR SIDE. 10d NAIL FAR SIDE. X (MI N ) X (MIN)6" (MIN) X (MI N )X (MIN)BREAK BREAK BREAK TRUSS CONFIGURATION & BREAK LOCATIONS FOR ILLUSTRATION ONLY. 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772) 409-1010 STDLBROKEN CHORD, WEB REPAIR & DAMAGED/ MISSING SPLICE PLTS 15.012/2/2021 Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 24" MAX. 2 X L (24" MIN.) TRUSS CRITERIA: LOADING:40-10-00-10 DURATION FACTOR:1.15 SPACING:24" O.C. TOP CHORD:2X4 OR 2X6 ROOF PITCH:4:12 TO 12:12 HEEL HEIGHT:STD. HEEL, UP TO 12" ENERGY HEEL END BEARING CONDITION NOTES: 1.ATTACH 2X__ SCAB (SPF, HF, SP, DF #2 GRADE MIN.)TO SINGLE FACE OF TRUSS WITH 2 ROWS OF 10d COMMON WIRE NAILS (0.148" X 3") AT 6" O.C. 2.END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3.WHEN NAILING SCABS, USE BACKUP WEIGHT AS RECOMMENDED TO AVOID LOOSENING OF CONNECTOR PLATES AT JOINTS AND/ OR SPLICES. 2X__ SCAB NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OR DAMAGED. REFER TO INDIVIDUAL TRUSS DESIGN DRAWINGS FOR PLATE SIZES AND LUMBER GRADES.IMPORTANT NOTE: DETAIL TO BE USED ONLY WITH TRUSSES MEETING THE FOLLOWING CRITERIA: ·SPAN IS LESS THAN 40'-0" &... ·24" O.C. SPACING MAX. &... ·PITCH AT 4:12 TO 12:12 &... ·TOP CHORD TOTAL LOAD NOT EXCEEDING 50 PSF. TRUSSES NOT MEETING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY. 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772) 409-1010 STDLSCAB APPLIED OVERHANG 16.012/2/2021 Ryan Bays, P.E.# 912314451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946