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HomeMy WebLinkAbout17-015-023 Truss Engineering(1)Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 A-1 ROOF These truss designs rely on lumber values established by others. TRUSSES A FLORIDA CORPORATION RE: Job CRMSSMB1 L A-1 Roof Trusses 4451 St Lucie Blvd Site Information: Fort Pierce, FL 34946 Customer Info: RENAR DEVELOPMENT CO. Project Name: MORNINGSIDE Lot/Block: Model: SEAMIST 2215 Address: Subdivision: City: County: St Lucie State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC 7th Ed. 2020 Res. / TPI 2014 Design Program: Alpine Engineered Products Wind Code: ASCE 7-16 Wind Speed: 160 Roof Load: 40.0 psf Floor Load: 55.0 psf This package includes 33 individual, dated Truss Design Drawings and 16 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. No. Seq # Truss Name Date No. Seq # Truss Name Date No. Seq # Truss Name Date 1 2921 A01GE 1/14/21 13 2889 FG01 1/14/21 25 2900 11 1/14/21 2 2935 A02 1/14/21 14 2880 FL01 1/14/21 26 2901 J3 1/14/21 3 2923 A02GE 1/14/21 15 2881 FL02 1/14/21 27 2902 J5 1/14/21 4 2924 B01 1/14/21 16 2882 FL02GE 1/14/21 28 2903 J6 1/14/21 5 2925 B02GE 1/14/21 17 2883 FL03 1/14/21 29 2904 J7 1/14/21 6 2931 C01G 1/14/21 18 2884 FL03GE 1/14/21 30 2905 L01 1/14/21 7 2926 CO2 1/14/21 19 2885 FL04 1/14/21 31 2906 L02 1/14/21 8 2927 CO3 1/14/21 20 2886 FL05 1/14/21 32 2907 Vol 1/14/21 9 2932 C04G 1/14/21 21 2890 FL06G 1/14/21 33 2908 V02 1/14/21 10 2928 C06 1/14/21 22 2887 FL07GE 1/14/21 34 STDL01 STD. DETAIL 1/14/21 11 2929 D01 1/14/21 23 2888 FL08 1/14/21 35 STDL02 STD. DETAIL 1/14/21 12 2930 D02GE 1/14/21 24 2549 HJ7 1/14/21 36 STDL03 STD. DETAIL 1/14/21 The truss drawing(s) referenced have been prepared by Alpine Engineered Products, Inc. under my direct supervision based on the parameters provided byA-1 RoofTrusses, Ltd. Truss Design Engineer's Name: Rama Pranav Kristam My license renewal date for the state of Florida is February 28,2021. NOTE: The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of components for any particular building is the responsibility of the building designer, perANSI/TPI-1 Sec. 2. The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction documents (also referred to at times as'Structural Engineering Documents') provided by the Building Designer indicating the nature and character of the work. The design criteria therein have been transferred to Rama Pranav Kristam PE by [Al Roof Trusses or speciric 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 forthe 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 theirwritten engineering requirements. Please review all TDDs and all related notes. Rama Pranav Kristam, P.E. 4451 St Lucie Blvd. Suite 201 Fort Pierce, FL 34946 Page 1 of 2 Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 A-1 ROOF These truss designs rely on lumber values established by others. 'A6*==TRUSSES A FLORIDA CORPORATION RE: Job CRMSSMB1 L No. Seq # Truss Name Date 37 STDL04 STD. DETAIL 1/14/21 38 STDL05 STD. DETAIL 1/14/21 39 STDL06 STD. DETAIL 1/14/21 40 STDL07 STD. DETAIL 1/14/21 41 STDL08 STD. DETAIL 1/14/21 42 STDL09 STD. DETAIL 1/14/21 43 STDL10 STD. DETAIL 1/14/21 44 STDL11 STD. DETAIL 1/14/21 45 STDL12 STD. DETAIL 1/14/21 46 STDL13 STD. DETAIL 1/14/21 47 STDL14 STD. DETAIL 1/14/21 48 STDL15 STD. DETAIL 1/14/21 49 STDL16 STD. DETAIL 1/14/21 Rama Pranav Kristam, P.E. # 88906 Page 2 of 2 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply 01/14/2021 2921 CRMSSMB1 L A01 GE GABL 1 1 16'3" 1 9'0"5 o5X6 111.5X3(..) 112X4 LM N O P K J O R I 12 R 6 /3X6G FF E (a) (a) (a) (a) (a) , (a) D 03x46 C o� A 1I Al 113X6AG AF�3X4 AE AD AC As SEAT PLATE -Q. AAZ-3X6 Y X W V Z u SEAT PLATE REQ. T 112X4 25'3"6 Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or *=PLF TCLL: 20.00 Wind Std: ASCE 7-16 Code: FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl U# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): -0.002 L 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.003 L 999 240 AH 235 /- /- /229 /155 /454 BCDL: 10.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): -0.010 L - - S* 78 /- /- /45 /29 /- EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.012 L Wind reactions based on MWFRS Des Ld: 40.00 Mean Height: 25.00 ft WAVE AH Br Width = 7.4 Creep Factor: 20. 9 Min Re 1.5 q NCBCLL: 10.00 TCDL: 5.0 psf p Max TC CSI: 0.223 S Brg Width = 295 Min Req = - Load Duration: 1.25 BCDL: 5.0 psf " Bearings AH & AG are a Max BC CSI: 0.031 rigid surface. Spacing: 24.0 MWFRS Parallel Dist: 0 to h/2 Bearings AH & AG require a seat plate. C&C Dist a: 3.00 ft Max Web CSI: 0.196 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: Any Wgt: 231.0 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Wind Duration: 1.60 VIEW Ver: 20.01.01A.0724.11 A - B 46 0 J - K 27 -96 Lumber B-C 140 -97 K-L 18 -29 C-D 98 -489 L-M 1 -1 D -E 91 -432 M-N 0 0 Top chord 2x4 SP #2 E - F 77 - 363 N - O 0 0 Bot chord 2x4 SP #2 F - G 56 -297 O - P 0 0 Webs 2x4SP#3 G-H 65 -292 P-Q 0 0 Bracing H- 1 53 -230 Q- R 0 0 1-1 40 -163 (a) Continuous lateral restraint equally spaced on member. Plating Notes Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. All plates are 1.5X3 except as noted. (**) 1 plate(s) require special positioning. Refer to scaled plate plot details for AH-AG 134 - 559 Z - Y 1 -1 special positioning requirements. AG-AF 121 -520 Y - X 0 0 AF-AE 9 -10 X- W 0 0 Purlins AE-AD 7 -7 W- V 0 0 In lieu of structural panels or rigid ceiling use purlins AD -AC 5 -5 V - U 0 0 to laterally brace chords as follows: AC -AB 3 -4 U - T 0 0 Chord Spacing(in oc) Start(ft) End(ft) AB -AA 2 -2 T - S 0 0 TC 24 16.07 25.09 AA- Z 2 -2 BC 120 0.00 25.09 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Loading C -AF 658 -151 Bottom chord checked for 10.00 psf non -concurrent live load. Wind Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. AH- B 272 - 238 K - Y 133 -127 Wind loading based on both gable and hip roof types. AG- C 219 -698 M - X 149 -127 AF- D 100 -112 N - W 158 -125 Additional Notes E -AE 138 -126 O - V 155 -124 F -AD 129 -124 P - U 165 -132 See STD DETAILS for gable wind bracing requirements. H -AC 131 -124 Q - T 107 - 86 1 -AB 130 -124 R - S 12 - 9 J-Z 130 -124 **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 engineerin 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 Rama Pranav Kristam, P.E. 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 # 88906 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 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses— Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Job CRMSSMB1 L Truss Truss Type A02 COMN Qty Ply 01/14/2021 11 1 2935 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Lumber 18VI 8111"5 10'6" SEAT PLATE REQ. 255"2 12'5"12 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: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.79 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Top chord 2x4 SP M-30 T4 2x4 SP #2; Bot chord 2x4 SP #2 B2 2x4 SP M-30; Webs 2x4 SP #3 W2 2x4 SP #2; 25'2"14 + 12'8"8 1 5"91 Code / Misc Criteria Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes (**) 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.01 25.05 BC 31 25.05 37.72 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Bottom chord checked for 10.00 psf non -concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Shim all supports to solid bearing. 3T11"6 Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc L/defl U# Gravity Non -Gravity VERT(LL): 0.150 C 999 360 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.306 C 990 240 (Q 973 /- /- /759 /125 /452 HORZ(LL): 0.069 C - - M 2119 /- /- /1571 /707 /- HORZ(TL): 0.141 C J 419 /-69 /- /266 /163 /- Creep Factor: 2.0 Wind reactions based on MWFRS Max TC CSI: 0.655 Q Brg Width = 7.4 Min Req = 1.5 Max BC CSI: 0.996 M Brg Width = 3.5 Min Req = 2.5 Max Web CSI: 0.834 J Brg Width = 3.5 Min Req = 1.5 Bearings Q, M, & J are a rigid surface. Wgt: 207.2 Ibs Bearing Q requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) VIEW Ver: 20.01.01A.0724.11 Chords Tens.Comp. Chords Tens. Comp. A- B 44 0 F- G 1185 - 572 B - C 1096 - 2411 G - H 645 -197 C - D 547 -1273 H - 1 709 - 289 D - E 584 -1242 1 - J 540 - 274 E- F 1001 - 580 J- K 39 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.ComD. Chords Tens. Com Q - P 377 - 577 N - M 1107 - 618 P - O 2215 -1384 M - L 946 -1142 O - N 2242 -1365 L - J 206 - 441 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B - Q 516 - 921 E - M 1243 -1956 B - P 2042 - 765 G - M 826 -1450 P - C 207 -137 G - L 913 - 372 C - N 724 -1065 H - L 335 - 613 N - E 602 - 81 L - 1 455 - 451 **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 engineerin 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 Rama Pranav Kristam, P.E. 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 # 88906 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 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses— Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 01/14/2021 2923 CRMSSMB1 L A02GE GABL 1 1 10'6" 10'6" 14 14 1'5"9 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: B Kzt: NA Des Ld: 40.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " 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 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Plating Notes All plates are 1.5X3 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.04 21.65 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. 127'8 =3X4G H =3X6 217'13 8'11"13 ;DBR) Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or "=PLF Code: FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl U# Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.105 P 707 360 Loc R+ / R- / Rh / Rw / U / RL Rep Factors Used: Yes VERT(CL): 0.210 P 352 240 B• 118 /- /- /65 /34 /13 FT/RT:10(0)/10(10) HORZ(LL): 0.032 I - - S 408 /- /- /381 /199 /- Plate Type(s): HORZ(TL): 0.064 I B /-311 WAVE Creep Factor: 2.0 Wind reactions based on MWFRS Max TC CSI: 0.605 B Brg Width = 148 Min Req = - Max BC CSI: 0.712 S Brg Width = 3.5 Min Req = 1.5 Max Web CSI: 0.431 Bearings B & S are a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Wgt: 120.4lbs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.01.01A.0724.11 A - B 39 0 H - 1 899 -475 B - C 885 - 732 1 - J 894 - 516 C - D 880 - 660 J - K 883 - 524 D - E 884 - 598 K - L 773 - 458 E - F 906 - 555 L - M 620 - 320 F - G 828 - 439 M - N 563 - 296 G - H 568 - 270 N - O 531 - 345 Loading Gable end supports 8" max rake overhang. Top chord must not be cut or notched. Bottom chord checked for 10.00 psf non -concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. Right cantilever is exposed to wind Wind loading based on both gable and hip roof types. Additional Notes See STD DETAILS for gable wind bracing requirements. Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - Y 740 - 767 T - S 668 - 765 Y - X 747 - 770 S - R 348 - 471 X - W 750 - 771 R - Q 348 - 470 W - V 752 - 771 Q - P 350 - 472 V - U 757 - 775 P - O 348 - 473 U - T 674 - 775 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. I - S 159 - 88 Z -AA 445 - 408 S - Z 451 - 406 AB- L 464 - 432 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp C-Y 149 -149 J-Z 47 -16 D - X 128 -122 AA- R 198 -167 E-W 128 -100 K-AB 213 -178 F - V 280 - 291 Q - M 113 - 80 T - H 454 - 813 P - N 116 - 66 **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 engineerin 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 Rama Pranav Kristam, P.E. 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 # 88906 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 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses— Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Job Truss CRMSSMB1 L B01 Truss Type Qty Ply MONO 8 1 01 /14/2021 2924 16'11"14 SEAT PLATE REQ. i6'11"14 F 1'5'9 1 16'8"6 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: B Kzt: NA Des Ld: 40.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " 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 Lumber Top chord 2x4 SP M-30 T2 2x4 SP #2; Bot chord 2x4 SP #2 Webs 2x4 SP #3 Rt Bearing Leg: 2x4 SP #3; Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl U# Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.066 C 999 360 Loc R+ / R- / Rh / Rw / U / RL 1 801 /- /- /515 /167 /473 Rep Factors Used: Yes VERT(CL): 0.135 C 999 240 FT/RT:10(0)/10(10) HORZ(LL): 0.025 H - - F 694 /- /- /495 /401 /- Plate Type(s): HORZ(TL): 0.051 H Wind reactions based on MWFRS WAVE Creep Factor: 2.0 1 Brg Width = 7.4 Min Req = 1.5 Max TC CSI: 0.582 F Brg Width = 1.5 Min Req = 1.5 Max BC CSI: 0.992 Bearings I & F are a rigid surface. Max Web CSI: 0.869 Bearing I requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Wgt: 105.0lbs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.01.01A.0724.11 A - B 44 0 C - D 1193 -1653 B- C 987 -1732 D- E 0 -140 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. I - H 218 - 759 H - G 885 - 837 Purlins Maximum Web Forces Per Ply (Ibs) In lieu of structural panels or rigid ceiling use purlins Webs Tens.Comp. Webs Tens. Comp. to laterally brace chords as follows: B - 1 637 -752 D - G 730 -760 Chord Spacing(in oc) Start(ft) End(ft) B - H 1422 -652 F - G 579 -451 BC 93 0.01 16.51 C - H 549 -433 E - F 1424 -1319 Apply purlins to any chords above or below fillers H - D 893 -740 at 24" OC unless shown otherwise above. Loading Bottom chord checked for 10.00 psf non -concurrent live load. 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. **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 engineerin 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 Rama Pranav Kristam, P.E. 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 # 88906 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 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses— Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Job CRMSSMB1 L Truss B02GE Truss Type GABL Qty Ply 01/14/2021 1 1 2925 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Lumber 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: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 M1 2x4 SP #2; Code / Misc Criteria Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X3 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.00 16.76 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Bottom chord checked for 10.00 psf non -concurrent live load. 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 STD DETAILS for gable wind bracing requirements. 6'„"6 L ..._X4 Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or *=PLF PP Deflection in loc L/defl U# Gravity Non -Gravity VERT(LL): -0.001 J 999 360 Loc R+ / R- / Rh / Rw / U / RL M* 87 /- /- /59 /34 /28 VERT(CL): 0.002 J 999 240 HORZ(LL): -0.017 J - - Wind reactions based on MWFRS HORZ(TL): 0.019 J M Brg Width = 203 Min Req = - Creep Factor: 2.0 Bearing W is a rigid surface. Max TC CSI: 0.318 Bearing W requires a seat plate. Max BC CSI: 0.083 Maximum Top Chord Forces Per Ply (Ibs) Max Web CSI: 0.206 Chords Tens.Comp. Chords Tens. Comp. A - B 51 0 G - H 58 B - C 86 - 585 H - 1 45 C - D 99 -534 1 - J 33 D -E 82 -451 J -K 24 - 298 - 220 -143 -61 Wgt: 148.4 Ibs VIEW Ver: 20.01.01A.0724.11 E-F 63 -375 K-L 3 -12 F - G 71 - 370 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp W-V 82 -2 R-Q 659 -125 V-U 651 -123 Q-P 661 -126 U - T 655 -124 P - O 662 -126 T - S 657 -125 O - N 663 -127 S - R 657 -125 N - M 664 -127 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. B-V 691 -150 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp W-B 3 -425 H-Q 154 -124 V - C 88 - 73 1 - P 153 -123 D -U 171 -133 J-O 164 -133 E-T 151 -122 K-N 103 -82 G-R 155 -124 L-M 7 -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 engineerin 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 Rama Pranav Kristam, P.E. 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 # 88906 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 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses— Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 01/14/2021 2931 CRMSSMB1 L C01 G HIPS 1 1 263# 194# 194# 194# 263# m + 4 b t 7'0"6 F 7' 7' 7' I se 5X6 =5X6 C D T F�;;- 12 T 6 N 1 =3X10(B3)B Emm3X10(B3) A H=5X6 G F =3X4 20'11" 159 21' 1159 f 1'5" 4 1'5" 4 7'0"6 �� 2'0"6 � 2'0"6 514# 131 131# 131 514# Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: B Kzt: NA Des Ld: 40.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 T2 2x6 SP 2400f-2.OE; Bot chord 2x4 :SP 2400f-2.OE + SP M-31: Webs 2x4 SP #3 Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at -1.46 to 62 plf at 7.00 TC: From 31 plf at 7.00 to 31 plf at 14.00 TC: From 62 plf at 14.00 to 62 plf at 22.46 BC: From 20 plf at 0.00 to 20 plf at 7.00 BC: From 10 plf at 7.00 to 10 plf at 13.97 BC: From 20 plf at 13.97 to 20 plf at 21.00 TC: 263 lb Conc. Load at 7.03,13.97 TC: 194 lb Conc. Load at 9.06,10.50,11.94 BC: 514 lb Conc. Load at 7.03,13.97 BC: 131 lb Conc. Load at 9.06,10.50,11.94 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 7.00 14.00 BC 73 0.04 20.96 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl U# Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.114 H 999 360 Loc R+ / R- / Rh / Rw / U / RL B 2073 /- /- /- /907 /- Rep Factors Used: Varies by Ld C %q-zRT(CL): 0.227 H 999 240 FT/RT:10(0)/10(10) HORZ(LL): 0.044 G - - E 2073 /- /- /- /907 /- Plate Type(s): HORZ(TL): 0.087 G Wind reactions based on MWFRS WAVE Creep Factor: 2.0 B Brg Width = 3.5 Min Req = 1.7 Max TC CSI: 0.787 E Brg Width = 3.5 Min Req = 1.7 Max BC CSI: 0.965 Bearings B & E are a rigid surface. Max Web CSI: 0.324 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Wgt: 94.5 Ibs A - B 39 - 26 D - E 1727 - 3982 VIEW Ver: 20.01.01A.0724.11 B - C 1727 -3986 E - F 39 -26 C - D 1499 - 3491 Loading Bottom chord checked for 10.00 psf non -concurrent live load. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 3494 -1499 G - E 3491 -1499 H - G 3459 -1496 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. H-C 841 -69 D-G 851 -70 C-G 36 -4 **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin 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 Rama Pranav Kristam, P.E. 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 # 88906 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 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses- Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 01/14/2021 2926 CRMSSMB1 L CO2 HIPS 1 1 9' -- 3' 9' _ 1 5�E5X6 1112X4 =5X6 D E F 20'11" I 115„9 1 21' 1 1'S„9 1 f T T 1 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: B Kzt: NA Des Ld: 40.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 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) TC 24 9.00 12.00 BC 120 0.04 20.96 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl U# Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.073 J 999 360 Loc R+ / R- / Rh / Rw / U / RL B 952 /- /- /572 /372 /161 Rep Factors Used: Yes VERT(CL): 0.145 J 999 240 FT/RT:10(0)/10(10) HORZ(LL): 0.022 C - - H 952 /- /- /572 /372 /- Plate Type(s): HORZ(TL): 0.044 C Wind reactions based on MWFRS WAVE Creep Factor: 2.0 B Brg Width = 3.5 Min Req = 1.5 Max TC CSI: 0.715 H Brg Width = 3.5 Min Req = 1.5 Max BC CSI: 0.685 Bearings B & H are a rigid surface. Max Web CSI: 0.227 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Wgt: 95.2 Ibs A- B 39 0 E- F 590 - 949 VIEW Ver: 20.01.01A.0724.11 B - C 726 -1386 F - G 625 -1096 C - D 625 -1096 G - H 726 -1386 D- E 590 - 949 H- 1 39 0 Loading Bottom chord checked for 10.00 psf non -concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - J 1176 - 504 J - H 1176 - 512 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - J 257 - 284 J - G 257 - 284 E - J 595 -192 **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 engineerin 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 Rama Pranav Kristam, P.E. 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 # 88906 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 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses— Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 01/14/2021 2927 CRMSSMB1 L CO3 SPEC 10 1 10'6" 1015"8 D=4X4 M a=3 20'11" 1'S" 9 20' 11 "8 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: B Kzt: NA Des Ld: 40.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 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 0.04 20.81 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. 3X4(A1) aye Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl U# Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.040 G 999 360 Loc R+ / R- / Rh / Rw / U / RL B 949 /- /- /565 /190 /164 Rep Factors Used: Yes VERT(CL): 0.081 G 999 240 FT/RT:10(0)/10(10) HORZ(LL): 0.016 G - - F 864 /- /- /485 /163 /- Plate Type(s): HORZ(TL): 0.033 G Wind reactions based on MWFRS WAVE Creep Factor: 2.0 B Brg Width = 3.5 Min Req = 1.5 Max TC CSI: 0.426 F Brg Width = 3.5 Min Req = 1.5 Max BC CSI: 0.630 Bearings B & F are a rigid surface. Max Web CSI: 0.250 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Wgt: 93.8 Ibs A- B 39 0 D- E 473 -1072 VIEW Ver: 20.01.01A.0724.11 B - C 613 -1434 E - F 616 -1426 C - D 468 -1073 Loading Bottom chord checked for 10.00 psf non -concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - G 1234 - 479 G - F 1224 - 467 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - G 309 - 389 G - E 312 - 378 D-G 631 -183 **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 engineerin 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 Rama Pranav Kristam, P.E. 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 # 88906 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 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses— Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Job CRMSSMB1 L Truss Truss Type C04G COMN Qty Ply 01/14/2021 1 1 2932 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Lumber 0 h 43 3X4(/ I- 5'5"8 5'5"8 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: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Top chord 2x4 SP M-30 Bot chord 2x6 SP 2400f-2.OE Webs 2x4 SP #3 Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at 0.00 to 62 plf at 10.92 BC: From 10 plf at 0.00 to 10 plf at 10.92 BC: 294 lb Conc. Load at 2.02, 4.02, 5.46, 6.90 8.90 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 10.77 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. B=4X4 10,11" 2'0"4 2' 15"4 -}- 1'5"4 --t- 2' j 2'0"4 �{ 294# 294# 294# 294# 294# Code / Misc Criteria Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE Loading Bottom chord checked for 10.00 psf non -concurrent live load. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.024 D 999 36 %eCzRT(CL): 0.046 D 999 24 HORZ(LL): 0.006 D - - HORZ(TL): 0.012 D Creep Factor: 2.0 Max TC CSI: 0.218 Max BC CSI: 0.304 Max Web CSI: 0.442 Wgt: 49.0 Ibs VIEW Ver: 20.01.01A.0724.11 3X4(A1) ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 1129 /- /- /- /346 /- C 1129 /- /- /- /346 /- Wind reactions based on MWFRS A Brg Width = 3.5 Min Req = 1.5 C Brg Width = 3.5 Min Req = 1.5 Bearings A & C are a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Como. Chords Tens. Como. A - B 529 -1740 B - C 529 -1740 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - D 1510 - 439 D - C 1510 - 439 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. B - D 1161 - 228 **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 engineerin 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 Rama Pranav Kristam, P.E. 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 # 88906 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 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses- Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 01/14/2021 2928 CRMSSMB1 L C06 GABL 1 1 5'5"8 5'5"8 D=4X4 12 6 C E 0 CO 2X4(A1) B F=2X4(A1) 4 "3 Li A C J I H j= 10'11" -I 1'5"9 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: B Kzt: NA Des Ld: 40.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " 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 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Plating Notes All plates are 1.5X3 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.15 10.77 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Code / Misc Criteria Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Loading Bottom chord checked for 10.00 psf non -concurrent live load. 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 STD DETAILS for gable wind bracing requirements. Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.001 H 999 36 VERT(CL): 0.002 H 999 24 HORZ(LL): -0.001 J - - HORZ(TL): 0.001 J Creep Factor: 2.0 Max TC CSI: 0.271 Max BC CSI: 0.085 Max Web CSI: 0.078 Wgt: 49.0 Ibs VIEW Ver: 20.01.01A.0724.11 1'5"9 ♦ Maximum Reactions (Ibs), or *=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL F* 98 /- /- /48 /39 /10 Wind reactions based on MWFRS F Brg Width = 131 Min Req = - Bearing B is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 39 0 D -E 162 -49 B - C 44 - 58 E - F 63 - 70 C- D 163 - 49 F- G 39 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-J 141 -35 1 - H 151 -38 J-1 151 -38 H -F 140 -38 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. C - J 289 -175 H - E 289 -175 D - 1 6 -79 **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 engineerin 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 Rama Pranav Kristam, P.E. 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 # 88906 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 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses- Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Job CRMSSMB1 L Truss D01 Truss Type Qty Ply 01/14/2021 MONO 2 1 2929 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Lumber 12 6 F7' 1.5X3 C M M V 7 2X4(A1) B A = 5X6 F E SEAT PLATE REQ. 7' 10"8 1'5"9 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: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Top chord 2x4 SP M-30 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 93 0.15 7.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl U# Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.015 F 999 360 Loc R+ / R- / Rh / Rw / U / RL B 424 /- /- /393 /136 /236 Rep Factors Used: Yes VERT(CL): 0.021 F 999 240 FT/RT:10(0)/10(10) HORZ(LL): 0.008 F - - E 219 /- /- /265 /94 /- Plate Type(s): HORZ(TL): 0.011 F D 93 /- /- /48 /90 /- WAVE Creep Factor: 2.0 Wind reactions based on MWFRS Max TC CSI: 0.170 B Brg Width = 8.0 Min Req = 1.5 Max BC CSI: 0.573 E Brg Width = - Min Req = - Max Web CSI: 0.166 D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Wgt: 35.0 Ibs Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) VIEW Ver: 20.01.01A.0724.11 Chords Tens.Comp. Chords Tens. Comp. A-B 39 0 C-D 42 -119 B-C 219 -351 Loading Bottom chord checked for 10.00 psf non -concurrent live load. 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 Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Com B - F 286 - 492 F - E Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 559 - 324 0 0 **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin 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 Rama Pranav Kristam, P.E. 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 # 88906 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 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses— Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Job Truss CRMSSMB1 L D02GE Truss Type GABL Qty Ply 01/14/2021 1 1 2930 F 12 6 E D M 7 � C 2X4(A1) B A J G 4 I H 1111.5 1'5"9 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: B Kzt: NA Des Ld: 40.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " 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 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Plating Notes All plates are 1.5X3 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.15 8.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or *=PLF Code: FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl U# Gravity Non -Gravity TPI Std: 2014 VERT(LL): -0.000 E 999 360 Loc R+ / R- / Rh / Rw / U / RL B 213 /- /- /157 /55 /239 Rep Factors Used: Yes VERT(CL): 0.001 E 999 240 FT/RT:10(0)/10(10) HORZ(LL): -0.001 E - - G* 73 /- /- /49 /39 /- Plate Type(s): HORZ(TL): 0.002 E Wind reactions based on MWFRS WAVE Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.268 G Brg Width = 88.0 Min Req = - Max BC CSI: 0.048 Bearings B & B are a rigid surface. Max Web CSI: 0.050 Bearings B & B require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Wgt:42.0lbs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.01.01A.0724.11 A - B 39 0 D - E 29 -177 B - C 37 - 359 E - F 23 - 54 C - D 41 - 286 Loading Bottom chord checked for 10.00 psf non -concurrent live load. 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 STD DETAILS for gable wind bracing requirements. Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-J 13 -25 1 - H 3 -6 J-1 7 -13 H-G 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. F - G 99 - 52 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. C - J 173 - 87 E - H 262 -139 D -1 239 -126 **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 engineerin 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 Rama Pranav Kristam, P.E. 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 # 88906 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 4451 St. Lucie Blvd, Suite 201 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 Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses— Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 01/14/2021 2889 CRMSSMB1 L FG01 FLAT 2 2 16'8"8 =3X12 =5X10 III1.5X3 III1.5X3 =6X6 =5X10 =3X12 A B C D E F G I SEAT PLATE REQ. Loading Criteria (psf) Wind Criteria TCLL: 40.00 Wind Std: NA TCDL: 10.00 Speed: NA mph BCLL: 0.00 Enclosure: NA BCDL: 5.00 Category: NA EXP: NA Kzt: NA Des Ld: 55.00 Mean Height: NA ft NCBCLL: 0.00 TCDL: NA psf Load Duration: 1.00 BCDL: NA psf Spacing: 24.0 " MWFRS Parallel Dist: NA C&C Dist a: NA ft Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Top chord 2x8 SP 2400f-1.8E Bot chord 2x4 SP M-30 B2 2x4 SP 2400f-2.0E + SP M-31; Webs 2x4 SP #3 W1 2x6 SP #2; W2,W5 2x4 SP #2; Nailnote Nail Schedule:0.131"xY, min. nails Top Chord: 1 Row @ 6.50" 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. (1) 1/2" bolts may be used for (2) 0.131"x3", min. nails on The Top Chord Only. Special Loads ------(Lumber Dur.Fac.=1.00 / Plate Dur.Fac.=1.00) TC: From 389 plf at 0.00 to 389 pIf at 16.71 BC: From 10 plf at 0.00 to 10 plf at 16.71 16'8"8 Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl U# Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.098 C 999 360 Loc R+ / R- / Rh / Rw / U / RL P 3333/- Rep Factors Used: No VERT(CL): 0.460 C 435 240 FT/RT:10(0)/10(10) HORZ(LL): 0.018 H - - H 3333/- Plate Type(s): HORZ(TL): 0.085 H P Brg Width = 4.0 Min Req = 2.0 WAVE, HS Creep Factor: 2.0 H Brg Width = 3.5 Min Req = 1.5 Max TC CSI: 0.458 Bearings P & H are a rigid surface. Max BC CSI: 0.994 Bearing P requires a seat plate. Max Web CSI: 0.795 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Wgt: 207.2 Ibs A- B 0- 2577 D- E 0- 6660 VIEW Ver: 20.01.01A.0724.11 B- C 0 -6658 E- F 0 -6660 C- D 0- 6749 F- G 0- 2604 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.00 16.71 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. Additional Notes Truss must be installed as shown with top chord up. Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Com P-O 57 0 L-K 6749 0 O- N 4676 0 K- J 4729 0 N- M 4676 0 J- 1 4729 0 M- L 4676 0 1- H 57 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A- P 0 -1635 D- K 0 - 553 A- O 2787 0 K- F 2065 0 O-B 0 -2415 F -J 6 0 B-N 6 0 F - 1 0 -2445 B-L 2112 0 1 - G 2817 0 L-C 0 -564 G-H 0 -1632 **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 engineerin 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 Rama Pranav Kristam, P.E. 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 # 88906 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 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses— Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 01/14/2021 CRMSSMB1 L FL01 SY42 2 1 2880 3"1 3"1 III 1.5X3 A L =1.5X3(R) 2'6" (TYP) 53" 7'2"4 12'6"12 =3X6 III 1.5X3 III 1.5X3 =3X6 B C D E III 1.5X3 F R) G 1.5X3(R) N -1 u I I 3X4 SEAT PLATE REQ. Loading Criteria (psf) Wind Criteria TCLL: 40.00 Wind Std: NA TCDL: 10.00 Speed: NA mph BCLL: 0.00 Enclosure: NA BCDL: 5.00 Category: NA EXP: NA Kzt: NA Des Ld: 55.00 Mean Height: NA ft NCBCLL: 0.00 TCDL: NA psf Load Duration: 1.00 BCDL: NA psf Spacing: 24.0 " MWFRS Parallel Dist: NA C&C Dist a: NA ft Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Top chord 4x2 SP #2 Bot chord 4x2 SP #2 Webs 4x2 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 0.25 12.31 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Additional Notes + 2x6 continuous strongback. Truss must be installed as shown with top chord up. =3X4 =3X4 I = 3X4 1'9"12 12'6"12 3"1 3"1 Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl U# Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.114 D 999 360 Loc R+ / R- / Rh / Rw / U / RL Rep Factors Used: Yes VERT(CL): 0.189 C 764 240 M 677/- FT/RT:10(0)/10(10) HORZ(LL): 0.021 B - - H 677/- Plate Type(s): HORZ(TL): 0.035 B M Brg Width = 7.5 Min Req = 1.5 WAVE Creep Factor: 2.0 H Brg Width = 3.5 Min Req = 1.5 Max TC CSI: 0.552 Bearings M & H are a rigid surface. Max BC CSI: 0.649 Bearing M requires a seat plate. Max Web CSI: 0.344 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Wgt: 70.0 Ibs A-B 1 0 D -E 0 -1637 VIEW Ver: 20.01.01A.0724.11 B-C 0-1637 E-F 1 0 C - D 0 -1648 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. K-J 1118 0 1 - H 1118 0 J - 1 1648 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L-M 0 -4 D - 1 0 -213 A-K 0 -108 1 - E 646 0 K-B 0 -1243 E-H 0 -1243 B-J 646 0 F-H 0 -108 J-C 0 -213 G-N 0 -4 **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin 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 Rama Pranav Kristam, P.E. 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 # 88906 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 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses— Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 01/14/2021 CRMSSMB1 L FL02 SY42 1 1 2881 2'6" (TYP) 63" 1 7'8"12 12'4"4 14'10"12 17'8"4 20'6"12 1.5X3(R) =3X6 =3X6 W=3X6 =3X8 =3X4 1112X4 37.1 S. A B C D E F G H I J 1.5X3(R) T 3"1 R Q P O MIN M L K =3X4 =3X4 =3X4 W=3X6 =3X8 1114X4 =3X6 2'4"4 2'5" SEAT PLATE REQ. 12'5"12 8'1"12 20'6"12 Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 40.00 Wind Std: NA Code: FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl U# Gravity Non -Gravity TCDL: 10.00 Speed: NA mph TPI Std: 2014 VERT(LL): 0.165 C 887 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: NA Rep Factors Used: Yes VERT(CL): 0.259 C 564 240 T 688/- BCDL: 5.00 Category: NA FT/RT:10(0)/10(10) HORZ(LL): 0.032 B - - N 1142/- EXP: NAKzt: NA Plate Type(s): HORZ(TL): 0.051 B K 471/- Des Ld: 55.00 Mean Height: NA ft WAVE Creep Factor: 20. T Br Width = 7.5 Min Re 1.5 9 q NCBCLL: 0.00 TCDL: NA psf p Max TC CSI: 0.957 N Brg Width = 3.5 Min Req = 1.5 Load Duration: 1.00 BCDL: NA psf " Max BC CSI: 0.723 K Brg Width = - Min Req = - Spacing: 24.0 MWFRS Parallel Dist: NA Bearings T & N are a rigid surface. C&C Dist a: NA ft Max Web CSI: 0.351 Bearing T requires a seat plate. Loc. from endwall: NA Wgt: 116.2 Ibs Maximum Top Chord Forces Per Ply (Ibs) I: NA GCpi: NA Chords Tens.Comp. Chords Tens. Comp. Wind Duration: NA VIEW Ver: 20.01.01A.0724.11 Lumber A- B 1 0 F- G 213 -113 B-C 0 -1668 G-H 213 -113 C- D 0 -1680 H- I 0 - 697 Top chord 4x2 SIP #2 D- E 0 -1667 I- J 3 0 Bot chord 4x2 SP #2 E - F 213 -113 Webs 4x2 SP #3 Plating Notes Maximum Bot Chord Forces Per Ply (Ibs) All plates are 1.5X3 except as noted. Chords Tens.Comp. Chords Tens. Comp. R-Q 1139 0 N-M 696 0 Purlins Q- P 1680 0 M- L 697 0 In lieu of structural panels or rigid ceiling use purlins P - O 1184 0 L - K 695 0 to laterally brace chords as follows: O - N 1184 0 Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.25 20.31 Apply purlins to any chords above or below fillers Maximum Web Forces Per Ply (Ibs) at 24" OC unless shown otherwise above. Webs Tens.Comp. Webs Tens. Comp. Additional Notes S- T 0 -4 G- N 0 -291 A-R 0 -108 N -H 0 -808 + 2x6 continuous strongback. R - B 0 -1266 H - M 68 - 6 Truss must be installed as shown with top chord up. B - Q 620 0 L - I 55 -26 Q- C 0- 223 I- K 0 - 775 D -P 0 -298 K-J 0 -15 P-E 712 0 J -K 0 -127 E-N 0 -1232 **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 engineerin 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 Rama Pranav Kristam, P.E. 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 # 88906 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 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses— Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Job CRMSSMB1 L Truss FL02GE Truss Type SY42 Qty Ply 01/14/2021 2 1 2882 0 �— 1'4" —{ (TYP) 1'3" 4 27 4 1112X4 =3X3 A B C D 17'3"4 E F G H I J K L AU AG t5 AA L Y A VV V U I J 1112X4(R) =3X3 SEAT PLATE REQ. 18'3"8 �it 3y =3X3 1112X4 M N O IP R Q 1112X4(R) =3X3 Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or *=PLF TCLL: 40.00 Wind Std: NA Code: FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl U# Gravity Non -Gravity TCDL: 10.00 Speed: NA mph TPI Std: 2014 VERT(LL): 0.000 D 999 360 Loc R+ / R- / Rh / Rw / U / RL p• 110/- BCLL: 0.00 Enclosure: NA Rep Factors Used: Yes VERT(CL): 0.000 D 999 240 BCDL: 5.00 Category: NA FT/RT:10(0)/10(10) HORZ(LL): 0.000 O - - P Brg Width = 219 Min Req = - EXP: NA Kzt: NA Plate Type(s): HORZ(TL): 0.000 O Bearing AD is a rigid surface. Des Ld: 55.00 Mean Height: NA ft WAVE Creep Factor: 2.0 Bearing g AD requires a seat plate. NCBCLL: 0.00 TCDL: NA psf Max TC CSI: 0.085 Maximum Top Chord Forces Per Ply (Ibs) Load Duration: 1.00 BCDL: NA psf Max BC CSI: 0.009 Chords Tens.Comp. Chords Tens. Comp. Spacing: 24.0 " MWFRS Parallel Dist: NA A- B 3 0 H- I 2 0 C&C Dist a: NA ft Max Web CSI: 0.032 Loc. from endwall: NA Wgt: 109.2 Ibs B- C 10 0 I- J 2 0 I: NA GCpi: NA C- D 2 0 J- K 2 0 VIEW Ver: 20.01.01A.0724.11 Wind Duration: NA D- E 2 0 K- L 2 0 Lumber E- F 2 0 L- M 2 0 F-G 2 0 M-N 8 0 G-H 2 O N-O 3 0 Top chord 4x2 SP #2 Bot chord 4x2 SP #2 Webs 4x2 SP #3 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Bracing AD -AC 0 -3 W-V 0 -2 Sheathing is required for any longitudinal(drag) forces. All connections to be AC -AB 4 0 V - U 0 -2 designed by the building designer. AB -AA 0 -2 U - T 0 -2 AA- Z 0 -2 T- S 0 -2 Plating Notes Z-Y 0 -2 S-R 0 -2 All plates are 1.5X3 except as noted. Y - X 0 -2 R - Q 4 0 X-W 0 -2 Q-P 0 -3 Purlins In lieu of structural panels or rigid ceiling use purlins Maximum Web Forces Per Ply (Ibs) to laterally brace chords as follows: Webs Tens.Comp. Webs Tens. Comp. Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.25 18.04 A -AD 0 - 70 P - O 0 -15 Apply purlins to any chords above or below fillers AC- C 0 -19 O - P 0 - 34 at 24" OC unless shown otherwise above. M - Q 0 -18 Additional Notes .END + continuous strongback. Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. Truss must be installed as shown with top chord up. B-AC 0 -129 I-V 0 -133 C-AB 0 -121 J -U 0 -134 D-AA 0 -138 K-T 0 -132 E-Z 0 -132 L-S 0 -137 F-Y 0 -134 R-M 0 -126 G-X 0 -133 Q-N 0 -109 H-W 0 -133 **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 engineerin 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 Rama Pranav Kristam, P.E. 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 # 88906 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 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses— Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 01/14/2021 CRMSSMB1 L FL03 SY42 3 1 2883 �2'6"---� (TYP) = 9-1"8 1174 -I 20'6"12 -I 3X4 1.5X3(R) =4X8 =3X4 W=3X6 =4X8 1112X4 A B C D E F G H I J K 3"1 S 1.5X3(R) T 3"1 R Q P O N M L =3X6 =3X12 W=H0312 =3X4 =3X12 =3X8 =3X4 2'4"4 SEAT PLATE REQ. Loading Criteria (psf) Wind Criteria TCLL: 40.00 Wind Std: NA TCDL: 10.00 Speed: NA mph BCLL: 0.00 Enclosure: NA BCDL: 5.00 Category: NA EXP: NA Kzt: NA Des Ld: 55.00 Mean Height: NA ft NCBCLL: 0.00 TCDL: NA psf Load Duration: 1.00 BCDL: NA psf Spacing: 24.0 " MWFRS Parallel Dist: NA C&C Dist a: NA ft Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Top chord 4x2 SP M-30 T2 4x2 SP #2; Bot chord 4x2 SP M-30 Webs 4x2 SP #3 Plating Notes All plates are 1.5X3 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.25 20.31 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Deflection Max JT VERT DEFL: ILL: 0.49" DL: 0.25". Additional Notes .END + continuous strongback. Truss must be installed as shown with top chord up. 20'6"12 Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl U# Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.496 E 485 360 Loc R+ / R- / Rh / Rw / U / RL Rep Factors Used: Yes VERT(CL): 0.682 E 353 240 T 1117/- FT/RT:10(0)/10(10) HORZ(LL): 0.063 L - - L 1131/- Plate Type(s): HORZ(TL): 0.086 L T Brg Width = 7.5 Min Req = 1.5 WAVE, HS Creep Factor: 2.0 L Brg Width = - Min Req = - Max TC CSI: 0.802 Bearing T is a rigid surface. Max BC CSI: 0.829 Bearing T requires a seat plate. Max Web CSI: 0.777 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Wgt: 112.0 Ibs A-B 1 0 F-G 0 -4512 VIEW Ver: 20.01.01A.0724.11 B- C 0 -3499 G- H 0 -4512 C- D 0- 3499 H- 1 0- 3495 D- E 0- 4513 1- J 0- 3495 E-F 0 -4522 J -K 3 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. R- Q 2023 0 O- N 4522 0 Q- P 4316 0 N- M 4325 0 P-O 4316 0 M-L 2021 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. S-T 0 -4 F-N 54 -429 A-R 0 -110 N -H 679 -125 R-B 0-2248 H-M 0 -917 B- Q 1632 0 1- M 0 - 258 C- Q 0- 258 M- J 1630 0 Q- D 0- 903 J- L 0- 2248 D-O 653 -128 L-K 0 -15 O-E 40 -360 K-L 0 -114 **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 engineerin 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 Rama Pranav Kristam, P.E. 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 # 88906 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 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses— Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Job Truss CRMSSMB1 L FL03GE Truss Type SY42 Qty Ply 01/14/2021 1 1 2884 1'4" (T'P) �— VY4 — — 27'4 11'11"4 2'7"$ 1112X4 =3X3 =3X3 1112X4 A B C D E F G H I J K Loading Criteria (psf) Wind Criteria TCLL: 40.00 Wind Std: NA TCDL: 10.00 Speed: NA mph BCLL: 0.00 Enclosure: NA BCDL: 5.00 Category: NA EXP: NA Kzt: NA Des Ld: 55.00 Mean Height: NA ft NCBCLL: 0.00 TCDL: NA psf Load Duration: 1.00 BCDL: NA psf Spacing: 24.0 " MWFRS Parallel Dist: NA C&C Dist a: NA ft Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Top chord 4x2 SP #2 Bot chord 4x2 SP #2 Webs 4x2 SP #3 Plating Notes All plates are 1.5X3 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.25 12.38 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Additional Notes .END + continuous strongback. Truss must be installed as shown with top chord up. R) E REQ. Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or *=PLF Code: FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl U# Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.006 J 999 360 Loc R+ / R- / Rh / Rw / U / RL Rep Factors Used: Varies by Ld C %q-zRT(CL): 0.008 J 999 240 V* 216/- FT/RT:10(0)/10(10) HORZ(LL): 0.000 K - - L 212/- Plate Type(s): HORZ(TL): 0.000 K V Brg Width = 144 Min Req = - WAVE Creep Factor: 2.0 L Brg Width = 7.5 Min Req = 1.5 Max TC CSI: 0.337 Bearings V & M are a rigid surface. Max BC CSI: 0.196 Bearings V & M require a seat plate. Max Web CSI: 0.036 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Wgt: 81.2 Ibs A-B 6 O F-G 8 0 VIEW Ver: 20.01.01A.0724.11 B- C 20 0 G- H 8 0 C-D 8 0 H - 1 23 0 D -E 8 0 1-1 6 0 E-F 8 0 J -K 6 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. V-U 0 -6 Q-P 0 -8 U-T 5 -1 P-O 0 -8 T-S 0 -8 O-N 4 -1 S-R 0 -8 N-M 0 -6 R-Q 0 -8 M-L 0 -6 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-V 0 -147 L-K 0 -29 U-C 0 -36 K-L 0 -93 H -N 0 -39 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. B- U 0- 279 G- P 0 - 302 C-T 0 -265 O-H 0 -246 D- S 0- 299 N- 1 0 - 335 E-R 0 -287 J -M 0 -119 F - Q 0 - 286 **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 engineerin 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 Rama Pranav Kristam, P.E. 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 # 88906 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 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses— Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 01/14/2021 CRMSSMB1 L FL04 SY42 4 1 2885 2,6" (TYP) "8 20'9"8 9' 1 11'6" 8 3X4 =1.5X3(R) =4X8 =3X4 W=3X6 =4X8 =1.5X3(R) 3"1 T A B C D E F G H I J K 3"1 L =1.5X3(R) =1.5X3(R) U 3 1 3"1 S R Q P O N ry 4X6 =3X12W=H0312 =3X4 =3X4 =3X12 =4X6 SEAT PLATE RED. 20'9"8 Loading Criteria (psf) Wind Criteria TCLL: 40.00 Wind Std: NA TCDL: 10.00 Speed: NA mph BCLL: 0.00 Enclosure: NA BCDL: 5.00 Category: NA EXP: NA Kzt: NA Des Ld: 55.00 Mean Height: NA ft NCBCLL: 0.00 TCDL: NA psf Load Duration: 1.00 BCDL: NA psf Spacing: 24.0 " MWFRS Parallel Dist: NA C&C Dist a: NA ft Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Top chord 4x2 SP M-30 T2 4x2 SP #2; Bot chord 4x2 SP M-30 Webs 4x2 SP #3 Plating Notes All plates are 1.5X3 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.25 20.56 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Deflection Max JT VERT DEFL: ILL: 0.51" DL: 0.25". Additional Notes .END + continuous strongback. Truss must be installed as shown with top chord up. Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl U# Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.508 F 479 360 Loc R+ / R- / Rh / Rw / U / RL Rep Factors Used: Yes VERT(CL): 0.699 F 348 240 U 1131/- FT/RT:10(0)/10(10) HORZ(LL): 0.065 M - - M 1129/- Plate Type(s): HORZ(TL): 0.089 M U Brg Width = 7.5 Min Req = 1.5 WAVE, HS Creep Factor: 2.0 M Brg Width = 3.5 Min Req = 1.5 Max TC CSI: 0.832 Bearings U & M are a rigid surface. Max BC CSI: 0.826 Bearing U requires a seat plate. Max Web CSI: 0.793 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Wgt: 110.6 Ibs A-B 1 0 F-G 0 -4631 VIEW Ver: 20.01.01A.0724.11 B- C 0 -3557 G- H 0 -4631 C- D 0- 3557 H- 1 0- 3565 D- E 0- 4631 1- J 0- 3565 E-F 0 -4640 J -K 0 -1 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. S- R 2051 0 P- O 4640 0 R- Q 4405 0 O- N 4413 0 Q- P 4405 0 N- M 2066 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. T-U 0 -4 F-O 34 -369 A-S 0 -110 O-H 676 -117 S- B 0- 2279 H- N 0 - 937 B- R 1665 0 1- N 0 - 257 C- R 0- 259 N- J 1658 0 R- D 0- 938 J- M 0- 2290 D -P 686 -113 K-M 0 -109 P-E 31 -376 L-V 0 -5 **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 engineerin 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 Rama Pranav Kristam, P.E. 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 # 88906 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 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses— Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 01/14/2021 CRMSSMB1 L FL05 SY42 6 1 2886 2,6" (TYP) "8 20'9"8 9' 1 11'6" 8 3X4 =1.5X3(R) =4X8 =3X4 W=3X6 =4X8 =1.5X3(R) 3"1 T A B C D E F G H I J K 3"1 L =1.5X3(R) =1.5X3(R) U 3"1 S R Q P 4X6 =3X12W=H0312 =3X4 =3X4 =3X12 =4X6 SEAT PLATE RED. SEAT PLATE RED. 20'9" 8 Loading Criteria (psf) Wind Criteria TCLL: 40.00 Wind Std: NA TCDL: 10.00 Speed: NA mph BCLL: 0.00 Enclosure: NA BCDL: 5.00 Category: NA EXP: NA Kzt: NA Des Ld: 55.00 Mean Height: NA ft NCBCLL: 0.00 TCDL: NA psf Load Duration: 1.00 BCDL: NA psf Spacing: 24.0 " MWFRS Parallel Dist: NA C&C Dist a: NA ft Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Top chord 4x2 SP M-30 T2 4x2 SP #2; Bot chord 4x2 SP M-30 Webs 4x2 SP #3 Plating Notes All plates are 1.5X3 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.25 20.54 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Deflection Max JT VERT DEFL: ILL: 0.50" DL: 0.25". Additional Notes .END + continuous strongback. Truss must be installed as shown with top chord up. Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl U# Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.505 F 481 360 Loc R+ / R- / Rh / Rw / U / RL Rep Factors Used: Yes VERT(CL): 0.695 F 350 240 U 1130/- FT/RT:10(0)/10(10) HORZ(LL): 0.065 M - - V 1130/- Plate Type(s): HORZ(TL): 0.089 M U Brg Width = 7.5 Min Req = 1.5 WAVE, HS Creep Factor: 2.0 V Brg Width = 7.5 Min Req = 1.5 Max TC CSI: 0.833 Bearings U & M are a rigid surface. Max BC CSI: 0.824 Bearings U & M require a seat plate. Max Web CSI: 0.791 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Wgt: 110.6 Ibs A-B 1 0 F-G 0 -4621 VIEW Ver: 20.01.01A.0724.11 B- C 0 -3552 G- H 0 -4621 C- D 0- 3552 H- 1 0- 3551 D- E 0- 4621 1- J 0- 3551 E-F 0 -4631 J -K 1 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. S- R 2049 0 P- O 4631 0 R- Q 4398 0 O- N 4401 0 Q- P 4398 0 N- M 2050 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. T-U 0 -4 F-O 33 -370 A-S 0 -110 O-H 677 -115 S- B 0- 2276 H- N 0 - 940 B- R 1662 0 1- N 0 - 257 C- R 0- 259 N- J 1660 0 R- D 0- 936 J- M 0- 2277 D -P 683 -115 K-M 0 -110 P-E 32 -375 L-V 0 -4 **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin 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 Rama Pranav Kristam, P.E. 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 # 88906 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 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses— Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 01/14/2021 CRMSSMB1 L FL06G SY42 1 1 2890 38# 38#+ 38# 38# 38# 38# 38# �5.1"mot 1'Y 17"8�2, 2'----t-2'----t-2, t 5.1„� 2'6" ---i (TYP) 10'5" 9' 20'9"8 3"1 =5X8 A B =4X4 =4X4 W=3X6 C D E F G H W=3X6 I J =5X8 K = L M 3"1 =1.5X3((R)U =1.5X3(R) 1.SX3(R) V W 3"1 T S R O P O N 3"1 =5X6 =5X10 W=H0308 =4X6 =4X6 =4X10 =5X6 3 106 8 2gl's 911 1 20,6„8 1'3"8 SEAT PLATE REQ. SEAT PLATE REQ. j 20'9"8 - L Loading Criteria (psf) Wind Criteria TCLL: 40.00 Wind Std: NA TCDL: 10.00 Speed: NA mph BCLL: 0.00 Enclosure: NA BCDL: 5.00 Category: NA EXP: NA Kzt: NA Des Ld: 55.00 Mean Height: NA ft NCBCLL: 0.00 TCDL: NA psf Load Duration: 1.00 BCDL: NA psf Spacing: 24.0 " MWFRS Parallel Dist: NA C&C Dist a: NA ft Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Top chord 4x2 SP #2 T2 4x2 SP M-30; Bot chord 4x2 SP #2 B3 4x2 SP M-30; Webs 4x2 SP M-30 W1,W2 4x2 SP #3; Special Loads ------(Lumber Dur.Fac.=1.00 / Plate Dur.Fac.=1.00) TC: From 100 plf at 0.00 to 100 plf at 4.96 TC: From 50 plf at 4.96 to 50 plf at 15.94 TC: From 100 plf at 15.94 to 100 plf at 20.54 BC: From 10 plf at 0.00 to 10 plf at 4.96 BC: From 5 plf at 4.96 to 5 plf at 15.58 BC: From 10 plf at 15.58 to 10 plf at 20.54 TC: 38 lb Conc. Load at 4.96, 5.96, 7.58, 9.58 11.58,13.58,15.58 Plating Notes All plates are 3X6 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.25 20.54 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Additional Notes + 2x6 continuous strongback. Truss must be installed as shown with top chord up. Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl U# Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.296 F 821 360 Loc R+ / R- / Rh / Rw / U / RL Rep Factors Used: No VERT(CL): 0.408 F 596 240 V 973/- FT/RT:10(0)/10(10) HORZ(LL): 0.033 B - - W 952/- Plate Type(s): HORZ(TL): 0.045 B V Brg Width = 7.5 Min Req = 1.5 WAVE, HS Creep Factor: 2.0 W Brg Width = 7.5 Min Req = 1.5 Max TC CSI: 0.256 Bearings V & N are a rigid surface. Max BC CSI: 0.807 Bearings V & N require a seat plate. Max Web CSI: 0.276 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Wgt: 161.0 Ibs A- B 0 - 38 G- H 0- 3779 VIEW Ver: 20.01.01A.0724.11 B- C 0 -3224 H- 1 0 -3109 C- D 0- 3224 1- J 0- 3109 D -E 0-3780 J -K 0 -3109 E- F 0- 3785 K- L 0 - 48 F - G 0 - 3779 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. T- S 1877 0 Q- P 3785 0 S- R 3703 0 P- O 3670 0 R- Q 3704 0 O- N 1931 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. U-V 25 0 F-P 0 -108 A-T 0 -153 P-H 122 0 T-B 0-2022 H-O 0 -610 B- S 1463 0 1-0 0 - 203 C-S 0 -247 O-K 1279 0 S- D 0- 520 K- N 0- 2033 D-Q 109 0 L -N 0 -137 Q-E 0 -105 M-W 8 0 **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin 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 Rama Pranav Kristam, P.E. 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 # 88906 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 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses- Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 01/14/2021 CRMSSMB1 L FL07GE SY42 2 1 2887 Loading Criteria (psf) Wind Criteria TCLL: 40.00 Wind Std: NA TCDL: 10.00 Speed: NA mph BCLL: 0.00 Enclosure: NA BCDL: 5.00 Category: NA EXP: NA Kzt: NA Des Ld: 55.00 Mean Height: NA ft NCBCLL: 0.00 TCDL: NA psf Load Duration: 1.00 BCDL: NA psf Spacing: 24.0 " MWFRS Parallel Dist: NA C&C Dist a: NA ft Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Top chord 4x2 SP #2 Bot chord 4x2 SP #2 Webs 4x2 SP #3 Plating Notes All plates are 1.5X3 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 53 0.25 4.69 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Additional Notes Truss must be installed as shown with top chord up. A 1.5X3[ 1.5X3(R) 1'4" �{ (TYP) 1'2"8 --[-- 2'6" 8 --+— 3'10" 8 - + 4-11 "4 —{ 3X3 B C D E 1.5X3(R) n 1.5X3(R) I 3" 10 SEAT PLATE REQ. SEAT PLATE REQ. 4'11"4 -I Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or *=PLF Code: FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl U# Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.000 C 999 360 Loc R+ / R- / Rh / Rw / U / RL Rep Factors Used: Varies by Ld C %q-zRT(CL): 0.001 C 999 240 M* 221/- FT/RT:10(0)/10(10) HORZ(LL): -0.000 B - - G 74/- Plate Type(s): HORZ(TL): 0.000 B M Brg Width = 52.5 Min Req = - WAVE Creep Factor: 2.0 G Brg Width = 7.5 Min Req = 1.5 Max TC CSI: 0.205 Bearings M & G are a rigid surface. Max BC CSI: 0.009 Bearings M & G require a seat plate. Max Web CSI: 0.060 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Wgt: 33.6 Ibs A-B 1 O C-D 1 0 VIEW Ver: 20.01.01A.0724.11 B- C 15 0 D- E 1 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. K-J 0 -1 1 - H 0 -1 J-1 13 0 H-G 0 -1 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L-M 0 -6 E-G 0 -67 A-K 0 -105 F-N 0 -5 J-C 0 -40 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. B- J 0- 269 D- H 0 - 264 C - 1 0 - 272 **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 engineerin 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 Rama Pranav Kristam, P.E. 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 # 88906 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 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses— Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type CRMSSMB1 L FL08 SY42 Qty Ply 7 1 01 /14/2021 2888 Loading Criteria (psf) Wind Criteria TCLL: 40.00 Wind Std: NA TCDL: 10.00 Speed: NA mph BCLL: 0.00 Enclosure: NA BCDL: 5.00 Category: NA EXP: NA Kzt: NA Des Ld: 55.00 Mean Height: NA ft NCBCLL: 0.00 TCDL: NA psf Load Duration: 1.00 BCDL: NA psf Spacing: 24.0 " MWFRS Parallel Dist: NA C&C Dist a: NA ft Loc. from endwall: NA I: NA GCpi: NA Wind Duration: NA Lumber Top chord 4x2 SP #2 Bot chord 4x2 SP #2 Webs 4x2 SP #3 Special Loads ------(Lumber Dur.Fac.=1.00 / Plate Dur.Fac.=1.00) TC: From 100 plf at 0.00 to 100 plf at 1.85 BC: From 10 plf at 0.00 to 10 plf at 1.85 TC: 278 lb Conic. Load at -0.06 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 19 0.12 1.73 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. 3"1 1.5X3(R) 1.5X3(R) 3"1 10" + 1'11 "12 -- 1111.5X3 =3X4 1112X4 A B C E III 1.5X3 64 5AT PLATE REQ. L -�-J— VY 1'1 V12 Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl U# Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.006 A 999 360 Loc R+ / R- / Rh / Rw / U / RL E 722 D 38 /-291/- E Brg Width = 8.0 Min Req = 1.5 D Brg Width = - Min Req = - Rep Factors Used: Varies by Ld C FT/RT:10(0)/10(10) Plate Type(s): WAVE %q_zRT(CL): 0.019 A 495 240 HORZ(LL): -0.004 A - - HORZ(TL): 0.014 A Creep Factor: 2.0 Max TC CSI: 0.163 Bearing E is a rigid surface. Max BC CSI: 0.183 Bearing E requires a seat plate. Max Web CSI: 0.146 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Wgt: 23.8 Ibs A-B 14 0 B-C 3 0 VIEW Ver: 20.01.01A.0724.11 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. F-E 0 -175 E-D 0 -175 Hangers / Ties (J) Hanger Support Required, by others Additional Notes Negative reaction(s) of -291# MAX. from a non -wind load case requires uplift connection. See Maximum Reactions. Truss must be installed as shown with top chord up. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp G-H 0 -89 B-D 307 0 A-F 0 -198 D-C 0 -15 F-B 299 0 C-D 11 -43 B - E 0 - 635 **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 engineerin 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 Rama Pranav Kristam, P.E. 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 # 88906 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 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses— Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 01/14/2021 CRMSSMB1 L HJ7 HIP_ 2 1 2549 -8# 272# 141# ? i 2'8"11 D 12 4.24 p 1.5X3 C v m r` ih in -v 2X4(A1) B 43 1 FFEE A =4X4 1'11"13 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: B Kzt: NA Des Ld: 40.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 GCpi: 0.18 Wind Duration: 1.60 Lumber blot chord 2x4 SN M-30 Webs 2x4 SP #3 Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 0 plf at -1.98 to 61 plf at -0.10 TC: From 2 plf at -0.10 to 2 plf at 9.84 BC: From 2 plf at 0.00 to 2 plf at 9.84 TC: -8 lb Conc. Load at 1.46 TC: 141 lb Conc. Load at 4.29 TC: 272 lb Conc. Load at 7.12 BC: 20 lb Conc. Load at 1.46 BC: 105 lb Conc. Load at 4.29 BC: 187 lb Conc. Load at 7.12 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 116 0.15 9.84 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. 9'10"1 1'5"8 -t~ 2'9"15 2'9"15 105 20# 187# Code / Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.026 F 999 360 %eCzRT(CL): 0.062 F 999 240 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 363 /- /- /- /237 /- HORZ(LL): 0.011 F - - E 382 /- /- /- /137 /- HORZ(TL): 0.026 F D 69 /- /- /- /60 /- Creep Factor: 2.0 Wind reactions based on MWFRS Max TC CSI: 0.595 B Brg Width = 4.9 Min Req = 1.5 Max BC CSI: 0.743 E Brg Width = 1.5 Min Req = - Max Web CSI: 0.296 D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Wgt: 40.6 Ibs Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. vIF1Af Var gn n1 niA m9a 11 A-B 19 -13 C-D 52 -71 B - C 400 - 555 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B- F 545 - 358 F- E 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 389 - 592 **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 engineerin 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 Rama Pranav Kristam, P.E. 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 # 88906 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 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses- Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 01/14/2021 2900 CRMSSMB1L J1 JACK 4 1 12 C 6 � F 2X4(A1) B o � c� LO 4"3 A D Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 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: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 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 12 0.04 1.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. 1'5119 1' Code / Misc Criteria Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Loading Bottom chord checked for 10.00 psf non -concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.000 D HORZ(TL): 0.000 D Creep Factor: 2.0 Max TC CSI: 0.318 Max BC CSI: 0.038 Max Web CSI: 0.000 Wgt: 5.6 Ibs VIEW Ver: 20.01.01A.0724.11 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 198 /- /- /177 /99 /56 D 10 /-7 /- /19 /14 /- C - /-21 /- /34 /35 /- Wind reactions based on MWFRS B Brg Width = 3.5 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 39 0 B-C 41 -24 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin 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 Rama Pranav Kristam, P.E. 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 # 88906 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 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses— Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Job CRMSSMB1 L Truss J3 Truss Type JACK Qty Ply 4 1 01 /14/2021 2901 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 1'5"9 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: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 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 36 0.04 3.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Code / Misc Criteria Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Loading Bottom chord checked for 10.00 psf non -concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 3' C Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 D HORZ(TL): 0.002 D Creep Factor: 2.0 Max TC CSI: 0.358 Max BC CSI: 0.082 Max Web CSI: 0.000 Wgt: 11.2lbs VIEW Ver: 20.01.01A.0724.11 T ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 234 /- /- /181 /87 /109 D 53 /- /- /29 /- /- C 70 /- /- /39 /58 /- Wind reactions based on MWFRS B Brg Width = 3.5 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 39 0 B-C 32 -78 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin 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 Rama Pranav Kristam, P.E. 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 # 88906 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 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses— Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 01/14/2021 CRMSSMB1 L J5 JACK 2 1 2902 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 C 12 6 co o U') N r Zo 2X4(A1)B M T A D 1'5"9 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: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 GCpi: 0.18 Wind Duration: 1.60 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 60 0.04 5.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Code / Misc Criteria Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Loading Bottom chord checked for 10.00 psf non -concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 5' Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.006 D HORZ(TL): 0.011 D Creep Factor: 2.0 Max TC CSI: 0.395 Max BC CSI: 0.263 Max Web CSI: 0.000 Wgt: 18.2 Ibs VIEW Ver: 20.01.01A.0724.11 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 308 /- /- /224 /99 /161 D 92 /- /- /50 /- /- C 133 /- /- /79 /108 /- Wind reactions based on MWFRS B Brg Width = 3.5 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 39 0 B-C 59 -119 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin 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 Rama Pranav Kristam, P.E. 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 # 88906 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 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses— Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Job CRMSSMB1 L Truss J6 Truss Type Qty Ply 01/14/2021 JACK 2 1 2903 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 2X4(A1 T 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: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 GCpi: 0.18 Wind Duration: 1.60 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 60 0.04 5.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Code / Misc Criteria Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Loading Bottom chord checked for 10.00 psf non -concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 0 5' _I Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.007 C HORZ(TL): 0.014 C Creep Factor: 2.0 Max TC CSI: 0.424 Max BC CSI: 0.276 Max Web CSI: 0.000 Wgt: 15.4lbs VIEW Ver: 20.01.01A.0724.11 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 208 /- /- /129 /41 /129 C 94 /- /- /56 /- /- B 139 /- /- /86 /113 /- Wind reactions based on MWFRS A Brg Width = 3.5 Min Req = 1.5 C Brg Width = 1.5 Min Req = - B Brg Width = 1.5 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-B 62 -123 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-C 0 0 **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin 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 Rama Pranav Kristam, P.E. 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 # 88906 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 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses— Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 01/14/2021 CRMSSMB1 L J7 EJAC 5 1 2904 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 2X4 T r 7' 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: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 GCpi: 0.18 Wind Duration: 1.60 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 0.13 7.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Code / Misc Criteria Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Loading Bottom chord checked for 10.00 psf non -concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.017 C HORZ(TL): 0.035 C Creep Factor: 2.0 Max TC CSI: 0.769 Max BC CSI: 0.535 Max Web CSI: 0.000 Wgt: 21.0 Ibs VIEW Ver: 20.01.01A.0724.11 B C ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 294 /- /- /182 /60 /181 C 131 /- /- /78 /- /- B 194 /- /- /120 /158 /- Wind reactions based on MWFRS A Brg Width = - Min Req = - C Brg Width = 1.5 Min Req = - B Brg Width = 1.5 Min Req = - Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-C 0 0 **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin 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 Rama Pranav Kristam, P.E. 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 # 88906 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 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses— Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Job CRMSSMB1 L Truss Truss Type L01 GABL Qty Ply 01/14/2021 1 1 2905 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 M (o LnI 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: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Bracing Fasten rated sheathing to one face of this frame. Plating Notes All plates are 1.5X3 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.00 16.19 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. 8'3" 6 8'3" 6 F=4X4 Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or *=PLF Code: FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl U# Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.004 B 999 360 Loc R+ / R- / Rh / Rw / U / RL T* 82 /- /- /43 /29 /10 Rep Factors Used: Yes VERT(CL): 0.008 B 999 240 FT/RT:10(0)/10(10) HORZ(LL): 0.062 J - - L 224 /- /- /106 /144 /- Plate Type(s): HORZ(TL): 0.090 J Wind reactions based on MWFRS WAVE Creep Factor: 2.0 T Brg Width = 191 Min Req = - Max TC CSI: 0.275 L Brg Width = 7.4 Min Req = 1.5 Max BC CSI: 0.095 Bearings T & L are a rigid surface. Max Web CSI: 0.135 Bearings T & L require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Wgt:93.8lbs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.01.01A.0724.11 A - B 46 0 F - G 380 -38 B - C 171 - 82 G - H 296 - 38 C-D 213 -47 H - 1 213 -47 D - E 295 - 38 1 - J 171 - 82 E- F 380 - 38 J- K 46 0 Loading Bottom chord checked for 10.00 psf non -concurrent live load. 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 STD DETAILS for gable wind bracing requirements. Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp T-S 78 -72 P-O 79 -74 S - R 79 - 73 O - N 78 - 73 R - Q 78 - 74 N - M 78 - 73 Q-P 79 -75 M-L 77 -72 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp T-B 315 -207 O-G 212 -139 C - S 102 -78 N - H 168 -128 D-R 168 -128 M - 1 102 -78 E-Q 212 -139 J -L 315 -207 P-F 0 -213 **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 engineerin 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 Rama Pranav Kristam, P.E. 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 # 88906 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 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses— Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Job Truss CRMSSMB1 L L02 Truss Type SPEC Qty Ply 01/14/2021 5 1 2906 8'3"6 rr..__ .. 8'3" 6 SEAT PLATE REQ. SEAT PLATE REQ. 1n ' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: B Kzt: NA Des Ld: 40.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " 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 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 16'6"12 1n " Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl U# Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.016 G 999 360 Loc R+ / R- / Rh / Rw / U / RL H 766 /- /- /455 /303 /152 Rep Factors Used: Yes VERT(CL): 0.031 G 999 240 FT/RT:10(0)/10(10) HORZ(LL): 0.002 D - - F 766 /- /- /455 /303 /- Plate Type(s): HORZ(TL): 0.005 D Wind reactions based on MWFRS WAVE Creep Factor: 2.0 H Brg Width = 7.4 Min Req = 1.5 Max TC CSI: 0.929 F Brg Width = 7.4 Min Req = 1.5 Max BC CSI: 0.737 Bearings H & F are a rigid surface. Max Web CSI: 0.397 Bearings H & F require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Wgt:93.8lbs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.01.01A.0724.11 A - B 44 0 C - D 526 -776 B- C 526 - 776 D- E 44 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. H-G 203 -174 G-F 71 -61 Purlins Maximum Web Forces Per Ply (Ibs) In lieu of structural panels or rigid ceiling use purlins Webs Tens.Comp. Webs Tens. Comp. to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) B - H 593 -699 G - D 540 -207 BC 120 0.00 16.19 B - G 540 - 207 D - F 593 - 699 Apply purlins to any chords above or below fillers C - G 267 0 at 24" OC unless shown otherwise above. Loading Bottom chord checked for 10.00 psf non -concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin 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 Rama Pranav Kristam, P.E. 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 # 88906 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 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses— Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Job CRMSSMB1 L Truss Truss Type Vol VAL Qty Ply 01/14/2021 1 1 2907 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 �t1� 1 r3rr9 1 t3tt9 m{ 15 _f { 12 6 B = 3X4 T �_2X4(D8R) 2X4(D8CR) � A 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: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 GCpi: 0.18 Wind Duration: 1.60 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 45 0.00 3.75 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Code / Misc Criteria Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Loading Bottom chord checked for 10.00 psf non -concurrent live load. 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 STD DETAILS for valley details. 3'9"1 Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.003 999 360 VERT(CL): 0.007 999 240 HORZ(LL): -0.001 - - HORZ(TL): 0.002 Creep Factor: 2.0 Max TC CSI: 0.065 Max BC CSI: 0.098 Max Web CSI: 0.000 Wgt: 11.2lbs VIEW Ver: 20.01.01A.0724.11 C ♦ Maximum Reactions (Ibs), or *=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D* 82 /- /- /36 /16 A Wind reactions based on MWFRS D Brg Width = 45.0 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 165 -170 B-C 163 -170 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-C 166 -133 **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 engineerin 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 Rama Pranav Kristam, P.E. 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 # 88906 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 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses— Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Job Truss CRMSSMB1 L V02 Truss Type VAL Qty Ply 01/14/2021 1 1 2908 T 20 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: B Kzt: NA Des Ld: 40.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " 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 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 7.75 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. 15f� 3'3r9 3'3"9 !F 1� - 12 B=4X4 7'9"1 j= 3'8n12.111 3 8 12 Code / Misc Criteria Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Loading Bottom chord checked for 10.00 psf non -concurrent live load. 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 STD DETAILS for valley details. Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.006 D 999 36 VERT(CL): 0.013 D 999 24 HORZ(LL): -0.003 D - - HORZ(TL): 0.005 D Creep Factor: 2.0 Max TC CSI: 0.207 Max BC CSI: 0.183 Max Web CSI: 0.129 ♦ Maximum Reactions (Ibs), or *=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL E* 82 /- /- /40 /23 /6 Wind reactions based on MWFRS E Brg Width = 93.0 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.ComD. Chords Tens. Como. A-B 215 -190 B-C 215 -199 Wgt: 25.2 Ibs Maximum Bot Chord Forces Per Ply (Ibs) VIEW Ver: 20.01.01A.0724.11 Chords Tens.Comp. Chords Tens. Comp. A-D 271 -157 D-C 271 -157 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. B - D 433 - 335 **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 engineerin 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 Rama Pranav Kristam, P.E. 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 # 88906 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 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 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. JUNE 20, 2019 TYPICAL HIP / KING JACK CONNECTION I STDTL01 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 172-409-1010 CORNERSET GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 175 mph, ASCE 7-10, Exp. B, C up to 60' Mean Roof Height and Exposure D up to 30' Mean Roof Height. Attach King Jack w/ (3) 16d Toe ,Nails @ TC & BC Attach End Jack's Attach Corner Jack's w/ (4) 16d Toe Nails @ TC � w/ (2) 16d Toe Nails @ TC & & (3) 16d Toe Nails @ BC 2 BC (Typ) 0 r` ach Corner Jack's (2) 16d Toe Nails >, TC & BC (Typ) Rama Pranav Kristam, P.E. # 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL 1 STDTL03 - - - C — C A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 DIAG. BRACE AT 1/3 POINTS IF NEEDED ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD NUKILUIV I AL 6KALL (SEE SECTION A -A) TRUSSSES @ 24. O.C. 1' - 3' MAX. \ ITECT S ALL ROM "n:• <r•:;� {.; s." �> ;:wn wAi I IT IS THE RESPONSIBILITY OF THE BLDG. DESIGNER OR THE PROJECT ENGINEER/ARCH TO DESIGN THE CEILING DIAPHRAGM AND IT ATTACHMENT TO THE TRUSSES TO RESIST OUT OF PLANE LOADS THAT MAY RESULT F THE BRACING OF THE GABLE ENDS. 2X6 DIAGONAL BRACE SPACED 48' O.C. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 10d COMMONS. NAIL DIAGONAL BRACE TO PURLIN WITH TWO 16d NAILS. 2X4 PURLIN FASTENED TO FOUR TRUSSES WITH (2) - 16d NAILS EACH. FASTEN PURLIN TO BLOCKING W/ (2) - 16d NAILS (MIN.). PROVIDE 2X4 BLOCKING BETWEEN THE TRUSSES SUPPORTING THE BRACE AND THE TWO TRUSSES ON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d COMMON WIRE NAILS. CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAIL SCHEDULE. METHOD 2: ATTACH 2X SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONG SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICAL NAILING SCHEDULE: - FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (.131' X 3') NAILS SPACED 6' O.C. - FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (.131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM). STRUCTURAL GABLE TRUSS MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. NOTE: THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED / STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. STANDARD GABLE / TRUSS UKAL TRUSS .." �. 3TUD 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. Rama Pranav Kristam, P.E. # 88906 4451 St. Lucie Blvd, Suite 201 12/23/19 PIGGY -BACK TRUSS STDTL04.1 J PIGGY -BACK DETAIL (TYPICAL) 180 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-10, PARTIALLY ENCLOSED BLDG. C LOCATED ANYWHERE AT ROOF, EXPOSURE C, WIND D.L.= 5.0 P.S.F. (MIN.), KZT= 1.00. OR... 160 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-10, PARTIALLY ENCLOSED BLDG. C LOCATED ANYWHERE AT ROOF, EXPOSURE D, WIND D.L.= 5.0 P.S.F. (MIN.), KZT= 1.00. IMPORTANT NOTE: ROOF TRUSSES 45 4451 ST. LUCIE BLVD. TOP CHORDS OF TRUSSES SUPPORTING PIGGY -BACK CAP TRUSSES MUST BE ADEQUATELY FORT PIERCE, FL 34946 BRACED BY SHEATHING AND/ OR PURLINS. THE BUILDING ENGINEER OF RECORD SHALL 772-409-1010 PROVIDE DIAGONAL BRACING OR OTHER SUITABLE ANCHORAGE TO PERMANENTLY RESTRAIN PURLINS AND LATERAL BRACING FOR OUT OF PLANE LOADS OVER GABLE ENDS. MAXIMUM TRUSS SPACING IS NOT TO EXCEED 24" O.C. DETAIL IS NOT APPLICABLE IF CAP SUPPORTS ADDITIONAL LOADS SUCH AS CUPOLA, STEEPLE, CHIMNEY OR DRAG STRUT LOADS. "REFER TO ENGINEER'S SEALED TRUSS DESIGN DRAWINGS FOR PIGGY -BACK AND BASE TRUSS SPECIFICATIONS." PIGGY -BACK TRUSS. (REFER TO ACTUAL TRUSS DESIGN DRAWINGS FOR ADDITIONAL INFORMATION.) 2'-0" MAX OPTION NO. 1 - TEE-LOK 3" x 8" TEE-LOK MULTI -USE CONNECTION PLATES SPACED AT 4'-0" O.C. MAX. PLATES SHALL BE PRESSED INTO PIGGY -BACK TRUSS AT 4'-0" O.C. STAGGERED FROM EACH FACE AND NAILED TO BASE TRUSS WITH 4 EACH 6d (1.5" X 0.099") NAILS IN EACH PLATE TO ACHEIVE MAXIMUM UPLIFT CAPACITY OF 377 LBS AT EACH 3" X 8" TEE-LOK MULTI -USE CONNECTION PLATE (MINIMUM OF 2 PLATES). OPTION NO. 2 - APA RATED GUSSET: 8" x 8" x 0-7/16" (MIN.) APA RATED SHEATHING GUSSETS EACH FACE. ATTACH AT 8'-0" O.C. w/ 8 (EACH) 6d COMMON (0.1 13" x 2") NAILS PER GUSSET: 4 (EACH) AT CAP BOTTOM CHORD & 4 (EACH) AT BASE TRUSS TOP CHORD. GUSSETS MAY BE STAGGERED AT 4'-0" O.C. FRONT TO BACK FACES. MINIMUM TWO (2 EA.) CONNECTIONS AT EACH TRUSS. OPTION NO. 3 - 2X4 VERTICAL WOOD SCAB: 2X4 SPF #2, FULL CHORD DEPTH SCABS AT EACH FACE. ATTACH AT 8'-0" O.C. w/6 (EACH) 1 Od BOX NAILS (0.128" x 3") PER SCAB: 3 (EACH) AT CAP BOTTOM CHORD AND 3 (EACH) AT BASE TRUSS TOP CHORD. SCABS MAY BE STAGGERED 4'-0" O.C. FRONT TO BACK FACES. MINIMUM TWO (2 EA.) CONNECTIONS AT EACH TRUSS. OPTION #1: TEE-LOK MULTI -USE CONNECTION PLATE. OPTION #2: APA RATED GUSSET. OPTION #3: 2X4 VERT. SCAB. 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. ** IMPORTANT NOTE ** THIS DETAIL IS VALID ONLY FOR SINGLE PLY BASE TRUSSES SPACED AT 24" O.C. OR LESS. Rama Pranav Kristam, P.E. # 88906 4451 St. Lucie Blvd, Suite 201 JULY 17, 2017 1 TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL05 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 VALLEY TRUSS (TYPICAL) SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6" O.C. GABLE END, COMMON TRUSS, OR GIRDER TRUSS DETAIL A GENERAL SPECIFICATIONS: 1. NAIL SIZE = 3" X 0.131" = 10d 2. WOOD SCREW = 4.5" SDS25412 SIMPSON OR EQUIVALENT. 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL "A". 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NDS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. BASE TRUSSES - -E END, COMMON 3S, OR GIRDER TRUSS TRUSS CRITERIA: WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF ATTACH 2X4 CONTINUOUS #2 MAX SPACING = 24" O.C. (BASE AND VALLEY) SYP TO THE ROOF W/ TWO MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. SIMPSON SDS25412 (1/4" X 4.5") OR EQUIVALENT WOOD SCREWS INTO EACH BASE TRUSS. Rama Pranav Kristam, P.E. # 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 FEBRUARY 5, 2018 1 TRUSSED VALLEY SET DETAIL I STDTL06 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 SECURE W/C VALLEY TRUSS (TYPICAL) GABLE END, COMMON TRUSS, OR GIRDER TRUSS V L I rxI L /1 O SHEATHING) N.T.S. GENERAL SPECIFICATIONS: 1. NAIL SIZE = 3" X 0.131" = 10d 2. WOOD SCREW = 3" SDS25300 SIMPSON OR EQUIVALENT. 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL „A„ 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN DRAWINGS. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6. NAILING DONE PER NOS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. BASE TRUSSES WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 ATTACH 2X4 CONTINUOUS #2 MAX TOP CHORD TOTAL LOAD = 50 PSF SYP TO THE ROOF W/ TWO MAX SPACING = 24" O.C. (BASE AND VALLEY) SIMPSON SDS25300 (1/4" X 3") MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. OR EQUIVALENT WOOD SCREWS INTO EACH BASE TRUSS. Rama Pranav Kristam, P.E. # 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 JULY 17, 2017 TRUSSED VALLEY SET DETAIL STDTL07 (HIGH WIND VELOCITY) A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 ATTAC WIND DESIGN PER ASCE 7-98, ASCE 7-1 WIND DESIGN PER ASCE 7-10: 170 MPF MAX MEAN ROOF HEIGHT = 30 FEET CATERGORY II BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE: MAX TOP CHORD TOTAL LOAD = 50 PSI MAX SPACING = 24" O.C. (BASE AND V,4 SUPPORTING TRUSSES DIRECTLY UNDER ­r i r 00Ca V-0 i DC DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2' - 10" ON AFFECTED TOP CHORDS. NOTES: 1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2. THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER. FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE. CLIP MAY BE APPLIED TO THIS FACE UP TO A NON -BEVELED MAXIMUM 6/12 PITCH BOTTOM CHORD ]H I NON -BEVELED BOTTOM CHORD CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6/12 (MAXIMUM 12/12 PITCH) Rama Pranav Kristam, P.E. # 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 FEBRUARY 17, 2017 1 STANDARD GABLE END DETAIL I STDTL08 A-1 ROOF TRUSSES 4451 ST, LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS 7z; VERTICAL STUD SECTION B-B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. VERTICAL 2X6 SP OR SPF STUDPBRACE #2 DIAGONAL BRACE (4) - 16d NAILS16d NAILS SPACED 6' O.C. (2) lOd NAILS INTO 2X62X6 SP OR SPF #2 2X4 SP OR SPF #2L HORIZONTAL NAILED TO ERTICALS SECTION A -A W/(4) - 10d NAILS DIAGONAL BRACE 4' - 0' O.C. MAX. SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. 12 PROVIDE 2X4 BLOCKING BETWEEN Q VARIES TO COMMON TRUSS THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES * WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS (4) 8d NAILS MINIMUM, 3X4= PLYWOOD SHEATHING TO I- 2X4 STD SPF BLOCK ROOF SHEATHING * DIAGONAL BRACING ** L - BRACING REFER v W V v flI / / REFER TO SECTION A -A TO SECTION B-B 24' MAX. / NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE ENO TRUSS AND WALL TO 12' MAX. NAILS BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. 'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR / BETTER WITH ONE ROW OF 10d NAILS SPACED 6' O.C. 3/ TRUSSES @ 24' O.C. S. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM AT 4' - 0' D.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN 2X6 DIAGONAL BRACE WITH 16d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT SPACED 48' O.C. ATTACHED THE MIOSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE TO VERTICAL WITH (4) - STUOS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A) 16d NAILS, AND ATTACHED 7. GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240. TO BLOCKING WITH (5) - B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. OIAG. BRACE IOd NAILS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS TRUSSES. IF NEEDED 10. 10d AND 16d NAILS ARE 0.131'X3.0' AND 0.131'X3.5' COMMON WIRE NAILS HORIZONTAL BRACE RESPECTIVELY. (SEE SECTION A -A) 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. END WALL MINIMUM STUD SIZE SPECIES AND GRADE STUD SPACING WITHOUT BRACE 2X4 L - BRACE DIAGONAL BRACE (2) DIAGONAL BRACES AT 1/3 POINTS MAXIMUM STUD LENGTH 2X4 SP #31 STUD 12" O.C. 3-8-10 5-6-11 6-6-11 11-1-13 2X4 SP #31 STUD 16" O.C. 3-3-10 4-9-12 6-6-11 9-10-15 2X4 SP #31 STUD 24" O.C. 2-8-6 3-11-3 5-4-12 8-1-2 2X4 SP #2 12" O.C. 3-10-15 5-6-11 6-6-11 11-8-14 2X4 SP #2 16" O.C. 3-6-11 4-9-12 6-6-11 10-8-0 2X4 SP #2 24" O.C. 1 3-1-4 1 3-11-3 1 6-2-9 9-3-13 DIAGONAL BRACES OVER 6' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE EDGE. DIAGONAL BRACES OVER 12' - 6' REQUIRE 2X4 I -BRACES ATTACHED TO BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE WITH 10d NAILS 6' O.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER 907 OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2. MAX MEAN ROOF HEIGHT = 30 FEET EXPOSURE B OR C ASCE 7-10 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE: 1.60 CONNECTION OF BRACING IS BASED ON MWFRS. Rama Pranav Kristam, P.E. # 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 FEBRUARY 17, 2017 T-BRACE / I -BRACE DETAIL I STDTL09 WITH 2X BRACE ONLY NOTES: T-BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING IS IMPRACTICAL. T-BRACE / I -BRACE MUST COVER 907 OF WEB LENGTH. THIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I -BRACE WEBS TO CONTINUOUS LATERAL BRACED WEBS. A-1 ROOF TRUSSES 4451 ST, LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 NAILING PATTERN 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 TWO-PLY TRUSSES NAIL TO BOTH PLIES) NAILS BRACE SIZE FOR ONE -PLY TRUSS SPECIFIED CONTINUOUS 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 BRACE SIZE FOR TWO-PLY TRUSS SPECIFIED CONTINUOUS 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 MUST BE SAME SPECIES AND GRADE (OR BETTER) AS WEB MEMBER. NAILS WEB NAILS I -BRACE NAILS WEB T-BRACE SECTION DETAILS ma Pranav Kristam, P.E. 488906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 FEBRUARY 17, 2017 LATERAL BRACING RECOMMENDATIONS I STDTL10 A-1 ROOF TRUSSES 4451 ST LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2X6 OSTRONGBACKO IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. USE METAL FRAMING ANCHOR TO ATTACH TO TOP CHORD BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) WEB WITH (3) - 10d SCAB WITH (3) - 10d NAILS (0.131' X 3') NAILS (0.131' X 3'). r ATTACH TO VERTICAL \ \ I WEB WITH (3) - 10d 3 NAILS (0.131' X ') USE METAL FRAMING J ATTACH TO VERTICAL ANCHOR TO ATTACH WEB WITH (3) - 10d TO BOTTOM CHORD NAILS (0.131' X 3') ATTACH 2X4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - Iod NAILS (0.131' X 3') IN EACH CHORD ATTACH TO VERTICAL SCAB WITH (3) - 10d NAILS (0.131' X 3') TRUSS 2X6 4' - 0' WALL STRONGBACK (TYPICAL SPLICE) (BY OTHERS) ATTACH TO CHORD WITH (2) #12 X 3' WOOD SCREWS (0.216' OIA.) INSERT SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0.131' X 3') EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) - 10d NAILS (0.131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). BLOCKING (BY OTHERS) Rama Pranav Kristam, P.E. # 88906 4451 St. Lucie Blvd, Suite 201 FEBRUARY 17, 2017 1 LATERAL TOE -NAIL DETAIL I STDTL11 A-1 ROOF TRUSSES 4451 ST LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 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 ENO 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. TOE -NAIL SINGLE SHEAR VALUES PER NOS 2001 (LB/NAIL) DIA SP OF HF SPF SPF-S .131 88.0 80.6 69.9 68.4 59.7 c� o .135 93.5 85.6 74.2 72.6 63.4 J n .162 108.8 99.6 86.4 84.5 73.8 ri .128 74.2 67.9 58.9 57.6 50.3 0 Z 0 J .131 75.9 69.5 60.3 59.0 51.1 in .148 81.4 74.5 64.6 63.2 52.5 N M VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0.162' DIA. X 3.5') WITH SPF SPECIES BOTTOM CHORD FOR LOAD DURATION INCREASE OF 1.15: 3 (NAILS) X 84.5 (LB/NAIL) X 1.15 (OOL) = 291.5 LB MAXIMUM CAPACITY ANGLE MAY VARY FROM 30° TO 60° 45.00' ANGLE MAY VARY FROM 30" TO 60° THIS DETAIL IS ONLY APPLICABLE TO THE THREE END DETAILS SHOWN BELOW. VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY. SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2X4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE 45.00' SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30° TO 60° 45.00' Rama Pranav Kristam. P.E. # 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 FEBRUARY 17, 2017 1 UPLIFT TOE -NAIL DETAIL I STDTL12 A-1 ROOF TRUSSES 4451 ST LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 THIS DETAIL SHALL BE USED FOR A CONNECTION RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. \[1111615 TDE-NAIL WITHDRAWAL VALUES PER NDS 2005 (LB/NAIL) DIA. SP DF HF SPF SPF-S L7 .131 59 46 32 30 20 z O _J .135 60 48 33 30 20 Ln .162 72 58 39 37 25 J 2 O .128 54 42 28 27 19 LD z Z _j .131 55 43 29 28 19 W .148 62 48 34 31 21 J __1 N Q � Z 120 51 39 27 26 17 O z .128 49 38 26 25 17 O .131 51 39 27 26 17 J 148 57 44 31 28 20 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30' WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0.162' DIA. X 3.5') WITH SPF SPECIES TOP PLATE FOR WIND OOL OF 1.33: 3 (NAILS) X 37 (LB/NAIL) X 1.33 (DOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND FOR WIND OOL OF 1.60: 3 (NAILS) X 37 (LB/NAIL) X 1.60 (DOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LEIS (177 LES) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. ►+* USE (3) TOE -NAILS ON 2X4 BEARING WALL + * USE (4) TOE -NAILS ON 2X6 BEARING WALL NEAR SIDE FAR & L TOP PLATE OF WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY IL NAIL NAIL Rama Pranav Kristam, P.E. 906 SIDE VIEW END VIEW 4451 St. Lucie BBlvd, Suite 201 Fort Pierce, FL 34946 FEBRUARY 5, 2016 TYP 2x2 NAILER ATTACHMENT I STDTLI3 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 I.Z) x 4 2x2 NAILER ATTACHMENT GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 170 mph, ASCE 7-107 29'-0" Mean Height, Exp. B, C or D. Rama Pranav Kristam, P.E. # 88906 April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL STDTLI4 FO EXTERIOR FLAT GIRDER TRUSS A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 (4) 12d TRUSS 2411 O.C. UPLIFT CONNECTION (SEE ROOF TRUSS) EXTERIOR FLAT GIRDER 12 VARIES (4) 12d MAX 3011(2'-611) 2x6 #2 SP (Both Faces) 2411 O.C. SIMPSnN H5 Rama Pranav Kristam, P.E. # 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 FEBRUARY 17, 2017 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND I STDTL15 DAMAGED OR MISSING CHORD SPLICE PLATES A-1 ROOF TRUSSES 4451 ST LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 TOTAL NUMBER OF NAILS EACH SIDE OF BREAK * X (INCHES) MAXIMUM FORCE (LBS) 15% LOAD DURATION SP OF SPF HF 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 20 30 24" 1706 2559 1561 2342 1320 1980 1352 2028 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 (TWO ROWS FOR 2X4, THREE ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (.131' DIA. X 3'). STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 3' MEMBER ENO DISTANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C •10d NAILS NEAR SIDE +10d NAILS FAR SIDE l?"I" TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF S' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE). DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE ENO 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 A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. Rama Pranav Kristam, P.E. 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. #88906 4451 St. Lucie Blvd, Suite 201 FEBRUARY 17, 2017 1 SCAB APPLIED OVERHANGS STDTL16 A-1 ROOF TRUSSES 4451 ST LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR: 1.15 SPACING: 24' O.C. TOP CHORD: 2X4 OR 2X6 PITCH: 4/12 - 12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL END BEARING CONDITION 1U111x•'1 1. ATTACH 2X-SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS (.148' OIA. X 3') SPACED 6' O.C. 2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE W000. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2X SC NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 40') SPACED 24' O.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD LOADS NOT EXCEEDING 50 PSF. TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Rama Pranav Kristam, P.E. # 88906 4451 St. Lucie Blvd, Suite 201