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HomeMy WebLinkAboutTruss Cut SheetsLumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 These truss designs rely on lumber values established by others. RE: Job 81084 Page 1 of 2 A-1 Roof Trusses 4451 St Lucie Blvd Fort Pierce, FL 34946Site Information: Customer Info: COLE CONSTRUCTION Project Name: CHAMBERS RESIDENCE Lot/Block:Model: Subdivision: Address: 4700 INDRIO ROAD, FORT PIERCE, FL 34951 City: County: St Lucie State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC 2017 RES / TPI 2014 Design Program: Alpine Engineered Products Wind Code: ASCE 7-10 Wind Speed: 160 Roof Load: 40.0 psf Floor Load: 0.0 psf This package includes 94 individual, dated Truss Design Drawings and 16 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. The truss drawing(s) referenced have been prepared by Alpine Engineered Products, Inc. under my direct supervision based on the parameters provided by A-1 Roof Trusses, Ltd. Truss Design Engineer's Name: Manuel Martinez My license renewal date for the state of Florida is February 28,2021. NOTE: The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of components for any particular building is the responsibility of the building designer, per ANSI/TPI-1 Sec. 2. The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction documents (also referred to at times as 'Structural Engineering Documents') provided by the Building Designer indicating the nature and character of the work. The design criteria therein have been transferred to Manuel Martinez PE by [A1 Roof Trusses or specific location]. These TDDs (also referred to at times as 'Structural Delegated' Engineering Documents') are specialty structural component designs and may be part of the project's deferred or phased submittals. As a Truss Design Engineer (i.e., Specialty Engineer), the seal here and on the TDD represents an acceptance of professional engineering responsibility for the design of the single Truss depicted on the TDD only. The Building Designer is responsible for and shall coordinate and review the TDDs for compatibility with their written engineering requirements. Please review all TDDs and all related notes. Manuel Martinez, P.E. 4620 ParkView Dr. St. Cloud, FL 34771 No.Seq #Truss Name Date 1 2848 A01 6/23/20 2 2858 A02 6/23/20 3 2865 A03 6/23/20 4 2871 A04 6/23/20 5 2878 A05 6/23/20 6 2884 A06 6/23/20 7 2892 A07 6/23/20 8 3247 A08 6/23/20 9 2962 A09 6/23/20 10 2957 A10 6/23/20 11 2948 A11 6/23/20 12 2951 A12 6/23/20 No.Seq #Truss Name Date 13 2965 A13 6/23/20 14 2942 A14 6/23/20 15 2933 A15 6/23/20 16 2927 A16 6/23/20 17 2912 A17 6/23/20 18 2930 A18 6/23/20 19 2972 B01 6/23/20 20 2976 B02 6/23/20 21 2983 B03 6/23/20 22 3365 B04 6/23/20 23 3357 B05 6/23/20 24 3350 B06 6/23/20 No.Seq #Truss Name Date 25 3340 B07 6/23/20 26 2989 B08 6/23/20 27 3000 B09 6/23/20 28 2997 B10 6/23/20 29 3004 B11 6/23/20 30 3043 C01 6/23/20 31 3040 C02 6/23/20 32 3047 C03 6/23/20 33 3058 C04 6/23/20 34 3065 C05 6/23/20 35 3072 C06 6/23/20 36 2472 C07 6/23/20 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 These truss designs rely on lumber values established by others. RE: Job 81084 Page 2 of 2 No.Seq #Truss Name Date 37 3075 C08 6/23/20 38 3436 D01 6/23/20 39 3094 D02 6/23/20 40 3102 D03 6/23/20 41 3106 D04 6/23/20 42 3112 D05 6/23/20 43 3439 D06 6/23/20 44 3442 D07 6/23/20 45 3393 D08 6/23/20 46 3400 D09 6/23/20 47 3171 D10 6/23/20 48 3178 D11 6/23/20 49 3199 D12 6/23/20 50 3033 E01 6/23/20 51 3030 E02 6/23/20 52 2475 E03 6/23/20 53 3027 HJ5 6/23/20 54 2838 HJ7 6/23/20 55 3124 HJ7P 6/23/20 56 2826 J1 6/23/20 57 3010 J1P 6/23/20 58 2829 J3 6/23/20 59 3016 J3E 6/23/20 60 3013 J3P 6/23/20 61 2832 J5 6/23/20 62 3019 J5E 6/23/20 63 3078 J5P 6/23/20 64 2835 J7 6/23/20 65 3430 J7D 6/23/20 66 3024 J7E 6/23/20 67 3433 J7P 6/23/20 68 3121 J8D 6/23/20 69 3313 PB01 6/23/20 70 3316 PB02 6/23/20 71 3319 PB03 6/23/20 72 3322 PB04 6/23/20 73 3325 PB05 6/23/20 74 3328 PB06 6/23/20 No.Seq #Truss Name Date 75 3331 PB07 6/23/20 76 3410 V01 6/23/20 77 3413 V02 6/23/20 78 3416 V03 6/23/20 79 3419 V04 6/23/20 80 3423 V05 6/23/20 81 3427 V06 6/23/20 82 3368 VM01 6/23/20 83 3454 VM02 6/23/20 84 3451 VM03 6/23/20 85 3448 VM04 6/23/20 86 3460 VM05 6/23/20 87 3445 VM06 6/23/20 88 3373 VM07 6/23/20 89 3376 VM08 6/23/20 90 3379 VM09 6/23/20 91 3382 VM10 6/23/20 92 3250 VM11 6/23/20 93 3254 VM12 6/23/20 94 3257 VM13 6/23/20 95 STDL01 STD. DETAIL 6/23/20 96 STDL02 STD. DETAIL 6/23/20 97 STDL03 STD. DETAIL 6/23/20 98 STDL04 STD. DETAIL 6/23/20 99 STDL05 STD. DETAIL 6/23/20 100 STDL06 STD. DETAIL 6/23/20 101 STDL07 STD. DETAIL 6/23/20 102 STDL08 STD. DETAIL 6/23/20 103 STDL09 STD. DETAIL 6/23/20 104 STDL10 STD. DETAIL 6/23/20 105 STDL11 STD. DETAIL 6/23/20 106 STDL12 STD. DETAIL 6/23/20 107 STDL13 STD. DETAIL 6/23/20 108 STDL14 STD. DETAIL 6/23/20 109 STDL15 STD. DETAIL 6/23/20 110 STDL16 STD. DETAIL 6/23/20 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 :T2 2x4 SP M-30: Bot chord 2x6 SP 2400f-2.0E Webs 2x4 SP #3 :W1 2x6 SP #2: :W2 2x4 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at 0.00 to 62 plf at 9.00 TC: From 31 plf at 9.00 to 31 plf at 20.00 TC: From 62 plf at 20.00 to 62 plf at 29.00 BC: From 20 plf at 0.00 to 20 plf at 9.03 BC: From 10 plf at 9.03 to 10 plf at 19.97 BC: From 20 plf at 19.97 to 20 plf at 29.00 TC: 289 lb Conc. Load at 9.03,19.97 TC: 175 lb Conc. Load at 11.06,13.06,14.50,15.94 17.94 BC: 299 lb Conc. Load at 9.03,19.97 BC: 111 lb Conc. Load at 11.06,13.06,14.50,15.94 17.94 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 9.00 20.00 BC 61 0.00 29.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL L 2268 /- /- /- /1940 /- H 2268 /- /- /- /1940 /- Wind reactions based on MWFRS L Brg Width = 8.0 Min Req = 1.9 H Brg Width = 8.0 Min Req = 1.9 Bearings L & H are a rigid surface. Bearings L & H require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 168 -205 B - C 3237 -3651 C - D 2930 -3324 Chords Tens. Comp. D - E 2931 -3325 E - F 3237 -3653 F - G 167 -204 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - L 210 -157 L - K 542 -467 K - J 3867 -3541 Chords Tens. Comp. J - I 3867 -3541 I - H 541 -466 H - G 209 -156 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. L - B 1947 -2174 B - K 2854 -2477 C - K 679 -449 K - D 749 -684 Webs Tens. Comp. D - I 749 -683 I - E 680 -449 I - F 2857 -2478 F - H 1948 -2176 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.196 D 999 360 VERT(CL): 0.242 D 999 240 HORZ(LL): -0.034 C - - HORZ(TL): 0.043 C - - Creep Factor: 2.0 Max TC CSI: 0.979 Max BC CSI: 0.972 Max Web CSI: 0.645 Wgt: 162.4 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss A01 Truss Type HIPS Qty 8 Ply 1 2848 06/23/2020 T2 W1 W2 W2 W1 (a)(a) A B C D E F G HIJKL 5 12 2X4(A1) 3X10 5X6 6X8 7X8 3X4 H0510 7X8 6X8 5X6 3X10 2X4(A1) 2'25'2' SEAT PLATE REQ.SEAT PLATE REQ. 9'11'9' 29' 5" 4' 2 " 9'0"6 289# 2'0"6 175# 2' 175# 1'5"4175#1'5"4 175# 2' 175# 2'0"6 289# 299#111#111#111#111#111#299# 9'0"6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 :T2 2x4 SP M-30: Bot chord 2x6 SP 2400f-2.0E Webs 2x4 SP #3 :W1 2x6 SP #2: :W2 2x4 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at 0.00 to 62 plf at 9.00 TC: From 31 plf at 9.00 to 31 plf at 20.00 TC: From 62 plf at 20.00 to 62 plf at 29.00 BC: From 20 plf at 0.00 to 20 plf at 9.03 BC: From 10 plf at 9.03 to 10 plf at 19.97 BC: From 20 plf at 19.97 to 20 plf at 29.00 TC: 289 lb Conc. Load at 9.03,19.97 TC: 175 lb Conc. Load at 11.06,13.06,14.50,15.94 17.94 BC: 299 lb Conc. Load at 9.03,19.97 BC: 111 lb Conc. Load at 11.06,13.06,14.50,15.94 17.94 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 9.00 20.00 BC 61 0.00 29.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL L 2268 /- /- /- /1940 /- H 2268 /- /- /- /1940 /- Wind reactions based on MWFRS L Brg Width = 8.0 Min Req = 1.9 H Brg Width = 8.0 Min Req = 1.9 Bearings L & H are a rigid surface. Bearings L & H require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 168 -205 B - C 3237 -3651 C - D 2930 -3324 Chords Tens. Comp. D - E 2931 -3325 E - F 3237 -3653 F - G 167 -204 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - L 210 -157 L - K 542 -467 K - J 3867 -3541 Chords Tens. Comp. J - I 3867 -3541 I - H 541 -466 H - G 209 -156 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. L - B 1947 -2174 B - K 2854 -2477 C - K 679 -449 K - D 749 -684 Webs Tens. Comp. D - I 749 -683 I - E 680 -449 I - F 2857 -2478 F - H 1948 -2176 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.196 D 999 360 VERT(CL): 0.242 D 999 240 HORZ(LL): -0.034 C - - HORZ(TL): 0.043 C - - Creep Factor: 2.0 Max TC CSI: 0.979 Max BC CSI: 0.972 Max Web CSI: 0.645 Wgt: 162.4 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss A01 Truss Type HIPS Qty 8 Ply 1 2848 06/23/2020 T2 W1 W2 W2 W1 (a)(a) A B C D E F G HIJKL 5 12 2X4(A1) 3X10 5X6 6X8 7X8 3X4 H0510 7X8 6X8 5X6 3X10 2X4(A1) 2'25'2' SEAT PLATE REQ.SEAT PLATE REQ. 9'11'9' 29' 5" 4' 2 " 9'0"6 289# 2'0"6 175# 2' 175# 1'5"4175#1'5"4 175# 2' 175# 2'0"6 289# 299#111#111#111#111#111#299# 9'0"6 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W1 2x6 SP #2: Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 11.00 18.00 BC 88 0.00 29.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL K 1189 /- /- /725 /748 /142 G 1189 /- /- /725 /748 /- Wind reactions based on MWFRS K Brg Width = 8.0 Min Req = 1.5 G Brg Width = 8.0 Min Req = 1.5 Bearings K & G are a rigid surface. Bearings K & G require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 149 -258 B - C 947 -1434 C - D 981 -1230 Chords Tens. Comp. D - E 944 -1432 E - F 150 -254 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - K 276 -160 K - J 417 -286 J - I 1227 -645 Chords Tens. Comp. I - H 1227 -645 H - G 414 -287 G - F 272 -161 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. K - B 898 -1045 B - J 892 -516 C - J 217 -27 J - D 134 -128 Webs Tens. Comp. D - H 214 0 H - E 893 -513 E - G 897 -1048 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.046 C 999 360 VERT(CL): 0.091 J 999 240 HORZ(LL): -0.013 G - - HORZ(TL): 0.026 G - - Creep Factor: 2.0 Max TC CSI: 0.948 Max BC CSI: 0.966 Max Web CSI: 0.763 Wgt: 141.4 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss A02 Truss Type HIPS Qty 8 Ply 1 2858 06/23/2020 W1 W1A B C D E F GHIJK 5 12 2X4(A1) 3X4 3X6 5X6 3X8 3X6 5X8 3X4 3X6 3X4 2X4(A1) 2'25'2' SEAT PLATE REQ.SEAT PLATE REQ. 11'7'11' 29' 5" 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 engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W1 2x6 SP #2: Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 11.00 18.00 BC 88 0.00 29.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL K 1189 /- /- /725 /748 /142 G 1189 /- /- /725 /748 /- Wind reactions based on MWFRS K Brg Width = 8.0 Min Req = 1.5 G Brg Width = 8.0 Min Req = 1.5 Bearings K & G are a rigid surface. Bearings K & G require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 149 -258 B - C 947 -1434 C - D 981 -1230 Chords Tens. Comp. D - E 944 -1432 E - F 150 -254 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - K 276 -160 K - J 417 -286 J - I 1227 -645 Chords Tens. Comp. I - H 1227 -645 H - G 414 -287 G - F 272 -161 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. K - B 898 -1045 B - J 892 -516 C - J 217 -27 J - D 134 -128 Webs Tens. Comp. D - H 214 0 H - E 893 -513 E - G 897 -1048 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.046 C 999 360 VERT(CL): 0.091 J 999 240 HORZ(LL): -0.013 G - - HORZ(TL): 0.026 G - - Creep Factor: 2.0 Max TC CSI: 0.948 Max BC CSI: 0.966 Max Web CSI: 0.763 Wgt: 141.4 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss A02 Truss Type HIPS Qty 8 Ply 1 2858 06/23/2020 W1 W1A B C D E F GHIJK 5 12 2X4(A1) 3X4 3X6 5X6 3X8 3X6 5X8 3X4 3X6 3X4 2X4(A1) 2'25'2' SEAT PLATE REQ.SEAT PLATE REQ. 11'7'11' 29' 5" 5' Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B2 2x4 SP M-30: Webs 2x4 SP #3 :W1 2x6 SP #2: Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 13.00 16.00 BC 75 0.00 29.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL N 1190 /- /- /718 /436 /167 I 1190 /- /- /718 /436 /- Wind reactions based on MWFRS N Brg Width = 8.0 Min Req = 1.5 I Brg Width = 8.0 Min Req = 1.5 Bearings N & I are a rigid surface. Bearings N & I require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 103 -326 B - C 122 -288 C - D 780 -1211 D - E 809 -1046 Chords Tens. Comp. E - F 779 -1208 F - G 120 -290 G - H 100 -329 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - M 315 -86 M - L 1117 -638 L - K 1045 -446 Chords Tens. Comp. K - J 1045 -446 J - I 1117 -640 I - H 319 -84 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - M 268 -194 M - C 1093 -1381 C - L 220 -79 D - L 232 -25 D - J 121 -117 Webs Tens. Comp. J - E 234 -56 J - F 221 -82 F - I 1095 -1374 I - G 266 -193 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.040 L 999 360 VERT(CL): 0.082 L 999 240 HORZ(LL): 0.019 I - - HORZ(TL): 0.039 I - - Creep Factor: 2.0 Max TC CSI: 0.461 Max BC CSI: 0.992 Max Web CSI: 0.770 Wgt: 154.0 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss A03 Truss Type HIPS Qty 17 Ply 1 2865 06/23/2020 B2 W1 W1A B C D E F G H IJKLMN 5 12 2X4(A1) 1.5X3 3X6 3X4 5X6 3X4 4X6 3X8 5X6 3X4 3X6 1.5X3 2X4(A1) 2'25'2' SEAT PLATE REQ.SEAT PLATE REQ. 13'3'13' 29' 5" 5' 1 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 engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B2 2x4 SP M-30: Webs 2x4 SP #3 :W1 2x6 SP #2: Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 13.00 16.00 BC 75 0.00 29.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL N 1190 /- /- /718 /436 /167 I 1190 /- /- /718 /436 /- Wind reactions based on MWFRS N Brg Width = 8.0 Min Req = 1.5 I Brg Width = 8.0 Min Req = 1.5 Bearings N & I are a rigid surface. Bearings N & I require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 103 -326 B - C 122 -288 C - D 780 -1211 D - E 809 -1046 Chords Tens. Comp. E - F 779 -1208 F - G 120 -290 G - H 100 -329 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - M 315 -86 M - L 1117 -638 L - K 1045 -446 Chords Tens. Comp. K - J 1045 -446 J - I 1117 -640 I - H 319 -84 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - M 268 -194 M - C 1093 -1381 C - L 220 -79 D - L 232 -25 D - J 121 -117 Webs Tens. Comp. J - E 234 -56 J - F 221 -82 F - I 1095 -1374 I - G 266 -193 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.040 L 999 360 VERT(CL): 0.082 L 999 240 HORZ(LL): 0.019 I - - HORZ(TL): 0.039 I - - Creep Factor: 2.0 Max TC CSI: 0.461 Max BC CSI: 0.992 Max Web CSI: 0.770 Wgt: 154.0 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss A03 Truss Type HIPS Qty 17 Ply 1 2865 06/23/2020 B2 W1 W1A B C D E F G H IJKLMN 5 12 2X4(A1) 1.5X3 3X6 3X4 5X6 3X4 4X6 3X8 5X6 3X4 3X6 1.5X3 2X4(A1) 2'25'2' SEAT PLATE REQ.SEAT PLATE REQ. 13'3'13' 29' 5" 5' 1 0 " Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W1 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 29.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL M 1190 /- /- /707 /434 /187 H 1190 /- /- /707 /434 /- Wind reactions based on MWFRS M Brg Width = 8.0 Min Req = 1.5 H Brg Width = 8.0 Min Req = 1.5 Bearings M & H are a rigid surface. Bearings M & H require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 174 -258 B - C 212 -223 C - D 793 -1301 Chords Tens. Comp. D - E 793 -1302 E - F 212 -223 F - G 175 -258 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - L 251 -144 L - K 1182 -587 K - J 939 -358 Chords Tens. Comp. J - I 939 -358 I - H 1182 -588 H - G 251 -145 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - L 292 -230 L - C 961 -1522 C - K 253 -91 K - D 359 -126 Webs Tens. Comp. D - I 360 -126 I - E 253 -91 E - H 961 -1522 H - F 292 -230 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.043 D 999 360 VERT(CL): 0.089 D 999 240 HORZ(LL): 0.021 F - - HORZ(TL): 0.043 F - - Creep Factor: 2.0 Max TC CSI: 0.545 Max BC CSI: 0.828 Max Web CSI: 0.982 Wgt: 140.0 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss A04 Truss Type COMN Qty 1 Ply 1 2871 06/23/2020 W1 W1 (a)(a) A B C D E F G HIJKLM 5 12 2X4(A1) 1.5X3 3X6 3X4 3X4 4X6(R) 3X6 3X4 3X4 3X6 1.5X3 2X4(A1) 2'25'2' SEAT PLATE REQ.SEAT PLATE REQ. 14'6"14'6" 29' 5" 6' 5 " 8 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W1 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 29.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL M 1190 /- /- /707 /434 /187 H 1190 /- /- /707 /434 /- Wind reactions based on MWFRS M Brg Width = 8.0 Min Req = 1.5 H Brg Width = 8.0 Min Req = 1.5 Bearings M & H are a rigid surface. Bearings M & H require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 174 -258 B - C 212 -223 C - D 793 -1301 Chords Tens. Comp. D - E 793 -1302 E - F 212 -223 F - G 175 -258 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - L 251 -144 L - K 1182 -587 K - J 939 -358 Chords Tens. Comp. J - I 939 -358 I - H 1182 -588 H - G 251 -145 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - L 292 -230 L - C 961 -1522 C - K 253 -91 K - D 359 -126 Webs Tens. Comp. D - I 360 -126 I - E 253 -91 E - H 961 -1522 H - F 292 -230 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.043 D 999 360 VERT(CL): 0.089 D 999 240 HORZ(LL): 0.021 F - - HORZ(TL): 0.043 F - - Creep Factor: 2.0 Max TC CSI: 0.545 Max BC CSI: 0.828 Max Web CSI: 0.982 Wgt: 140.0 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss A04 Truss Type COMN Qty 1 Ply 1 2871 06/23/2020 W1 W1 (a)(a) A B C D E F G HIJKLM 5 12 2X4(A1) 1.5X3 3X6 3X4 3X4 4X6(R) 3X6 3X4 3X4 3X6 1.5X3 2X4(A1) 2'25'2' SEAT PLATE REQ.SEAT PLATE REQ. 14'6"14'6" 29' 5" 6' 5 " 8 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W1, W7 2x6 SP #2: Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 27.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL L 1207 /- /- /710 /441 /197 M 1003 /- /- /531 /387 /- Wind reactions based on MWFRS L Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 1.5 Bearings L & M are a rigid surface. Bearings L & M require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 168 -241 B - C 841 -1482 C - D 779 -1198 Chords Tens. Comp. D - E 806 -1200 E - F 901 -1565 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - L 236 -137 L - K 210 -231 K - J 1314 -694 Chords Tens. Comp. J - I 1314 -694 I - H 1385 -731 H - G 166 -142 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. L - B 817 -1107 B - K 1175 -632 K - C 200 -121 C - I 278 -321 D - I 519 -246 Webs Tens. Comp. I - E 325 -405 E - H 178 -63 H - F 1229 -602 F - G 634 -943 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.051 I 999 360 VERT(CL): 0.105 I 999 240 HORZ(LL): 0.015 G - - HORZ(TL): 0.032 G - - Creep Factor: 2.0 Max TC CSI: 0.484 Max BC CSI: 0.505 Max Web CSI: 0.468 Wgt: 140.0 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss A05 Truss Type SPEC Qty 7 Ply 1 2878 06/23/2020 W1 W7A B C D E F GHIJKL M 5 12 2X4(A1) 3X4 3X6 4X4 3X4 3X6 4X4 3X8 3X4 4X4 4X6 3X6 2'25' SEAT PLATE REQ.SEAT PLATE REQ. 14'6"12'6" 27' 5"1' 3 " 6' 5 " 8 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W1, W7 2x6 SP #2: Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 27.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL L 1207 /- /- /710 /441 /197 M 1003 /- /- /531 /387 /- Wind reactions based on MWFRS L Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 1.5 Bearings L & M are a rigid surface. Bearings L & M require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 168 -241 B - C 841 -1482 C - D 779 -1198 Chords Tens. Comp. D - E 806 -1200 E - F 901 -1565 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - L 236 -137 L - K 210 -231 K - J 1314 -694 Chords Tens. Comp. J - I 1314 -694 I - H 1385 -731 H - G 166 -142 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. L - B 817 -1107 B - K 1175 -632 K - C 200 -121 C - I 278 -321 D - I 519 -246 Webs Tens. Comp. I - E 325 -405 E - H 178 -63 H - F 1229 -602 F - G 634 -943 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.051 I 999 360 VERT(CL): 0.105 I 999 240 HORZ(LL): 0.015 G - - HORZ(TL): 0.032 G - - Creep Factor: 2.0 Max TC CSI: 0.484 Max BC CSI: 0.505 Max Web CSI: 0.468 Wgt: 140.0 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss A05 Truss Type SPEC Qty 7 Ply 1 2878 06/23/2020 W1 W7A B C D E F GHIJKL M 5 12 2X4(A1) 3X4 3X6 4X4 3X4 3X6 4X4 3X8 3X4 4X4 4X6 3X6 2'25' SEAT PLATE REQ.SEAT PLATE REQ. 14'6"12'6" 27' 5"1' 3 " 6' 5 " 8 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W1 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 15.33 27.00 BC 75 0.00 27.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL M 853 /- /- /589 /210 /289 I 1375 /- /- /775 /730 /- N 131 /-109 /- /48 /62 /- Wind reactions based on MWFRS M Brg Width = 8.0 Min Req = 1.5 I Brg Width = 3.5 Min Req = 1.5 N Brg Width = 8.0 Min Req = 1.5 Bearings M, I, & N are a rigid surface. Bearings M & N require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 191 -270 B - C 358 -866 C - D 360 -752 Chords Tens. Comp. D - E 114 -364 E - F 223 -130 F - G 222 -129 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - M 269 -149 M - L 80 -413 L - K 756 -641 Chords Tens. Comp. K - J 756 -641 J - I 240 -194 I - H 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. M - B 520 -767 B - L 763 -303 L - D 159 -27 D - J 493 -587 E - J 418 -147 Webs Tens. Comp. E - I 524 -732 F - I 471 -455 I - G 182 -313 G - H 162 -50 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.021 D 999 360 VERT(CL): 0.043 D 999 240 HORZ(LL): -0.006 D - - HORZ(TL): 0.012 I - - Creep Factor: 2.0 Max TC CSI: 0.728 Max BC CSI: 0.542 Max Web CSI: 0.923 Wgt: 158.9 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss A06 Truss Type HIPM Qty 1 Ply 1 2884 06/23/2020 W1 (a) (a) A B C D E F G HIJKLM N 5 12 2X4(A1) 1.5X4 3X6 3X6 3X4 3X4 3X6 5X6 3X4 1.5X4 3X8 3X4(R) 3X6 2'18'5"4 6'6"12 SEAT PLATE REQ.SEAT PLATE REQ. 15'4"11'8" 27' 5" 6' 9 " 1 1 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W1 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 15.33 27.00 BC 75 0.00 27.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL M 853 /- /- /589 /210 /289 I 1375 /- /- /775 /730 /- N 131 /-109 /- /48 /62 /- Wind reactions based on MWFRS M Brg Width = 8.0 Min Req = 1.5 I Brg Width = 3.5 Min Req = 1.5 N Brg Width = 8.0 Min Req = 1.5 Bearings M, I, & N are a rigid surface. Bearings M & N require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 191 -270 B - C 358 -866 C - D 360 -752 Chords Tens. Comp. D - E 114 -364 E - F 223 -130 F - G 222 -129 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - M 269 -149 M - L 80 -413 L - K 756 -641 Chords Tens. Comp. K - J 756 -641 J - I 240 -194 I - H 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. M - B 520 -767 B - L 763 -303 L - D 159 -27 D - J 493 -587 E - J 418 -147 Webs Tens. Comp. E - I 524 -732 F - I 471 -455 I - G 182 -313 G - H 162 -50 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.021 D 999 360 VERT(CL): 0.043 D 999 240 HORZ(LL): -0.006 D - - HORZ(TL): 0.012 I - - Creep Factor: 2.0 Max TC CSI: 0.728 Max BC CSI: 0.542 Max Web CSI: 0.923 Wgt: 158.9 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss A06 Truss Type HIPM Qty 1 Ply 1 2884 06/23/2020 W1 (a) (a) A B C D E F G HIJKLM N 5 12 2X4(A1) 1.5X4 3X6 3X6 3X4 3X4 3X6 5X6 3X4 1.5X4 3X8 3X4(R) 3X6 2'18'5"4 6'6"12 SEAT PLATE REQ.SEAT PLATE REQ. 15'4"11'8" 27' 5" 6' 9 " 1 1 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W1 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 16.33 27.00 BC 75 0.00 27.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL M 848 /- /- /587 /200 /308 I 1395 /- /- /797 /708 /- N 125 /-122 /- /51 /68 /- Wind reactions based on MWFRS M Brg Width = 8.0 Min Req = 1.5 I Brg Width = 3.5 Min Req = 1.5 N Brg Width = 8.0 Min Req = 1.5 Bearings M, I, & N are a rigid surface. Bearings M & N require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 183 -269 B - C 325 -860 C - D 330 -745 Chords Tens. Comp. D - E 44 -277 E - F 227 -124 F - G 227 -124 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - M 267 -143 M - L 94 -443 L - K 743 -630 Chords Tens. Comp. K - J 743 -630 J - I 154 -134 I - H 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. M - B 512 -757 B - L 739 -269 L - D 197 0 D - J 547 -671 E - J 437 -169 Webs Tens. Comp. E - I 506 -725 F - I 444 -429 I - G 180 -330 G - H 176 -39 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.022 D 999 360 VERT(CL): 0.046 D 999 240 HORZ(LL): -0.007 D - - HORZ(TL): 0.012 D - - Creep Factor: 2.0 Max TC CSI: 0.817 Max BC CSI: 0.611 Max Web CSI: 0.872 Wgt: 161.7 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss A07 Truss Type HIPM Qty 4 Ply 1 2892 06/23/2020 W1 (a) (a) A B C D E F G HIJKLM N 5 12 2X4(A1) 1.5X4 3X6 3X6 3X4 3X4 3X6 5X6 3X4 1.5X4 3X8 3X4(R) 3X6 2'18'5"4 6'6"12 SEAT PLATE REQ.SEAT PLATE REQ. 16'4"10'8" 27' 5" 7' 2 " 1 1 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W1 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 16.33 27.00 BC 75 0.00 27.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL M 848 /- /- /587 /200 /308 I 1395 /- /- /797 /708 /- N 125 /-122 /- /51 /68 /- Wind reactions based on MWFRS M Brg Width = 8.0 Min Req = 1.5 I Brg Width = 3.5 Min Req = 1.5 N Brg Width = 8.0 Min Req = 1.5 Bearings M, I, & N are a rigid surface. Bearings M & N require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 183 -269 B - C 325 -860 C - D 330 -745 Chords Tens. Comp. D - E 44 -277 E - F 227 -124 F - G 227 -124 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - M 267 -143 M - L 94 -443 L - K 743 -630 Chords Tens. Comp. K - J 743 -630 J - I 154 -134 I - H 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. M - B 512 -757 B - L 739 -269 L - D 197 0 D - J 547 -671 E - J 437 -169 Webs Tens. Comp. E - I 506 -725 F - I 444 -429 I - G 180 -330 G - H 176 -39 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.022 D 999 360 VERT(CL): 0.046 D 999 240 HORZ(LL): -0.007 D - - HORZ(TL): 0.012 D - - Creep Factor: 2.0 Max TC CSI: 0.817 Max BC CSI: 0.611 Max Web CSI: 0.872 Wgt: 161.7 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss A07 Truss Type HIPM Qty 4 Ply 1 2892 06/23/2020 W1 (a) (a) A B C D E F G HIJKLM N 5 12 2X4(A1) 1.5X4 3X6 3X6 3X4 3X4 3X6 5X6 3X4 1.5X4 3X8 3X4(R) 3X6 2'18'5"4 6'6"12 SEAT PLATE REQ.SEAT PLATE REQ. 16'4"10'8" 27' 5" 7' 2 " 1 1 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B2 2x6 SP 2400f-2.0E: Webs 2x4 SP #3 :W1, W7 2x6 SP #2: :W8, W10 2x4 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at 0.00 to 62 plf at 27.00 BC: From 20 plf at 0.00 to 20 plf at 22.27 BC: From 10 plf at 22.27 to 10 plf at 27.00 BC: 2238 lb Conc. Load at 22.27 BC: 2264 lb Conc. Load at 24.27 BC: 2138 lb Conc. Load at 26.27 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 17.54 27.00 BC 75 0.00 27.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL P 900 /- /- /- /587 /- L 3940 /- /0 /- /1987 /0 Q 4030 /- /- /- /1485 /- Wind reactions based on MWFRS P Brg Width = 8.0 Min Req = 1.5 L Brg Width = 3.5 Min Req = 2.9 Q Brg Width = 8.0 Min Req = 3.3 Bearings P, L, & Q are a rigid surface. Bearings P & Q require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 105 -139 B - C 605 -903 C - D 205 -305 D - E 183 -284 Chords Tens. Comp. E - F 76 -61 F - G 213 -608 G - H 342 -857 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - P 151 -60 P - O 252 -122 O - N 752 -484 N - M 753 -484 Chords Tens. Comp. M - L 194 -97 L - K 291 -130 K - J 832 -333 J - I 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. P - B 661 -780 B - O 581 -358 O - C 229 0 C - M 446 -651 E - M 528 -119 E - L 462 -717 Webs Tens. Comp. L - F 1187 -2534 F - K 2396 -1036 K - G 455 -923 G - J 774 -218 J - H 2584 -1031 H - I 1048 -2520 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.036 J 999 360 VERT(CL): 0.073 J 999 240 HORZ(LL): -0.006 J - - HORZ(TL): 0.012 J - - Creep Factor: 2.0 Max TC CSI: 0.832 Max BC CSI: 0.586 Max Web CSI: 0.982 Wgt: 210.0 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss A08 Truss Type HIPM Qty 1 Ply 1 3247 06/23/2020 B2 W1 W7 W8 W10 (a) (a)(a)(a) (a) A B C D E F G H IJKLMNOP Q 5 12 2X4(A1) 2X4 3X6 3X4 3X4 3X6 4X6 6X6 3X4 7X6 5X6 6X10 3X4 4X10(R) 4X10(R) 3X10 2'18'5"4 6'6"12 SEAT PLATE REQ.SEAT PLATE REQ. 17'6"8 9'5"8 27' 5" 7' 8 " 1 1 22'3"4 2238# 2' 2264# 2' 2138# 8"12 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B2 2x6 SP 2400f-2.0E: Webs 2x4 SP #3 :W1, W7 2x6 SP #2: :W8, W10 2x4 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at 0.00 to 62 plf at 27.00 BC: From 20 plf at 0.00 to 20 plf at 22.27 BC: From 10 plf at 22.27 to 10 plf at 27.00 BC: 2238 lb Conc. Load at 22.27 BC: 2264 lb Conc. Load at 24.27 BC: 2138 lb Conc. Load at 26.27 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 17.54 27.00 BC 75 0.00 27.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL P 900 /- /- /- /587 /- L 3940 /- /0 /- /1987 /0 Q 4030 /- /- /- /1485 /- Wind reactions based on MWFRS P Brg Width = 8.0 Min Req = 1.5 L Brg Width = 3.5 Min Req = 2.9 Q Brg Width = 8.0 Min Req = 3.3 Bearings P, L, & Q are a rigid surface. Bearings P & Q require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 105 -139 B - C 605 -903 C - D 205 -305 D - E 183 -284 Chords Tens. Comp. E - F 76 -61 F - G 213 -608 G - H 342 -857 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - P 151 -60 P - O 252 -122 O - N 752 -484 N - M 753 -484 Chords Tens. Comp. M - L 194 -97 L - K 291 -130 K - J 832 -333 J - I 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. P - B 661 -780 B - O 581 -358 O - C 229 0 C - M 446 -651 E - M 528 -119 E - L 462 -717 Webs Tens. Comp. L - F 1187 -2534 F - K 2396 -1036 K - G 455 -923 G - J 774 -218 J - H 2584 -1031 H - I 1048 -2520 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.036 J 999 360 VERT(CL): 0.073 J 999 240 HORZ(LL): -0.006 J - - HORZ(TL): 0.012 J - - Creep Factor: 2.0 Max TC CSI: 0.832 Max BC CSI: 0.586 Max Web CSI: 0.982 Wgt: 210.0 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss A08 Truss Type HIPM Qty 1 Ply 1 3247 06/23/2020 B2 W1 W7 W8 W10 (a) (a)(a)(a) (a) A B C D E F G H IJKLMNOP Q 5 12 2X4(A1) 2X4 3X6 3X4 3X4 3X6 4X6 6X6 3X4 7X6 5X6 6X10 3X4 4X10(R) 4X10(R) 3X10 2'18'5"4 6'6"12 SEAT PLATE REQ.SEAT PLATE REQ. 17'6"8 9'5"8 27' 5" 7' 8 " 1 1 22'3"4 2238# 2' 2264# 2' 2138# 8"12 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E: Webs 2x4 SP #3 :W1 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 18.54 20.58 BC 75 0.00 20.58 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL J 948 /- /- /651 /211 /350 G 754 /- /- /458 /340 /- Wind reactions based on MWFRS J Brg Width = 8.0 Min Req = 1.5 G Brg Width = 3.5 Min Req = 1.5 Bearings J & G are a rigid surface. Bearing J requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 126 -219 B - C 302 -992 C - D 310 -834 Chords Tens. Comp. D - E 563 -998 E - F 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - J 216 -108 J - I 325 -651 Chords Tens. Comp. I - H 325 -651 H - G 157 -143 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. J - B 591 -825 B - H 595 -68 D - H 593 -563 Webs Tens. Comp. H - E 970 -674 E - G 569 -622 F - G 72 -62 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.032 D 999 360 VERT(CL): 0.066 D 999 240 HORZ(LL): -0.011 D - - HORZ(TL): 0.020 F - - Creep Factor: 2.0 Max TC CSI: 0.875 Max BC CSI: 0.466 Max Web CSI: 0.901 Wgt: 125.3 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss A09 Truss Type HIPM Qty 1 Ply 1 2962 06/23/2020 B2 W1 (a) A B C D E F GHIJ 5 12 2X4(A1) 2X4 3X6 3X6 3X6 1.5X3 3X10 5X6 1.5X3 3X6(R) 2'18'7" SEAT PLATE REQ. 18'6"8 2'0"8 20'7" 5" 8' 1 " 1 1 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E: Webs 2x4 SP #3 :W1 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 18.54 20.58 BC 75 0.00 20.58 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL J 948 /- /- /651 /211 /350 G 754 /- /- /458 /340 /- Wind reactions based on MWFRS J Brg Width = 8.0 Min Req = 1.5 G Brg Width = 3.5 Min Req = 1.5 Bearings J & G are a rigid surface. Bearing J requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 126 -219 B - C 302 -992 C - D 310 -834 Chords Tens. Comp. D - E 563 -998 E - F 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - J 216 -108 J - I 325 -651 Chords Tens. Comp. I - H 325 -651 H - G 157 -143 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. J - B 591 -825 B - H 595 -68 D - H 593 -563 Webs Tens. Comp. H - E 970 -674 E - G 569 -622 F - G 72 -62 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.032 D 999 360 VERT(CL): 0.066 D 999 240 HORZ(LL): -0.011 D - - HORZ(TL): 0.020 F - - Creep Factor: 2.0 Max TC CSI: 0.875 Max BC CSI: 0.466 Max Web CSI: 0.901 Wgt: 125.3 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss A09 Truss Type HIPM Qty 1 Ply 1 2962 06/23/2020 B2 W1 (a) A B C D E F GHIJ 5 12 2X4(A1) 2X4 3X6 3X6 3X6 1.5X3 3X10 5X6 1.5X3 3X6(R) 2'18'7" SEAT PLATE REQ. 18'6"8 2'0"8 20'7" 5" 8' 1 " 1 1 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E: Webs 2x4 SP #3 :W1 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 20.54 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL J 995 /- /- /655 /197 /387 F 806 /- /- /473 /314 /- Wind reactions based on MWFRS J Brg Width = 8.0 Min Req = 1.5 F Brg Width = 3.0 Min Req = 1.5 Bearings J & F are a rigid surface. Bearing J requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 222 -262 B - C 273 -229 Chords Tens. Comp. C - D 262 -1006 D - E 50 -113 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - I 257 -172 I - H 936 -726 Chords Tens. Comp. H - G 936 -726 G - F 506 -400 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - I 261 -213 I - C 476 -1319 C - G 332 -136 Webs Tens. Comp. G - D 546 -177 D - F 586 -741 E - F 191 -130 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.027 G 999 360 VERT(CL): 0.052 G 999 240 HORZ(LL): 0.009 C - - HORZ(TL): 0.018 C - - Creep Factor: 2.0 Max TC CSI: 0.721 Max BC CSI: 0.737 Max Web CSI: 0.834 Wgt: 114.1 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss A10 Truss Type MONO Qty 8 Ply 1 2957 06/23/2020 B2 W1 (a) (a) A B C D E FGHIJ 5 12 2X4(A1) 1.5X3 3X6 3X4 4X6 3X4 5X6 2X4 3X6(R) 2'18'6"8 SEAT PLATE REQ. 20'6"8 20'6"8 5" 8' 1 1 " 1 1 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E: Webs 2x4 SP #3 :W1 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 20.54 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL J 995 /- /- /655 /197 /387 F 806 /- /- /473 /314 /- Wind reactions based on MWFRS J Brg Width = 8.0 Min Req = 1.5 F Brg Width = 3.0 Min Req = 1.5 Bearings J & F are a rigid surface. Bearing J requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 222 -262 B - C 273 -229 Chords Tens. Comp. C - D 262 -1006 D - E 50 -113 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - I 257 -172 I - H 936 -726 Chords Tens. Comp. H - G 936 -726 G - F 506 -400 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - I 261 -213 I - C 476 -1319 C - G 332 -136 Webs Tens. Comp. G - D 546 -177 D - F 586 -741 E - F 191 -130 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.027 G 999 360 VERT(CL): 0.052 G 999 240 HORZ(LL): 0.009 C - - HORZ(TL): 0.018 C - - Creep Factor: 2.0 Max TC CSI: 0.721 Max BC CSI: 0.737 Max Web CSI: 0.834 Wgt: 114.1 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss A10 Truss Type MONO Qty 8 Ply 1 2957 06/23/2020 B2 W1 (a) (a) A B C D E FGHIJ 5 12 2X4(A1) 1.5X3 3X6 3X4 4X6 3X4 5X6 2X4 3X6(R) 2'18'6"8 SEAT PLATE REQ. 20'6"8 20'6"8 5" 8' 1 1 " 1 1 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 :T2 2x4 SP M-30: Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E: Webs 2x4 SP #3 :W1 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 20.58 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL J 997 /- /- /656 /197 /388 F 808 /- /- /474 /314 /- Wind reactions based on MWFRS J Brg Width = 8.0 Min Req = 1.5 F Brg Width = 3.5 Min Req = 1.5 Bearings J & F are a rigid surface. Bearing J requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 223 -261 B - C 273 -228 Chords Tens. Comp. C - D 263 -1009 D - E 50 -114 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - I 257 -172 I - H 938 -728 Chords Tens. Comp. H - G 938 -728 G - F 510 -402 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - I 261 -214 I - C 475 -1322 C - G 332 -134 Webs Tens. Comp. G - D 545 -176 D - F 588 -745 E - F 193 -130 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.027 G 999 360 VERT(CL): 0.053 G 999 240 HORZ(LL): 0.009 C - - HORZ(TL): 0.018 C - - Creep Factor: 2.0 Max TC CSI: 0.615 Max BC CSI: 0.751 Max Web CSI: 0.836 Wgt: 114.1 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss A11 Truss Type MONO Qty 1 Ply 1 2948 06/23/2020 T2 B2 W1 (a) (a) A B C D E FGHIJ 5 12 2X4(A1) 1.5X3 3X6 3X4 4X6 3X4 5X6 2X4 3X6(R) 2'18'7" SEAT PLATE REQ. 20'7" 20'7" 5" 8' 1 1 " 1 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 engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 :T2 2x4 SP M-30: Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E: Webs 2x4 SP #3 :W1 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 20.58 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL J 997 /- /- /656 /197 /388 F 808 /- /- /474 /314 /- Wind reactions based on MWFRS J Brg Width = 8.0 Min Req = 1.5 F Brg Width = 3.5 Min Req = 1.5 Bearings J & F are a rigid surface. Bearing J requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 223 -261 B - C 273 -228 Chords Tens. Comp. C - D 263 -1009 D - E 50 -114 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - I 257 -172 I - H 938 -728 Chords Tens. Comp. H - G 938 -728 G - F 510 -402 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - I 261 -214 I - C 475 -1322 C - G 332 -134 Webs Tens. Comp. G - D 545 -176 D - F 588 -745 E - F 193 -130 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.027 G 999 360 VERT(CL): 0.053 G 999 240 HORZ(LL): 0.009 C - - HORZ(TL): 0.018 C - - Creep Factor: 2.0 Max TC CSI: 0.615 Max BC CSI: 0.751 Max Web CSI: 0.836 Wgt: 114.1 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss A11 Truss Type MONO Qty 1 Ply 1 2948 06/23/2020 T2 B2 W1 (a) (a) A B C D E FGHIJ 5 12 2X4(A1) 1.5X3 3X6 3X4 4X6 3X4 5X6 2X4 3X6(R) 2'18'7" SEAT PLATE REQ. 20'7" 20'7" 5" 8' 1 1 " 1 5 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 :T2 2x4 SP M-30: Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E: Webs 2x4 SP #3 :W1 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 20.58 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL J 993 /- /- /656 /197 /388 F 803 /- /- /473 /313 /- Wind reactions based on MWFRS J Brg Width = 8.0 Min Req = 1.5 F Brg Width = 3.5 Min Req = 1.5 Bearings J & F are a rigid surface. Bearing J requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 195 -277 B - C 249 -245 Chords Tens. Comp. C - D 221 -948 D - E 49 -113 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - I 271 -148 I - H 912 -742 Chords Tens. Comp. H - G 912 -742 G - F 519 -398 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - I 251 -198 I - C 513 -1267 C - G 350 -156 Webs Tens. Comp. G - D 501 -138 D - F 582 -759 E - F 191 -129 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.024 G 999 360 VERT(CL): 0.047 G 999 240 HORZ(LL): -0.008 E - - HORZ(TL): 0.015 F - - Creep Factor: 2.0 Max TC CSI: 0.634 Max BC CSI: 0.490 Max Web CSI: 0.772 Wgt: 115.5 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss A12 Truss Type MONO Qty 3 Ply 1 2951 06/23/2020 T2 B2 W1 (a) (a) A B C D E FGHIJ 5 12 2X4(A1) 1.5X3 3X6 3X6 3X4 3X4 5X6 2X4 3X6(R) 2'18'7" SEAT PLATE REQ. 20'7" 20'7" 5" 8' 1 1 " 1 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 engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 :T2 2x4 SP M-30: Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E: Webs 2x4 SP #3 :W1 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 20.58 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL J 993 /- /- /656 /197 /388 F 803 /- /- /473 /313 /- Wind reactions based on MWFRS J Brg Width = 8.0 Min Req = 1.5 F Brg Width = 3.5 Min Req = 1.5 Bearings J & F are a rigid surface. Bearing J requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 195 -277 B - C 249 -245 Chords Tens. Comp. C - D 221 -948 D - E 49 -113 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - I 271 -148 I - H 912 -742 Chords Tens. Comp. H - G 912 -742 G - F 519 -398 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - I 251 -198 I - C 513 -1267 C - G 350 -156 Webs Tens. Comp. G - D 501 -138 D - F 582 -759 E - F 191 -129 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.024 G 999 360 VERT(CL): 0.047 G 999 240 HORZ(LL): -0.008 E - - HORZ(TL): 0.015 F - - Creep Factor: 2.0 Max TC CSI: 0.634 Max BC CSI: 0.490 Max Web CSI: 0.772 Wgt: 115.5 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss A12 Truss Type MONO Qty 3 Ply 1 2951 06/23/2020 T2 B2 W1 (a) (a) A B C D E FGHIJ 5 12 2X4(A1) 1.5X3 3X6 3X6 3X4 3X4 5X6 2X4 3X6(R) 2'18'7" SEAT PLATE REQ. 20'7" 20'7" 5" 8' 1 1 " 1 5 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E: Webs 2x4 SP #3 :W1 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 19.00 20.58 BC 75 0.00 20.58 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL I 948 /- /- /650 /247 /414 F 761 /- /- /463 /380 /- Wind reactions based on MWFRS I Brg Width = 8.0 Min Req = 1.5 F Brg Width = 3.5 Min Req = 1.5 Bearings I & F are a rigid surface. Bearing I requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 128 -224 B - C 300 -1004 Chords Tens. Comp. C - D 559 -1020 D - E 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - I 209 -110 I - H 302 -645 Chords Tens. Comp. H - G 302 -645 G - F 121 -112 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. I - B 579 -828 B - G 631 -82 C - G 606 -580 Webs Tens. Comp. G - D 1013 -707 D - F 577 -627 E - F 55 -48 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.034 C 999 360 VERT(CL): 0.070 C 999 240 HORZ(LL): -0.014 C - - HORZ(TL): 0.021 E - - Creep Factor: 2.0 Max TC CSI: 0.916 Max BC CSI: 0.441 Max Web CSI: 0.987 Wgt: 122.5 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss A13 Truss Type HIPM Qty 1 Ply 1 2965 06/23/2020 B2 W1 (a) (a) A B C D E FGHI 5 12 2X4(A1) 2X4 3X6 3X6 6X6 3X10 5X6 1.5X3 3X6(R) 2'18'7" SEAT PLATE REQ. 19'1'7" 20'7" 5" 8' 4 " **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E: Webs 2x4 SP #3 :W1 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 19.00 20.58 BC 75 0.00 20.58 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL I 948 /- /- /650 /247 /414 F 761 /- /- /463 /380 /- Wind reactions based on MWFRS I Brg Width = 8.0 Min Req = 1.5 F Brg Width = 3.5 Min Req = 1.5 Bearings I & F are a rigid surface. Bearing I requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 128 -224 B - C 300 -1004 Chords Tens. Comp. C - D 559 -1020 D - E 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - I 209 -110 I - H 302 -645 Chords Tens. Comp. H - G 302 -645 G - F 121 -112 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. I - B 579 -828 B - G 631 -82 C - G 606 -580 Webs Tens. Comp. G - D 1013 -707 D - F 577 -627 E - F 55 -48 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.034 C 999 360 VERT(CL): 0.070 C 999 240 HORZ(LL): -0.014 C - - HORZ(TL): 0.021 E - - Creep Factor: 2.0 Max TC CSI: 0.916 Max BC CSI: 0.441 Max Web CSI: 0.987 Wgt: 122.5 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss A13 Truss Type HIPM Qty 1 Ply 1 2965 06/23/2020 B2 W1 (a) (a) A B C D E FGHI 5 12 2X4(A1) 2X4 3X6 3X6 6X6 3X10 5X6 1.5X3 3X6(R) 2'18'7" SEAT PLATE REQ. 19'1'7" 20'7" 5" 8' 4 " Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E: Webs 2x4 SP #3 :W1 2x6 SP #2: Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 17.00 20.58 BC 75 0.00 20.58 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL I 948 /- /- /651 /266 /371 F 743 /- /- /442 /369 /- Wind reactions based on MWFRS I Brg Width = 8.0 Min Req = 1.5 F Brg Width = 3.5 Min Req = 1.5 Bearings I & F are a rigid surface. Bearing I requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 130 -207 B - C 353 -986 Chords Tens. Comp. C - D 578 -972 D - E 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - I 226 -112 I - H 335 -636 Chords Tens. Comp. H - G 335 -636 G - F 275 -245 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. I - B 611 -832 B - G 589 -72 C - G 536 -503 Webs Tens. Comp. G - D 844 -560 D - F 550 -618 E - F 126 -110 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.028 C 999 360 VERT(CL): 0.057 C 999 240 HORZ(LL): -0.011 C - - HORZ(TL): 0.016 E - - Creep Factor: 2.0 Max TC CSI: 0.703 Max BC CSI: 0.446 Max Web CSI: 0.933 Wgt: 116.9 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss A14 Truss Type HIPM Qty 1 Ply 1 2942 06/23/2020 B2 W1A B C D E FGHI 5 12 2X4(A1) 2X4 3X6 5X6 5X6 3X8 5X6 1.5X4 3X6(R) 2'18'7" SEAT PLATE REQ. 17'3'7" 20'7" 5" 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 engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E: Webs 2x4 SP #3 :W1 2x6 SP #2: Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 17.00 20.58 BC 75 0.00 20.58 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL I 948 /- /- /651 /266 /371 F 743 /- /- /442 /369 /- Wind reactions based on MWFRS I Brg Width = 8.0 Min Req = 1.5 F Brg Width = 3.5 Min Req = 1.5 Bearings I & F are a rigid surface. Bearing I requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 130 -207 B - C 353 -986 Chords Tens. Comp. C - D 578 -972 D - E 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - I 226 -112 I - H 335 -636 Chords Tens. Comp. H - G 335 -636 G - F 275 -245 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. I - B 611 -832 B - G 589 -72 C - G 536 -503 Webs Tens. Comp. G - D 844 -560 D - F 550 -618 E - F 126 -110 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.028 C 999 360 VERT(CL): 0.057 C 999 240 HORZ(LL): -0.011 C - - HORZ(TL): 0.016 E - - Creep Factor: 2.0 Max TC CSI: 0.703 Max BC CSI: 0.446 Max Web CSI: 0.933 Wgt: 116.9 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss A14 Truss Type HIPM Qty 1 Ply 1 2942 06/23/2020 B2 W1A B C D E FGHI 5 12 2X4(A1) 2X4 3X6 5X6 5X6 3X8 5X6 1.5X4 3X6(R) 2'18'7" SEAT PLATE REQ. 17'3'7" 20'7" 5" 7' 6 " Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 :T2 2x4 SP M-30: Bot chord 2x4 SP M-30 :B2 2x6 SP 2400f-2.0E: Webs 2x4 SP #3 :W1 2x6 SP #2: :W5 2x4 SP #2: :Rt Bearing Leg 2x4 SP #3: Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at 0.00 to 62 plf at 9.00 TC: From 31 plf at 9.00 to 31 plf at 20.58 BC: From 20 plf at 0.00 to 20 plf at 8.29 BC: From 10 plf at 8.29 to 10 plf at 20.29 TC: 289 lb Conc. Load at 9.03 TC: 175 lb Conc. Load at 11.06,13.06,15.06,17.06 19.06 BC: 299 lb Conc. Load at 9.03 BC: 111 lb Conc. Load at 11.06,13.06,15.06,17.06 19.06 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) TC 24 9.00 20.58 BC 75 0.00 20.29 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL J 1585 /- /- /- /1325 /- F 1639 /- /- /- /1402 /- Wind reactions based on MWFRS J Brg Width = 8.0 Min Req = 1.9 F Brg Width = 3.0 Min Req = 3.0 Bearings J & F are a rigid surface. Bearings J & F require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 193 -55 B - C 2053 -2329 Chords Tens. Comp. C - D 1821 -2085 D - E 104 -118 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - J 53 -141 J - I 270 -216 Chords Tens. Comp. I - H 274 -219 H - G 1655 -1570 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. J - B 1401 -1560 B - H 1893 -1626 C - H 223 0 H - D 522 -303 Webs Tens. Comp. D - G 1766 -1851 F - G 1359 -1094 E - F 3295 -3203 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.086 H 999 360 VERT(CL): 0.107 H 999 240 HORZ(LL): -0.014 G - - HORZ(TL): 0.017 G - - Creep Factor: 2.0 Max TC CSI: 0.805 Max BC CSI: 0.522 Max Web CSI: 0.735 Wgt: 114.1 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss A15 Truss Type HIPM Qty 1 Ply 1 2933 06/23/2020 T2 B2 W1 W5 (a) (a) A B C D E F GHIJ 5 12 2X4(A1) 3X6 4X6 4X6 5X6 6X8 4X4 3X6(R) 2X4 4X8(R) 2'18'7" SEAT PLATE REQ.SEAT PLATE REQ. 9'11'7" 20'3"8 3"8 20'7" 2' 5" 2' 2 " 4' 2 " 9'0"6 289# 2'0"6 175# 2' 175# 2' 175# 2' 175# 2' 175# 299#111#111#111#111#111# 1'2"12 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 :T2 2x4 SP M-30: Bot chord 2x4 SP M-30 :B2 2x6 SP 2400f-2.0E: Webs 2x4 SP #3 :W1 2x6 SP #2: :W5 2x4 SP #2: :Rt Bearing Leg 2x4 SP #3: Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at 0.00 to 62 plf at 9.00 TC: From 31 plf at 9.00 to 31 plf at 20.58 BC: From 20 plf at 0.00 to 20 plf at 8.29 BC: From 10 plf at 8.29 to 10 plf at 20.29 TC: 289 lb Conc. Load at 9.03 TC: 175 lb Conc. Load at 11.06,13.06,15.06,17.06 19.06 BC: 299 lb Conc. Load at 9.03 BC: 111 lb Conc. Load at 11.06,13.06,15.06,17.06 19.06 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) TC 24 9.00 20.58 BC 75 0.00 20.29 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL J 1585 /- /- /- /1325 /- F 1639 /- /- /- /1402 /- Wind reactions based on MWFRS J Brg Width = 8.0 Min Req = 1.9 F Brg Width = 3.0 Min Req = 3.0 Bearings J & F are a rigid surface. Bearings J & F require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 193 -55 B - C 2053 -2329 Chords Tens. Comp. C - D 1821 -2085 D - E 104 -118 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - J 53 -141 J - I 270 -216 Chords Tens. Comp. I - H 274 -219 H - G 1655 -1570 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. J - B 1401 -1560 B - H 1893 -1626 C - H 223 0 H - D 522 -303 Webs Tens. Comp. D - G 1766 -1851 F - G 1359 -1094 E - F 3295 -3203 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.086 H 999 360 VERT(CL): 0.107 H 999 240 HORZ(LL): -0.014 G - - HORZ(TL): 0.017 G - - Creep Factor: 2.0 Max TC CSI: 0.805 Max BC CSI: 0.522 Max Web CSI: 0.735 Wgt: 114.1 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss A15 Truss Type HIPM Qty 1 Ply 1 2933 06/23/2020 T2 B2 W1 W5 (a) (a) A B C D E F GHIJ 5 12 2X4(A1) 3X6 4X6 4X6 5X6 6X8 4X4 3X6(R) 2X4 4X8(R) 2'18'7" SEAT PLATE REQ.SEAT PLATE REQ. 9'11'7" 20'3"8 3"8 20'7" 2' 5" 2' 2 " 4' 2 " 9'0"6 289# 2'0"6 175# 2' 175# 2' 175# 2' 175# 2' 175# 299#111#111#111#111#111# 1'2"12 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W1 2x6 SP #2: Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 15.00 20.58 BC 75 0.00 20.58 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL J 948 /- /- /649 /283 /327 G 739 /- /- /424 /403 /- Wind reactions based on MWFRS J Brg Width = 8.0 Min Req = 1.5 G Brg Width = 3.5 Min Req = 1.5 Bearings J & G are a rigid surface. Bearing J requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 155 -250 B - C 461 -1018 C - D 291 -599 Chords Tens. Comp. D - E 308 -543 E - F 370 -478 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - J 244 -125 J - I 173 -472 Chords Tens. Comp. I - H 877 -701 H - G 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. J - B 604 -847 B - I 775 -302 I - C 143 -23 C - H 373 -455 Webs Tens. Comp. E - H 316 -199 H - F 736 -569 F - G 584 -698 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.023 C 999 360 VERT(CL): 0.048 C 999 240 HORZ(LL): -0.008 C - - HORZ(TL): 0.011 H - - Creep Factor: 2.0 Max TC CSI: 0.465 Max BC CSI: 0.517 Max Web CSI: 0.730 Wgt: 119.7 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss A16 Truss Type HIPM Qty 1 Ply 1 2927 06/23/2020 W1A B C D E F GHIJ 5 12 2X4(A1) 2X4 3X6 5X8 3X4 3X6 5X6 3X8 3X4(R) 3X6 2'18'7" SEAT PLATE REQ. 15'5'7" 20'7" 5" 6' 8 " **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W1 2x6 SP #2: Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 15.00 20.58 BC 75 0.00 20.58 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL J 948 /- /- /649 /283 /327 G 739 /- /- /424 /403 /- Wind reactions based on MWFRS J Brg Width = 8.0 Min Req = 1.5 G Brg Width = 3.5 Min Req = 1.5 Bearings J & G are a rigid surface. Bearing J requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 155 -250 B - C 461 -1018 C - D 291 -599 Chords Tens. Comp. D - E 308 -543 E - F 370 -478 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - J 244 -125 J - I 173 -472 Chords Tens. Comp. I - H 877 -701 H - G 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. J - B 604 -847 B - I 775 -302 I - C 143 -23 C - H 373 -455 Webs Tens. Comp. E - H 316 -199 H - F 736 -569 F - G 584 -698 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.023 C 999 360 VERT(CL): 0.048 C 999 240 HORZ(LL): -0.008 C - - HORZ(TL): 0.011 H - - Creep Factor: 2.0 Max TC CSI: 0.465 Max BC CSI: 0.517 Max Web CSI: 0.730 Wgt: 119.7 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss A16 Truss Type HIPM Qty 1 Ply 1 2927 06/23/2020 W1A B C D E F GHIJ 5 12 2X4(A1) 2X4 3X6 5X8 3X4 3X6 5X6 3X8 3X4(R) 3X6 2'18'7" SEAT PLATE REQ. 15'5'7" 20'7" 5" 6' 8 " Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W1 2x6 SP #2: Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 13.00 20.58 BC 75 0.00 20.58 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL J 960 /- /- /653 /302 /283 F 728 /- /- /400 /428 /- Wind reactions based on MWFRS J Brg Width = 8.0 Min Req = 1.5 F Brg Width = 3.5 Min Req = 1.5 Bearings J & F are a rigid surface. Bearing J requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 106 -317 B - C 126 -281 Chords Tens. Comp. C - D 419 -773 D - E 480 -647 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - I 303 -89 I - H 781 -725 Chords Tens. Comp. H - G 781 -725 G - F 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - I 285 -209 I - C 709 -968 C - G 258 -140 Webs Tens. Comp. D - G 357 -227 G - E 807 -599 E - F 566 -676 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.022 D 999 360 VERT(CL): 0.045 D 999 240 HORZ(LL): -0.008 C - - HORZ(TL): 0.017 C - - Creep Factor: 2.0 Max TC CSI: 0.941 Max BC CSI: 0.967 Max Web CSI: 0.944 Wgt: 111.3 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss A17 Truss Type HIPM Qty 1 Ply 1 2912 06/23/2020 W1A B C D E FGHIJ 5 12 2X4(A1) 1.5X3 3X6 3X6 3X4 5X6(R) 3X8 3X6(R) 3X6 2'18'7" SEAT PLATE REQ. 13'7'7" 20'7" 5" 5' 1 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 engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W1 2x6 SP #2: Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 13.00 20.58 BC 75 0.00 20.58 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL J 960 /- /- /653 /302 /283 F 728 /- /- /400 /428 /- Wind reactions based on MWFRS J Brg Width = 8.0 Min Req = 1.5 F Brg Width = 3.5 Min Req = 1.5 Bearings J & F are a rigid surface. Bearing J requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 106 -317 B - C 126 -281 Chords Tens. Comp. C - D 419 -773 D - E 480 -647 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - I 303 -89 I - H 781 -725 Chords Tens. Comp. H - G 781 -725 G - F 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - I 285 -209 I - C 709 -968 C - G 258 -140 Webs Tens. Comp. D - G 357 -227 G - E 807 -599 E - F 566 -676 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.022 D 999 360 VERT(CL): 0.045 D 999 240 HORZ(LL): -0.008 C - - HORZ(TL): 0.017 C - - Creep Factor: 2.0 Max TC CSI: 0.941 Max BC CSI: 0.967 Max Web CSI: 0.944 Wgt: 111.3 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss A17 Truss Type HIPM Qty 1 Ply 1 2912 06/23/2020 W1A B C D E FGHIJ 5 12 2X4(A1) 1.5X3 3X6 3X6 3X4 5X6(R) 3X8 3X6(R) 3X6 2'18'7" SEAT PLATE REQ. 13'7'7" 20'7" 5" 5' 1 0 " Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B2 2x4 SP M-30: Webs 2x4 SP #3 :W1 2x6 SP #2: Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 11.00 20.58 BC 75 0.00 20.58 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL I 948 /- /- /637 /546 /338 F 739 /- /- /395 /530 /- Wind reactions based on MWFRS I Brg Width = 8.0 Min Req = 1.5 F Brg Width = 3.5 Min Req = 1.5 Bearings I & F are a rigid surface. Bearing I requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 151 -226 B - C 531 -972 Chords Tens. Comp. C - D 593 -798 D - E 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - I 249 -162 I - H 358 -595 Chords Tens. Comp. H - G 358 -595 G - F 549 -443 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. I - B 693 -833 B - G 515 -166 C - G 273 -100 Webs Tens. Comp. G - D 364 -213 D - F 622 -770 E - F 144 -125 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.020 I 999 360 VERT(CL): 0.040 C 999 240 HORZ(LL): -0.011 F - - HORZ(TL): 0.012 F - - Creep Factor: 2.0 Max TC CSI: 0.875 Max BC CSI: 0.553 Max Web CSI: 0.651 Wgt: 109.9 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss A18 Truss Type HIPM Qty 1 Ply 1 2930 06/23/2020 B2 W1A B C D E FGHI 5 12 2X4(A1) 2X4 3X6 3X6 5X6 3X8 3X4 1.5X4 3X6(R) 2'18'7" SEAT PLATE REQ. 11'9'7" 20'7" 5" 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 engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B2 2x4 SP M-30: Webs 2x4 SP #3 :W1 2x6 SP #2: Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 11.00 20.58 BC 75 0.00 20.58 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL I 948 /- /- /637 /546 /338 F 739 /- /- /395 /530 /- Wind reactions based on MWFRS I Brg Width = 8.0 Min Req = 1.5 F Brg Width = 3.5 Min Req = 1.5 Bearings I & F are a rigid surface. Bearing I requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 151 -226 B - C 531 -972 Chords Tens. Comp. C - D 593 -798 D - E 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - I 249 -162 I - H 358 -595 Chords Tens. Comp. H - G 358 -595 G - F 549 -443 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. I - B 693 -833 B - G 515 -166 C - G 273 -100 Webs Tens. Comp. G - D 364 -213 D - F 622 -770 E - F 144 -125 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.020 I 999 360 VERT(CL): 0.040 C 999 240 HORZ(LL): -0.011 F - - HORZ(TL): 0.012 F - - Creep Factor: 2.0 Max TC CSI: 0.875 Max BC CSI: 0.553 Max Web CSI: 0.651 Wgt: 109.9 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss A18 Truss Type HIPM Qty 1 Ply 1 2930 06/23/2020 B2 W1A B C D E FGHI 5 12 2X4(A1) 2X4 3X6 3X6 5X6 3X8 3X4 1.5X4 3X6(R) 2'18'7" SEAT PLATE REQ. 11'9'7" 20'7" 5" 5' Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 :T2, T3 2x4 SP M-30: Bot chord 2x4 SP #2 :B1 2x4 SP 2400f-2.0E: :B2 2x4 SP M-30: Webs 2x4 SP #3 :W1, W6 2x4 SP #2: :Lt Bearing Leg 2x4 SP #3: Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 4X6 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 11.17 44.42 BC 81 -0.00 30.32 BC 68 30.32 44.27 BC 66 44.27 48.96 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Additional Notes WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL X 2301 /- /- /1173 /951 /298 L 2238 /- /- /1053 /980 /- Wind reactions based on MWFRS X Brg Width = 3.0 Min Req = 3.0 L Brg Width = - Min Req = - Bearing X is a rigid surface. Bearing X requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 102 -166 B - C 1432 -2460 C - D 1411 -2215 D - E 1828 -2983 E - F 1961 -3185 Chords Tens. Comp. F - G 1961 -3185 G - H 1965 -3191 H - I 1965 -3191 I - J 1510 -2424 J - K 811 -1317 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. W - V 1634 -1077 V - U 2687 -1536 U - T 2687 -1536 T - S 55 -37 R - Q 2471 -1380 Chords Tens. Comp. Q - O 1160 -664 P - N 14 -10 O - M 1145 -655 N - L 22 -19 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - X 2094 -1064 X - A 1529 -2459 X - W 2094 -1064 W - B 1408 -2478 B - V 899 -289 C - V 579 -203 V - D 630 -951 D - T 598 -262 T - E 551 -639 T - R 2966 -1651 E - R 272 -179 Webs Tens. Comp. G - R 449 -472 R - S 133 0 R - I 1131 -663 I - Q 938 -1304 Q - J 1974 -1067 P - O 0 -90 M - N 208 0 M - J 982 -1425 M - K 1987 -1141 M - L 20 -23 K - L 1350 -2189 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 4.93 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.237 G 999 360 VERT(CL): 0.431 G 999 294 HORZ(LL): -0.158 L - - HORZ(TL): 0.194 L - - Creep Factor: 2.0 Max TC CSI: 0.729 Max BC CSI: 0.991 Max Web CSI: 0.935 Wgt: 379.4 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss B01 Truss Type HIPS Qty 2 Ply 1 2972 06/23/2020 T2 T3 B1 B2 W1 W6 (a) (a)(a)(a) (a) (a)(a)(a)(a) (a)(a) (a) A B C D E F G H I J K L M N OPQ RSTUVW X 5 12 5X6 3X4 5X6(R) 5X6 3X8 H0308 3X4 7X8 3X4 1.5X4 5X8 2X4 4X4 1.5X3 1.5X4 6X8 1.5X4 6X8 5X6 3X6(R) 49'3" SEAT PLATE REQ. 11'5"8 33'3"4'6"8 30'5"10 13'5'5"143"8 2' 2'10"12 7' 9 " 5 1' 9' 8 " 1 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 :T2, T3 2x4 SP M-30: Bot chord 2x4 SP #2 :B1 2x4 SP 2400f-2.0E: :B2 2x4 SP M-30: Webs 2x4 SP #3 :W1, W6 2x4 SP #2: :Lt Bearing Leg 2x4 SP #3: Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 4X6 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 11.17 44.42 BC 81 -0.00 30.32 BC 68 30.32 44.27 BC 66 44.27 48.96 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Additional Notes WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL X 2301 /- /- /1173 /951 /298 L 2238 /- /- /1053 /980 /- Wind reactions based on MWFRS X Brg Width = 3.0 Min Req = 3.0 L Brg Width = - Min Req = - Bearing X is a rigid surface. Bearing X requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 102 -166 B - C 1432 -2460 C - D 1411 -2215 D - E 1828 -2983 E - F 1961 -3185 Chords Tens. Comp. F - G 1961 -3185 G - H 1965 -3191 H - I 1965 -3191 I - J 1510 -2424 J - K 811 -1317 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. W - V 1634 -1077 V - U 2687 -1536 U - T 2687 -1536 T - S 55 -37 R - Q 2471 -1380 Chords Tens. Comp. Q - O 1160 -664 P - N 14 -10 O - M 1145 -655 N - L 22 -19 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - X 2094 -1064 X - A 1529 -2459 X - W 2094 -1064 W - B 1408 -2478 B - V 899 -289 C - V 579 -203 V - D 630 -951 D - T 598 -262 T - E 551 -639 T - R 2966 -1651 E - R 272 -179 Webs Tens. Comp. G - R 449 -472 R - S 133 0 R - I 1131 -663 I - Q 938 -1304 Q - J 1974 -1067 P - O 0 -90 M - N 208 0 M - J 982 -1425 M - K 1987 -1141 M - L 20 -23 K - L 1350 -2189 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 4.93 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.237 G 999 360 VERT(CL): 0.431 G 999 294 HORZ(LL): -0.158 L - - HORZ(TL): 0.194 L - - Creep Factor: 2.0 Max TC CSI: 0.729 Max BC CSI: 0.991 Max Web CSI: 0.935 Wgt: 379.4 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss B01 Truss Type HIPS Qty 2 Ply 1 2972 06/23/2020 T2 T3 B1 B2 W1 W6 (a) (a)(a)(a) (a) (a)(a)(a)(a) (a)(a) (a) A B C D E F G H I J K L M N OPQ RSTUVW X 5 12 5X6 3X4 5X6(R) 5X6 3X8 H0308 3X4 7X8 3X4 1.5X4 5X8 2X4 4X4 1.5X3 1.5X4 6X8 1.5X4 6X8 5X6 3X6(R) 49'3" SEAT PLATE REQ. 11'5"8 33'3"4'6"8 30'5"10 13'5'5"143"8 2' 2'10"12 7' 9 " 5 1' 9' 8 " 1 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP M-30 :B2 2x4 SP 2400f-2.0E: :B4 2x4 SP #2: Webs 2x4 SP #3 :W1, W7 2x4 SP #2: :Lt Bearing Leg 2x4 SP #3: Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 4X6 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 13.17 42.42 BC 83 -0.00 30.32 BC 89 30.32 43.61 BC 64 43.61 48.96 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Additional Notes WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL W 2255 /- /- /1189 /949 /326 L 2264 /- /- /1068 /978 /- Wind reactions based on MWFRS W Brg Width = 3.0 Min Req = 3.0 L Brg Width = - Min Req = - Bearing W is a rigid surface. Bearing W requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 1104 -2019 B - C 1493 -2503 C - D 1477 -2241 D - E 1740 -2791 E - F 1832 -2920 Chords Tens. Comp. F - G 1832 -2920 G - H 1834 -2924 H - I 1493 -2343 I - J 1047 -1443 J - K 890 -1458 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. V - U 171 -218 U - T 1834 -1131 T - S 2605 -1468 S - R 2605 -1468 Chords Tens. Comp. R - Q 35 -33 P - O 2383 -1302 O - M 1442 -801 N - L 6 -9 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - W 113 0 A - U 2114 -1103 W - A 1776 -2531 W - V 113 0 U - B 728 -1083 B - T 602 -246 C - T 574 -210 T - D 509 -777 D - R 399 -152 R - E 476 -543 R - P 2811 -1519 E - P 217 -156 Webs Tens. Comp. G - P 348 -367 P - Q 71 0 P - H 986 -571 H - O 875 -1213 O - I 1689 -885 I - M 530 -1059 M - N 111 0 M - J 425 -284 M - K 2015 -1137 M - L 9 -6 K - L 1366 -2212 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 4.93 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.208 G 999 360 VERT(CL): 0.379 G 999 294 HORZ(LL): -0.147 L - - HORZ(TL): 0.182 M - - Creep Factor: 2.0 Max TC CSI: 0.695 Max BC CSI: 0.988 Max Web CSI: 0.995 Wgt: 397.6 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss B02 Truss Type HIPS Qty 1 Ply 1 2976 06/23/2020 B2 B4 W1 W7 (a) (a) (a)(a) (a) (a)(a)(a)(a)(a)(a) (a) (a) A B C D E F G H I J K L M NO PQRSTUV W 5 12 5X10 2X4 1.5X4 3X4 5X6 3X8 3X4 7X8 3X4 1.5X4 5X8 2X4 3X4 5X6 6X8 2X4 1.5X4 5X6 3X6(R) 49'3" SEAT PLATE REQ. 13'5"8 29'3"6'6"8 30'5"10 13'5'5"143"8 2' 2'10"12 7' 9 " 5 1' 10 ' 6 " 1 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP M-30 :B2 2x4 SP 2400f-2.0E: :B4 2x4 SP #2: Webs 2x4 SP #3 :W1, W7 2x4 SP #2: :Lt Bearing Leg 2x4 SP #3: Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 4X6 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 13.17 42.42 BC 83 -0.00 30.32 BC 89 30.32 43.61 BC 64 43.61 48.96 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Additional Notes WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL W 2255 /- /- /1189 /949 /326 L 2264 /- /- /1068 /978 /- Wind reactions based on MWFRS W Brg Width = 3.0 Min Req = 3.0 L Brg Width = - Min Req = - Bearing W is a rigid surface. Bearing W requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 1104 -2019 B - C 1493 -2503 C - D 1477 -2241 D - E 1740 -2791 E - F 1832 -2920 Chords Tens. Comp. F - G 1832 -2920 G - H 1834 -2924 H - I 1493 -2343 I - J 1047 -1443 J - K 890 -1458 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. V - U 171 -218 U - T 1834 -1131 T - S 2605 -1468 S - R 2605 -1468 Chords Tens. Comp. R - Q 35 -33 P - O 2383 -1302 O - M 1442 -801 N - L 6 -9 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - W 113 0 A - U 2114 -1103 W - A 1776 -2531 W - V 113 0 U - B 728 -1083 B - T 602 -246 C - T 574 -210 T - D 509 -777 D - R 399 -152 R - E 476 -543 R - P 2811 -1519 E - P 217 -156 Webs Tens. Comp. G - P 348 -367 P - Q 71 0 P - H 986 -571 H - O 875 -1213 O - I 1689 -885 I - M 530 -1059 M - N 111 0 M - J 425 -284 M - K 2015 -1137 M - L 9 -6 K - L 1366 -2212 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 4.93 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.208 G 999 360 VERT(CL): 0.379 G 999 294 HORZ(LL): -0.147 L - - HORZ(TL): 0.182 M - - Creep Factor: 2.0 Max TC CSI: 0.695 Max BC CSI: 0.988 Max Web CSI: 0.995 Wgt: 397.6 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss B02 Truss Type HIPS Qty 1 Ply 1 2976 06/23/2020 B2 B4 W1 W7 (a) (a) (a)(a) (a) (a)(a)(a)(a)(a)(a) (a) (a) A B C D E F G H I J K L M NO PQRSTUV W 5 12 5X10 2X4 1.5X4 3X4 5X6 3X8 3X4 7X8 3X4 1.5X4 5X8 2X4 3X4 5X6 6X8 2X4 1.5X4 5X6 3X6(R) 49'3" SEAT PLATE REQ. 13'5"8 29'3"6'6"8 30'5"10 13'5'5"143"8 2' 2'10"12 7' 9 " 5 1' 10 ' 6 " 1 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B3 2x4 SP M-30: Webs 2x4 SP #3 :W1, W6, W15 2x4 SP #2: :Lt Bearing Leg 2x4 SP #3: Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 3X4 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 15.17 29.25 BC 93 -0.00 30.32 BC 100 30.32 43.59 BC 64 43.61 48.96 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Additional Notes WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL X 2208 /- /- /1127 /628 /416 K 2138 /- /- /1207 /617 /- Wind reactions based on MWFRS X Brg Width = 3.0 Min Req = 3.0 K Brg Width = - Min Req = - Bearing X is a rigid surface. Bearing X requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 1260 -2130 B - C 1563 -2445 C - D 1581 -2372 D - E 1731 -2463 E - F 1809 -2619 Chords Tens. Comp. F - G 1848 -2919 G - H 1900 -3134 H - I 1893 -3267 I - J 1699 -2956 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. W - V 252 -184 V - U 1918 -964 U - T 2169 -1012 T - S 2169 -1012 S - R 89 -54 Chords Tens. Comp. Q - P 2877 -1462 R - O 60 -42 P - N 2938 -1504 N - L 2706 -1491 M - K 33 -17 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - X 124 0 A - V 2114 -1042 X - A 2250 -2690 X - W 124 0 V - B 644 -889 B - U 364 -151 D - U 184 -94 D - S 547 -370 S - E 554 -657 S - Q 2416 -1140 E - Q 302 -173 Webs Tens. Comp. Q - R 195 0 Q - F 677 -291 Q - G 356 -454 P - O 45 -76 G - N 167 -17 N - I 271 -65 I - L 479 -666 L - M 108 0 L - J 2796 -1535 L - K 9 -20 J - K 1269 -2080 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 4.93 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.207 Q 999 360 VERT(CL): 0.392 Q 999 294 HORZ(LL): 0.125 K - - HORZ(TL): 0.237 K - - Creep Factor: 2.0 Max TC CSI: 0.774 Max BC CSI: 0.981 Max Web CSI: 0.976 Wgt: 359.8 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss B03 Truss Type HIPS Qty 1 Ply 1 2983 06/23/2020 B3 W1 W6 W15(a) (a) (a)(a) (a) (a)A B C D E F G H I J K LMN OPQRSTUVW X 5 12 6X8 2X4 4X6 3X6 5X8 4X6 7X8 5X8 1.5X4 5X6 1.5X4 1.5X3 3X6 6X10 1.5X4 4X6 3X6(R) 49'3" SEAT PLATE REQ. 15'5"8 14'1"19'8"8 30'5"10 13'5'5"143"8 2' 2'10"12 3' 1 " 8 1' 11 ' 4 " 1 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B3 2x4 SP M-30: Webs 2x4 SP #3 :W1, W6, W15 2x4 SP #2: :Lt Bearing Leg 2x4 SP #3: Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 3X4 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 15.17 29.25 BC 93 -0.00 30.32 BC 100 30.32 43.59 BC 64 43.61 48.96 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Additional Notes WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL X 2208 /- /- /1127 /628 /416 K 2138 /- /- /1207 /617 /- Wind reactions based on MWFRS X Brg Width = 3.0 Min Req = 3.0 K Brg Width = - Min Req = - Bearing X is a rigid surface. Bearing X requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 1260 -2130 B - C 1563 -2445 C - D 1581 -2372 D - E 1731 -2463 E - F 1809 -2619 Chords Tens. Comp. F - G 1848 -2919 G - H 1900 -3134 H - I 1893 -3267 I - J 1699 -2956 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. W - V 252 -184 V - U 1918 -964 U - T 2169 -1012 T - S 2169 -1012 S - R 89 -54 Chords Tens. Comp. Q - P 2877 -1462 R - O 60 -42 P - N 2938 -1504 N - L 2706 -1491 M - K 33 -17 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - X 124 0 A - V 2114 -1042 X - A 2250 -2690 X - W 124 0 V - B 644 -889 B - U 364 -151 D - U 184 -94 D - S 547 -370 S - E 554 -657 S - Q 2416 -1140 E - Q 302 -173 Webs Tens. Comp. Q - R 195 0 Q - F 677 -291 Q - G 356 -454 P - O 45 -76 G - N 167 -17 N - I 271 -65 I - L 479 -666 L - M 108 0 L - J 2796 -1535 L - K 9 -20 J - K 1269 -2080 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 4.93 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.207 Q 999 360 VERT(CL): 0.392 Q 999 294 HORZ(LL): 0.125 K - - HORZ(TL): 0.237 K - - Creep Factor: 2.0 Max TC CSI: 0.774 Max BC CSI: 0.981 Max Web CSI: 0.976 Wgt: 359.8 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss B03 Truss Type HIPS Qty 1 Ply 1 2983 06/23/2020 B3 W1 W6 W15(a) (a) (a)(a) (a) (a)A B C D E F G H I J K LMN OPQRSTUVW X 5 12 6X8 2X4 4X6 3X6 5X8 4X6 7X8 5X8 1.5X4 5X6 1.5X4 1.5X3 3X6 6X10 1.5X4 4X6 3X6(R) 49'3" SEAT PLATE REQ. 15'5"8 14'1"19'8"8 30'5"10 13'5'5"143"8 2' 2'10"12 3' 1 " 8 1' 11 ' 4 " 1 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 :T2 2x4 SP M-30: :T3 2x4 SP 2400f-2.0E: Bot chord 2x4 SP #2 :B3 2x4 SP M-30: Webs 2x4 SP #3 :W1, W6, W8, W15 2x4 SP #2: :Lt Bearing Leg 2x4 SP #3: Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 3X4 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 14.36 30.06 BC 91 -0.00 30.32 BC 98 30.32 43.59 BC 64 43.61 48.96 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Additional Notes WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL W 2206 /- /- /1126 /648 /403 X 2135 /- /- /1206 /634 /- Wind reactions based on MWFRS W Brg Width = 3.0 Min Req = 3.0 X Brg Width = 8.0 Min Req = 2.5 Bearings W & X are a rigid surface. Bearings W & X require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 1237 -2069 B - C 1578 -2438 C - D 1771 -2543 D - E 1835 -2662 Chords Tens. Comp. E - F 1875 -2960 F - G 1906 -3151 G - H 1896 -3253 H - I 1700 -2945 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. V - U 240 -174 U - T 1867 -948 T - S 2169 -1027 S - R 2169 -1027 R - Q 107 -43 Chords Tens. Comp. P - O 2758 -1472 Q - N 82 -30 O - M 2934 -1522 M - K 2693 -1491 L - J 35 -16 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - W 118 0 A - U 2092 -1045 W - A 2166 -2616 W - V 118 0 U - B 661 -943 B - T 447 -180 C - T 209 -99 C - R 632 -416 R - D 582 -647 R - P 2471 -1210 D - P 258 -168 Webs Tens. Comp. P - Q 285 -41 P - E 675 -279 P - F 314 -385 O - N 93 -207 F - M 182 -42 M - H 286 -76 H - K 470 -662 K - L 108 0 K - I 2782 -1534 K - J 7 -21 I - J 1274 -2076 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 4.93 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.195 P 999 360 VERT(CL): 0.369 P 999 294 HORZ(LL): 0.126 J - - HORZ(TL): 0.239 J - - Creep Factor: 2.0 Max TC CSI: 0.682 Max BC CSI: 0.999 Max Web CSI: 0.942 Wgt: 357.0 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss B04 Truss Type HIPS Qty 1 Ply 1 3365 06/23/2020 T2 T3 B3 W1 W6 W8 W15(a) (a) (a)(a)(a) (a) (a)(a)A B C D E F G H I J K LM NOP Q RSTUV W X 5 12 6X8 2X4 2X4 4X6 5X8 4X6 7X8 5X8 1.5X4 5X6 1.5X4 1.5X4 3X6 6X10 1.5X4 4X6 3X6(R) 49'3" SEAT PLATE REQ.SEAT PLATE REQ. 14'7"13 15'8"6 18'10"13 30'5"10 13'5'5"143"8 2' 2'10"12 3' 1 " 8 1' 11 ' **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 :T2 2x4 SP M-30: :T3 2x4 SP 2400f-2.0E: Bot chord 2x4 SP #2 :B3 2x4 SP M-30: Webs 2x4 SP #3 :W1, W6, W8, W15 2x4 SP #2: :Lt Bearing Leg 2x4 SP #3: Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 3X4 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 14.36 30.06 BC 91 -0.00 30.32 BC 98 30.32 43.59 BC 64 43.61 48.96 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Additional Notes WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL W 2206 /- /- /1126 /648 /403 X 2135 /- /- /1206 /634 /- Wind reactions based on MWFRS W Brg Width = 3.0 Min Req = 3.0 X Brg Width = 8.0 Min Req = 2.5 Bearings W & X are a rigid surface. Bearings W & X require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 1237 -2069 B - C 1578 -2438 C - D 1771 -2543 D - E 1835 -2662 Chords Tens. Comp. E - F 1875 -2960 F - G 1906 -3151 G - H 1896 -3253 H - I 1700 -2945 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. V - U 240 -174 U - T 1867 -948 T - S 2169 -1027 S - R 2169 -1027 R - Q 107 -43 Chords Tens. Comp. P - O 2758 -1472 Q - N 82 -30 O - M 2934 -1522 M - K 2693 -1491 L - J 35 -16 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - W 118 0 A - U 2092 -1045 W - A 2166 -2616 W - V 118 0 U - B 661 -943 B - T 447 -180 C - T 209 -99 C - R 632 -416 R - D 582 -647 R - P 2471 -1210 D - P 258 -168 Webs Tens. Comp. P - Q 285 -41 P - E 675 -279 P - F 314 -385 O - N 93 -207 F - M 182 -42 M - H 286 -76 H - K 470 -662 K - L 108 0 K - I 2782 -1534 K - J 7 -21 I - J 1274 -2076 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 4.93 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.195 P 999 360 VERT(CL): 0.369 P 999 294 HORZ(LL): 0.126 J - - HORZ(TL): 0.239 J - - Creep Factor: 2.0 Max TC CSI: 0.682 Max BC CSI: 0.999 Max Web CSI: 0.942 Wgt: 357.0 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss B04 Truss Type HIPS Qty 1 Ply 1 3365 06/23/2020 T2 T3 B3 W1 W6 W8 W15(a) (a) (a)(a)(a) (a) (a)(a)A B C D E F G H I J K LM NOP Q RSTUV W X 5 12 6X8 2X4 2X4 4X6 5X8 4X6 7X8 5X8 1.5X4 5X6 1.5X4 1.5X4 3X6 6X10 1.5X4 4X6 3X6(R) 49'3" SEAT PLATE REQ.SEAT PLATE REQ. 14'7"13 15'8"6 18'10"13 30'5"10 13'5'5"143"8 2' 2'10"12 3' 1 " 8 1' 11 ' Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B3, B4 2x4 SP M-30: Webs 2x4 SP #3 :W1, W6 2x4 SP #2: :Lt Bearing Leg 2x4 SP #3: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 14.36 30.06 BC 90 -0.00 48.96 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Additional Notes WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL T 2054 /- /- /1126 /648 /403 U 2081 /- /- /1206 /634 /- Wind reactions based on MWFRS T Brg Width = 3.0 Min Req = 3.0 U Brg Width = 8.0 Min Req = 2.5 Bearings T & U are a rigid surface. Bearings T & U require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 1237 -1934 B - C 1578 -2304 C - D 1773 -2452 D - E 1773 -2452 Chords Tens. Comp. E - F 1739 -2614 F - G 1673 -2604 G - H 1667 -2699 H - I 136 -92 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. S - R 240 -174 R - Q 1753 -949 Q - P 2058 -1026 P - O 2058 -1026 O - N 2355 -1166 Chords Tens. Comp. N - M 2355 -1166 M - L 2480 -1330 L - K 2480 -1330 K - J 2145 -1216 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - T 119 0 A - R 1969 -1045 T - A 2165 -2436 T - S 119 0 R - B 662 -892 B - Q 453 -180 C - Q 208 -140 C - O 665 -420 Webs Tens. Comp. D - O 496 -510 O - E 274 -211 E - M 490 -127 M - F 269 -267 F - K 221 -195 K - H 562 -112 H - J 1588 -2804 I - J 244 -174 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 4.93 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.163 D 999 360 VERT(CL): 0.322 D 999 294 HORZ(LL): 0.095 H - - HORZ(TL): 0.173 J - - Creep Factor: 2.0 Max TC CSI: 0.819 Max BC CSI: 0.991 Max Web CSI: 0.934 Wgt: 333.2 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss B05 Truss Type HIPS Qty 1 Ply 1 3357 06/23/2020 B3 B4 W1 W6 W6 (a) (a) (a)(a)(a)(a) (a)(a) (a) (a) A B C D E F G H I JKLMNOPQRS T U 5 12 6X8 2X4 2X4 4X6 3X4 5X8 3X4 4X6 1.5X4 3X8 4X6 5X8 3X4 4X6 3X4 3X6 3X4 3X10 1.5X3 4X6(R) 49'3" SEAT PLATE REQ.SEAT PLATE REQ. 14'7"13 15'8"6 18'10"13 48'11"83"8 2' 2'10"12 3' 1 " 8 11 ' **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B3, B4 2x4 SP M-30: Webs 2x4 SP #3 :W1, W6 2x4 SP #2: :Lt Bearing Leg 2x4 SP #3: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 14.36 30.06 BC 90 -0.00 48.96 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Additional Notes WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL T 2054 /- /- /1126 /648 /403 U 2081 /- /- /1206 /634 /- Wind reactions based on MWFRS T Brg Width = 3.0 Min Req = 3.0 U Brg Width = 8.0 Min Req = 2.5 Bearings T & U are a rigid surface. Bearings T & U require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 1237 -1934 B - C 1578 -2304 C - D 1773 -2452 D - E 1773 -2452 Chords Tens. Comp. E - F 1739 -2614 F - G 1673 -2604 G - H 1667 -2699 H - I 136 -92 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. S - R 240 -174 R - Q 1753 -949 Q - P 2058 -1026 P - O 2058 -1026 O - N 2355 -1166 Chords Tens. Comp. N - M 2355 -1166 M - L 2480 -1330 L - K 2480 -1330 K - J 2145 -1216 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - T 119 0 A - R 1969 -1045 T - A 2165 -2436 T - S 119 0 R - B 662 -892 B - Q 453 -180 C - Q 208 -140 C - O 665 -420 Webs Tens. Comp. D - O 496 -510 O - E 274 -211 E - M 490 -127 M - F 269 -267 F - K 221 -195 K - H 562 -112 H - J 1588 -2804 I - J 244 -174 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 4.93 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.163 D 999 360 VERT(CL): 0.322 D 999 294 HORZ(LL): 0.095 H - - HORZ(TL): 0.173 J - - Creep Factor: 2.0 Max TC CSI: 0.819 Max BC CSI: 0.991 Max Web CSI: 0.934 Wgt: 333.2 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss B05 Truss Type HIPS Qty 1 Ply 1 3357 06/23/2020 B3 B4 W1 W6 W6 (a) (a) (a)(a)(a)(a) (a)(a) (a) (a) A B C D E F G H I JKLMNOPQRS T U 5 12 6X8 2X4 2X4 4X6 3X4 5X8 3X4 4X6 1.5X4 3X8 4X6 5X8 3X4 4X6 3X4 3X6 3X4 3X10 1.5X3 4X6(R) 49'3" SEAT PLATE REQ.SEAT PLATE REQ. 14'7"13 15'8"6 18'10"13 48'11"83"8 2' 2'10"12 3' 1 " 8 11 ' Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B3, B4 2x4 SP M-30: Webs 2x4 SP #3 :W1, W6 2x4 SP #2: :Lt Bearing Leg 2x4 SP #3: Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 4X6 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 14.36 30.06 BC 105 -0.00 48.96 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Additional Notes Negative reaction(s) of -182# MAX. from a non-wind load case requires uplift connection. See Maximum Reactions. WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL T 1639 /- /- /960 /534 /403 K 2556 /- /- /1368 /834 /- K* 10 /-5 /- /5 /- /- U 105 /-182 /- /92 /96 /- Wind reactions based on MWFRS T Brg Width = 3.0 Min Req = 3.0 K Brg Width = 8.0 Min Req = 3.0 K Brg Width = 84.0 Min Req = - U Brg Width = 8.0 Min Req = 1.5 Bearings T, K, K, & U are a rigid surface. Bearings T, K, K, & U require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 985 -1513 B - C 1213 -1695 C - D 1255 -1584 D - E 1255 -1584 Chords Tens. Comp. E - F 979 -1353 F - G 470 -93 G - H 440 -105 H - I 513 -307 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. S - R 236 -174 R - Q 1355 -711 Q - P 1497 -690 P - O 1497 -690 O - N 1194 -473 Chords Tens. Comp. N - M 1194 -473 M - L 574 -215 L - K 574 -215 K - J 58 -72 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - T 119 0 A - R 1513 -776 T - A 1940 -2078 T - S 119 0 R - B 511 -653 B - Q 209 -106 C - Q 211 -46 C - O 213 -178 Webs Tens. Comp. D - O 494 -510 O - E 665 -469 E - M 462 -523 M - F 1018 -461 F - K 1174 -1968 K - H 544 -468 K - I 432 -440 I - J 234 -74 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 4.93 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.083 D 999 360 VERT(CL): 0.168 D 999 246 HORZ(LL): 0.095 H - - HORZ(TL): 0.135 K - - Creep Factor: 2.0 Max TC CSI: 0.930 Max BC CSI: 0.997 Max Web CSI: 0.945 Wgt: 333.2 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss B06 Truss Type SPEC Qty 1 Ply 1 3350 06/23/2020 B3 B4 W1 W6 W6 (a) (a)(a)(a)(a) (a) (a) A B C D E F G H I JKLMNOPQRS T U 5 12 4X10 2X4 2X4 4X4 3X4 5X8 3X4 1.5X4 3X8 5X8 3X4 3X6 5X8 1.5X4 3X4(R) 3X6 41'3"4"7'8"SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ. 14'7"13 15'8"6 18'10"13 48'11"83"8 49'3" 2' 2'10"12 3' 1 " 8 11 ' **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B3, B4 2x4 SP M-30: Webs 2x4 SP #3 :W1, W6 2x4 SP #2: :Lt Bearing Leg 2x4 SP #3: Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 4X6 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 14.36 30.06 BC 105 -0.00 48.96 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Additional Notes Negative reaction(s) of -182# MAX. from a non-wind load case requires uplift connection. See Maximum Reactions. WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL T 1639 /- /- /960 /534 /403 K 2556 /- /- /1368 /834 /- K* 10 /-5 /- /5 /- /- U 105 /-182 /- /92 /96 /- Wind reactions based on MWFRS T Brg Width = 3.0 Min Req = 3.0 K Brg Width = 8.0 Min Req = 3.0 K Brg Width = 84.0 Min Req = - U Brg Width = 8.0 Min Req = 1.5 Bearings T, K, K, & U are a rigid surface. Bearings T, K, K, & U require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 985 -1513 B - C 1213 -1695 C - D 1255 -1584 D - E 1255 -1584 Chords Tens. Comp. E - F 979 -1353 F - G 470 -93 G - H 440 -105 H - I 513 -307 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. S - R 236 -174 R - Q 1355 -711 Q - P 1497 -690 P - O 1497 -690 O - N 1194 -473 Chords Tens. Comp. N - M 1194 -473 M - L 574 -215 L - K 574 -215 K - J 58 -72 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - T 119 0 A - R 1513 -776 T - A 1940 -2078 T - S 119 0 R - B 511 -653 B - Q 209 -106 C - Q 211 -46 C - O 213 -178 Webs Tens. Comp. D - O 494 -510 O - E 665 -469 E - M 462 -523 M - F 1018 -461 F - K 1174 -1968 K - H 544 -468 K - I 432 -440 I - J 234 -74 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 4.93 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.083 D 999 360 VERT(CL): 0.168 D 999 246 HORZ(LL): 0.095 H - - HORZ(TL): 0.135 K - - Creep Factor: 2.0 Max TC CSI: 0.930 Max BC CSI: 0.997 Max Web CSI: 0.945 Wgt: 333.2 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss B06 Truss Type SPEC Qty 1 Ply 1 3350 06/23/2020 B3 B4 W1 W6 W6 (a) (a)(a)(a)(a) (a) (a) A B C D E F G H I JKLMNOPQRS T U 5 12 4X10 2X4 2X4 4X4 3X4 5X8 3X4 1.5X4 3X8 5X8 3X4 3X6 5X8 1.5X4 3X4(R) 3X6 41'3"4"7'8"SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ. 14'7"13 15'8"6 18'10"13 48'11"83"8 49'3" 2' 2'10"12 3' 1 " 8 11 ' Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B3 2x4 SP 2400f-2.0E: Webs 2x4 SP #3 :W1, W6 2x4 SP #2: :Lt Bearing Leg 2x4 SP #3: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 14.36 30.06 BC 93 -0.00 41.29 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL Q 1718 /- /- /981 /574 /327 R 1735 /- /- /926 /561 /- Wind reactions based on MWFRS Q Brg Width = 3.0 Min Req = 3.0 R Brg Width = 8.0 Min Req = 1.5 Bearings Q & R are a rigid surface. Bearings Q & R require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 967 -1593 B - C 1238 -1810 C - D 1319 -1753 Chords Tens. Comp. D - E 1319 -1753 E - F 1115 -1569 F - G 751 -1169 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. P - O 191 -180 O - N 1431 -896 N - M 1602 -915 M - L 1602 -915 Chords Tens. Comp. L - K 1398 -756 K - J 1398 -756 J - I 1064 -617 I - H 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - Q 118 0 A - O 1600 -857 Q - A 1769 -2147 Q - P 118 0 O - B 562 -699 B - N 253 -108 C - N 176 -54 C - L 264 -186 Webs Tens. Comp. D - L 499 -517 L - E 600 -391 E - J 280 -319 J - F 607 -254 F - I 717 -975 I - G 1541 -888 G - H 1114 -1692 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 4.16 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.093 D 999 360 VERT(CL): 0.186 D 999 248 HORZ(LL): -0.090 B - - HORZ(TL): 0.121 B - - Creep Factor: 2.0 Max TC CSI: 0.773 Max BC CSI: 0.999 Max Web CSI: 0.815 Wgt: 308.0 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss B07 Truss Type HIPS Qty 2 Ply 1 3340 06/23/2020 B3 W1 W6 W6 (a) (a)(a) (a) (a) (a) (a) (a) (a) A B C D E F G HIJKLMNOP Q R 5 12 4X10 2X4 1.5X4 4X4 3X4 5X8 3X4 3X6 1.5X4 3X8 3X6 6X6 3X4 3X4 4X4 4X4(R) 3X6 41'7" SEAT PLATE REQ.SEAT PLATE REQ. 14'7"13 15'8"6 11'2"13 41'3"83"8 2' 2' 1 0 " 1 2 6' 3 " 1 3 11 ' **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B3 2x4 SP 2400f-2.0E: Webs 2x4 SP #3 :W1, W6 2x4 SP #2: :Lt Bearing Leg 2x4 SP #3: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 14.36 30.06 BC 93 -0.00 41.29 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL Q 1718 /- /- /981 /574 /327 R 1735 /- /- /926 /561 /- Wind reactions based on MWFRS Q Brg Width = 3.0 Min Req = 3.0 R Brg Width = 8.0 Min Req = 1.5 Bearings Q & R are a rigid surface. Bearings Q & R require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 967 -1593 B - C 1238 -1810 C - D 1319 -1753 Chords Tens. Comp. D - E 1319 -1753 E - F 1115 -1569 F - G 751 -1169 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. P - O 191 -180 O - N 1431 -896 N - M 1602 -915 M - L 1602 -915 Chords Tens. Comp. L - K 1398 -756 K - J 1398 -756 J - I 1064 -617 I - H 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - Q 118 0 A - O 1600 -857 Q - A 1769 -2147 Q - P 118 0 O - B 562 -699 B - N 253 -108 C - N 176 -54 C - L 264 -186 Webs Tens. Comp. D - L 499 -517 L - E 600 -391 E - J 280 -319 J - F 607 -254 F - I 717 -975 I - G 1541 -888 G - H 1114 -1692 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 4.16 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.093 D 999 360 VERT(CL): 0.186 D 999 248 HORZ(LL): -0.090 B - - HORZ(TL): 0.121 B - - Creep Factor: 2.0 Max TC CSI: 0.773 Max BC CSI: 0.999 Max Web CSI: 0.815 Wgt: 308.0 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss B07 Truss Type HIPS Qty 2 Ply 1 3340 06/23/2020 B3 W1 W6 W6 (a) (a)(a) (a) (a) (a) (a) (a) (a) A B C D E F G HIJKLMNOP Q R 5 12 4X10 2X4 1.5X4 4X4 3X4 5X8 3X4 3X6 1.5X4 3X8 3X6 6X6 3X4 3X4 4X4 4X4(R) 3X6 41'7" SEAT PLATE REQ.SEAT PLATE REQ. 14'7"13 15'8"6 11'2"13 41'3"83"8 2' 2' 1 0 " 1 2 6' 3 " 1 3 11 ' Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W1, W6 2x4 SP #2: :Lt Bearing Leg 2x4 SP #3: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 15.63 28.79 BC 97 -0.00 41.29 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL R 1713 /- /- /981 /528 /346 S 1787 /- /- /925 /534 /- Wind reactions based on MWFRS R Brg Width = 3.0 Min Req = 3.0 S Brg Width = 8.0 Min Req = 2.1 Bearings R & S are a rigid surface. Bearings R & S require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 995 -1656 B - C 1206 -1791 C - D 1234 -1772 D - E 1279 -1657 Chords Tens. Comp. E - F 1279 -1657 F - G 1143 -1596 G - H 795 -1260 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. Q - P 208 -196 P - O 1481 -911 O - N 1481 -911 N - M 1577 -883 Chords Tens. Comp. M - L 1412 -751 L - K 1412 -751 K - J 1141 -648 J - I 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - R 127 0 A - P 1615 -849 R - A 1906 -2269 R - Q 127 0 P - B 538 -637 B - N 186 -84 D - N 227 -61 D - M 231 -149 Webs Tens. Comp. E - M 401 -414 M - F 483 -324 F - K 210 -223 K - G 468 -181 G - J 692 -907 J - H 1569 -884 H - I 1108 -1697 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 4.16 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.091 E 999 360 VERT(CL): 0.179 E 999 248 HORZ(LL): -0.099 B - - HORZ(TL): 0.133 B - - Creep Factor: 2.0 Max TC CSI: 0.802 Max BC CSI: 0.990 Max Web CSI: 0.803 Wgt: 312.2 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss B08 Truss Type HIPS Qty 1 Ply 1 2989 06/23/2020 W1 W6 W6 (a) (a) (a) (a) (a) (a) (a) (a) A B C D E F G H IJKLMNOPQ R S 5 12 4X10 2X4 2X4 4X4 3X4 3X6 3X6 5X8 3X4 1.5X3 3X8 3X6 6X6 3X4 3X4 4X4 4X4(R) 3X6 41'7" SEAT PLATE REQ.SEAT PLATE REQ. 15'11"13'2"12'6" 41'3"83"8 2' 2' 1 0 " 1 2 6' 3 " 1 3 11 ' 6 " 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 engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W1, W6 2x4 SP #2: :Lt Bearing Leg 2x4 SP #3: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 15.63 28.79 BC 97 -0.00 41.29 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL R 1713 /- /- /981 /528 /346 S 1787 /- /- /925 /534 /- Wind reactions based on MWFRS R Brg Width = 3.0 Min Req = 3.0 S Brg Width = 8.0 Min Req = 2.1 Bearings R & S are a rigid surface. Bearings R & S require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 995 -1656 B - C 1206 -1791 C - D 1234 -1772 D - E 1279 -1657 Chords Tens. Comp. E - F 1279 -1657 F - G 1143 -1596 G - H 795 -1260 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. Q - P 208 -196 P - O 1481 -911 O - N 1481 -911 N - M 1577 -883 Chords Tens. Comp. M - L 1412 -751 L - K 1412 -751 K - J 1141 -648 J - I 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - R 127 0 A - P 1615 -849 R - A 1906 -2269 R - Q 127 0 P - B 538 -637 B - N 186 -84 D - N 227 -61 D - M 231 -149 Webs Tens. Comp. E - M 401 -414 M - F 483 -324 F - K 210 -223 K - G 468 -181 G - J 692 -907 J - H 1569 -884 H - I 1108 -1697 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 4.16 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.091 E 999 360 VERT(CL): 0.179 E 999 248 HORZ(LL): -0.099 B - - HORZ(TL): 0.133 B - - Creep Factor: 2.0 Max TC CSI: 0.802 Max BC CSI: 0.990 Max Web CSI: 0.803 Wgt: 312.2 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss B08 Truss Type HIPS Qty 1 Ply 1 2989 06/23/2020 W1 W6 W6 (a) (a) (a) (a) (a) (a) (a) (a) A B C D E F G H IJKLMNOPQ R S 5 12 4X10 2X4 2X4 4X4 3X4 3X6 3X6 5X8 3X4 1.5X3 3X8 3X6 6X6 3X4 3X4 4X4 4X4(R) 3X6 41'7" SEAT PLATE REQ.SEAT PLATE REQ. 15'11"13'2"12'6" 41'3"83"8 2' 2' 1 0 " 1 2 6' 3 " 1 3 11 ' 6 " 5 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B3 2x4 SP 2400f-2.0E: Webs 2x4 SP #3 :W1 2x4 SP #2: :Lt Bearing Leg 2x4 SP #3: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 13.63 30.79 BC 82 -0.00 41.29 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL R 1729 /- /- /980 /762 /316 S 1810 /- /- /925 /775 /- Wind reactions based on MWFRS R Brg Width = 3.0 Min Req = 3.0 S Brg Width = 8.0 Min Req = 1.5 Bearings R & S are a rigid surface. Bearings R & S require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 951 -1561 B - C 1234 -1825 C - D 1235 -1621 D - E 1284 -1795 Chords Tens. Comp. E - F 1284 -1795 F - G 1053 -1428 G - H 1087 -1601 H - I 93 -48 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. Q - P 181 -170 P - O 1409 -888 O - N 1781 -1024 N - M 1781 -1024 Chords Tens. Comp. M - L 1690 -948 L - K 1690 -948 K - J 991 -607 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - R 113 0 A - P 1605 -870 R - A 1656 -2048 R - Q 113 0 P - B 581 -741 B - O 306 -112 C - O 435 -188 O - D 339 -421 Webs Tens. Comp. D - M 152 -89 M - F 285 -69 F - K 548 -698 K - G 401 -198 K - H 778 -244 H - J 1131 -1848 I - J 184 -124 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 4.16 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.092 M 999 360 VERT(CL): 0.180 M 999 248 HORZ(LL): -0.095 J - - HORZ(TL): 0.114 B - - Creep Factor: 2.0 Max TC CSI: 0.861 Max BC CSI: 0.982 Max Web CSI: 0.905 Wgt: 308.0 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss B09 Truss Type HIPS Qty 1 Ply 1 3000 06/23/2020 B3 W1 (a) (a)(a)(a) (a) A B C D E F G H I JKLMNOPQ R S 5 12 4X10 2X4 1.5X4 4X4 3X4 5X6 3X8 3X6 3X4 3X6 3X4 3X6 3X4 3X8 5X6 3X6 1.5X4 3X6(R) 41'7" SEAT PLATE REQ.SEAT PLATE REQ. 13'11"17'2"10'6" 41'3"83"8 2' 2' 1 0 " 1 2 6' 3 " 1 3 10 ' 8 " 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 engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B3 2x4 SP 2400f-2.0E: Webs 2x4 SP #3 :W1 2x4 SP #2: :Lt Bearing Leg 2x4 SP #3: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 13.63 30.79 BC 82 -0.00 41.29 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL R 1729 /- /- /980 /762 /316 S 1810 /- /- /925 /775 /- Wind reactions based on MWFRS R Brg Width = 3.0 Min Req = 3.0 S Brg Width = 8.0 Min Req = 1.5 Bearings R & S are a rigid surface. Bearings R & S require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 951 -1561 B - C 1234 -1825 C - D 1235 -1621 D - E 1284 -1795 Chords Tens. Comp. E - F 1284 -1795 F - G 1053 -1428 G - H 1087 -1601 H - I 93 -48 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. Q - P 181 -170 P - O 1409 -888 O - N 1781 -1024 N - M 1781 -1024 Chords Tens. Comp. M - L 1690 -948 L - K 1690 -948 K - J 991 -607 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - R 113 0 A - P 1605 -870 R - A 1656 -2048 R - Q 113 0 P - B 581 -741 B - O 306 -112 C - O 435 -188 O - D 339 -421 Webs Tens. Comp. D - M 152 -89 M - F 285 -69 F - K 548 -698 K - G 401 -198 K - H 778 -244 H - J 1131 -1848 I - J 184 -124 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 4.16 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.092 M 999 360 VERT(CL): 0.180 M 999 248 HORZ(LL): -0.095 J - - HORZ(TL): 0.114 B - - Creep Factor: 2.0 Max TC CSI: 0.861 Max BC CSI: 0.982 Max Web CSI: 0.905 Wgt: 308.0 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss B09 Truss Type HIPS Qty 1 Ply 1 3000 06/23/2020 B3 W1 (a) (a)(a)(a) (a) A B C D E F G H I JKLMNOPQ R S 5 12 4X10 2X4 1.5X4 4X4 3X4 5X6 3X8 3X6 3X4 3X6 3X4 3X6 3X4 3X8 5X6 3X6 1.5X4 3X6(R) 41'7" SEAT PLATE REQ.SEAT PLATE REQ. 13'11"17'2"10'6" 41'3"83"8 2' 2' 1 0 " 1 2 6' 3 " 1 3 10 ' 8 " 5 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 :T4 2x4 SP M-30: Bot chord 2x4 SP M-30 Webs 2x4 SP #3 :W1 2x4 SP #2: :Lt Bearing Leg 2x4 SP #3: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 11.63 32.79 BC 96 -0.00 41.29 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL Q 1725 /- /- /975 /764 /287 R 1782 /- /- /921 /777 /- Wind reactions based on MWFRS Q Brg Width = 3.0 Min Req = 3.0 R Brg Width = 8.0 Min Req = 2.1 Bearings Q & R are a rigid surface. Bearings Q & R require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 888 -1423 B - C 1216 -1803 C - D 1212 -1616 D - E 1348 -1977 Chords Tens. Comp. E - F 1348 -1977 F - G 1015 -1328 G - H 970 -1508 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. P - O 156 -156 O - N 1294 -847 N - M 1949 -1143 M - L 1949 -1143 Chords Tens. Comp. L - K 1844 -1069 K - J 1844 -1069 J - I 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - Q 101 0 A - O 1560 -876 Q - A 1486 -1905 Q - P 101 0 O - B 622 -853 B - N 499 -214 C - N 351 -74 Webs Tens. Comp. N - D 374 -565 D - L 166 -45 L - F 394 -51 F - J 535 -874 J - G 231 -39 J - H 1616 -921 H - I 1141 -1659 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 4.16 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.098 L 999 360 VERT(CL): 0.194 L 999 248 HORZ(LL): -0.086 B - - HORZ(TL): 0.100 B - - Creep Factor: 2.0 Max TC CSI: 0.857 Max BC CSI: 0.984 Max Web CSI: 0.902 Wgt: 282.8 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss B10 Truss Type HIPS Qty 1 Ply 1 2997 06/23/2020 T4 W1 (a)(a)(a) (a) (a) (a) A B C D E F G H IJKLMNOP Q R 5 12 4X10 2X4 1.5X4 4X4 3X4 5X6 3X8 3X6 3X4 3X4 3X6 3X4 H0308 4X10 5X6(R) 4X4(R) 3X6 41'7" SEAT PLATE REQ.SEAT PLATE REQ. 11'11"21'2"8'6" 41'3"83"8 2' 2' 1 0 " 1 2 6' 3 " 1 3 9' 1 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 engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 :T4 2x4 SP M-30: Bot chord 2x4 SP M-30 Webs 2x4 SP #3 :W1 2x4 SP #2: :Lt Bearing Leg 2x4 SP #3: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 11.63 32.79 BC 96 -0.00 41.29 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL Q 1725 /- /- /975 /764 /287 R 1782 /- /- /921 /777 /- Wind reactions based on MWFRS Q Brg Width = 3.0 Min Req = 3.0 R Brg Width = 8.0 Min Req = 2.1 Bearings Q & R are a rigid surface. Bearings Q & R require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 888 -1423 B - C 1216 -1803 C - D 1212 -1616 D - E 1348 -1977 Chords Tens. Comp. E - F 1348 -1977 F - G 1015 -1328 G - H 970 -1508 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. P - O 156 -156 O - N 1294 -847 N - M 1949 -1143 M - L 1949 -1143 Chords Tens. Comp. L - K 1844 -1069 K - J 1844 -1069 J - I 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - Q 101 0 A - O 1560 -876 Q - A 1486 -1905 Q - P 101 0 O - B 622 -853 B - N 499 -214 C - N 351 -74 Webs Tens. Comp. N - D 374 -565 D - L 166 -45 L - F 394 -51 F - J 535 -874 J - G 231 -39 J - H 1616 -921 H - I 1141 -1659 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 4.16 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.098 L 999 360 VERT(CL): 0.194 L 999 248 HORZ(LL): -0.086 B - - HORZ(TL): 0.100 B - - Creep Factor: 2.0 Max TC CSI: 0.857 Max BC CSI: 0.984 Max Web CSI: 0.902 Wgt: 282.8 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss B10 Truss Type HIPS Qty 1 Ply 1 2997 06/23/2020 T4 W1 (a)(a)(a) (a) (a) (a) A B C D E F G H IJKLMNOP Q R 5 12 4X10 2X4 1.5X4 4X4 3X4 5X6 3X8 3X6 3X4 3X4 3X6 3X4 H0308 4X10 5X6(R) 4X4(R) 3X6 41'7" SEAT PLATE REQ.SEAT PLATE REQ. 11'11"21'2"8'6" 41'3"83"8 2' 2' 1 0 " 1 2 6' 3 " 1 3 9' 1 0 " 5 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B1 2x4 SP M-30: Webs 2x4 SP #3 :W1 2x4 SP #2: :Lt Bearing Leg 2x4 SP #3: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 9.63 34.79 BC 72 -0.00 41.29 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL Q 1786 /- /- /965 /765 /257 R 1777 /- /- /912 /779 /- Wind reactions based on MWFRS Q Brg Width = 3.0 Min Req = 3.0 R Brg Width = 8.0 Min Req = 2.1 Bearings Q & R are a rigid surface. Bearings Q & R require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 132 -126 B - C 1161 -1771 C - D 1464 -2133 D - E 1383 -1984 Chords Tens. Comp. E - F 1383 -1984 F - G 1383 -1984 G - H 856 -1309 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. P - O 1141 -792 O - N 1598 -948 N - M 1598 -948 M - L 2142 -1267 Chords Tens. Comp. L - K 1162 -686 K - J 1162 -686 J - I 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - Q 1628 -877 Q - A 1310 -1865 Q - P 1628 -877 P - B 1123 -1841 B - O 778 -295 C - O 343 -359 C - M 776 -479 Webs Tens. Comp. M - D 425 -397 D - L 139 -232 F - L 489 -511 L - G 1183 -700 G - J 717 -862 J - H 1584 -935 H - I 1145 -1689 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 4.16 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.124 D 999 360 VERT(CL): 0.241 D 999 248 HORZ(LL): -0.091 C - - HORZ(TL): 0.106 C - - Creep Factor: 2.0 Max TC CSI: 0.979 Max BC CSI: 0.988 Max Web CSI: 0.984 Wgt: 278.6 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss B11 Truss Type HIPS Qty 9 Ply 1 3004 06/23/2020 B1 W1 (a) (a)(a)(a)(a) (a) (a) (a) (a) (a) A B C D E F G H IJKLMNOP Q R 5 12 4X6 3X4 4X6(R) 3X6 5X8 3X4 3X6 3X4 3X4 3X6 1.5X4 4X8 3X6 6X8 4X4 4X4(R) 3X6 41'7" SEAT PLATE REQ.SEAT PLATE REQ. 9'11"25'2"6'6" 41'3"83"8 2' 2' 1 0 " 1 2 6' 3 " 1 3 9' 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 engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B1 2x4 SP M-30: Webs 2x4 SP #3 :W1 2x4 SP #2: :Lt Bearing Leg 2x4 SP #3: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 9.63 34.79 BC 72 -0.00 41.29 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL Q 1786 /- /- /965 /765 /257 R 1777 /- /- /912 /779 /- Wind reactions based on MWFRS Q Brg Width = 3.0 Min Req = 3.0 R Brg Width = 8.0 Min Req = 2.1 Bearings Q & R are a rigid surface. Bearings Q & R require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 132 -126 B - C 1161 -1771 C - D 1464 -2133 D - E 1383 -1984 Chords Tens. Comp. E - F 1383 -1984 F - G 1383 -1984 G - H 856 -1309 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. P - O 1141 -792 O - N 1598 -948 N - M 1598 -948 M - L 2142 -1267 Chords Tens. Comp. L - K 1162 -686 K - J 1162 -686 J - I 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - Q 1628 -877 Q - A 1310 -1865 Q - P 1628 -877 P - B 1123 -1841 B - O 778 -295 C - O 343 -359 C - M 776 -479 Webs Tens. Comp. M - D 425 -397 D - L 139 -232 F - L 489 -511 L - G 1183 -700 G - J 717 -862 J - H 1584 -935 H - I 1145 -1689 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 4.16 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.124 D 999 360 VERT(CL): 0.241 D 999 248 HORZ(LL): -0.091 C - - HORZ(TL): 0.106 C - - Creep Factor: 2.0 Max TC CSI: 0.979 Max BC CSI: 0.988 Max Web CSI: 0.984 Wgt: 278.6 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss B11 Truss Type HIPS Qty 9 Ply 1 3004 06/23/2020 B1 W1 (a) (a)(a)(a)(a) (a) (a) (a) (a) (a) A B C D E F G H IJKLMNOP Q R 5 12 4X6 3X4 4X6(R) 3X6 5X8 3X4 3X6 3X4 3X4 3X6 1.5X4 4X8 3X6 6X8 4X4 4X4(R) 3X6 41'7" SEAT PLATE REQ.SEAT PLATE REQ. 9'11"25'2"6'6" 41'3"83"8 2' 2' 1 0 " 1 2 6' 3 " 1 3 9' 0 " 5 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W1 2x6 SP #2: :W5 2x4 SP #2: :Rt Bearing Leg 2x4 SP #3: Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at 0.00 to 62 plf at 9.00 TC: From 31 plf at 9.00 to 31 plf at 15.58 BC: From 20 plf at 0.00 to 20 plf at 9.03 BC: From 10 plf at 9.03 to 10 plf at 15.29 TC: 289 lb Conc. Load at 9.03 TC: 175 lb Conc. Load at 11.06,13.06,15.06 BC: 299 lb Conc. Load at 9.03 BC: 111 lb Conc. Load at 11.06,13.06,15.06 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) TC 24 9.00 15.58 BC 62 0.00 15.29 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL H 1121 /- /- /- /918 /- E 1335 /- /- /- /1177 /- Wind reactions based on MWFRS H Brg Width = 8.0 Min Req = 1.5 E Brg Width = 3.0 Min Req = 3.0 Bearings H & E are a rigid surface. Bearings H & E require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 182 -99 B - C 1259 -1375 Chords Tens. Comp. C - D 123 -128 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - H 50 -137 H - G 190 -108 Chords Tens. Comp. G - F 1205 -1095 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. H - B 993 -1044 B - G 1096 -1002 C - G 369 -187 Webs Tens. Comp. C - F 1142 -1266 E - F 895 -689 D - E 2991 -2842 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.050 G 999 360 VERT(CL): 0.061 G 999 240 HORZ(LL): -0.011 F - - HORZ(TL): 0.014 F - - Creep Factor: 2.0 Max TC CSI: 0.870 Max BC CSI: 0.982 Max Web CSI: 0.882 Wgt: 81.9 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss C01 Truss Type SPEC Qty 1 Ply 1 3043 06/23/2020 W1 W5(a) A B C D E FGH 5 12 2X4(A1) 4X4 3X6 6X8 3X4 3X6(R) 2X4 3X6(R) 2'13'7" SEAT PLATE REQ.SEAT PLATE REQ. 9'6'7" 15'3"8 3"8 15'7" 2' 5" 2' 2 " 4' 2 " 9'0"6 289# 2'0"6 175# 2' 175# 2' 175# 299#111#111#111# 2"12 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W1 2x6 SP #2: :W5 2x4 SP #2: :Rt Bearing Leg 2x4 SP #3: Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at 0.00 to 62 plf at 9.00 TC: From 31 plf at 9.00 to 31 plf at 15.58 BC: From 20 plf at 0.00 to 20 plf at 9.03 BC: From 10 plf at 9.03 to 10 plf at 15.29 TC: 289 lb Conc. Load at 9.03 TC: 175 lb Conc. Load at 11.06,13.06,15.06 BC: 299 lb Conc. Load at 9.03 BC: 111 lb Conc. Load at 11.06,13.06,15.06 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) TC 24 9.00 15.58 BC 62 0.00 15.29 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL H 1121 /- /- /- /918 /- E 1335 /- /- /- /1177 /- Wind reactions based on MWFRS H Brg Width = 8.0 Min Req = 1.5 E Brg Width = 3.0 Min Req = 3.0 Bearings H & E are a rigid surface. Bearings H & E require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 182 -99 B - C 1259 -1375 Chords Tens. Comp. C - D 123 -128 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - H 50 -137 H - G 190 -108 Chords Tens. Comp. G - F 1205 -1095 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. H - B 993 -1044 B - G 1096 -1002 C - G 369 -187 Webs Tens. Comp. C - F 1142 -1266 E - F 895 -689 D - E 2991 -2842 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.050 G 999 360 VERT(CL): 0.061 G 999 240 HORZ(LL): -0.011 F - - HORZ(TL): 0.014 F - - Creep Factor: 2.0 Max TC CSI: 0.870 Max BC CSI: 0.982 Max Web CSI: 0.882 Wgt: 81.9 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss C01 Truss Type SPEC Qty 1 Ply 1 3043 06/23/2020 W1 W5(a) A B C D E FGH 5 12 2X4(A1) 4X4 3X6 6X8 3X4 3X6(R) 2X4 3X6(R) 2'13'7" SEAT PLATE REQ.SEAT PLATE REQ. 9'6'7" 15'3"8 3"8 15'7" 2' 5" 2' 2 " 4' 2 " 9'0"6 289# 2'0"6 175# 2' 175# 2' 175# 299#111#111#111# 2"12 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 :T2 2x4 SP M-30: Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W1 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 11.00 19.38 BC 75 0.00 19.38 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL H 899 /- /- /611 /511 /338 E 689 /- /- /371 /500 /- Wind reactions based on MWFRS H Brg Width = 8.0 Min Req = 1.5 E Brg Width = 3.5 Min Req = 1.5 Bearings H & E are a rigid surface. Bearing H requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 117 -228 B - C 491 -893 Chords Tens. Comp. C - D 560 -729 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - H 212 -108 H - G 310 -536 Chords Tens. Comp. G - F 310 -536 F - E 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. H - B 662 -768 B - F 500 -211 C - F 423 -283 Webs Tens. Comp. F - D 839 -645 D - E 536 -625 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.023 C 999 360 VERT(CL): 0.044 C 999 240 HORZ(LL): -0.011 C - - HORZ(TL): 0.013 C - - Creep Factor: 2.0 Max TC CSI: 0.989 Max BC CSI: 0.793 Max Web CSI: 0.746 Wgt: 100.1 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss C02 Truss Type HIPM Qty 1 Ply 1 3040 06/23/2020 T2 W1 (a) A B C D EFGH 5 12 2X4(A1) 2X4 3X6 3X4 7X6 3X8 3X6(R) 3X6 2'17'4"8 SEAT PLATE REQ. 11'8'4"8 19'4"8 5" 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 engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 :T2 2x4 SP M-30: Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W1 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 11.00 19.38 BC 75 0.00 19.38 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL H 899 /- /- /611 /511 /338 E 689 /- /- /371 /500 /- Wind reactions based on MWFRS H Brg Width = 8.0 Min Req = 1.5 E Brg Width = 3.5 Min Req = 1.5 Bearings H & E are a rigid surface. Bearing H requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 117 -228 B - C 491 -893 Chords Tens. Comp. C - D 560 -729 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - H 212 -108 H - G 310 -536 Chords Tens. Comp. G - F 310 -536 F - E 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. H - B 662 -768 B - F 500 -211 C - F 423 -283 Webs Tens. Comp. F - D 839 -645 D - E 536 -625 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.023 C 999 360 VERT(CL): 0.044 C 999 240 HORZ(LL): -0.011 C - - HORZ(TL): 0.013 C - - Creep Factor: 2.0 Max TC CSI: 0.989 Max BC CSI: 0.793 Max Web CSI: 0.746 Wgt: 100.1 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss C02 Truss Type HIPM Qty 1 Ply 1 3040 06/23/2020 T2 W1 (a) A B C D EFGH 5 12 2X4(A1) 2X4 3X6 3X4 7X6 3X8 3X6(R) 3X6 2'17'4"8 SEAT PLATE REQ. 11'8'4"8 19'4"8 5" 5' Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W1 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 13.00 19.38 BC 75 0.00 19.38 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL J 912 /- /- /626 /279 /283 F 678 /- /- /377 /391 /- Wind reactions based on MWFRS J Brg Width = 8.0 Min Req = 1.5 F Brg Width = 3.5 Min Req = 1.5 Bearings J & F are a rigid surface. Bearing J requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 104 -330 B - C 135 -297 Chords Tens. Comp. C - D 315 -640 D - E 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - I 318 -86 I - H 742 -711 Chords Tens. Comp. H - G 742 -711 G - F 509 -370 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - I 248 -173 I - C 712 -943 C - G 375 -256 Webs Tens. Comp. D - G 406 -58 D - F 490 -674 E - F 214 -196 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.017 C 999 360 VERT(CL): 0.035 C 999 240 HORZ(LL): 0.008 F - - HORZ(TL): 0.018 F - - Creep Factor: 2.0 Max TC CSI: 0.783 Max BC CSI: 0.887 Max Web CSI: 0.525 Wgt: 107.1 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss C03 Truss Type HIPM Qty 2 Ply 1 3047 06/23/2020 W1 (a) A B C D E FGHIJ 5 12 2X4(A1) 1.5X3 3X6 3X4 3X4 5X6 3X4 3X6 3X6(R) 2'17'4"8 SEAT PLATE REQ. 13'6'4"8 19'4"8 5" 5' 1 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 engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W1 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 13.00 19.38 BC 75 0.00 19.38 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL J 912 /- /- /626 /279 /283 F 678 /- /- /377 /391 /- Wind reactions based on MWFRS J Brg Width = 8.0 Min Req = 1.5 F Brg Width = 3.5 Min Req = 1.5 Bearings J & F are a rigid surface. Bearing J requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 104 -330 B - C 135 -297 Chords Tens. Comp. C - D 315 -640 D - E 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - I 318 -86 I - H 742 -711 Chords Tens. Comp. H - G 742 -711 G - F 509 -370 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - I 248 -173 I - C 712 -943 C - G 375 -256 Webs Tens. Comp. D - G 406 -58 D - F 490 -674 E - F 214 -196 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.017 C 999 360 VERT(CL): 0.035 C 999 240 HORZ(LL): 0.008 F - - HORZ(TL): 0.018 F - - Creep Factor: 2.0 Max TC CSI: 0.783 Max BC CSI: 0.887 Max Web CSI: 0.525 Wgt: 107.1 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss C03 Truss Type HIPM Qty 2 Ply 1 3047 06/23/2020 W1 (a) A B C D E FGHIJ 5 12 2X4(A1) 1.5X3 3X6 3X4 3X4 5X6 3X4 3X6 3X6(R) 2'17'4"8 SEAT PLATE REQ. 13'6'4"8 19'4"8 5" 5' 1 0 " Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E: Webs 2x4 SP #3 :W1 2x6 SP #2: Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 15.00 19.38 BC 75 0.00 19.38 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL J 899 /- /- /621 /260 /327 G 689 /- /- /402 /364 /- Wind reactions based on MWFRS J Brg Width = 8.0 Min Req = 1.5 G Brg Width = 3.5 Min Req = 1.5 Bearings J & G are a rigid surface. Bearing J requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 154 -225 B - C 371 -935 C - D 553 -927 Chords Tens. Comp. D - E 569 -895 E - F 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - J 215 -123 J - I 220 -521 Chords Tens. Comp. I - H 220 -521 H - G 327 -293 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. J - B 577 -809 B - H 662 -162 C - H 472 -435 Webs Tens. Comp. H - E 714 -462 E - G 518 -577 F - G 152 -135 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.024 C 999 360 VERT(CL): 0.048 C 999 240 HORZ(LL): -0.008 C - - HORZ(TL): 0.012 F - - Creep Factor: 2.0 Max TC CSI: 0.542 Max BC CSI: 0.420 Max Web CSI: 0.650 Wgt: 109.9 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss C04 Truss Type HIPM Qty 1 Ply 1 3058 06/23/2020 B2 W1A B C D E F GHIJ 5 12 2X4(A1) 2X4 3X6 3X4 1.5X3 3X8 3X4 5X6 1.5X4 3X6(R) 2'17'4"8 SEAT PLATE REQ. 15'4'4"8 19'4"8 5" 6' 8 " **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E: Webs 2x4 SP #3 :W1 2x6 SP #2: Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 15.00 19.38 BC 75 0.00 19.38 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL J 899 /- /- /621 /260 /327 G 689 /- /- /402 /364 /- Wind reactions based on MWFRS J Brg Width = 8.0 Min Req = 1.5 G Brg Width = 3.5 Min Req = 1.5 Bearings J & G are a rigid surface. Bearing J requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 154 -225 B - C 371 -935 C - D 553 -927 Chords Tens. Comp. D - E 569 -895 E - F 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - J 215 -123 J - I 220 -521 Chords Tens. Comp. I - H 220 -521 H - G 327 -293 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. J - B 577 -809 B - H 662 -162 C - H 472 -435 Webs Tens. Comp. H - E 714 -462 E - G 518 -577 F - G 152 -135 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.024 C 999 360 VERT(CL): 0.048 C 999 240 HORZ(LL): -0.008 C - - HORZ(TL): 0.012 F - - Creep Factor: 2.0 Max TC CSI: 0.542 Max BC CSI: 0.420 Max Web CSI: 0.650 Wgt: 109.9 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss C04 Truss Type HIPM Qty 1 Ply 1 3058 06/23/2020 B2 W1A B C D E F GHIJ 5 12 2X4(A1) 2X4 3X6 3X4 1.5X3 3X8 3X4 5X6 1.5X4 3X6(R) 2'17'4"8 SEAT PLATE REQ. 15'4'4"8 19'4"8 5" 6' 8 " Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E: Webs 2x4 SP #3 :W1 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 17.00 19.38 BC 75 0.00 19.38 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL J 898 /- /- /621 /242 /371 G 701 /- /- /422 /349 /- Wind reactions based on MWFRS J Brg Width = 8.0 Min Req = 1.5 G Brg Width = 3.5 Min Req = 1.5 Bearings J & G are a rigid surface. Bearing J requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 156 -240 B - C 325 -950 C - D 534 -971 Chords Tens. Comp. D - E 559 -939 E - F 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - J 233 -125 J - I 191 -535 Chords Tens. Comp. I - H 191 -535 H - G 177 -168 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. J - B 545 -803 B - H 703 -173 C - H 548 -513 Webs Tens. Comp. H - E 878 -612 E - G 535 -564 F - G 83 -73 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.029 C 999 360 VERT(CL): 0.059 C 999 240 HORZ(LL): -0.011 C - - HORZ(TL): 0.018 F - - Creep Factor: 2.0 Max TC CSI: 0.750 Max BC CSI: 0.409 Max Web CSI: 0.922 Wgt: 112.7 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss C05 Truss Type HIPM Qty 1 Ply 1 3065 06/23/2020 B2 W1 (a) A B C D E F GHIJ 5 12 2X4(A1) 2X4 3X6 3X4 1.5X4 3X8 3X4 5X6 1.5X3 3X6(R) 2'17'4"8 SEAT PLATE REQ. 17'2'4"8 19'4"8 5" 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 engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E: Webs 2x4 SP #3 :W1 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 17.00 19.38 BC 75 0.00 19.38 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL J 898 /- /- /621 /242 /371 G 701 /- /- /422 /349 /- Wind reactions based on MWFRS J Brg Width = 8.0 Min Req = 1.5 G Brg Width = 3.5 Min Req = 1.5 Bearings J & G are a rigid surface. Bearing J requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 156 -240 B - C 325 -950 C - D 534 -971 Chords Tens. Comp. D - E 559 -939 E - F 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - J 233 -125 J - I 191 -535 Chords Tens. Comp. I - H 191 -535 H - G 177 -168 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. J - B 545 -803 B - H 703 -173 C - H 548 -513 Webs Tens. Comp. H - E 878 -612 E - G 535 -564 F - G 83 -73 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.029 C 999 360 VERT(CL): 0.059 C 999 240 HORZ(LL): -0.011 C - - HORZ(TL): 0.018 F - - Creep Factor: 2.0 Max TC CSI: 0.750 Max BC CSI: 0.409 Max Web CSI: 0.922 Wgt: 112.7 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss C05 Truss Type HIPM Qty 1 Ply 1 3065 06/23/2020 B2 W1 (a) A B C D E F GHIJ 5 12 2X4(A1) 2X4 3X6 3X4 1.5X4 3X8 3X4 5X6 1.5X3 3X6(R) 2'17'4"8 SEAT PLATE REQ. 17'2'4"8 19'4"8 5" 7' 6 " Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP M-30 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W1 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes (++) - This plate works for both joints covered. 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 19.38 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL I 898 /- /- /619 /222 /416 F 687 /- /- /437 /354 /- Wind reactions based on MWFRS I Brg Width = 8.0 Min Req = 1.5 F Brg Width = 3.5 Min Req = 1.5 Bearings I & F are a rigid surface. Bearing I requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 131 -240 B - C 244 -924 Chords Tens. Comp. C - D 0 -156 D - E 82 -153 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - I 228 -111 I - H 244 -599 Chords Tens. Comp. H - G 244 -599 G - F 768 -581 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. I - B 538 -784 B - G 604 -90 G - C 331 0 Webs Tens. Comp. C - F 656 -867 E - F 259 -213 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.022 G 999 360 VERT(CL): 0.044 G 999 240 HORZ(LL): -0.010 C - - HORZ(TL): 0.014 F - - Creep Factor: 2.0 Max TC CSI: 0.681 Max BC CSI: 0.934 Max Web CSI: 0.430 Wgt: 104.3 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss C06 Truss Type HIPM Qty 1 Ply 1 3072 06/23/2020 W1 (a) (a) A B C D E FGHI 5 12 2X4(A1) 1.5X4 3X6 3X4 3X4 H0510(++) 1.5X4 3X6(R) 2'17'4"8 SEAT PLATE REQ. 19'4"8 19'4"8 5" 8' 5 " 1 4 8' 4 " **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP M-30 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W1 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes (++) - This plate works for both joints covered. 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 19.38 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL I 898 /- /- /619 /222 /416 F 687 /- /- /437 /354 /- Wind reactions based on MWFRS I Brg Width = 8.0 Min Req = 1.5 F Brg Width = 3.5 Min Req = 1.5 Bearings I & F are a rigid surface. Bearing I requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 131 -240 B - C 244 -924 Chords Tens. Comp. C - D 0 -156 D - E 82 -153 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - I 228 -111 I - H 244 -599 Chords Tens. Comp. H - G 244 -599 G - F 768 -581 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. I - B 538 -784 B - G 604 -90 G - C 331 0 Webs Tens. Comp. C - F 656 -867 E - F 259 -213 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.022 G 999 360 VERT(CL): 0.044 G 999 240 HORZ(LL): -0.010 C - - HORZ(TL): 0.014 F - - Creep Factor: 2.0 Max TC CSI: 0.681 Max BC CSI: 0.934 Max Web CSI: 0.430 Wgt: 104.3 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss C06 Truss Type HIPM Qty 1 Ply 1 3072 06/23/2020 W1 (a) (a) A B C D E FGHI 5 12 2X4(A1) 1.5X4 3X6 3X4 3X4 H0510(++) 1.5X4 3X6(R) 2'17'4"8 SEAT PLATE REQ. 19'4"8 19'4"8 5" 8' 5 " 1 4 8' 4 " Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 :T2 2x4 SP M-30: Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E: Webs 2x4 SP #3 :W1 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 19.38 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Mechanical Unit Loads Supported by this Truss At Truss Unit Unit Supporting X-Loc Piece Lbs. Width Trusses 13.07 TC 300.0 4.00 2 Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL K 1057 /- /- /627 /221 /423 G 925 /- /- /440 /368 /- Wind reactions based on MWFRS K Brg Width = 8.0 Min Req = 1.5 G Brg Width = 3.5 Min Req = 1.5 Bearings K & G are a rigid surface. Bearing K requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 237 -248 B - C 276 -215 C - D 242 -1151 Chords Tens. Comp. D - E 251 -1045 E - F 67 -142 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - J 244 -186 J - I 1006 -649 Chords Tens. Comp. I - H 1006 -649 H - G 725 -431 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - J 262 -206 J - C 401 -1438 C - H 264 -26 Webs Tens. Comp. H - E 471 -121 E - G 571 -961 F - G 215 -173 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.022 H 999 360 VERT(CL): 0.051 H 999 240 HORZ(LL): 0.008 G - - HORZ(TL): 0.018 G - - Creep Factor: 2.0 Max TC CSI: 0.703 Max BC CSI: 0.784 Max Web CSI: 0.740 Wgt: 105.7 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss C07 Truss Type MONO Qty 7 Ply 1 2472 06/23/2020 T2 B2 W1 (a) (a) A B C D E F GHIJK 5 12 2X4(A1) 1.5X3 3X6 3X4 4X4 3X4 3X4 3X4 1.5X4 3X6(R) 2'17'4"8 SEAT PLATE REQ. 19'4"8 19'4"8 5" 8' 5 " 1 4 11'0"13 150# 4' 150# 4'3"11 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 :T2 2x4 SP M-30: Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E: Webs 2x4 SP #3 :W1 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 19.38 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Mechanical Unit Loads Supported by this Truss At Truss Unit Unit Supporting X-Loc Piece Lbs. Width Trusses 13.07 TC 300.0 4.00 2 Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL K 1057 /- /- /627 /221 /423 G 925 /- /- /440 /368 /- Wind reactions based on MWFRS K Brg Width = 8.0 Min Req = 1.5 G Brg Width = 3.5 Min Req = 1.5 Bearings K & G are a rigid surface. Bearing K requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 237 -248 B - C 276 -215 C - D 242 -1151 Chords Tens. Comp. D - E 251 -1045 E - F 67 -142 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - J 244 -186 J - I 1006 -649 Chords Tens. Comp. I - H 1006 -649 H - G 725 -431 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - J 262 -206 J - C 401 -1438 C - H 264 -26 Webs Tens. Comp. H - E 471 -121 E - G 571 -961 F - G 215 -173 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.022 H 999 360 VERT(CL): 0.051 H 999 240 HORZ(LL): 0.008 G - - HORZ(TL): 0.018 G - - Creep Factor: 2.0 Max TC CSI: 0.703 Max BC CSI: 0.784 Max Web CSI: 0.740 Wgt: 105.7 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss C07 Truss Type MONO Qty 7 Ply 1 2472 06/23/2020 T2 B2 W1 (a) (a) A B C D E F GHIJK 5 12 2X4(A1) 1.5X3 3X6 3X4 4X4 3X4 3X4 3X4 1.5X4 3X6(R) 2'17'4"8 SEAT PLATE REQ. 19'4"8 19'4"8 5" 8' 5 " 1 4 11'0"13 150# 4' 150# 4'3"11 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP M-30 Bot chord 2x4 SP M-30 :B2 2x4 SP 2400f-2.0E: Webs 2x4 SP #3 :W1 2x6 SP #2: 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 0.00 19.38 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL I 898 /- /- /619 /218 /423 F 687 /- /- /449 /371 /- Wind reactions based on MWFRS I Brg Width = 8.0 Min Req = 1.5 F Brg Width = 3.5 Min Req = 1.5 Bearings I & F are a rigid surface. Bearing I requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 131 -240 B - C 234 -928 Chords Tens. Comp. C - D 0 -168 D - E 83 -164 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - I 229 -111 I - H 238 -604 Chords Tens. Comp. H - G 238 -604 G - F 774 -582 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. I - B 530 -784 B - G 615 -91 G - C 330 0 Webs Tens. Comp. C - F 655 -871 E - F 284 -216 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.020 G 999 360 VERT(CL): 0.041 G 999 240 HORZ(LL): -0.008 C - - HORZ(TL): 0.011 E - - Creep Factor: 2.0 Max TC CSI: 0.688 Max BC CSI: 0.418 Max Web CSI: 0.435 Wgt: 104.3 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss C08 Truss Type MONO Qty 3 Ply 1 3075 06/23/2020 B2 W1 (a) (a) A B C D E FGHI 5 12 2X4(A1) 1.5X4 3X6 3X4 3X4 3X4(**) H0308 1.5X4 3X6(R) 2'17'4"8 SEAT PLATE REQ. 19'4"8 19'4"8 5" 8' 5 " 1 4 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP M-30 Bot chord 2x4 SP M-30 :B2 2x4 SP 2400f-2.0E: Webs 2x4 SP #3 :W1 2x6 SP #2: 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 0.00 19.38 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL I 898 /- /- /619 /218 /423 F 687 /- /- /449 /371 /- Wind reactions based on MWFRS I Brg Width = 8.0 Min Req = 1.5 F Brg Width = 3.5 Min Req = 1.5 Bearings I & F are a rigid surface. Bearing I requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 131 -240 B - C 234 -928 Chords Tens. Comp. C - D 0 -168 D - E 83 -164 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - I 229 -111 I - H 238 -604 Chords Tens. Comp. H - G 238 -604 G - F 774 -582 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. I - B 530 -784 B - G 615 -91 G - C 330 0 Webs Tens. Comp. C - F 655 -871 E - F 284 -216 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.020 G 999 360 VERT(CL): 0.041 G 999 240 HORZ(LL): -0.008 C - - HORZ(TL): 0.011 E - - Creep Factor: 2.0 Max TC CSI: 0.688 Max BC CSI: 0.418 Max Web CSI: 0.435 Wgt: 104.3 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss C08 Truss Type MONO Qty 3 Ply 1 3075 06/23/2020 B2 W1 (a) (a) A B C D E FGHI 5 12 2X4(A1) 1.5X4 3X6 3X4 3X4 3X4(**) H0308 1.5X4 3X6(R) 2'17'4"8 SEAT PLATE REQ. 19'4"8 19'4"8 5" 8' 5 " 1 4 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 :T2 2x4 SP M-30: Bot chord 2x4 SP #2 :B2 2x4 SP M-30: Webs 2x4 SP #3 :W1 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at 0.00 to 62 plf at 9.00 TC: From 31 plf at 9.00 to 31 plf at 20.83 BC: From 20 plf at 0.00 to 20 plf at 9.03 BC: From 10 plf at 9.03 to 10 plf at 20.83 TC: 279 lb Conc. Load at 9.03 TC: 165 lb Conc. Load at 11.06,13.06,15.06,17.06 19.06 BC: 310 lb Conc. Load at 9.03 BC: 123 lb Conc. Load at 11.06,13.06,15.06,17.06 19.06 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) TC 24 9.00 20.83 BC 43 0.00 20.83 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL J 1628 /- /- /- /1584 /- K 1623 /- /- /- /1749 /- Wind reactions based on MWFRS J Brg Width = 8.0 Min Req = 1.9 K Brg Width = 8.0 Min Req = 1.9 Bearings J & K are a rigid surface. Bearings J & K require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 128 -99 B - C 2491 -2293 Chords Tens. Comp. C - D 2154 -1976 D - E 2153 -1976 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - J 108 -83 J - I 320 -247 I - H 2046 -2226 Chords Tens. Comp. H - G 2046 -2226 G - F 19 -20 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. J - B 1668 -1529 B - I 1813 -2011 C - I 213 -187 C - G 87 -84 Webs Tens. Comp. D - G 891 -756 G - E 2338 -2550 E - F 1643 -1495 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.118 D 999 360 VERT(CL): 0.116 D 999 240 HORZ(LL): -0.020 F - - HORZ(TL): 0.021 C - - Creep Factor: 2.0 Max TC CSI: 0.898 Max BC CSI: 0.950 Max Web CSI: 0.891 Wgt: 109.9 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss D01 Truss Type HIPM Qty 2 Ply 1 3436 06/23/2020 T2 B2 W1 (a) (a) A B C D E FGHIJK 5 12 2X4(A1) 3X6 3X6 5X8 4X6(R)3X6 3X4 5X10 5X6 3X6 2'18'10" SEAT PLATE REQ.SEAT PLATE REQ. 9'11'10" 20'10" 5" 4' 2 " 9'0"6 279# 2'0"6 165# 2' 165# 2' 165# 2' 165# 2' 165# 310#123#123#123#123#123# 1'9"4 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 :T2 2x4 SP M-30: Bot chord 2x4 SP #2 :B2 2x4 SP M-30: Webs 2x4 SP #3 :W1 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at 0.00 to 62 plf at 9.00 TC: From 31 plf at 9.00 to 31 plf at 20.83 BC: From 20 plf at 0.00 to 20 plf at 9.03 BC: From 10 plf at 9.03 to 10 plf at 20.83 TC: 279 lb Conc. Load at 9.03 TC: 165 lb Conc. Load at 11.06,13.06,15.06,17.06 19.06 BC: 310 lb Conc. Load at 9.03 BC: 123 lb Conc. Load at 11.06,13.06,15.06,17.06 19.06 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) TC 24 9.00 20.83 BC 43 0.00 20.83 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL J 1628 /- /- /- /1584 /- K 1623 /- /- /- /1749 /- Wind reactions based on MWFRS J Brg Width = 8.0 Min Req = 1.9 K Brg Width = 8.0 Min Req = 1.9 Bearings J & K are a rigid surface. Bearings J & K require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 128 -99 B - C 2491 -2293 Chords Tens. Comp. C - D 2154 -1976 D - E 2153 -1976 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - J 108 -83 J - I 320 -247 I - H 2046 -2226 Chords Tens. Comp. H - G 2046 -2226 G - F 19 -20 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. J - B 1668 -1529 B - I 1813 -2011 C - I 213 -187 C - G 87 -84 Webs Tens. Comp. D - G 891 -756 G - E 2338 -2550 E - F 1643 -1495 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.118 D 999 360 VERT(CL): 0.116 D 999 240 HORZ(LL): -0.020 F - - HORZ(TL): 0.021 C - - Creep Factor: 2.0 Max TC CSI: 0.898 Max BC CSI: 0.950 Max Web CSI: 0.891 Wgt: 109.9 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss D01 Truss Type HIPM Qty 2 Ply 1 3436 06/23/2020 T2 B2 W1 (a) (a) A B C D E FGHIJK 5 12 2X4(A1) 3X6 3X6 5X8 4X6(R)3X6 3X4 5X10 5X6 3X6 2'18'10" SEAT PLATE REQ.SEAT PLATE REQ. 9'11'10" 20'10" 5" 4' 2 " 9'0"6 279# 2'0"6 165# 2' 165# 2' 165# 2' 165# 2' 165# 310#123#123#123#123#123# 1'9"4 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E: Webs 2x4 SP #3 :W1 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 11.00 20.83 BC 75 0.00 20.83 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL L 970 /- /- /972 /674 /338 M 739 /- /- /660 /706 /- Wind reactions based on MWFRS L Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 1.5 Bearings L & M are a rigid surface. Bearings L & M require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 131 -146 B - C 172 -113 C - D 1298 -880 Chords Tens. Comp. D - E 949 -599 E - F 948 -598 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - K 156 -93 K - J 742 -1160 J - I 742 -1160 Chords Tens. Comp. I - H 752 -1247 H - G 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - K 200 -151 K - C 1170 -1049 C - I 232 -207 D - I 472 -594 Webs Tens. Comp. D - H 421 -273 E - H 362 -338 H - F 829 -1313 F - G 1022 -695 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.029 I 999 360 VERT(CL): 0.041 I 999 240 HORZ(LL): -0.011 C - - HORZ(TL): 0.015 C - - Creep Factor: 2.0 Max TC CSI: 0.416 Max BC CSI: 0.804 Max Web CSI: 0.666 Wgt: 118.3 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss D02 Truss Type HIPM Qty 1 Ply 1 3094 06/23/2020 B2 W1 (a) A B C D E F GHIJKL M 5 12 2X4(A1) 1.5X3 3X6 3X4 3X6 5X6 3X4 1.5X3 3X8 3X4(R) 3X6 2'18'10" SEAT PLATE REQ.SEAT PLATE REQ. 11'9'10" 20'10" 5" 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 engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E: Webs 2x4 SP #3 :W1 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 11.00 20.83 BC 75 0.00 20.83 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL L 970 /- /- /972 /674 /338 M 739 /- /- /660 /706 /- Wind reactions based on MWFRS L Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 1.5 Bearings L & M are a rigid surface. Bearings L & M require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 131 -146 B - C 172 -113 C - D 1298 -880 Chords Tens. Comp. D - E 949 -599 E - F 948 -598 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - K 156 -93 K - J 742 -1160 J - I 742 -1160 Chords Tens. Comp. I - H 752 -1247 H - G 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - K 200 -151 K - C 1170 -1049 C - I 232 -207 D - I 472 -594 Webs Tens. Comp. D - H 421 -273 E - H 362 -338 H - F 829 -1313 F - G 1022 -695 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.029 I 999 360 VERT(CL): 0.041 I 999 240 HORZ(LL): -0.011 C - - HORZ(TL): 0.015 C - - Creep Factor: 2.0 Max TC CSI: 0.416 Max BC CSI: 0.804 Max Web CSI: 0.666 Wgt: 118.3 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss D02 Truss Type HIPM Qty 1 Ply 1 3094 06/23/2020 B2 W1 (a) A B C D E F GHIJKL M 5 12 2X4(A1) 1.5X3 3X6 3X4 3X6 5X6 3X4 1.5X3 3X8 3X4(R) 3X6 2'18'10" SEAT PLATE REQ.SEAT PLATE REQ. 11'9'10" 20'10" 5" 5' Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 :T2 2x4 SP M-30: Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E: Webs 2x4 SP #3 :W1 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 13.00 20.83 BC 75 0.00 20.83 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL J 958 /- /- /973 /592 /283 K 749 /- /- /685 /553 /- Wind reactions based on MWFRS J Brg Width = 8.0 Min Req = 1.5 K Brg Width = 8.0 Min Req = 1.5 Bearings J & K are a rigid surface. Bearings J & K require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 138 -80 B - C 1367 -1010 Chords Tens. Comp. C - D 1109 -763 D - E 1084 -662 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - J 89 -92 J - I 201 -507 I - H 866 -1414 Chords Tens. Comp. H - G 866 -1414 G - F 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. J - B 1040 -851 B - I 799 -1009 I - C 185 -217 C - G 423 -271 Webs Tens. Comp. D - G 325 -169 G - E 816 -1336 E - F 982 -685 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.028 I 999 360 VERT(CL): 0.045 D 999 240 HORZ(LL): -0.008 C - - HORZ(TL): 0.010 C - - Creep Factor: 2.0 Max TC CSI: 0.555 Max BC CSI: 0.552 Max Web CSI: 0.723 Wgt: 115.5 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss D03 Truss Type HIPM Qty 1 Ply 1 3102 06/23/2020 T2 B2 W1 (a) A B C D E FGHIJK 5 12 2X4(A1) 4X4 3X6 3X4 3X4 3X6 5X6 3X8 3X6(R) 3X6 2'18'10" SEAT PLATE REQ.SEAT PLATE REQ. 13'7'10" 20'10" 5" 5' 1 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 engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 :T2 2x4 SP M-30: Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E: Webs 2x4 SP #3 :W1 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 13.00 20.83 BC 75 0.00 20.83 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL J 958 /- /- /973 /592 /283 K 749 /- /- /685 /553 /- Wind reactions based on MWFRS J Brg Width = 8.0 Min Req = 1.5 K Brg Width = 8.0 Min Req = 1.5 Bearings J & K are a rigid surface. Bearings J & K require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 138 -80 B - C 1367 -1010 Chords Tens. Comp. C - D 1109 -763 D - E 1084 -662 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - J 89 -92 J - I 201 -507 I - H 866 -1414 Chords Tens. Comp. H - G 866 -1414 G - F 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. J - B 1040 -851 B - I 799 -1009 I - C 185 -217 C - G 423 -271 Webs Tens. Comp. D - G 325 -169 G - E 816 -1336 E - F 982 -685 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.028 I 999 360 VERT(CL): 0.045 D 999 240 HORZ(LL): -0.008 C - - HORZ(TL): 0.010 C - - Creep Factor: 2.0 Max TC CSI: 0.555 Max BC CSI: 0.552 Max Web CSI: 0.723 Wgt: 115.5 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss D03 Truss Type HIPM Qty 1 Ply 1 3102 06/23/2020 T2 B2 W1 (a) A B C D E FGHIJK 5 12 2X4(A1) 4X4 3X6 3X4 3X4 3X6 5X6 3X8 3X6(R) 3X6 2'18'10" SEAT PLATE REQ.SEAT PLATE REQ. 13'7'10" 20'10" 5" 5' 1 0 " Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W1 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 15.00 20.83 BC 75 0.00 20.83 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL K 841 /- /- /983 /577 /327 L 657 /- /- /700 /545 /- Wind reactions based on MWFRS K Brg Width = 8.0 Min Req = 1.5 L Brg Width = 8.0 Min Req = 1.5 Bearings K & L are a rigid surface. Bearings K & L require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 166 -180 B - C 1432 -1027 C - D 803 -590 Chords Tens. Comp. D - E 831 -585 E - F 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - K 197 -128 K - J 65 -388 J - I 944 -1546 Chords Tens. Comp. I - H 944 -1546 H - G 502 -812 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. K - B 1121 -762 B - J 973 -1258 J - C 275 -314 C - H 804 -484 Webs Tens. Comp. E - H 728 -976 E - G 1203 -744 F - G 197 -150 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.031 J 999 360 VERT(CL): 0.044 C 999 240 HORZ(LL): -0.011 G - - HORZ(TL): 0.015 G - - Creep Factor: 2.0 Max TC CSI: 0.663 Max BC CSI: 0.885 Max Web CSI: 0.761 Wgt: 119.7 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss D04 Truss Type HIPM Qty 6 Ply 1 3106 06/23/2020 W1 (a) (a) A B C D E F GHIJKL 5 12 2X4(A1) 4X4 3X6 3X4 3X4 3X6 3X6 5X6 3X4 3X6 3X6(R) 2'18'10" SEAT PLATE REQ.SEAT PLATE REQ. 15'5'10" 20'10" 5" 6' 8 " **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W1 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 15.00 20.83 BC 75 0.00 20.83 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL K 841 /- /- /983 /577 /327 L 657 /- /- /700 /545 /- Wind reactions based on MWFRS K Brg Width = 8.0 Min Req = 1.5 L Brg Width = 8.0 Min Req = 1.5 Bearings K & L are a rigid surface. Bearings K & L require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 166 -180 B - C 1432 -1027 C - D 803 -590 Chords Tens. Comp. D - E 831 -585 E - F 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - K 197 -128 K - J 65 -388 J - I 944 -1546 Chords Tens. Comp. I - H 944 -1546 H - G 502 -812 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. K - B 1121 -762 B - J 973 -1258 J - C 275 -314 C - H 804 -484 Webs Tens. Comp. E - H 728 -976 E - G 1203 -744 F - G 197 -150 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.031 J 999 360 VERT(CL): 0.044 C 999 240 HORZ(LL): -0.011 G - - HORZ(TL): 0.015 G - - Creep Factor: 2.0 Max TC CSI: 0.663 Max BC CSI: 0.885 Max Web CSI: 0.761 Wgt: 119.7 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss D04 Truss Type HIPM Qty 6 Ply 1 3106 06/23/2020 W1 (a) (a) A B C D E F GHIJKL 5 12 2X4(A1) 4X4 3X6 3X4 3X4 3X6 3X6 5X6 3X4 3X6 3X6(R) 2'18'10" SEAT PLATE REQ.SEAT PLATE REQ. 15'5'10" 20'10" 5" 6' 8 " Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W1 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 17.00 20.83 BC 75 0.00 20.83 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL J 956 /- /- /993 /564 /371 K 748 /- /- /718 /536 /- Wind reactions based on MWFRS J Brg Width = 8.0 Min Req = 1.5 K Brg Width = 8.0 Min Req = 1.5 Bearings J & K are a rigid surface. Bearings J & K require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 171 -105 B - C 1401 -1075 C - D 531 -470 Chords Tens. Comp. D - E 556 -419 E - F 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - J 124 -127 J - I 131 -501 Chords Tens. Comp. I - H 951 -1531 H - G 352 -557 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. J - B 1037 -858 B - I 940 -1143 I - C 408 -492 C - H 1073 -674 Webs Tens. Comp. E - H 780 -1064 E - G 1187 -750 F - G 134 -118 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.036 I 999 360 VERT(CL): 0.056 C 999 240 HORZ(LL): -0.011 G - - HORZ(TL): 0.016 G - - Creep Factor: 2.0 Max TC CSI: 0.889 Max BC CSI: 0.878 Max Web CSI: 0.936 Wgt: 122.5 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss D05 Truss Type HIPM Qty 1 Ply 1 3112 06/23/2020 W1 (a) (a) A B C D E F GHIJK 5 12 2X4(A1) 4X4 3X6 5X10 3X4 3X6 5X6 3X4 1.5X4 3X6(R) 2'18'10" SEAT PLATE REQ.SEAT PLATE REQ. 17'3'10" 20'10" 5" 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 engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W1 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 17.00 20.83 BC 75 0.00 20.83 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL J 956 /- /- /993 /564 /371 K 748 /- /- /718 /536 /- Wind reactions based on MWFRS J Brg Width = 8.0 Min Req = 1.5 K Brg Width = 8.0 Min Req = 1.5 Bearings J & K are a rigid surface. Bearings J & K require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 171 -105 B - C 1401 -1075 C - D 531 -470 Chords Tens. Comp. D - E 556 -419 E - F 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - J 124 -127 J - I 131 -501 Chords Tens. Comp. I - H 951 -1531 H - G 352 -557 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. J - B 1037 -858 B - I 940 -1143 I - C 408 -492 C - H 1073 -674 Webs Tens. Comp. E - H 780 -1064 E - G 1187 -750 F - G 134 -118 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.036 I 999 360 VERT(CL): 0.056 C 999 240 HORZ(LL): -0.011 G - - HORZ(TL): 0.016 G - - Creep Factor: 2.0 Max TC CSI: 0.889 Max BC CSI: 0.878 Max Web CSI: 0.936 Wgt: 122.5 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss D05 Truss Type HIPM Qty 1 Ply 1 3112 06/23/2020 W1 (a) (a) A B C D E F GHIJK 5 12 2X4(A1) 4X4 3X6 5X10 3X4 3X6 5X6 3X4 1.5X4 3X6(R) 2'18'10" SEAT PLATE REQ.SEAT PLATE REQ. 17'3'10" 20'10" 5" 7' 6 " Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 :T1 2x4 SP M-30: Bot chord 2x6 SP 2400f-2.0E Webs 2x4 SP #3 :W1 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 52 plf at 0.00 to 52 plf at 18.83 BC: From 10 plf at 0.00 to 10 plf at 11.90 BC: From 20 plf at 11.90 to 20 plf at 12.83 BC: From 50 plf at 12.83 to 50 plf at 17.44 BC: From 20 plf at 17.44 to 20 plf at 18.83 BC: 286 lb Conc. Load at 1.90, 3.90, 5.90, 7.90 9.90,11.90 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) TC 24 16.54 18.83 BC 120 0.00 18.83 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL H 1708 /- /- /- /1080 /- I 1376 /- /- /- /834 /- Wind reactions based on MWFRS H Brg Width = 8.0 Min Req = 1.5 I Brg Width = 8.0 Min Req = 1.5 Bearings H & I are a rigid surface. Bearings H & I require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 1485 -2368 B - C 1499 -2377 Chords Tens. Comp. C - D 1446 -2334 D - E 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. H - G 472 -373 Chords Tens. Comp. G - F 336 -232 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - H 875 -1247 A - G 1647 -912 B - G 622 -601 Webs Tens. Comp. G - D 2529 -1488 D - F 820 -1185 E - F 73 -70 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.089 B 999 360 VERT(CL): 0.167 B 999 240 HORZ(LL): -0.029 E - - HORZ(TL): 0.057 E - - Creep Factor: 2.0 Max TC CSI: 0.880 Max BC CSI: 0.614 Max Web CSI: 0.963 Wgt: 131.6 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss D06 Truss Type HIPM Qty 6 Ply 1 3439 06/23/2020 T1 W1 (a) (a) (a) A B C D E FGH I 5 12 4X8(R) 3X10 1.5X4 H0714 3X4 7X8 1.5X3 3X10(R) 18'10" SEAT PLATE REQ.SEAT PLATE REQ. 16'6"8 2'3"8 1' 3 " 8' 1 " 1 1 1'10"12 286# 2' 286# 2' 286# 2' 286# 2' 286# 2' 286# 6'11"4 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 :T1 2x4 SP M-30: Bot chord 2x6 SP 2400f-2.0E Webs 2x4 SP #3 :W1 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 52 plf at 0.00 to 52 plf at 18.83 BC: From 10 plf at 0.00 to 10 plf at 11.90 BC: From 20 plf at 11.90 to 20 plf at 12.83 BC: From 50 plf at 12.83 to 50 plf at 17.44 BC: From 20 plf at 17.44 to 20 plf at 18.83 BC: 286 lb Conc. Load at 1.90, 3.90, 5.90, 7.90 9.90,11.90 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) TC 24 16.54 18.83 BC 120 0.00 18.83 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL H 1708 /- /- /- /1080 /- I 1376 /- /- /- /834 /- Wind reactions based on MWFRS H Brg Width = 8.0 Min Req = 1.5 I Brg Width = 8.0 Min Req = 1.5 Bearings H & I are a rigid surface. Bearings H & I require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 1485 -2368 B - C 1499 -2377 Chords Tens. Comp. C - D 1446 -2334 D - E 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. H - G 472 -373 Chords Tens. Comp. G - F 336 -232 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - H 875 -1247 A - G 1647 -912 B - G 622 -601 Webs Tens. Comp. G - D 2529 -1488 D - F 820 -1185 E - F 73 -70 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.089 B 999 360 VERT(CL): 0.167 B 999 240 HORZ(LL): -0.029 E - - HORZ(TL): 0.057 E - - Creep Factor: 2.0 Max TC CSI: 0.880 Max BC CSI: 0.614 Max Web CSI: 0.963 Wgt: 131.6 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss D06 Truss Type HIPM Qty 6 Ply 1 3439 06/23/2020 T1 W1 (a) (a) (a) A B C D E FGH I 5 12 4X8(R) 3X10 1.5X4 H0714 3X4 7X8 1.5X3 3X10(R) 18'10" SEAT PLATE REQ.SEAT PLATE REQ. 16'6"8 2'3"8 1' 3 " 8' 1 " 1 1 1'10"12 286# 2' 286# 2' 286# 2' 286# 2' 286# 2' 286# 6'11"4 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP M-30 Bot chord 2x4 SP M-30 Webs 2x4 SP #3 :W2 2x4 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at 0.00 to 62 plf at 9.00 TC: From 31 plf at 9.00 to 31 plf at 25.71 TC: From 62 plf at 25.71 to 62 plf at 26.00 BC: From 20 plf at 0.00 to 20 plf at 9.00 BC: From 10 plf at 9.00 to 10 plf at 26.00 TC: 279 lb Conc. Load at 9.03 TC: 165 lb Conc. Load at 11.06 TC: 216 lb Conc. Load at 13.06,15.06,17.06,19.06 21.06,23.06,25.06 BC: 310 lb Conc. Load at 9.00 BC: 123 lb Conc. Load at 11.06 BC: 140 lb Conc. Load at 13.06,15.06,17.06,19.06 21.06,23.06,25.06 Plating Notes All plates are 5X6 except as noted. (**) 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) TC 24 9.00 26.00 BC 51 0.00 26.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL O 2251 /- /- /- /1673 /- P 2554 /- /- /- /1174 /- Wind reactions based on MWFRS O Brg Width = 8.0 Min Req = 2.7 P Brg Width = 8.0 Min Req = 3.0 Bearings O & P are a rigid surface. Bearings O & P require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 81 -155 B - C 2663 -3459 C - D 2418 -3917 D - E 1523 -3066 Chords Tens. Comp. E - F 1523 -3066 F - G 0 -18 G - H 0 -16 G - I 137 -197 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - O 164 -37 O - N 326 -171 N - M 3120 -2383 Chords Tens. Comp. M - L 3120 -2383 L - K 3928 -2409 K - J 2978 -1487 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. O - B 1743 -2126 B - N 2896 -2244 C - N 108 -183 C - L 988 -43 L - D 53 -153 Webs Tens. Comp. D - K 1110 -1079 K - F 1170 -480 F - J 1785 -3554 H - I 236 -379 H - J 237 -380 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.151 L 999 360 VERT(CL): 0.267 D 999 240 HORZ(LL): -0.045 J - - HORZ(TL): 0.079 I - - Creep Factor: 2.0 Max TC CSI: 0.726 Max BC CSI: 0.980 Max Web CSI: 0.904 Wgt: 149.8 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss D07 Truss Type HIPS Qty 1 Ply 1 3442 06/23/2020 W2(a) (a) (a) A B C D E FG H I JKLMNO P 5 12 2X4(A1) 3X6 6X8 4X6 3X4 3X4 H0308 4X4 1.5X4(**) 3X3 2X4 6X6 2'24' SEAT PLATE REQ.SEAT PLATE REQ. 9'11'2"5'10" 26' 5" 6' 7 " 3 4' 2 " 9'0"6 279# 2'0"6 165# 2' 216# 2' 216# 2' 216# 2' 216# 2' 216# 2' 216# 2' 216# 310# 2'0"12 123#140#140#140#140#140#140#140# 11"4 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP M-30 Bot chord 2x4 SP M-30 Webs 2x4 SP #3 :W2 2x4 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at 0.00 to 62 plf at 9.00 TC: From 31 plf at 9.00 to 31 plf at 25.71 TC: From 62 plf at 25.71 to 62 plf at 26.00 BC: From 20 plf at 0.00 to 20 plf at 9.00 BC: From 10 plf at 9.00 to 10 plf at 26.00 TC: 279 lb Conc. Load at 9.03 TC: 165 lb Conc. Load at 11.06 TC: 216 lb Conc. Load at 13.06,15.06,17.06,19.06 21.06,23.06,25.06 BC: 310 lb Conc. Load at 9.00 BC: 123 lb Conc. Load at 11.06 BC: 140 lb Conc. Load at 13.06,15.06,17.06,19.06 21.06,23.06,25.06 Plating Notes All plates are 5X6 except as noted. (**) 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) TC 24 9.00 26.00 BC 51 0.00 26.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL O 2251 /- /- /- /1673 /- P 2554 /- /- /- /1174 /- Wind reactions based on MWFRS O Brg Width = 8.0 Min Req = 2.7 P Brg Width = 8.0 Min Req = 3.0 Bearings O & P are a rigid surface. Bearings O & P require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 81 -155 B - C 2663 -3459 C - D 2418 -3917 D - E 1523 -3066 Chords Tens. Comp. E - F 1523 -3066 F - G 0 -18 G - H 0 -16 G - I 137 -197 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - O 164 -37 O - N 326 -171 N - M 3120 -2383 Chords Tens. Comp. M - L 3120 -2383 L - K 3928 -2409 K - J 2978 -1487 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. O - B 1743 -2126 B - N 2896 -2244 C - N 108 -183 C - L 988 -43 L - D 53 -153 Webs Tens. Comp. D - K 1110 -1079 K - F 1170 -480 F - J 1785 -3554 H - I 236 -379 H - J 237 -380 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.151 L 999 360 VERT(CL): 0.267 D 999 240 HORZ(LL): -0.045 J - - HORZ(TL): 0.079 I - - Creep Factor: 2.0 Max TC CSI: 0.726 Max BC CSI: 0.980 Max Web CSI: 0.904 Wgt: 149.8 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss D07 Truss Type HIPS Qty 1 Ply 1 3442 06/23/2020 W2(a) (a) (a) A B C D E FG H I JKLMNO P 5 12 2X4(A1) 3X6 6X8 4X6 3X4 3X4 H0308 4X4 1.5X4(**) 3X3 2X4 6X6 2'24' SEAT PLATE REQ.SEAT PLATE REQ. 9'11'2"5'10" 26' 5" 6' 7 " 3 4' 2 " 9'0"6 279# 2'0"6 165# 2' 216# 2' 216# 2' 216# 2' 216# 2' 216# 2' 216# 2' 216# 310# 2'0"12 123#140#140#140#140#140#140#140# 11"4 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP M-30 :B2 2x4 SP 2400f-2.0E: Webs 2x4 SP #3 :W1 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 11.00 22.17 BC 75 0.00 26.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL K 1166 /- /- /1157 /854 /322 L 962 /- /- /897 /834 /- Wind reactions based on MWFRS K Brg Width = 8.0 Min Req = 1.5 L Brg Width = 8.0 Min Req = 1.5 Bearings K & L are a rigid surface. Bearings K & L require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 237 -239 B - C 2024 -1411 C - D 1935 -1208 Chords Tens. Comp. D - E 1164 -778 E - F 34 -78 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - K 260 -219 K - J 402 -855 J - I 402 -855 Chords Tens. Comp. I - H 1157 -1820 H - G 708 -1180 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. K - B 1293 -1047 B - I 997 -1347 C - I 460 -518 I - D 281 -370 Webs Tens. Comp. D - H 779 -555 H - E 845 -1251 E - G 1867 -1120 F - G 134 -88 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.058 I 999 360 VERT(CL): 0.078 I 999 240 HORZ(LL): -0.018 G - - HORZ(TL): 0.022 G - - Creep Factor: 2.0 Max TC CSI: 0.749 Max BC CSI: 0.723 Max Web CSI: 0.771 Wgt: 143.5 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss D08 Truss Type HIPS Qty 1 Ply 1 3393 06/23/2020 B2 W1 (a) A B C D E F GHIJKL 5 12 2X4(A1) 3X6 3X6 4X6 5X6 3X8 3X4 3X4 4X6(R) 1.5X3 3X6(R) 2'24' SEAT PLATE REQ.SEAT PLATE REQ. 11'11'2"3'10" 26' 5" 6' 7 " 3 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 engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP M-30 :B2 2x4 SP 2400f-2.0E: Webs 2x4 SP #3 :W1 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 11.00 22.17 BC 75 0.00 26.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL K 1166 /- /- /1157 /854 /322 L 962 /- /- /897 /834 /- Wind reactions based on MWFRS K Brg Width = 8.0 Min Req = 1.5 L Brg Width = 8.0 Min Req = 1.5 Bearings K & L are a rigid surface. Bearings K & L require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 237 -239 B - C 2024 -1411 C - D 1935 -1208 Chords Tens. Comp. D - E 1164 -778 E - F 34 -78 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - K 260 -219 K - J 402 -855 J - I 402 -855 Chords Tens. Comp. I - H 1157 -1820 H - G 708 -1180 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. K - B 1293 -1047 B - I 997 -1347 C - I 460 -518 I - D 281 -370 Webs Tens. Comp. D - H 779 -555 H - E 845 -1251 E - G 1867 -1120 F - G 134 -88 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.058 I 999 360 VERT(CL): 0.078 I 999 240 HORZ(LL): -0.018 G - - HORZ(TL): 0.022 G - - Creep Factor: 2.0 Max TC CSI: 0.749 Max BC CSI: 0.723 Max Web CSI: 0.771 Wgt: 143.5 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss D08 Truss Type HIPS Qty 1 Ply 1 3393 06/23/2020 B2 W1 (a) A B C D E F GHIJKL 5 12 2X4(A1) 3X6 3X6 4X6 5X6 3X8 3X4 3X4 4X6(R) 1.5X3 3X6(R) 2'24' SEAT PLATE REQ.SEAT PLATE REQ. 11'11'2"3'10" 26' 5" 6' 7 " 3 5' Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP M-30 :B2 2x4 SP 2400f-2.0E: Webs 2x4 SP #3 :W1 2x6 SP #2: Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 13.00 24.17 BC 75 0.00 26.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL M 1166 /- /- /1167 /745 /322 N 962 /- /- /887 /703 /- Wind reactions based on MWFRS M Brg Width = 8.0 Min Req = 1.5 N Brg Width = 8.0 Min Req = 1.5 Bearings M & N are a rigid surface. Bearings M & N require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 187 -155 B - C 1869 -1337 C - D 1809 -1228 Chords Tens. Comp. D - E 1726 -1067 E - F 617 -428 F - G 7 -40 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - M 173 -143 M - L 128 -474 L - K 1214 -2005 Chords Tens. Comp. K - J 1214 -2005 J - I 890 -1376 I - H 361 -581 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. M - B 1450 -1075 B - L 1158 -1620 L - C 215 -241 C - J 247 -165 D - J 410 -473 Webs Tens. Comp. J - E 459 -650 E - I 1065 -748 I - F 1085 -1605 F - H 1847 -1149 G - H 39 -18 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.046 J 999 360 VERT(CL): 0.073 J 999 240 HORZ(LL): -0.014 H - - HORZ(TL): 0.022 H - - Creep Factor: 2.0 Max TC CSI: 0.439 Max BC CSI: 0.683 Max Web CSI: 0.949 Wgt: 157.5 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss D09 Truss Type HIPS Qty 1 Ply 1 3400 06/23/2020 B2 W1A B C D E F G HIJKLM N 5 12 2X4(A1) 3X6 3X6 4X4 3X4 3X6 5X6 3X8 3X4 3X4 4X6(R) 1.5X3 3X6(R) 2'24' SEAT PLATE REQ.SEAT PLATE REQ. 13'11'2"1'10" 26' 5" 6' 7 " 3 5' 1 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 engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP M-30 :B2 2x4 SP 2400f-2.0E: Webs 2x4 SP #3 :W1 2x6 SP #2: Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 13.00 24.17 BC 75 0.00 26.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL M 1166 /- /- /1167 /745 /322 N 962 /- /- /887 /703 /- Wind reactions based on MWFRS M Brg Width = 8.0 Min Req = 1.5 N Brg Width = 8.0 Min Req = 1.5 Bearings M & N are a rigid surface. Bearings M & N require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 187 -155 B - C 1869 -1337 C - D 1809 -1228 Chords Tens. Comp. D - E 1726 -1067 E - F 617 -428 F - G 7 -40 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - M 173 -143 M - L 128 -474 L - K 1214 -2005 Chords Tens. Comp. K - J 1214 -2005 J - I 890 -1376 I - H 361 -581 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. M - B 1450 -1075 B - L 1158 -1620 L - C 215 -241 C - J 247 -165 D - J 410 -473 Webs Tens. Comp. J - E 459 -650 E - I 1065 -748 I - F 1085 -1605 F - H 1847 -1149 G - H 39 -18 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.046 J 999 360 VERT(CL): 0.073 J 999 240 HORZ(LL): -0.014 H - - HORZ(TL): 0.022 H - - Creep Factor: 2.0 Max TC CSI: 0.439 Max BC CSI: 0.683 Max Web CSI: 0.949 Wgt: 157.5 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss D09 Truss Type HIPS Qty 1 Ply 1 3400 06/23/2020 B2 W1A B C D E F G HIJKLM N 5 12 2X4(A1) 3X6 3X6 4X4 3X4 3X6 5X6 3X8 3X4 3X4 4X6(R) 1.5X3 3X6(R) 2'24' SEAT PLATE REQ.SEAT PLATE REQ. 13'11'2"1'10" 26' 5" 6' 7 " 3 5' 1 0 " Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E: Webs 2x4 SP #3 :W1 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 15.00 26.00 BC 75 0.00 26.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL K 1165 /- /- /772 /341 /283 L 961 /- /- /527 /570 /- Wind reactions based on MWFRS K Brg Width = 8.0 Min Req = 1.5 L Brg Width = 8.0 Min Req = 1.5 Bearings K & L are a rigid surface. Bearings K & L require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 185 -270 B - C 736 -1391 C - D 610 -1120 Chords Tens. Comp. D - E 665 -948 E - F 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - K 270 -145 K - J 130 -437 J - I 1257 -991 Chords Tens. Comp. I - H 1257 -991 H - G 635 -484 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. K - B 724 -1073 B - J 1199 -609 J - C 212 -191 C - H 348 -334 Webs Tens. Comp. D - H 229 -16 H - E 499 -282 E - G 741 -972 F - G 157 -138 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.032 D 999 360 VERT(CL): 0.066 D 999 240 HORZ(LL): -0.011 G - - HORZ(TL): 0.022 G - - Creep Factor: 2.0 Max TC CSI: 0.595 Max BC CSI: 0.586 Max Web CSI: 0.457 Wgt: 146.3 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss D10 Truss Type HIPM Qty 1 Ply 1 3171 06/23/2020 B2 W1 (a) (a) A B C D E F GHIJKL 5 12 2X4(A1) 3X4 3X6 4X4 5X6 3X6 5X6 3X8 3X4 1.5X4 3X6(R) 2'24' SEAT PLATE REQ.SEAT PLATE REQ. 15'11' 26' 5" 6' 8 " **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E: Webs 2x4 SP #3 :W1 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 15.00 26.00 BC 75 0.00 26.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL K 1165 /- /- /772 /341 /283 L 961 /- /- /527 /570 /- Wind reactions based on MWFRS K Brg Width = 8.0 Min Req = 1.5 L Brg Width = 8.0 Min Req = 1.5 Bearings K & L are a rigid surface. Bearings K & L require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 185 -270 B - C 736 -1391 C - D 610 -1120 Chords Tens. Comp. D - E 665 -948 E - F 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - K 270 -145 K - J 130 -437 J - I 1257 -991 Chords Tens. Comp. I - H 1257 -991 H - G 635 -484 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. K - B 724 -1073 B - J 1199 -609 J - C 212 -191 C - H 348 -334 Webs Tens. Comp. D - H 229 -16 H - E 499 -282 E - G 741 -972 F - G 157 -138 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.032 D 999 360 VERT(CL): 0.066 D 999 240 HORZ(LL): -0.011 G - - HORZ(TL): 0.022 G - - Creep Factor: 2.0 Max TC CSI: 0.595 Max BC CSI: 0.586 Max Web CSI: 0.457 Wgt: 146.3 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss D10 Truss Type HIPM Qty 1 Ply 1 3171 06/23/2020 B2 W1 (a) (a) A B C D E F GHIJKL 5 12 2X4(A1) 3X4 3X6 4X4 5X6 3X6 5X6 3X8 3X4 1.5X4 3X6(R) 2'24' SEAT PLATE REQ.SEAT PLATE REQ. 15'11' 26' 5" 6' 8 " Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B2 2x4 SP M-30: Webs 2x4 SP #3 :W1 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 17.00 26.00 BC 71 0.00 26.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL L 1166 /- /- /1188 /715 /320 M 962 /- /- /894 /710 /- Wind reactions based on MWFRS L Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 1.5 Bearings L & M are a rigid surface. Bearings L & M require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 163 -79 B - C 1975 -1445 C - D 1980 -1354 Chords Tens. Comp. D - E 1331 -963 E - F 1303 -803 F - G 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - L 98 -119 L - K 178 -576 K - J 1284 -2084 Chords Tens. Comp. J - I 1284 -2084 I - H 483 -741 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. L - B 1368 -1066 B - K 1219 -1615 K - D 305 -341 D - I 855 -535 Webs Tens. Comp. E - I 317 -263 I - F 757 -1125 F - H 1400 -913 G - H 137 -118 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.048 K 999 360 VERT(CL): 0.077 D 999 240 HORZ(LL): -0.015 H - - HORZ(TL): 0.023 H - - Creep Factor: 2.0 Max TC CSI: 0.712 Max BC CSI: 0.966 Max Web CSI: 0.661 Wgt: 149.1 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss D11 Truss Type HIPM Qty 1 Ply 1 3178 06/23/2020 B2 W1 (a) (a) (a)(a) A B C D E F G HIJKL M 5 12 2X4(A1) 3X6 3X6 3X6 4X4 3X4 3X6 5X6 3X8 4X4 1.5X4 3X6(R) 2'24' SEAT PLATE REQ.SEAT PLATE REQ. 17'9' 26' 5" 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 engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B2 2x4 SP M-30: Webs 2x4 SP #3 :W1 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 17.00 26.00 BC 71 0.00 26.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL L 1166 /- /- /1188 /715 /320 M 962 /- /- /894 /710 /- Wind reactions based on MWFRS L Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 1.5 Bearings L & M are a rigid surface. Bearings L & M require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 163 -79 B - C 1975 -1445 C - D 1980 -1354 Chords Tens. Comp. D - E 1331 -963 E - F 1303 -803 F - G 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - L 98 -119 L - K 178 -576 K - J 1284 -2084 Chords Tens. Comp. J - I 1284 -2084 I - H 483 -741 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. L - B 1368 -1066 B - K 1219 -1615 K - D 305 -341 D - I 855 -535 Webs Tens. Comp. E - I 317 -263 I - F 757 -1125 F - H 1400 -913 G - H 137 -118 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.048 K 999 360 VERT(CL): 0.077 D 999 240 HORZ(LL): -0.015 H - - HORZ(TL): 0.023 H - - Creep Factor: 2.0 Max TC CSI: 0.712 Max BC CSI: 0.966 Max Web CSI: 0.661 Wgt: 149.1 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss D11 Truss Type HIPM Qty 1 Ply 1 3178 06/23/2020 B2 W1 (a) (a) (a)(a) A B C D E F G HIJKL M 5 12 2X4(A1) 3X6 3X6 3X6 4X4 3X4 3X6 5X6 3X8 4X4 1.5X4 3X6(R) 2'24' SEAT PLATE REQ.SEAT PLATE REQ. 17'9' 26' 5" 7' 6 " Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP M-30 Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E: Webs 2x4 SP #3 :W1 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 18.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL H 858 /- /- /900 /490 /400 I 646 /- /- /652 /442 /- Wind reactions based on MWFRS H Brg Width = 8.0 Min Req = 1.5 I Brg Width = 8.0 Min Req = 1.5 Bearings H & I are a rigid surface. Bearings H & I require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 168 -96 B - C 1110 -912 Chords Tens. Comp. C - D 85 -170 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - H 111 -122 H - G 136 -522 Chords Tens. Comp. G - F 136 -522 F - E 785 -1247 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. H - B 862 -765 B - F 821 -883 F - C 583 -722 Webs Tens. Comp. C - E 1372 -864 D - E 290 -222 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.027 F 999 360 VERT(CL): 0.039 F 999 240 HORZ(LL): -0.008 D - - HORZ(TL): 0.011 D - - Creep Factor: 2.0 Max TC CSI: 0.648 Max BC CSI: 0.731 Max Web CSI: 0.835 Wgt: 97.3 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss D12 Truss Type MONO Qty 1 Ply 1 3199 06/23/2020 B2 W1 (a) A B C D EFGH I 5 12 2X4(A1) 3X4 3X6 3X4 3X4 7X10 1.5X4 3X6(R) 2'16'4" SEAT PLATE REQ.SEAT PLATE REQ. 18'4" 18'4" 5" 8' 0 " 1 1 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP M-30 Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E: Webs 2x4 SP #3 :W1 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 18.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL H 858 /- /- /900 /490 /400 I 646 /- /- /652 /442 /- Wind reactions based on MWFRS H Brg Width = 8.0 Min Req = 1.5 I Brg Width = 8.0 Min Req = 1.5 Bearings H & I are a rigid surface. Bearings H & I require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 168 -96 B - C 1110 -912 Chords Tens. Comp. C - D 85 -170 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - H 111 -122 H - G 136 -522 Chords Tens. Comp. G - F 136 -522 F - E 785 -1247 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. H - B 862 -765 B - F 821 -883 F - C 583 -722 Webs Tens. Comp. C - E 1372 -864 D - E 290 -222 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.027 F 999 360 VERT(CL): 0.039 F 999 240 HORZ(LL): -0.008 D - - HORZ(TL): 0.011 D - - Creep Factor: 2.0 Max TC CSI: 0.648 Max BC CSI: 0.731 Max Web CSI: 0.835 Wgt: 97.3 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss D12 Truss Type MONO Qty 1 Ply 1 3199 06/23/2020 B2 W1 (a) A B C D EFGH I 5 12 2X4(A1) 3X4 3X6 3X4 3X4 7X10 1.5X4 3X6(R) 2'16'4" SEAT PLATE REQ.SEAT PLATE REQ. 18'4" 18'4" 5" 8' 0 " 1 1 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP M-30 Webs 2x4 SP #3 :W1 2x6 SP #2: Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at 0.00 to 62 plf at 7.00 TC: From 31 plf at 7.00 to 31 plf at 11.00 BC: From 20 plf at 0.00 to 20 plf at 7.03 BC: From 10 plf at 7.03 to 10 plf at 11.00 TC: 339 lb Conc. Load at 7.03 TC: 86 lb Conc. Load at 9.06 BC: 198 lb Conc. Load at 7.03 BC: 114 lb Conc. Load at 9.06 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) TC 24 7.00 11.00 BC 87 0.00 11.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL G 845 /- /- /- /741 /- H 642 /- /- /- /662 /- Wind reactions based on MWFRS G Brg Width = 8.0 Min Req = 1.5 H Brg Width = 8.0 Min Req = 1.5 Bearings G & H are a rigid surface. Bearings G & H require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 319 -340 B - C 298 -349 Chords Tens. Comp. C - D 33 -32 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - F 314 -279 Chords Tens. Comp. F - E 452 -486 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - F 269 -260 F - C 331 -324 Webs Tens. Comp. C - E 569 -528 D - E 127 -113 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.010 C 999 360 VERT(CL): -0.013 F 999 240 HORZ(LL): -0.005 E - - HORZ(TL): 0.005 E - - Creep Factor: 2.0 Max TC CSI: 0.381 Max BC CSI: 0.989 Max Web CSI: 0.327 Wgt: 55.3 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss E01 Truss Type HIPM Qty 2 Ply 1 3033 06/23/2020 W1A B C D EFGH 5 12 2X4(A1) 1.5X3 3X6 5X6 1.5X4 3X6(R) 2'9' SEAT PLATE REQ.SEAT PLATE REQ. 7'4' 11' 5" 3' 4 " 7'0"6 339# 2'0"6 86# 198#114# 1'11"4 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP M-30 Webs 2x4 SP #3 :W1 2x6 SP #2: Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at 0.00 to 62 plf at 7.00 TC: From 31 plf at 7.00 to 31 plf at 11.00 BC: From 20 plf at 0.00 to 20 plf at 7.03 BC: From 10 plf at 7.03 to 10 plf at 11.00 TC: 339 lb Conc. Load at 7.03 TC: 86 lb Conc. Load at 9.06 BC: 198 lb Conc. Load at 7.03 BC: 114 lb Conc. Load at 9.06 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) TC 24 7.00 11.00 BC 87 0.00 11.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL G 845 /- /- /- /741 /- H 642 /- /- /- /662 /- Wind reactions based on MWFRS G Brg Width = 8.0 Min Req = 1.5 H Brg Width = 8.0 Min Req = 1.5 Bearings G & H are a rigid surface. Bearings G & H require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 319 -340 B - C 298 -349 Chords Tens. Comp. C - D 33 -32 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - F 314 -279 Chords Tens. Comp. F - E 452 -486 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - F 269 -260 F - C 331 -324 Webs Tens. Comp. C - E 569 -528 D - E 127 -113 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.010 C 999 360 VERT(CL): -0.013 F 999 240 HORZ(LL): -0.005 E - - HORZ(TL): 0.005 E - - Creep Factor: 2.0 Max TC CSI: 0.381 Max BC CSI: 0.989 Max Web CSI: 0.327 Wgt: 55.3 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss E01 Truss Type HIPM Qty 2 Ply 1 3033 06/23/2020 W1A B C D EFGH 5 12 2X4(A1) 1.5X3 3X6 5X6 1.5X4 3X6(R) 2'9' SEAT PLATE REQ.SEAT PLATE REQ. 7'4' 11' 5" 3' 4 " 7'0"6 339# 2'0"6 86# 198#114# 1'11"4 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP M-30 Webs 2x4 SP #3 :W1 2x6 SP #2: Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 9.00 11.00 BC 75 0.00 11.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL G 586 /- /- /606 /348 /196 H 328 /- /- /291 /268 /- Wind reactions based on MWFRS G Brg Width = 8.0 Min Req = 1.5 H Brg Width = 8.0 Min Req = 1.5 Bearings G & H are a rigid surface. Bearings G & H require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 317 -220 B - C 386 -248 Chords Tens. Comp. C - D 25 -21 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - F 234 -270 Chords Tens. Comp. F - E 106 -154 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - F 488 -403 F - C 122 -326 Webs Tens. Comp. C - E 346 -217 D - E 91 -63 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.009 F 999 360 VERT(CL): -0.012 F 999 240 HORZ(LL): -0.003 B - - HORZ(TL): 0.003 B - - Creep Factor: 2.0 Max TC CSI: 0.645 Max BC CSI: 0.603 Max Web CSI: 0.366 Wgt: 58.1 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss E02 Truss Type HIPM Qty 4 Ply 1 3030 06/23/2020 W1A B C D EFGH 5 12 2X4(A1) 1.5X3 3X6 5X6 1.5X3 3X6(R) 2'9' SEAT PLATE REQ.SEAT PLATE REQ. 9'2' 11' 5" 4' 2 " **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP M-30 Webs 2x4 SP #3 :W1 2x6 SP #2: Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 9.00 11.00 BC 75 0.00 11.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL G 586 /- /- /606 /348 /196 H 328 /- /- /291 /268 /- Wind reactions based on MWFRS G Brg Width = 8.0 Min Req = 1.5 H Brg Width = 8.0 Min Req = 1.5 Bearings G & H are a rigid surface. Bearings G & H require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 317 -220 B - C 386 -248 Chords Tens. Comp. C - D 25 -21 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - F 234 -270 Chords Tens. Comp. F - E 106 -154 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - F 488 -403 F - C 122 -326 Webs Tens. Comp. C - E 346 -217 D - E 91 -63 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.009 F 999 360 VERT(CL): -0.012 F 999 240 HORZ(LL): -0.003 B - - HORZ(TL): 0.003 B - - Creep Factor: 2.0 Max TC CSI: 0.645 Max BC CSI: 0.603 Max Web CSI: 0.366 Wgt: 58.1 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss E02 Truss Type HIPM Qty 4 Ply 1 3030 06/23/2020 W1A B C D EFGH 5 12 2X4(A1) 1.5X3 3X6 5X6 1.5X3 3X6(R) 2'9' SEAT PLATE REQ.SEAT PLATE REQ. 9'2' 11' 5" 4' 2 " Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP M-30 Bot chord 2x4 SP M-30 Webs 2x4 SP #3 :W1 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.00 11.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL E 570 /- /- /598 /324 /240 F 341 /- /- /328 /229 /- Wind reactions based on MWFRS E Brg Width = 8.0 Min Req = 1.5 F Brg Width = 8.0 Min Req = 1.5 Bearings E & F are a rigid surface. Bearings E & F require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 488 -349 Chords Tens. Comp. B - C 82 -178 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 362 -433 Chords Tens. Comp. E - D 408 -797 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. E - B 378 -409 B - D 804 -412 Webs Tens. Comp. C - D 316 -213 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.019 E 999 360 VERT(CL): -0.028 E 999 240 HORZ(LL): -0.008 C - - HORZ(TL): 0.011 B - - Creep Factor: 2.0 Max TC CSI: 0.598 Max BC CSI: 0.834 Max Web CSI: 0.239 Wgt: 58.1 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss E03 Truss Type MONO Qty 1 Ply 1 2475 06/23/2020 W1 (a) A B C D E F 5 12 2X4(A1) 1.5X3 3X6 1.5X4 3X6(R) 2'9' SEAT PLATE REQ.SEAT PLATE REQ. 11' 5" 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 engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP M-30 Bot chord 2x4 SP M-30 Webs 2x4 SP #3 :W1 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.00 11.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL E 570 /- /- /598 /324 /240 F 341 /- /- /328 /229 /- Wind reactions based on MWFRS E Brg Width = 8.0 Min Req = 1.5 F Brg Width = 8.0 Min Req = 1.5 Bearings E & F are a rigid surface. Bearings E & F require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 488 -349 Chords Tens. Comp. B - C 82 -178 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 362 -433 Chords Tens. Comp. E - D 408 -797 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. E - B 378 -409 B - D 804 -412 Webs Tens. Comp. C - D 316 -213 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.019 E 999 360 VERT(CL): -0.028 E 999 240 HORZ(LL): -0.008 C - - HORZ(TL): 0.011 B - - Creep Factor: 2.0 Max TC CSI: 0.598 Max BC CSI: 0.834 Max Web CSI: 0.239 Wgt: 58.1 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss E03 Truss Type MONO Qty 1 Ply 1 2475 06/23/2020 W1 (a) A B C D E F 5 12 2X4(A1) 1.5X3 3X6 1.5X4 3X6(R) 2'9' SEAT PLATE REQ.SEAT PLATE REQ. 11' 5" 5' Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP M-30 Bot chord 2x4 SP #2 Webs 2x6 SP #2 :W2 2x4 SP #3: Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 61 plf at 0.00 to 61 plf at 4.29 TC: From 30 plf at 4.29 to 30 plf at 7.12 TC: From 61 plf at 7.12 to 61 plf at 9.84 BC: From 20 plf at 0.00 to 20 plf at 4.29 BC: From 10 plf at 4.29 to 10 plf at 7.12 BC: From 20 plf at 7.12 to 20 plf at 9.84 TC: -282 lb Conc. Load at 4.29 TC: 136 lb Conc. Load at 7.12 BC: -313 lb Conc. Load at 4.29 BC: 64 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 44 0.00 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 446 /-57 /- /- /1518 /- D 98 /-14 /- /- /203 /- C 185 /- /- /- /261 /- Wind reactions based on MWFRS F Brg Width = 11.3 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 554 0 Chords Tens. Comp. B - C 221 -74 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - F 0 -537 F - E 0 -664 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. F - B 759 -283 Webs Tens. Comp. B - E 674 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.066 F 589 360 VERT(CL): 0.071 F 546 240 HORZ(LL): -0.016 B - - HORZ(TL): 0.017 B - - Creep Factor: 2.0 Max TC CSI: 0.659 Max BC CSI: 0.996 Max Web CSI: 0.201 Wgt: 42.7 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss HJ5 Truss Type HIP_ Qty 2 Ply 1 3027 06/23/2020 W2A B C DE F 3.54 12 2X4(A1) 3X4 3X6 4X4 2'9"3 SEAT PLATE REQ. 9'10"1 5" 3' 3 " 1 2 4'3"7 -282# 2'9"15 136# -313#64# 2'8"11 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP M-30 Bot chord 2x4 SP #2 Webs 2x6 SP #2 :W2 2x4 SP #3: Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 61 plf at 0.00 to 61 plf at 4.29 TC: From 30 plf at 4.29 to 30 plf at 7.12 TC: From 61 plf at 7.12 to 61 plf at 9.84 BC: From 20 plf at 0.00 to 20 plf at 4.29 BC: From 10 plf at 4.29 to 10 plf at 7.12 BC: From 20 plf at 7.12 to 20 plf at 9.84 TC: -282 lb Conc. Load at 4.29 TC: 136 lb Conc. Load at 7.12 BC: -313 lb Conc. Load at 4.29 BC: 64 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 44 0.00 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 446 /-57 /- /- /1518 /- D 98 /-14 /- /- /203 /- C 185 /- /- /- /261 /- Wind reactions based on MWFRS F Brg Width = 11.3 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 554 0 Chords Tens. Comp. B - C 221 -74 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - F 0 -537 F - E 0 -664 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. F - B 759 -283 Webs Tens. Comp. B - E 674 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.066 F 589 360 VERT(CL): 0.071 F 546 240 HORZ(LL): -0.016 B - - HORZ(TL): 0.017 B - - Creep Factor: 2.0 Max TC CSI: 0.659 Max BC CSI: 0.996 Max Web CSI: 0.201 Wgt: 42.7 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss HJ5 Truss Type HIP_ Qty 2 Ply 1 3027 06/23/2020 W2A B C DE F 3.54 12 2X4(A1) 3X4 3X6 4X4 2'9"3 SEAT PLATE REQ. 9'10"1 5" 3' 3 " 1 2 4'3"7 -282# 2'9"15 136# -313#64# 2'8"11 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP M-30 Webs 2x4 SP #3 :W1 2x6 SP #2: Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 2 plf at 0.00 to 2 plf at 12.67 BC: From 20 plf at 0.00 to 20 plf at 4.29 BC: From 2 plf at 4.29 to 2 plf at 12.67 TC: -282 lb Conc. Load at 4.29 TC: 88 lb Conc. Load at 7.12 TC: 226 lb Conc. Load at 9.94 BC: -313 lb Conc. Load at 4.29 BC: 7 lb Conc. Load at 7.12 BC: 123 lb Conc. Load at 9.94 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) BC 75 0.00 12.67 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Additional Notes Negative reaction(s) of -257# MAX. from a non-wind load case requires uplift connection. See Maximum Reactions. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL H 531 /-257 /- /- /1323 /- E 187 /- /- /- /307 /- D 114 /- /- /- /129 /- Wind reactions based on MWFRS H Brg Width = 11.3 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing H is a rigid surface. Bearing H requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 548 0 B - C 559 0 Chords Tens. Comp. C - D 96 -60 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - G 0 -525 G - F 144 -753 Chords Tens. Comp. F - E 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - G 294 -48 G - C 358 -358 Webs Tens. Comp. C - F 797 -153 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.049 G 849 360 VERT(CL): 0.051 G 812 240 HORZ(LL): -0.014 C - - HORZ(TL): 0.015 C - - Creep Factor: 2.0 Max TC CSI: 0.865 Max BC CSI: 0.945 Max Web CSI: 0.237 Wgt: 56.7 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss HJ7 Truss Type HIP_ Qty 1 Ply 1 2838 06/23/2020 W1A B C D EFGH 3.54 12 2X4(A1) 1.5X3 3X6 3X6 5X6 2'9"3 SEAT PLATE REQ. 12'8" 5" 4' 1 " 1 2 4'3"7 -282# 2'9"15 88# 2'9"15 226# -313#7#123# 2'8"11 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP M-30 Webs 2x4 SP #3 :W1 2x6 SP #2: Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 2 plf at 0.00 to 2 plf at 12.67 BC: From 20 plf at 0.00 to 20 plf at 4.29 BC: From 2 plf at 4.29 to 2 plf at 12.67 TC: -282 lb Conc. Load at 4.29 TC: 88 lb Conc. Load at 7.12 TC: 226 lb Conc. Load at 9.94 BC: -313 lb Conc. Load at 4.29 BC: 7 lb Conc. Load at 7.12 BC: 123 lb Conc. Load at 9.94 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) BC 75 0.00 12.67 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Additional Notes Negative reaction(s) of -257# MAX. from a non-wind load case requires uplift connection. See Maximum Reactions. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL H 531 /-257 /- /- /1323 /- E 187 /- /- /- /307 /- D 114 /- /- /- /129 /- Wind reactions based on MWFRS H Brg Width = 11.3 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing H is a rigid surface. Bearing H requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 548 0 B - C 559 0 Chords Tens. Comp. C - D 96 -60 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - G 0 -525 G - F 144 -753 Chords Tens. Comp. F - E 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - G 294 -48 G - C 358 -358 Webs Tens. Comp. C - F 797 -153 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.049 G 849 360 VERT(CL): 0.051 G 812 240 HORZ(LL): -0.014 C - - HORZ(TL): 0.015 C - - Creep Factor: 2.0 Max TC CSI: 0.865 Max BC CSI: 0.945 Max Web CSI: 0.237 Wgt: 56.7 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss HJ7 Truss Type HIP_ Qty 1 Ply 1 2838 06/23/2020 W1A B C D EFGH 3.54 12 2X4(A1) 1.5X3 3X6 3X6 5X6 2'9"3 SEAT PLATE REQ. 12'8" 5" 4' 1 " 1 2 4'3"7 -282# 2'9"15 88# 2'9"15 226# -313#7#123# 2'8"11 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP M-30 Webs 2x4 SP #3 :W1 2x6 SP #2: Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 2 plf at 0.00 to 2 plf at 12.67 BC: From 20 plf at 0.00 to 20 plf at 4.29 BC: From 2 plf at 4.29 to 2 plf at 12.67 TC: -282 lb Conc. Load at 4.29 TC: 88 lb Conc. Load at 7.12 TC: 226 lb Conc. Load at 9.94 BC: -313 lb Conc. Load at 4.29 BC: 7 lb Conc. Load at 7.12 BC: 123 lb Conc. Load at 9.94 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) BC 71 0.00 12.67 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Left cantilever is exposed to wind Left bottom chord exposed to wind. Additional Notes Negative reaction(s) of -257# MAX. from a non-wind load case requires uplift connection. See Maximum Reactions. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL H 531 /-257 /- /- /1332 /- E 187 /- /- /- /340 /- D 114 /- /- /- /128 /- Wind reactions based on MWFRS H Brg Width = 11.3 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing H is a rigid surface. Bearing H requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 562 0 B - C 573 0 Chords Tens. Comp. C - D 96 -60 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - G 0 -538 G - F 144 -757 Chords Tens. Comp. F - E 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - G 303 -48 G - C 350 -358 Webs Tens. Comp. C - F 801 -153 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.051 G 812 360 VERT(CL): 0.053 G 777 240 HORZ(LL): -0.015 C - - HORZ(TL): 0.016 C - - Creep Factor: 2.0 Max TC CSI: 0.865 Max BC CSI: 0.989 Max Web CSI: 0.239 Wgt: 56.7 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss HJ7P Truss Type HIP_ Qty 1 Ply 1 3124 06/23/2020 W1A B C D EFGH 3.54 12 2X4(A1) 1.5X3 3X6 3X6 5X6 2'9"3 SEAT PLATE REQ. 12'8" 5" 4' 1 " 1 2 4'3"7 -282# 2'9"15 88# 2'9"15 226# -313#7#123# 2'8"11 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP M-30 Webs 2x4 SP #3 :W1 2x6 SP #2: Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 2 plf at 0.00 to 2 plf at 12.67 BC: From 20 plf at 0.00 to 20 plf at 4.29 BC: From 2 plf at 4.29 to 2 plf at 12.67 TC: -282 lb Conc. Load at 4.29 TC: 88 lb Conc. Load at 7.12 TC: 226 lb Conc. Load at 9.94 BC: -313 lb Conc. Load at 4.29 BC: 7 lb Conc. Load at 7.12 BC: 123 lb Conc. Load at 9.94 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) BC 71 0.00 12.67 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Left cantilever is exposed to wind Left bottom chord exposed to wind. Additional Notes Negative reaction(s) of -257# MAX. from a non-wind load case requires uplift connection. See Maximum Reactions. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL H 531 /-257 /- /- /1332 /- E 187 /- /- /- /340 /- D 114 /- /- /- /128 /- Wind reactions based on MWFRS H Brg Width = 11.3 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing H is a rigid surface. Bearing H requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 562 0 B - C 573 0 Chords Tens. Comp. C - D 96 -60 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - G 0 -538 G - F 144 -757 Chords Tens. Comp. F - E 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - G 303 -48 G - C 350 -358 Webs Tens. Comp. C - F 801 -153 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.051 G 812 360 VERT(CL): 0.053 G 777 240 HORZ(LL): -0.015 C - - HORZ(TL): 0.016 C - - Creep Factor: 2.0 Max TC CSI: 0.865 Max BC CSI: 0.989 Max Web CSI: 0.239 Wgt: 56.7 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss HJ7P Truss Type HIP_ Qty 1 Ply 1 3124 06/23/2020 W1A B C D EFGH 3.54 12 2X4(A1) 1.5X3 3X6 3X6 5X6 2'9"3 SEAT PLATE REQ. 12'8" 5" 4' 1 " 1 2 4'3"7 -282# 2'9"15 88# 2'9"15 226# -313#7#123# 2'8"11 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x6 SP #2 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 36 0.00 3.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Negative reaction(s) of -310# MAX. from a non-wind load case requires uplift connection. See Maximum Reactions. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 840 /- /- /827 /408 /91 D - /-292 /- /176 /349 /- C - /-310 /- /139 /282 /- Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 100 -198 Chords Tens. Comp. B - C 147 -127 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 248 -61 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 784 -471 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.045 E 679 360 VERT(CL): 0.078 E 392 240 HORZ(LL): -0.021 C - - HORZ(TL): 0.036 C - - Creep Factor: 2.0 Max TC CSI: 0.273 Max BC CSI: 0.262 Max Web CSI: 0.120 Wgt: 11.9 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss J1 Truss Type JACK Qty 1 Ply 1 2826 06/23/2020 A B C D E F 5 12 2X4(A1) 2X4 3X6 2' SEAT PLATE REQ. 2'6"12 5"4 3' 5" 1' 8 " HB 5"4 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x6 SP #2 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 36 0.00 3.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Negative reaction(s) of -310# MAX. from a non-wind load case requires uplift connection. See Maximum Reactions. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 840 /- /- /827 /408 /91 D - /-292 /- /176 /349 /- C - /-310 /- /139 /282 /- Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 100 -198 Chords Tens. Comp. B - C 147 -127 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 248 -61 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 784 -471 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.045 E 679 360 VERT(CL): 0.078 E 392 240 HORZ(LL): -0.021 C - - HORZ(TL): 0.036 C - - Creep Factor: 2.0 Max TC CSI: 0.273 Max BC CSI: 0.262 Max Web CSI: 0.120 Wgt: 11.9 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss J1 Truss Type JACK Qty 1 Ply 1 2826 06/23/2020 A B C D E F 5 12 2X4(A1) 2X4 3X6 2' SEAT PLATE REQ. 2'6"12 5"4 3' 5" 1' 8 " HB 5"4 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x6 SP #2 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 36 0.00 3.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Left bottom chord exposed to wind. Additional Notes Negative reaction(s) of -310# MAX. from a non-wind load case requires uplift connection. See Maximum Reactions. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 840 /- /- /889 /471 /91 D - /-292 /- /178 /351 /- C - /-310 /- /144 /287 /- Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 100 -239 Chords Tens. Comp. B - C 210 -127 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 279 -61 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 979 -471 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.052 E 585 360 VERT(CL): 0.078 E 392 240 HORZ(LL): -0.024 C - - HORZ(TL): 0.036 C - - Creep Factor: 2.0 Max TC CSI: 0.379 Max BC CSI: 0.331 Max Web CSI: 0.157 Wgt: 11.9 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss J1P Truss Type JACK Qty 1 Ply 1 3010 06/23/2020 A B C D E F 5 12 2X4(A1) 2X4 3X6 2' SEAT PLATE REQ. 2'6"12 5"4 3' 5" 1' 8 " HB 5"4 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x6 SP #2 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 36 0.00 3.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Left bottom chord exposed to wind. Additional Notes Negative reaction(s) of -310# MAX. from a non-wind load case requires uplift connection. See Maximum Reactions. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 840 /- /- /889 /471 /91 D - /-292 /- /178 /351 /- C - /-310 /- /144 /287 /- Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 100 -239 Chords Tens. Comp. B - C 210 -127 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 279 -61 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 979 -471 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.052 E 585 360 VERT(CL): 0.078 E 392 240 HORZ(LL): -0.024 C - - HORZ(TL): 0.036 C - - Creep Factor: 2.0 Max TC CSI: 0.379 Max BC CSI: 0.331 Max Web CSI: 0.157 Wgt: 11.9 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss J1P Truss Type JACK Qty 1 Ply 1 3010 06/23/2020 A B C D E F 5 12 2X4(A1) 2X4 3X6 2' SEAT PLATE REQ. 2'6"12 5"4 3' 5" 1' 8 " HB 5"4 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x6 SP #2 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 60 0.00 5.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 419 /- /- /358 /154 /153 D 4 /-29 /- /38 /42 /- C 44 /-29 /- /14 /82 /- Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 101 -194 Chords Tens. Comp. B - C 17 -80 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 220 -67 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 380 -278 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.059 E 518 360 VERT(CL): 0.104 E 294 240 HORZ(LL): -0.027 C - - HORZ(TL): 0.048 C - - Creep Factor: 2.0 Max TC CSI: 0.311 Max BC CSI: 0.250 Max Web CSI: 0.059 Wgt: 17.5 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss J3 Truss Type JACK Qty 1 Ply 1 2829 06/23/2020 A B C DEF 5 12 2X4(A1) 1.5X3 1.5X3 2' SEAT PLATE REQ. 2'6"12 2'5"4 5' 5" 2' 6 " HB 2'5"4 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x6 SP #2 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 60 0.00 5.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 419 /- /- /358 /154 /153 D 4 /-29 /- /38 /42 /- C 44 /-29 /- /14 /82 /- Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 101 -194 Chords Tens. Comp. B - C 17 -80 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 220 -67 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 380 -278 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.059 E 518 360 VERT(CL): 0.104 E 294 240 HORZ(LL): -0.027 C - - HORZ(TL): 0.048 C - - Creep Factor: 2.0 Max TC CSI: 0.311 Max BC CSI: 0.250 Max Web CSI: 0.059 Wgt: 17.5 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss J3 Truss Type JACK Qty 1 Ply 1 2829 06/23/2020 A B C DEF 5 12 2X4(A1) 1.5X3 1.5X3 2' SEAT PLATE REQ. 2'6"12 2'5"4 5' 5" 2' 6 " HB 2'5"4 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 36 0.00 3.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D 123 /- /- /127 /82 /- C 60 /- /- /112 /67 /- B 93 /- /- /45 /76 /91 Wind reactions based on MWFRS D Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - B Brg Width = 1.5 Min Req = - Bearing D is a rigid surface. Bearing D requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 90 -36 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. D - C 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - D 185 -93 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.000 A 999 360 VERT(CL): 0.000 A 999 240 HORZ(LL): -0.000 A - - HORZ(TL): 0.000 A - - Creep Factor: 2.0 Max TC CSI: 0.280 Max BC CSI: 0.160 Max Web CSI: 0.055 Wgt: 11.2 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss J3E Truss Type JACK Qty 1 Ply 1 3016 06/23/2020 A B CD 5 12 1.5X4 3X6 SEAT PLATE REQ. 3"8 2'8"8 3' 1' 3 " 2' 6 " HB 2'8"8 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 36 0.00 3.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D 123 /- /- /127 /82 /- C 60 /- /- /112 /67 /- B 93 /- /- /45 /76 /91 Wind reactions based on MWFRS D Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - B Brg Width = 1.5 Min Req = - Bearing D is a rigid surface. Bearing D requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 90 -36 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. D - C 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - D 185 -93 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.000 A 999 360 VERT(CL): 0.000 A 999 240 HORZ(LL): -0.000 A - - HORZ(TL): 0.000 A - - Creep Factor: 2.0 Max TC CSI: 0.280 Max BC CSI: 0.160 Max Web CSI: 0.055 Wgt: 11.2 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss J3E Truss Type JACK Qty 1 Ply 1 3016 06/23/2020 A B CD 5 12 1.5X4 3X6 SEAT PLATE REQ. 3"8 2'8"8 3' 1' 3 " 2' 6 " HB 2'8"8 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x6 SP #2 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 60 0.00 5.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 419 /- /- /442 /237 /153 D 4 /-29 /- /20 /22 /- C 44 /-29 /- /11 /82 /- Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 101 -235 Chords Tens. Comp. B - C 17 -80 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 253 -67 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 437 -278 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.069 E 443 360 VERT(CL): 0.104 E 294 240 HORZ(LL): -0.032 C - - HORZ(TL): 0.048 C - - Creep Factor: 2.0 Max TC CSI: 0.317 Max BC CSI: 0.412 Max Web CSI: 0.085 Wgt: 17.5 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss J3P Truss Type JACK Qty 2 Ply 1 3013 06/23/2020 A B C DEF 5 12 2X4(A1) 1.5X3 1.5X4 2' SEAT PLATE REQ. 2'6"12 2'5"4 5' 5" 2' 6 " HB 2'5"4 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x6 SP #2 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 60 0.00 5.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 419 /- /- /442 /237 /153 D 4 /-29 /- /20 /22 /- C 44 /-29 /- /11 /82 /- Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 101 -235 Chords Tens. Comp. B - C 17 -80 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 253 -67 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 437 -278 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.069 E 443 360 VERT(CL): 0.104 E 294 240 HORZ(LL): -0.032 C - - HORZ(TL): 0.048 C - - Creep Factor: 2.0 Max TC CSI: 0.317 Max BC CSI: 0.412 Max Web CSI: 0.085 Wgt: 17.5 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss J3P Truss Type JACK Qty 2 Ply 1 3013 06/23/2020 A B C DEF 5 12 2X4(A1) 1.5X3 1.5X4 2' SEAT PLATE REQ. 2'6"12 2'5"4 5' 5" 2' 6 " HB 2'5"4 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x6 SP #2 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 7.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 451 /- /- /360 /180 /214 D 62 /- /- /34 /9 /- C 113 /- /- /46 /159 /- Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 104 -236 Chords Tens. Comp. B - C 43 -125 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 252 -72 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 416 -328 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.110 E 278 360 VERT(CL): 0.118 E 260 240 HORZ(LL): -0.053 C - - HORZ(TL): 0.062 C - - Creep Factor: 2.0 Max TC CSI: 0.464 Max BC CSI: 0.345 Max Web CSI: 0.077 Wgt: 23.1 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss J5 Truss Type JACK Qty 1 Ply 1 2832 06/23/2020 A B C DEF 5 12 2X4(A1) 1.5X3 1.5X4 2' SEAT PLATE REQ. 2'6"12 4'5"4 7' 5" 3' 4 " HB 4'5"4 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x6 SP #2 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 7.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 451 /- /- /360 /180 /214 D 62 /- /- /34 /9 /- C 113 /- /- /46 /159 /- Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 104 -236 Chords Tens. Comp. B - C 43 -125 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 252 -72 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 416 -328 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.110 E 278 360 VERT(CL): 0.118 E 260 240 HORZ(LL): -0.053 C - - HORZ(TL): 0.062 C - - Creep Factor: 2.0 Max TC CSI: 0.464 Max BC CSI: 0.345 Max Web CSI: 0.077 Wgt: 23.1 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss J5 Truss Type JACK Qty 1 Ply 1 2832 06/23/2020 A B C DEF 5 12 2X4(A1) 1.5X3 1.5X4 2' SEAT PLATE REQ. 2'6"12 4'5"4 7' 5" 3' 4 " HB 4'5"4 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x6 SP #2 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 60 0.00 5.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D 204 /- /- /212 /139 /- C 100 /- /- /186 /111 /- B 154 /- /- /75 /127 /153 Wind reactions based on MWFRS D Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - B Brg Width = 1.5 Min Req = - Bearing D is a rigid surface. Bearing D requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 133 -59 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. D - C 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - D 291 -154 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.000 A 999 360 VERT(CL): 0.000 A 999 240 HORZ(LL): -0.001 A - - HORZ(TL): 0.001 A - - Creep Factor: 2.0 Max TC CSI: 0.673 Max BC CSI: 0.449 Max Web CSI: 0.037 Wgt: 17.5 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss J5E Truss Type JACK Qty 1 Ply 1 3019 06/23/2020 A B CD 5 12 1.5X4 3X6 SEAT PLATE REQ. 5"8 4'6"8 5' 1' 3 " 3' 4 " HB 4'6"8 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x6 SP #2 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 60 0.00 5.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D 204 /- /- /212 /139 /- C 100 /- /- /186 /111 /- B 154 /- /- /75 /127 /153 Wind reactions based on MWFRS D Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - B Brg Width = 1.5 Min Req = - Bearing D is a rigid surface. Bearing D requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 133 -59 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. D - C 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - D 291 -154 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.000 A 999 360 VERT(CL): 0.000 A 999 240 HORZ(LL): -0.001 A - - HORZ(TL): 0.001 A - - Creep Factor: 2.0 Max TC CSI: 0.673 Max BC CSI: 0.449 Max Web CSI: 0.037 Wgt: 17.5 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss J5E Truss Type JACK Qty 1 Ply 1 3019 06/23/2020 A B CD 5 12 1.5X4 3X6 SEAT PLATE REQ. 5"8 4'6"8 5' 1' 3 " 3' 4 " HB 4'6"8 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x6 SP #2 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 7.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 451 /- /- /475 /256 /214 D 62 /- /- /115 /78 /- C 113 /- /- /51 /157 /- Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 104 -266 Chords Tens. Comp. B - C 43 -125 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 281 -73 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 432 -328 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.102 E 299 360 VERT(CL): 0.118 E 260 240 HORZ(LL): -0.049 C - - HORZ(TL): 0.058 C - - Creep Factor: 2.0 Max TC CSI: 0.457 Max BC CSI: 0.450 Max Web CSI: 0.092 Wgt: 23.1 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss J5P Truss Type JACK Qty 1 Ply 1 3078 06/23/2020 A B C DEF 5 12 2X4(A1) 1.5X3 1.5X4 2' SEAT PLATE REQ. 2'6"12 4'5"4 7' 5" 3' 4 " HB 4'5"4 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x6 SP #2 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 7.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 451 /- /- /475 /256 /214 D 62 /- /- /115 /78 /- C 113 /- /- /51 /157 /- Wind reactions based on MWFRS F Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 104 -266 Chords Tens. Comp. B - C 43 -125 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 281 -73 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 432 -328 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.102 E 299 360 VERT(CL): 0.118 E 260 240 HORZ(LL): -0.049 C - - HORZ(TL): 0.058 C - - Creep Factor: 2.0 Max TC CSI: 0.457 Max BC CSI: 0.450 Max Web CSI: 0.092 Wgt: 23.1 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss J5P Truss Type JACK Qty 1 Ply 1 3078 06/23/2020 A B C DEF 5 12 2X4(A1) 1.5X3 1.5X4 2' SEAT PLATE REQ. 2'6"12 4'5"4 7' 5" 3' 4 " HB 4'5"4 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x6 SP #2 :W2 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 8.46 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL E 490 /- /- /374 /203 /276 F 111 /- /- /66 /52 /- C 175 /- /- /99 /197 /- Wind reactions based on MWFRS E Brg Width = 8.0 Min Req = 1.5 F Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing E is a rigid surface. Bearing E requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 134 -217 Chords Tens. Comp. B - C 67 -148 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 211 -115 Chords Tens. Comp. E - D 185 -436 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. E - B 438 -377 Webs Tens. Comp. B - D 444 -188 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.014 E 999 360 VERT(CL): 0.017 E 999 240 HORZ(LL): -0.007 C - - HORZ(TL): 0.007 C - - Creep Factor: 2.0 Max TC CSI: 0.646 Max BC CSI: 0.353 Max Web CSI: 0.168 Wgt: 38.5 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss J7 Truss Type EJAC Qty 15 Ply 1 2835 06/23/2020 W2 A B C D E F 5 12 2X4(A1) 1.5X4 3X6 3X3 2' SEAT PLATE REQ. 9' 5" 4' 2 " **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x6 SP #2 :W2 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 8.46 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL E 490 /- /- /374 /203 /276 F 111 /- /- /66 /52 /- C 175 /- /- /99 /197 /- Wind reactions based on MWFRS E Brg Width = 8.0 Min Req = 1.5 F Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing E is a rigid surface. Bearing E requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 134 -217 Chords Tens. Comp. B - C 67 -148 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 211 -115 Chords Tens. Comp. E - D 185 -436 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. E - B 438 -377 Webs Tens. Comp. B - D 444 -188 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.014 E 999 360 VERT(CL): 0.017 E 999 240 HORZ(LL): -0.007 C - - HORZ(TL): 0.007 C - - Creep Factor: 2.0 Max TC CSI: 0.646 Max BC CSI: 0.353 Max Web CSI: 0.168 Wgt: 38.5 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss J7 Truss Type EJAC Qty 15 Ply 1 2835 06/23/2020 W2 A B C D E F 5 12 2X4(A1) 1.5X4 3X6 3X3 2' SEAT PLATE REQ. 9' 5" 4' 2 " Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP M-30 Bot chord 2x4 SP 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 84 0.00 7.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D 286 /- /- /187 /139 /- C 140 /- /- /70 /- /- B 216 /- /- /105 /115 /152 Wind reactions based on MWFRS D Brg Width = 1.5 C Brg Width = 1.5 B Brg Width = 1.5 Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 166 -83 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. D - C 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - D 356 -216 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.000 A 999 360 VERT(CL): 0.000 A 999 240 HORZ(LL): -0.001 A - - HORZ(TL): 0.001 A - - Creep Factor: 2.0 Max TC CSI: 0.569 Max BC CSI: 0.325 Max Web CSI: 0.106 Wgt: 22.4 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss J7D Truss Type EJAC Qty 2 Ply 1 3430 06/23/2020 A B CD 5 12 1.5X4 3X6 7' 3"8 6'8"8 1' 3 " 4' 2 " HB 6'8"8 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP M-30 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 84 0.00 7.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D 286 /- /- /187 /139 /- C 140 /- /- /70 /- /- B 216 /- /- /105 /115 /152 Wind reactions based on MWFRS D Brg Width = 1.5 C Brg Width = 1.5 B Brg Width = 1.5 Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 166 -83 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. D - C 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - D 356 -216 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.000 A 999 360 VERT(CL): 0.000 A 999 240 HORZ(LL): -0.001 A - - HORZ(TL): 0.001 A - - Creep Factor: 2.0 Max TC CSI: 0.569 Max BC CSI: 0.325 Max Web CSI: 0.106 Wgt: 22.4 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss J7D Truss Type EJAC Qty 2 Ply 1 3430 06/23/2020 A B CD 5 12 1.5X4 3X6 7' 3"8 6'8"8 1' 3 " 4' 2 " HB 6'8"8 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP 2400f-2.0E Bot chord 2x4 SP 2400f-2.0E Webs 2x4 SP #2 :W3, W4 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 0.00 1.87 BC 56 0.00 4.67 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL E 191 /- /- /178 /176 /162 D 114 /- /- /184 /110 /- C 86 /- /- /47 /106 /- Wind reactions based on MWFRS E Brg Width = 4.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing E is a rigid surface. Bearing E requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 62 -56 Chords Tens. Comp. B - C 33 -87 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. E - D 88 -251 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - E 109 -58 E - B 136 -119 Webs Tens. Comp. B - D 302 -106 C - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.001 B 999 360 VERT(CL): 0.001 B 999 240 HORZ(LL): -0.001 A - - HORZ(TL): 0.001 A - - Creep Factor: 2.0 Max TC CSI: 0.098 Max BC CSI: 0.172 Max Web CSI: 0.090 Wgt: 30.8 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss J7E Truss Type JACK Qty 2 Ply 1 3024 06/23/2020 W3 W4 A B C DE 5 12 1.5X3 3X6(R) 4X6(R) 1.5X3 3X4(R) SEAT PLATE REQ. 1'10"6 2'9"10 4'8" 2' 2 " 3' 4 " **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP 2400f-2.0E Bot chord 2x4 SP 2400f-2.0E Webs 2x4 SP #2 :W3, W4 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 0.00 1.87 BC 56 0.00 4.67 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL E 191 /- /- /178 /176 /162 D 114 /- /- /184 /110 /- C 86 /- /- /47 /106 /- Wind reactions based on MWFRS E Brg Width = 4.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing E is a rigid surface. Bearing E requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 62 -56 Chords Tens. Comp. B - C 33 -87 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. E - D 88 -251 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - E 109 -58 E - B 136 -119 Webs Tens. Comp. B - D 302 -106 C - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.001 B 999 360 VERT(CL): 0.001 B 999 240 HORZ(LL): -0.001 A - - HORZ(TL): 0.001 A - - Creep Factor: 2.0 Max TC CSI: 0.098 Max BC CSI: 0.172 Max Web CSI: 0.090 Wgt: 30.8 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss J7E Truss Type JACK Qty 2 Ply 1 3024 06/23/2020 W3 W4 A B C DE 5 12 1.5X3 3X6(R) 4X6(R) 1.5X3 3X4(R) SEAT PLATE REQ. 1'10"6 2'9"10 4'8" 2' 2 " 3' 4 " Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x6 SP #2 :W2 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 9.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL E 496 /- /- /522 /282 /276 D 123 /- /- /211 /141 /- C 165 /- /- /90 /202 /- Wind reactions based on MWFRS E Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing E is a rigid surface. Bearing E requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 102 -142 Chords Tens. Comp. B - C 63 -148 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 155 -73 Chords Tens. Comp. E - D 197 -399 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. E - B 343 -373 Webs Tens. Comp. B - D 402 -198 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.013 E 999 360 VERT(CL): -0.012 E 999 240 HORZ(LL): -0.007 C - - HORZ(TL): 0.007 C - - Creep Factor: 2.0 Max TC CSI: 0.646 Max BC CSI: 0.755 Max Web CSI: 0.176 Wgt: 38.5 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss J7P Truss Type EJAC Qty 8 Ply 1 3433 06/23/2020 W2 A B C D E 5 12 2X4(A1) 1.5X3 3X6 3X3 2' SEAT PLATE REQ. 9' 5" 4' 2 " **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x6 SP #2 :W2 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 9.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL E 496 /- /- /522 /282 /276 D 123 /- /- /211 /141 /- C 165 /- /- /90 /202 /- Wind reactions based on MWFRS E Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing E is a rigid surface. Bearing E requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 102 -142 Chords Tens. Comp. B - C 63 -148 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 155 -73 Chords Tens. Comp. E - D 197 -399 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. E - B 343 -373 Webs Tens. Comp. B - D 402 -198 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.013 E 999 360 VERT(CL): -0.012 E 999 240 HORZ(LL): -0.007 C - - HORZ(TL): 0.007 C - - Creep Factor: 2.0 Max TC CSI: 0.646 Max BC CSI: 0.755 Max Web CSI: 0.176 Wgt: 38.5 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss J7P Truss Type EJAC Qty 8 Ply 1 3433 06/23/2020 W2 A B C D E 5 12 2X4(A1) 1.5X3 3X6 3X3 2' SEAT PLATE REQ. 9' 5" 4' 2 " Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP M-30 Bot chord 2x4 SP M-30 Webs 2x6 SP #2 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 84 0.00 7.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D 286 /- /- /298 /195 /- C 140 /- /- /260 /155 /- B 216 /- /- /105 /115 /152 Wind reactions based on MWFRS D Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - B Brg Width = 1.5 Min Req = - Bearing D is a rigid surface. Bearing D requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 166 -83 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. D - C 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - D 356 -216 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.000 A 999 360 VERT(CL): 0.000 A 999 240 HORZ(LL): -0.001 A - - HORZ(TL): 0.001 A - - Creep Factor: 2.0 Max TC CSI: 0.569 Max BC CSI: 0.539 Max Web CSI: 0.045 Wgt: 23.1 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss J8D Truss Type EJAC Qty 2 Ply 1 3121 06/23/2020 A B CD 5 12 1.5X4 3X6 SEAT PLATE REQ. 5"8 6'6"8 7' 1' 3 " 4' 2 " HB 6'6"8 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP M-30 Bot chord 2x4 SP M-30 Webs 2x6 SP #2 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 84 0.00 7.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D 286 /- /- /298 /195 /- C 140 /- /- /260 /155 /- B 216 /- /- /105 /115 /152 Wind reactions based on MWFRS D Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - B Brg Width = 1.5 Min Req = - Bearing D is a rigid surface. Bearing D requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 166 -83 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. D - C 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - D 356 -216 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.000 A 999 360 VERT(CL): 0.000 A 999 240 HORZ(LL): -0.001 A - - HORZ(TL): 0.001 A - - Creep Factor: 2.0 Max TC CSI: 0.569 Max BC CSI: 0.539 Max Web CSI: 0.045 Wgt: 23.1 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss J8D Truss Type EJAC Qty 2 Ply 1 3121 06/23/2020 A B CD 5 12 1.5X4 3X6 SEAT PLATE REQ. 5"8 6'6"8 7' 1' 3 " 4' 2 " HB 6'6"8 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 1.70 11.79 BC 120 0.15 13.35 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B* 88 /- /- /43 /50 /3 Wind reactions based on MWFRS B Brg Width = 161 Min Req = - Bearing B is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 17 0 B - C 279 -290 C - D 261 -255 D - E 260 -255 Chords Tens. Comp. E - F 261 -255 F - G 277 -290 G - H 17 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - J 255 -163 J - I 255 -163 Chords Tens. Comp. I - G 255 -163 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. D - J 269 -236 Webs Tens. Comp. E - I 269 -236 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.008 C 999 360 VERT(CL): 0.012 F 999 240 HORZ(LL): 0.003 F - - HORZ(TL): 0.005 J - - Creep Factor: 2.0 Max TC CSI: 0.175 Max BC CSI: 0.205 Max Web CSI: 0.080 Wgt: 49.0 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss PB01 Truss Type VAL Qty 4 Ply 1 3313 06/23/2020 A B C D E F G H IJ 5 12 2X4(A1) 5X6 1.5X3 1.5X3 1.5X3 1.5X3 5X6 2X4(A1) 13'5"14 1'8"7 10'1"1'8"7 1'1"1'1" 3"14 1'0"7 1' 2 " 1 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 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 1.70 11.79 BC 120 0.15 13.35 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B* 88 /- /- /43 /50 /3 Wind reactions based on MWFRS B Brg Width = 161 Min Req = - Bearing B is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 17 0 B - C 279 -290 C - D 261 -255 D - E 260 -255 Chords Tens. Comp. E - F 261 -255 F - G 277 -290 G - H 17 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - J 255 -163 J - I 255 -163 Chords Tens. Comp. I - G 255 -163 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. D - J 269 -236 Webs Tens. Comp. E - I 269 -236 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.008 C 999 360 VERT(CL): 0.012 F 999 240 HORZ(LL): 0.003 F - - HORZ(TL): 0.005 J - - Creep Factor: 2.0 Max TC CSI: 0.175 Max BC CSI: 0.205 Max Web CSI: 0.080 Wgt: 49.0 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss PB01 Truss Type VAL Qty 4 Ply 1 3313 06/23/2020 A B C D E F G H IJ 5 12 2X4(A1) 5X6 1.5X3 1.5X3 1.5X3 1.5X3 5X6 2X4(A1) 13'5"14 1'8"7 10'1"1'8"7 1'1"1'1" 3"14 1'0"7 1' 2 " 1 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 3.70 9.79 BC 120 0.15 13.35 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B* 88 /- /- /44 /40 /5 Wind reactions based on MWFRS B Brg Width = 161 Min Req = - Bearing B is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 17 0 B - C 286 -281 C - D 301 -227 D - E 301 -227 Chords Tens. Comp. E - F 301 -227 F - G 284 -281 G - H 17 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - J 227 -145 J - I 227 -145 Chords Tens. Comp. I - G 227 -145 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. D - J 221 -193 Webs Tens. Comp. E - I 221 -193 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.006 F 999 360 VERT(CL): 0.009 I 999 240 HORZ(LL): 0.003 F - - HORZ(TL): 0.004 J - - Creep Factor: 2.0 Max TC CSI: 0.178 Max BC CSI: 0.194 Max Web CSI: 0.066 Wgt: 51.8 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss PB02 Truss Type VAL Qty 1 Ply 1 3316 06/23/2020 A B C D E F G H IJ 5 12 2X4(A1) 5X6 1.5X3 1.5X3 1.5X3 1.5X3 5X6 2X4(A1) 13'5"14 3'8"7 6'1"3'8"7 1'1"1'1" 3"14 1' 1 0 " 7 2' 0 " 1 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 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 3.70 9.79 BC 120 0.15 13.35 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B* 88 /- /- /44 /40 /5 Wind reactions based on MWFRS B Brg Width = 161 Min Req = - Bearing B is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 17 0 B - C 286 -281 C - D 301 -227 D - E 301 -227 Chords Tens. Comp. E - F 301 -227 F - G 284 -281 G - H 17 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - J 227 -145 J - I 227 -145 Chords Tens. Comp. I - G 227 -145 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. D - J 221 -193 Webs Tens. Comp. E - I 221 -193 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.006 F 999 360 VERT(CL): 0.009 I 999 240 HORZ(LL): 0.003 F - - HORZ(TL): 0.004 J - - Creep Factor: 2.0 Max TC CSI: 0.178 Max BC CSI: 0.194 Max Web CSI: 0.066 Wgt: 51.8 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss PB02 Truss Type VAL Qty 1 Ply 1 3316 06/23/2020 A B C D E F G H IJ 5 12 2X4(A1) 5X6 1.5X3 1.5X3 1.5X3 1.5X3 5X6 2X4(A1) 13'5"14 3'8"7 6'1"3'8"7 1'1"1'1" 3"14 1' 1 0 " 7 2' 0 " 1 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 5.70 7.79 BC 75 0.15 13.35 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B* 88 /- /- /44 /30 /7 Wind reactions based on MWFRS B Brg Width = 161 Min Req = - Bearing B is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 17 0 B - C 67 -61 C - D 114 -55 D - E 89 -17 Chords Tens. Comp. E - F 116 -55 F - G 67 -68 G - H 17 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - J 123 -18 J - I 130 -21 Chords Tens. Comp. I - G 120 -21 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - J 340 -262 Webs Tens. Comp. I - F 339 -262 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.007 I 999 360 VERT(CL): 0.014 I 999 240 HORZ(LL): 0.004 J - - HORZ(TL): 0.008 J - - Creep Factor: 2.0 Max TC CSI: 0.219 Max BC CSI: 0.175 Max Web CSI: 0.101 Wgt: 51.8 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss PB03 Truss Type VAL Qty 3 Ply 1 3319 06/23/2020 A B C D E F G H IJ 5 12 2X4(A1) 1.5X3 1.5X3 5X6 5X6 1.5X3 1.5X3 2X4(A1) 13'5"14 5'8"7 2'1"5'8"7 1'1"1'1" 3"14 2' 8 " 7 2' 1 0 " 1 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 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 5.70 7.79 BC 75 0.15 13.35 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B* 88 /- /- /44 /30 /7 Wind reactions based on MWFRS B Brg Width = 161 Min Req = - Bearing B is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 17 0 B - C 67 -61 C - D 114 -55 D - E 89 -17 Chords Tens. Comp. E - F 116 -55 F - G 67 -68 G - H 17 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - J 123 -18 J - I 130 -21 Chords Tens. Comp. I - G 120 -21 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - J 340 -262 Webs Tens. Comp. I - F 339 -262 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.007 I 999 360 VERT(CL): 0.014 I 999 240 HORZ(LL): 0.004 J - - HORZ(TL): 0.008 J - - Creep Factor: 2.0 Max TC CSI: 0.219 Max BC CSI: 0.175 Max Web CSI: 0.101 Wgt: 51.8 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss PB03 Truss Type VAL Qty 3 Ply 1 3319 06/23/2020 A B C D E F G H IJ 5 12 2X4(A1) 1.5X3 1.5X3 5X6 5X6 1.5X3 1.5X3 2X4(A1) 13'5"14 5'8"7 2'1"5'8"7 1'1"1'1" 3"14 2' 8 " 7 2' 1 0 " 1 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.15 13.35 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B* 88 /- /- /45 /27 /8 Wind reactions based on MWFRS B Brg Width = 161 Min Req = - Bearing B is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 17 0 B - C 31 -71 C - D 88 -63 Chords Tens. Comp. D - E 87 -63 E - F 43 -71 F - G 17 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - I 151 -36 I - H 158 -39 Chords Tens. Comp. H - F 149 -40 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - I 317 -258 Webs Tens. Comp. H - E 316 -258 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.007 H 999 360 VERT(CL): 0.014 H 999 240 HORZ(LL): -0.004 I - - HORZ(TL): 0.007 I - - Creep Factor: 2.0 Max TC CSI: 0.210 Max BC CSI: 0.175 Max Web CSI: 0.094 Wgt: 50.4 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss PB04 Truss Type VAL Qty 1 Ply 1 3322 06/23/2020 A B C D E F G HI 5 12 2X4(A1) 1.5X3 1.5X3 3X4 1.5X3 1.5X3 2X4(A1) 13'5"14 6'8"15 6'8"15 1'1"1'1" 3"14 3' 1 " 1 0 3' 3 " 4 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 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 13.35 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B* 88 /- /- /45 /27 /8 Wind reactions based on MWFRS B Brg Width = 161 Min Req = - Bearing B is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 17 0 B - C 31 -71 C - D 88 -63 Chords Tens. Comp. D - E 87 -63 E - F 43 -71 F - G 17 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - I 151 -36 I - H 158 -39 Chords Tens. Comp. H - F 149 -40 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - I 317 -258 Webs Tens. Comp. H - E 316 -258 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.007 H 999 360 VERT(CL): 0.014 H 999 240 HORZ(LL): -0.004 I - - HORZ(TL): 0.007 I - - Creep Factor: 2.0 Max TC CSI: 0.210 Max BC CSI: 0.175 Max Web CSI: 0.094 Wgt: 50.4 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss PB04 Truss Type VAL Qty 1 Ply 1 3322 06/23/2020 A B C D E F G HI 5 12 2X4(A1) 1.5X3 1.5X3 3X4 1.5X3 1.5X3 2X4(A1) 13'5"14 6'8"15 6'8"15 1'1"1'1" 3"14 3' 1 " 1 0 3' 3 " 4 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 6.16 7.33 BC 75 0.15 13.35 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B* 88 /- /- /44 /28 /8 Wind reactions based on MWFRS B Brg Width = 161 Min Req = - Bearing B is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 17 0 B - C 42 -68 C - D 100 -61 D - E 88 -17 Chords Tens. Comp. E - F 99 -61 F - G 42 -70 G - H 17 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - J 137 -26 J - I 143 -29 Chords Tens. Comp. I - G 134 -30 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - J 334 -259 Webs Tens. Comp. I - F 333 -259 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.007 J 999 360 VERT(CL): 0.014 J 999 240 HORZ(LL): -0.004 J - - HORZ(TL): 0.007 J - - Creep Factor: 2.0 Max TC CSI: 0.209 Max BC CSI: 0.174 Max Web CSI: 0.099 Wgt: 50.4 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss PB05 Truss Type VAL Qty 1 Ply 1 3325 06/23/2020 A B C D E F G H IJ 5 12 2X4(A1) 1.5X3 1.5X3 5X6 5X6 1.5X3 1.5X3 2X4(A1) 13'5"14 6'1"15 1'2"6'1"15 1'1"1'1" 3"14 2' 1 0 " 1 1 3' 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 engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 6.16 7.33 BC 75 0.15 13.35 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B* 88 /- /- /44 /28 /8 Wind reactions based on MWFRS B Brg Width = 161 Min Req = - Bearing B is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 17 0 B - C 42 -68 C - D 100 -61 D - E 88 -17 Chords Tens. Comp. E - F 99 -61 F - G 42 -70 G - H 17 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - J 137 -26 J - I 143 -29 Chords Tens. Comp. I - G 134 -30 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - J 334 -259 Webs Tens. Comp. I - F 333 -259 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.007 J 999 360 VERT(CL): 0.014 J 999 240 HORZ(LL): -0.004 J - - HORZ(TL): 0.007 J - - Creep Factor: 2.0 Max TC CSI: 0.209 Max BC CSI: 0.174 Max Web CSI: 0.099 Wgt: 50.4 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss PB05 Truss Type VAL Qty 1 Ply 1 3325 06/23/2020 A B C D E F G H IJ 5 12 2X4(A1) 1.5X3 1.5X3 5X6 5X6 1.5X3 1.5X3 2X4(A1) 13'5"14 6'1"15 1'2"6'1"15 1'1"1'1" 3"14 2' 1 0 " 1 1 3' 0 " 5 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 4.16 9.33 BC 120 0.15 13.36 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B* 88 /- /- /44 /38 /6 Wind reactions based on MWFRS B Brg Width = 161 Min Req = - Bearing B is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 17 0 B - C 263 -258 C - D 286 -202 D - E 286 -202 Chords Tens. Comp. E - F 285 -202 F - G 260 -258 G - H 17 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - J 202 -117 J - I 202 -117 Chords Tens. Comp. I - G 202 -117 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. D - J 234 -192 Webs Tens. Comp. E - I 234 -193 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.006 I 999 360 VERT(CL): 0.010 I 999 240 HORZ(LL): -0.003 I - - HORZ(TL): 0.005 I - - Creep Factor: 2.0 Max TC CSI: 0.209 Max BC CSI: 0.197 Max Web CSI: 0.070 Wgt: 50.4 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss PB06 Truss Type VAL Qty 1 Ply 1 3328 06/23/2020 A B C D E F G H IJ 5 12 2X4(A1) 5X6 1.5X3 1.5X3 1.5X3 1.5X3 5X6 2X4(A1) 13'6" 4'1"15 5'2"4'2"1 1'1"1'1" 3"14 2' 0 " 1 1 2' 2 " 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 engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 4.16 9.33 BC 120 0.15 13.36 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B* 88 /- /- /44 /38 /6 Wind reactions based on MWFRS B Brg Width = 161 Min Req = - Bearing B is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 17 0 B - C 263 -258 C - D 286 -202 D - E 286 -202 Chords Tens. Comp. E - F 285 -202 F - G 260 -258 G - H 17 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - J 202 -117 J - I 202 -117 Chords Tens. Comp. I - G 202 -117 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. D - J 234 -192 Webs Tens. Comp. E - I 234 -193 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.006 I 999 360 VERT(CL): 0.010 I 999 240 HORZ(LL): -0.003 I - - HORZ(TL): 0.005 I - - Creep Factor: 2.0 Max TC CSI: 0.209 Max BC CSI: 0.197 Max Web CSI: 0.070 Wgt: 50.4 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss PB06 Truss Type VAL Qty 1 Ply 1 3328 06/23/2020 A B C D E F G H IJ 5 12 2X4(A1) 5X6 1.5X3 1.5X3 1.5X3 1.5X3 5X6 2X4(A1) 13'6" 4'1"15 5'2"4'2"1 1'1"1'1" 3"14 2' 0 " 1 1 2' 2 " 5 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 2.16 11.33 BC 120 0.15 13.35 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B* 88 /- /- /43 /48 /4 Wind reactions based on MWFRS B Brg Width = 161 Min Req = - Bearing B is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 17 0 B - C 291 -291 C - D 282 -252 D - E 282 -251 Chords Tens. Comp. E - F 282 -252 F - G 289 -291 G - H 17 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - J 251 -168 J - I 251 -168 Chords Tens. Comp. I - G 251 -168 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. D - J 261 -225 Webs Tens. Comp. E - I 262 -225 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.008 C 999 360 VERT(CL): 0.012 C 999 240 HORZ(LL): 0.003 F - - HORZ(TL): 0.005 J - - Creep Factor: 2.0 Max TC CSI: 0.175 Max BC CSI: 0.172 Max Web CSI: 0.078 Wgt: 47.6 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss PB07 Truss Type VAL Qty 1 Ply 1 3331 06/23/2020 A B C D E F G H IJ 5 12 2X4(A1) 5X6 1.5X3 1.5X3 1.5X3 1.5X3 5X6 2X4(A1) 13'5"14 2'1"15 9'2"2'1"15 1'1"1'1" 3"14 1'2"11 1' 4 " 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 engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 2.16 11.33 BC 120 0.15 13.35 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B* 88 /- /- /43 /48 /4 Wind reactions based on MWFRS B Brg Width = 161 Min Req = - Bearing B is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 17 0 B - C 291 -291 C - D 282 -252 D - E 282 -251 Chords Tens. Comp. E - F 282 -252 F - G 289 -291 G - H 17 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - J 251 -168 J - I 251 -168 Chords Tens. Comp. I - G 251 -168 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. D - J 261 -225 Webs Tens. Comp. E - I 262 -225 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.008 C 999 360 VERT(CL): 0.012 C 999 240 HORZ(LL): 0.003 F - - HORZ(TL): 0.005 J - - Creep Factor: 2.0 Max TC CSI: 0.175 Max BC CSI: 0.172 Max Web CSI: 0.078 Wgt: 47.6 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss PB07 Truss Type VAL Qty 1 Ply 1 3331 06/23/2020 A B C D E F G H IJ 5 12 2X4(A1) 5X6 1.5X3 1.5X3 1.5X3 1.5X3 5X6 2X4(A1) 13'5"14 2'1"15 9'2"2'1"15 1'1"1'1" 3"14 1'2"11 1' 4 " 5 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 45 0.00 3.71 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D* 81 /- /- /31 /15 /4 Wind reactions based on MWFRS D Brg Width = 44.5 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 219 -199 Chords Tens. Comp. B - C 219 -199 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 203 -185 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.004 999 360 VERT(CL): 0.007 999 240 HORZ(LL): -0.001 - - HORZ(TL): 0.003 - - Creep Factor: 2.0 Max TC CSI: 0.058 Max BC CSI: 0.100 Max Web CSI: 0.000 Wgt: 11.2 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss V01 Truss Type VAL Qty 1 Ply 1 3410 06/23/2020 A B C D 5 12 2X4(D8R)3X4 2X4(D8R) 3'8"8 8"6 1'1"15 1'1"15 8"6 0"4 9" 8 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 45 0.00 3.71 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D* 81 /- /- /31 /15 /4 Wind reactions based on MWFRS D Brg Width = 44.5 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 219 -199 Chords Tens. Comp. B - C 219 -199 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 203 -185 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.004 999 360 VERT(CL): 0.007 999 240 HORZ(LL): -0.001 - - HORZ(TL): 0.003 - - Creep Factor: 2.0 Max TC CSI: 0.058 Max BC CSI: 0.100 Max Web CSI: 0.000 Wgt: 11.2 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss V01 Truss Type VAL Qty 1 Ply 1 3410 06/23/2020 A B C D 5 12 2X4(D8R)3X4 2X4(D8R) 3'8"8 8"6 1'1"15 1'1"15 8"6 0"4 9" 8 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 7.71 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL E* 81 /- /- /37 /24 /5 Wind reactions based on MWFRS E Brg Width = 92.5 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 206 -181 Chords Tens. Comp. B - C 206 -182 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - D 247 -160 Chords Tens. Comp. D - C 247 -160 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - D 392 -302 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.007 D 999 360 VERT(CL): 0.014 D 999 240 HORZ(LL): -0.003 D - - HORZ(TL): 0.005 D - - Creep Factor: 2.0 Max TC CSI: 0.173 Max BC CSI: 0.179 Max Web CSI: 0.117 Wgt: 25.2 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss V02 Truss Type VAL Qty 1 Ply 1 3413 06/23/2020 A B C D E 5 12 2X4(D8R) 4X4 1.5X3 2X4(D8R) 7'8"8 8"6 3'1"15 3'1"15 8"6 3'8"8 3"8 3'8"8 0"4 1' 7 " 8 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 7.71 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL E* 81 /- /- /37 /24 /5 Wind reactions based on MWFRS E Brg Width = 92.5 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 206 -181 Chords Tens. Comp. B - C 206 -182 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - D 247 -160 Chords Tens. Comp. D - C 247 -160 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - D 392 -302 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.007 D 999 360 VERT(CL): 0.014 D 999 240 HORZ(LL): -0.003 D - - HORZ(TL): 0.005 D - - Creep Factor: 2.0 Max TC CSI: 0.173 Max BC CSI: 0.179 Max Web CSI: 0.117 Wgt: 25.2 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss V02 Truss Type VAL Qty 1 Ply 1 3413 06/23/2020 A B C D E 5 12 2X4(D8R) 4X4 1.5X3 2X4(D8R) 7'8"8 8"6 3'1"15 3'1"15 8"6 3'8"8 3"8 3'8"8 0"4 1' 7 " 8 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 4.53 7.18 BC 120 0.00 11.71 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL G* 81 /- /- /39 /27 /4 Wind reactions based on MWFRS G Brg Width = 140 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 259 -178 B - C 298 -138 Chords Tens. Comp. C - D 298 -138 D - E 259 -178 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - F 138 -153 Chords Tens. Comp. F - E 138 -153 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - F 340 -294 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.023 F 999 360 VERT(CL): 0.046 F 999 240 HORZ(LL): -0.007 F - - HORZ(TL): 0.015 F - - Creep Factor: 2.0 Max TC CSI: 0.348 Max BC CSI: 0.363 Max Web CSI: 0.101 Wgt: 37.8 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss V03 Truss Type VAL Qty 1 Ply 1 3416 06/23/2020 A B C D E F G 5 12 2X4(D8R) 5X6 1.5X3 1.5X3 5X6 2X4(D8R) 11'8"8 8"6 3'10"2'7"13 3'10"8"6 5'8"8 3"8 5'8"8 0"4 1' 1 0 " 1 4 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 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 4.53 7.18 BC 120 0.00 11.71 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL G* 81 /- /- /39 /27 /4 Wind reactions based on MWFRS G Brg Width = 140 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 259 -178 B - C 298 -138 Chords Tens. Comp. C - D 298 -138 D - E 259 -178 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - F 138 -153 Chords Tens. Comp. F - E 138 -153 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - F 340 -294 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.023 F 999 360 VERT(CL): 0.046 F 999 240 HORZ(LL): -0.007 F - - HORZ(TL): 0.015 F - - Creep Factor: 2.0 Max TC CSI: 0.348 Max BC CSI: 0.363 Max Web CSI: 0.101 Wgt: 37.8 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss V03 Truss Type VAL Qty 1 Ply 1 3416 06/23/2020 A B C D E F G 5 12 2X4(D8R) 5X6 1.5X3 1.5X3 5X6 2X4(D8R) 11'8"8 8"6 3'10"2'7"13 3'10"8"6 5'8"8 3"8 5'8"8 0"4 1' 1 0 " 1 4 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 4.53 11.18 BC 120 0.00 15.71 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL I* 82 /- /- /40 /32 /3 Wind reactions based on MWFRS I Brg Width = 188 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 334 -305 B - C 362 -258 C - D 362 -258 Chords Tens. Comp. D - E 362 -258 E - F 334 -305 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - H 258 -228 H - G 258 -228 Chords Tens. Comp. G - F 258 -228 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - H 247 -226 Webs Tens. Comp. D - G 247 -226 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.030 H 999 360 VERT(CL): 0.062 H 999 240 HORZ(LL): -0.010 G - - HORZ(TL): 0.019 G - - Creep Factor: 2.0 Max TC CSI: 0.323 Max BC CSI: 0.349 Max Web CSI: 0.074 Wgt: 51.8 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss V04 Truss Type VAL Qty 1 Ply 1 3419 06/23/2020 A B C D E F GH I 5 12 2X4(D8R) 5X6 1.5X3 1.5X3 1.5X3 1.5X3 5X6 2X4(D8R) 15'8"8 8"6 3'10"6'7"13 3'10"8"6 5'10"4 4'5'10"4 0"4 1' 1 0 " 1 4 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 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 4.53 11.18 BC 120 0.00 15.71 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL I* 82 /- /- /40 /32 /3 Wind reactions based on MWFRS I Brg Width = 188 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 334 -305 B - C 362 -258 C - D 362 -258 Chords Tens. Comp. D - E 362 -258 E - F 334 -305 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - H 258 -228 H - G 258 -228 Chords Tens. Comp. G - F 258 -228 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - H 247 -226 Webs Tens. Comp. D - G 247 -226 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.030 H 999 360 VERT(CL): 0.062 H 999 240 HORZ(LL): -0.010 G - - HORZ(TL): 0.019 G - - Creep Factor: 2.0 Max TC CSI: 0.323 Max BC CSI: 0.349 Max Web CSI: 0.074 Wgt: 51.8 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss V04 Truss Type VAL Qty 1 Ply 1 3419 06/23/2020 A B C D E F GH I 5 12 2X4(D8R) 5X6 1.5X3 1.5X3 1.5X3 1.5X3 5X6 2X4(D8R) 15'8"8 8"6 3'10"6'7"13 3'10"8"6 5'10"4 4'5'10"4 0"4 1' 1 0 " 1 4 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 4.53 15.18 BC 120 0.00 19.71 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL L* 82 /- /- /40 /36 /2 Wind reactions based on MWFRS L Brg Width = 236 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 268 -256 B - C 297 -210 C - D 297 -211 Chords Tens. Comp. D - E 297 -211 E - F 297 -210 F - G 268 -256 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - K 211 -170 K - J 211 -170 J - I 211 -170 Chords Tens. Comp. I - H 211 -170 H - G 211 -170 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - K 265 -266 D - J 245 -199 Webs Tens. Comp. E - H 264 -265 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.029 K 999 360 VERT(CL): 0.058 K 999 240 HORZ(LL): -0.005 K - - HORZ(TL): 0.010 K - - Creep Factor: 2.0 Max TC CSI: 0.306 Max BC CSI: 0.336 Max Web CSI: 0.079 Wgt: 65.8 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss V05 Truss Type VAL Qty 1 Ply 1 3423 06/23/2020 A B C D E F G HIJK L 5 12 2X4(D8R) 5X6 1.5X3 1.5X3 1.5X3 1.5X3 3X4 1.5X3 1.5X3 5X6 2X4(D8R) 19'8"8 8"6 3'10"10'7"13 3'10"8"6 5'10"4 8'5'10"4 0"4 1' 1 0 " 1 4 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 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 4.53 15.18 BC 120 0.00 19.71 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL L* 82 /- /- /40 /36 /2 Wind reactions based on MWFRS L Brg Width = 236 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 268 -256 B - C 297 -210 C - D 297 -211 Chords Tens. Comp. D - E 297 -211 E - F 297 -210 F - G 268 -256 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - K 211 -170 K - J 211 -170 J - I 211 -170 Chords Tens. Comp. I - H 211 -170 H - G 211 -170 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - K 265 -266 D - J 245 -199 Webs Tens. Comp. E - H 264 -265 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.029 K 999 360 VERT(CL): 0.058 K 999 240 HORZ(LL): -0.005 K - - HORZ(TL): 0.010 K - - Creep Factor: 2.0 Max TC CSI: 0.306 Max BC CSI: 0.336 Max Web CSI: 0.079 Wgt: 65.8 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss V05 Truss Type VAL Qty 1 Ply 1 3423 06/23/2020 A B C D E F G HIJK L 5 12 2X4(D8R) 5X6 1.5X3 1.5X3 1.5X3 1.5X3 3X4 1.5X3 1.5X3 5X6 2X4(D8R) 19'8"8 8"6 3'10"10'7"13 3'10"8"6 5'10"4 8'5'10"4 0"4 1' 1 0 " 1 4 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 4.53 19.18 BC 120 0.00 23.71 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL L* 82 /- /- /40 /50 /2 Wind reactions based on MWFRS L Brg Width = 284 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 184 -171 B - C 220 -132 C - D 221 -132 Chords Tens. Comp. D - E 221 -132 E - F 220 -132 F - G 185 -171 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - K 132 -93 K - J 132 -93 J - I 132 -93 Chords Tens. Comp. I - H 132 -93 H - G 132 -93 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - K 342 -340 D - J 395 -359 Webs Tens. Comp. E - H 341 -341 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.029 K 999 360 VERT(CL): 0.054 H 999 240 HORZ(LL): 0.005 H - - HORZ(TL): 0.010 H - - Creep Factor: 2.0 Max TC CSI: 0.400 Max BC CSI: 0.365 Max Web CSI: 0.118 Wgt: 77.0 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss V06 Truss Type VAL Qty 1 Ply 1 3427 06/23/2020 A B C D E F G HIJK L 5 12 2X4(D8R) 5X6 1.5X3 1.5X3 1.5X3 1.5X3 3X6 1.5X3 1.5X3 5X6 2X4(D8R) 23'8"8 8"6 3'10"14'7"13 3'10"8"6 5'10"4 12'5'10"4 0"4 1' 1 0 " 1 4 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 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 4.53 19.18 BC 120 0.00 23.71 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL L* 82 /- /- /40 /50 /2 Wind reactions based on MWFRS L Brg Width = 284 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 184 -171 B - C 220 -132 C - D 221 -132 Chords Tens. Comp. D - E 221 -132 E - F 220 -132 F - G 185 -171 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - K 132 -93 K - J 132 -93 J - I 132 -93 Chords Tens. Comp. I - H 132 -93 H - G 132 -93 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - K 342 -340 D - J 395 -359 Webs Tens. Comp. E - H 341 -341 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.029 K 999 360 VERT(CL): 0.054 H 999 240 HORZ(LL): 0.005 H - - HORZ(TL): 0.010 H - - Creep Factor: 2.0 Max TC CSI: 0.400 Max BC CSI: 0.365 Max Web CSI: 0.118 Wgt: 77.0 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss V06 Truss Type VAL Qty 1 Ply 1 3427 06/23/2020 A B C D E F G HIJK L 5 12 2X4(D8R) 5X6 1.5X3 1.5X3 1.5X3 1.5X3 3X6 1.5X3 1.5X3 5X6 2X4(D8R) 23'8"8 8"6 3'10"14'7"13 3'10"8"6 5'10"4 12'5'10"4 0"4 1' 1 0 " 1 4 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 22 0.00 1.86 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D* 81 /- /- /39 /13 /13 Wind reactions based on MWFRS D Brg Width = 22.3 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 0 -12 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 52 -4 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.002 B 999 360 VERT(CL): 0.004 B 999 240 HORZ(LL): 0.001 B - - HORZ(TL): 0.001 B - - Creep Factor: 2.0 Max TC CSI: 0.024 Max BC CSI: 0.060 Max Web CSI: 0.000 Wgt: 5.6 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss VM01 Truss Type VAL Qty 1 Ply 1 3368 06/23/2020 A B CD 5 12 2X4(D8R) 1'10"4 8"6 1'1"15 0"4 9" 8 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 22 0.00 1.86 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D* 81 /- /- /39 /13 /13 Wind reactions based on MWFRS D Brg Width = 22.3 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 0 -12 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 52 -4 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.002 B 999 360 VERT(CL): 0.004 B 999 240 HORZ(LL): 0.001 B - - HORZ(TL): 0.001 B - - Creep Factor: 2.0 Max TC CSI: 0.024 Max BC CSI: 0.060 Max Web CSI: 0.000 Wgt: 5.6 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss VM01 Truss Type VAL Qty 1 Ply 1 3368 06/23/2020 A B CD 5 12 2X4(D8R) 1'10"4 8"6 1'1"15 0"4 9" 8 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 46 0.00 3.86 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D* 81 /- /- /46 /17 /15 Wind reactions based on MWFRS D Brg Width = 46.3 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 26 -63 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 135 -9 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - C 171 -95 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.002 C - - HORZ(TL): 0.005 C - - Creep Factor: 2.0 Max TC CSI: 0.184 Max BC CSI: 0.169 Max Web CSI: 0.088 Wgt: 14.0 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss VM02 Truss Type VAL Qty 2 Ply 1 3454 06/23/2020 A B CD 5 12 2X4(D8R) 1.5X3 1.5X4 3'10"4 8"6 3'1"15 3'6"12 3"8 0"4 1' 7 " 8 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 46 0.00 3.86 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D* 81 /- /- /46 /17 /15 Wind reactions based on MWFRS D Brg Width = 46.3 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 26 -63 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 135 -9 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - C 171 -95 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.002 C - - HORZ(TL): 0.005 C - - Creep Factor: 2.0 Max TC CSI: 0.184 Max BC CSI: 0.169 Max Web CSI: 0.088 Wgt: 14.0 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss VM02 Truss Type VAL Qty 2 Ply 1 3454 06/23/2020 A B CD 5 12 2X4(D8R) 1.5X3 1.5X4 3'10"4 8"6 3'1"15 3'6"12 3"8 0"4 1' 7 " 8 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 70 0.00 5.86 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D* 81 /- /- /48 /20 /16 Wind reactions based on MWFRS D Brg Width = 70.3 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 -95 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 179 -12 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - C 263 -149 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.009 C - - HORZ(TL): 0.019 C - - Creep Factor: 2.0 Max TC CSI: 0.463 Max BC CSI: 0.384 Max Web CSI: 0.211 Wgt: 19.6 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss VM03 Truss Type VAL Qty 1 Ply 1 3451 06/23/2020 A B CD 5 12 2X4(D8R) 1.5X3 3X6 5'10"4 8"6 5'1"15 5'6"12 3"8 0"4 2' 5 " 8 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 70 0.00 5.86 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D* 81 /- /- /48 /20 /16 Wind reactions based on MWFRS D Brg Width = 70.3 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 -95 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 179 -12 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - C 263 -149 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.009 C - - HORZ(TL): 0.019 C - - Creep Factor: 2.0 Max TC CSI: 0.463 Max BC CSI: 0.384 Max Web CSI: 0.211 Wgt: 19.6 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss VM03 Truss Type VAL Qty 1 Ply 1 3451 06/23/2020 A B CD 5 12 2X4(D8R) 1.5X3 3X6 5'10"4 8"6 5'1"15 5'6"12 3"8 0"4 2' 5 " 8 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 7.86 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F* 82 /- /- /49 /21 /17 Wind reactions based on MWFRS F Brg Width = 94.3 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 57 -198 Chords Tens. Comp. B - C 0 -41 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 247 -26 Chords Tens. Comp. E - D 251 -30 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 454 -280 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.036 E 999 360 VERT(CL): 0.073 E 999 240 HORZ(LL): -0.019 C - - HORZ(TL): 0.039 C - - Creep Factor: 2.0 Max TC CSI: 0.386 Max BC CSI: 0.337 Max Web CSI: 0.178 Wgt: 25.2 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss VM04 Truss Type VAL Qty 1 Ply 1 3448 06/23/2020 A B C D E F 5 12 2X4(D8R) 1.5X3 1.5X4 7'10"4 8"6 7'1"15 5'10"4 3"8 1'8"8 0"4 3' 3 " 8 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 7.86 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F* 82 /- /- /49 /21 /17 Wind reactions based on MWFRS F Brg Width = 94.3 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 57 -198 Chords Tens. Comp. B - C 0 -41 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 247 -26 Chords Tens. Comp. E - D 251 -30 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 454 -280 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.036 E 999 360 VERT(CL): 0.073 E 999 240 HORZ(LL): -0.019 C - - HORZ(TL): 0.039 C - - Creep Factor: 2.0 Max TC CSI: 0.386 Max BC CSI: 0.337 Max Web CSI: 0.178 Wgt: 25.2 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss VM04 Truss Type VAL Qty 1 Ply 1 3448 06/23/2020 A B C D E F 5 12 2X4(D8R) 1.5X3 1.5X4 7'10"4 8"6 7'1"15 5'10"4 3"8 1'8"8 0"4 3' 3 " 8 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 9.86 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F* 82 /- /- /49 /22 /17 Wind reactions based on MWFRS F Brg Width = 118 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 63 -244 Chords Tens. Comp. B - C 30 -78 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 285 -35 Chords Tens. Comp. E - D 295 -38 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 405 -350 Webs Tens. Comp. C - D 170 -78 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.029 E 999 360 VERT(CL): 0.060 E 999 240 HORZ(LL): 0.007 E - - HORZ(TL): 0.013 E - - Creep Factor: 2.0 Max TC CSI: 0.425 Max BC CSI: 0.297 Max Web CSI: 0.120 Wgt: 36.4 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss VM05 Truss Type VAL Qty 1 Ply 1 3460 06/23/2020 A B C D E F 5 12 2X4(D8R) 1.5X3 1.5X4 1.5X3 1.5X4 9'10"4 8"6 9'1"15 5'10"4 4' 0"4 4' 1 " 8 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 9.86 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F* 82 /- /- /49 /22 /17 Wind reactions based on MWFRS F Brg Width = 118 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 63 -244 Chords Tens. Comp. B - C 30 -78 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 285 -35 Chords Tens. Comp. E - D 295 -38 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 405 -350 Webs Tens. Comp. C - D 170 -78 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.029 E 999 360 VERT(CL): 0.060 E 999 240 HORZ(LL): 0.007 E - - HORZ(TL): 0.013 E - - Creep Factor: 2.0 Max TC CSI: 0.425 Max BC CSI: 0.297 Max Web CSI: 0.120 Wgt: 36.4 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss VM05 Truss Type VAL Qty 1 Ply 1 3460 06/23/2020 A B C D E F 5 12 2X4(D8R) 1.5X3 1.5X4 1.5X3 1.5X4 9'10"4 8"6 9'1"15 5'10"4 4' 0"4 4' 1 " 8 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 11.86 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F* 82 /- /- /50 /22 /18 Wind reactions based on MWFRS F Brg Width = 142 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 68 -304 Chords Tens. Comp. B - C 54 -115 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 328 -43 Chords Tens. Comp. E - D 340 -47 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 470 -426 Webs Tens. Comp. C - D 235 -141 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.024 E 999 360 VERT(CL): 0.048 E 999 240 HORZ(LL): 0.005 E - - HORZ(TL): 0.011 E - - Creep Factor: 2.0 Max TC CSI: 0.634 Max BC CSI: 0.402 Max Web CSI: 0.140 Wgt: 44.8 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss VM06 Truss Type VAL Qty 1 Ply 1 3445 06/23/2020 A B C D E F 5 12 2X4(D8R) 1.5X3 1.5X4 1.5X3 3X6 11'10"4 8"6 11'1"15 5'10"4 6' 0"4 4' 1 1 " 8 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 11.86 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F* 82 /- /- /50 /22 /18 Wind reactions based on MWFRS F Brg Width = 142 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 68 -304 Chords Tens. Comp. B - C 54 -115 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 328 -43 Chords Tens. Comp. E - D 340 -47 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 470 -426 Webs Tens. Comp. C - D 235 -141 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.024 E 999 360 VERT(CL): 0.048 E 999 240 HORZ(LL): 0.005 E - - HORZ(TL): 0.011 E - - Creep Factor: 2.0 Max TC CSI: 0.634 Max BC CSI: 0.402 Max Web CSI: 0.140 Wgt: 44.8 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss VM06 Truss Type VAL Qty 1 Ply 1 3445 06/23/2020 A B C D E F 5 12 2X4(D8R) 1.5X3 1.5X4 1.5X3 3X6 11'10"4 8"6 11'1"15 5'10"4 6' 0"4 4' 1 1 " 8 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 7.21 8.17 BC 98 0.00 8.17 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL E* 82 /- /- /51 /26 /17 Wind reactions based on MWFRS E Brg Width = 98.0 Min Req = - Bearing G is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 167 -103 B - C 53 -61 Chords Tens. Comp. C - D 1 -1 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. G - F 38 -34 Chords Tens. Comp. F - E 44 -31 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - G 285 -177 F - B 0 -276 Webs Tens. Comp. B - E 583 -115 D - E 30 -41 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.007 C 999 360 VERT(CL): -0.012 C 999 240 HORZ(LL): -0.005 A - - HORZ(TL): 0.008 C - - Creep Factor: 2.0 Max TC CSI: 0.544 Max BC CSI: 0.312 Max Web CSI: 0.280 Wgt: 44.8 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss VM07 Truss Type VAL Qty 1 Ply 1 3373 06/23/2020 A B C D E F G 5 12 1.5X4 3X6 1.5X3 3X4 5X6 1.5X3 3X6(R) 8'2" 7'2"8 11"8 1' 6 " 1 1 4' 6 " 1 2 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 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 7.21 8.17 BC 98 0.00 8.17 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL E* 82 /- /- /51 /26 /17 Wind reactions based on MWFRS E Brg Width = 98.0 Min Req = - Bearing G is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 167 -103 B - C 53 -61 Chords Tens. Comp. C - D 1 -1 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. G - F 38 -34 Chords Tens. Comp. F - E 44 -31 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - G 285 -177 F - B 0 -276 Webs Tens. Comp. B - E 583 -115 D - E 30 -41 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.007 C 999 360 VERT(CL): -0.012 C 999 240 HORZ(LL): -0.005 A - - HORZ(TL): 0.008 C - - Creep Factor: 2.0 Max TC CSI: 0.544 Max BC CSI: 0.312 Max Web CSI: 0.280 Wgt: 44.8 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss VM07 Truss Type VAL Qty 1 Ply 1 3373 06/23/2020 A B C D E F G 5 12 1.5X4 3X6 1.5X3 3X4 5X6 1.5X3 3X6(R) 8'2" 7'2"8 11"8 1' 6 " 1 1 4' 6 " 1 2 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 5.21 8.17 BC 98 0.00 8.17 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL E* 82 /- /- /48 /34 /25 Wind reactions based on MWFRS E Brg Width = 98.0 Min Req = - Bearing G is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 204 -100 B - C 287 -83 Chords Tens. Comp. C - D 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. G - F 49 -86 Chords Tens. Comp. F - E 53 -91 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - G 261 -173 F - C 142 -291 Webs Tens. Comp. C - E 665 -193 D - E 36 -35 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.024 B 999 360 VERT(CL): 0.050 B 999 240 HORZ(LL): -0.011 A - - HORZ(TL): 0.023 A - - Creep Factor: 2.0 Max TC CSI: 0.533 Max BC CSI: 0.309 Max Web CSI: 0.307 Wgt: 46.2 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss VM08 Truss Type VAL Qty 1 Ply 1 3376 06/23/2020 A B C D E F G 5 12 1.5X4 3X6 5X6 1.5X3 3X4 1.5X3 3X6(R) 8'2" 5'2"8 2'11"8 2' 4 " 1 1 4' 6 " 1 2 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 5.21 8.17 BC 98 0.00 8.17 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL E* 82 /- /- /48 /34 /25 Wind reactions based on MWFRS E Brg Width = 98.0 Min Req = - Bearing G is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 204 -100 B - C 287 -83 Chords Tens. Comp. C - D 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. G - F 49 -86 Chords Tens. Comp. F - E 53 -91 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - G 261 -173 F - C 142 -291 Webs Tens. Comp. C - E 665 -193 D - E 36 -35 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.024 B 999 360 VERT(CL): 0.050 B 999 240 HORZ(LL): -0.011 A - - HORZ(TL): 0.023 A - - Creep Factor: 2.0 Max TC CSI: 0.533 Max BC CSI: 0.309 Max Web CSI: 0.307 Wgt: 46.2 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss VM08 Truss Type VAL Qty 1 Ply 1 3376 06/23/2020 A B C D E F G 5 12 1.5X4 3X6 5X6 1.5X3 3X4 1.5X3 3X6(R) 8'2" 5'2"8 2'11"8 2' 4 " 1 1 4' 6 " 1 2 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 3.21 8.17 BC 98 0.00 8.17 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL E* 82 /- /- /46 /41 /24 Wind reactions based on MWFRS E Brg Width = 98.0 Min Req = - Bearing G is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 233 -112 B - C 261 -92 Chords Tens. Comp. C - D 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. G - F 88 -121 Chords Tens. Comp. F - E 92 -133 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - G 275 -167 F - C 352 -312 Webs Tens. Comp. C - E 604 -210 D - E 44 -106 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.096 B 999 360 VERT(CL): 0.162 B 604 240 HORZ(LL): 0.042 A - - HORZ(TL): 0.070 A - - Creep Factor: 2.0 Max TC CSI: 0.663 Max BC CSI: 0.306 Max Web CSI: 0.432 Wgt: 47.6 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss VM09 Truss Type VAL Qty 2 Ply 1 3379 06/23/2020 A B C D E F G 5 12 2X4 3X6 5X6 1.5X3 3X4 1.5X3 3X6(R) 8'2" 3'2"8 4'11"8 3' 2 " 1 1 4' 6 " 1 2 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 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 3.21 8.17 BC 98 0.00 8.17 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL E* 82 /- /- /46 /41 /24 Wind reactions based on MWFRS E Brg Width = 98.0 Min Req = - Bearing G is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 233 -112 B - C 261 -92 Chords Tens. Comp. C - D 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. G - F 88 -121 Chords Tens. Comp. F - E 92 -133 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - G 275 -167 F - C 352 -312 Webs Tens. Comp. C - E 604 -210 D - E 44 -106 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.096 B 999 360 VERT(CL): 0.162 B 604 240 HORZ(LL): 0.042 A - - HORZ(TL): 0.070 A - - Creep Factor: 2.0 Max TC CSI: 0.663 Max BC CSI: 0.306 Max Web CSI: 0.432 Wgt: 47.6 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss VM09 Truss Type VAL Qty 2 Ply 1 3379 06/23/2020 A B C D E F G 5 12 2X4 3X6 5X6 1.5X3 3X4 1.5X3 3X6(R) 8'2" 3'2"8 4'11"8 3' 2 " 1 1 4' 6 " 1 2 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 1.21 8.17 BC 98 0.00 8.17 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL E* 82 /- /- /43 /49 /24 Wind reactions based on MWFRS E Brg Width = 98.0 Min Req = - Bearing G is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 224 -121 B - C 199 -102 Chords Tens. Comp. C - D 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. G - F 132 -145 Chords Tens. Comp. F - E 131 -162 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - G 242 -164 F - C 506 -324 Webs Tens. Comp. C - E 467 -232 D - E 39 -89 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.087 B 999 360 VERT(CL): 0.102 B 959 240 HORZ(LL): 0.042 A - - HORZ(TL): 0.047 A - - Creep Factor: 2.0 Max TC CSI: 0.653 Max BC CSI: 0.307 Max Web CSI: 0.545 Wgt: 49.0 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss VM10 Truss Type VAL Qty 2 Ply 1 3382 06/23/2020 A B C D E F G 5 12 1.5X4 3X6 5X6 1.5X4 3X4 1.5X3 3X6(R) 8'2" 1'2"8 6'11"8 4' 0 " 1 1 4' 6 " 1 2 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 1.21 8.17 BC 98 0.00 8.17 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL E* 82 /- /- /43 /49 /24 Wind reactions based on MWFRS E Brg Width = 98.0 Min Req = - Bearing G is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 224 -121 B - C 199 -102 Chords Tens. Comp. C - D 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. G - F 132 -145 Chords Tens. Comp. F - E 131 -162 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - G 242 -164 F - C 506 -324 Webs Tens. Comp. C - E 467 -232 D - E 39 -89 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.087 B 999 360 VERT(CL): 0.102 B 959 240 HORZ(LL): 0.042 A - - HORZ(TL): 0.047 A - - Creep Factor: 2.0 Max TC CSI: 0.653 Max BC CSI: 0.307 Max Web CSI: 0.545 Wgt: 49.0 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss VM10 Truss Type VAL Qty 2 Ply 1 3382 06/23/2020 A B C D E F G 5 12 1.5X4 3X6 5X6 1.5X4 3X4 1.5X3 3X6(R) 8'2" 1'2"8 6'11"8 4' 0 " 1 1 4' 6 " 1 2 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 7.02 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F* 82 /- /- /49 /27 /19 D /-177 Wind reactions based on MWFRS F Brg Width = 84.3 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 48 -149 Chords Tens. Comp. B - C 0 -21 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 15 -18 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 364 -213 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.038 E 999 360 VERT(CL): 0.078 E 999 240 HORZ(LL): -0.015 C - - HORZ(TL): 0.031 C - - Creep Factor: 2.0 Max TC CSI: 0.449 Max BC CSI: 0.427 Max Web CSI: 0.210 Wgt: 23.8 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss VM11 Truss Type VAL Qty 1 Ply 1 3250 06/23/2020 A B C D E F 5 12 2X4(D8R) 1.5X4 1.5X3 7'0"4 8"6 6'3"15 5'10"4 3"8 10"8 0"4 2' 1 1 " 6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 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 7.02 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F* 82 /- /- /49 /27 /19 D /-177 Wind reactions based on MWFRS F Brg Width = 84.3 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 48 -149 Chords Tens. Comp. B - C 0 -21 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 15 -18 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 364 -213 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.038 E 999 360 VERT(CL): 0.078 E 999 240 HORZ(LL): -0.015 C - - HORZ(TL): 0.031 C - - Creep Factor: 2.0 Max TC CSI: 0.449 Max BC CSI: 0.427 Max Web CSI: 0.210 Wgt: 23.8 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss VM11 Truss Type VAL Qty 1 Ply 1 3250 06/23/2020 A B C D E F 5 12 2X4(D8R) 1.5X4 1.5X3 7'0"4 8"6 6'3"15 5'10"4 3"8 10"8 0"4 2' 1 1 " 6 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 9.02 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F* 82 /- /- /49 /28 /20 Wind reactions based on MWFRS F Brg Width = 108 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 64 -223 Chords Tens. Comp. B - C 18 -60 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 269 -32 Chords Tens. Comp. E - D 278 -36 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 398 -330 Webs Tens. Comp. C - D 128 -44 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.030 E 999 360 VERT(CL): 0.061 E 999 240 HORZ(LL): 0.007 E - - HORZ(TL): 0.014 E - - Creep Factor: 2.0 Max TC CSI: 0.391 Max BC CSI: 0.281 Max Web CSI: 0.118 Wgt: 36.4 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss VM12 Truss Type VAL Qty 1 Ply 1 3254 06/23/2020 A B C D E F 5 12 2X4(D8R) 1.5X3 1.5X4 1.5X3 1.5X4 9'0"4 8"6 8'3"15 5'10"4 3'2" 0"4 3' 9 " 6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 9.02 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F* 82 /- /- /49 /28 /20 Wind reactions based on MWFRS F Brg Width = 108 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 64 -223 Chords Tens. Comp. B - C 18 -60 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 269 -32 Chords Tens. Comp. E - D 278 -36 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 398 -330 Webs Tens. Comp. C - D 128 -44 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.030 E 999 360 VERT(CL): 0.061 E 999 240 HORZ(LL): 0.007 E - - HORZ(TL): 0.014 E - - Creep Factor: 2.0 Max TC CSI: 0.391 Max BC CSI: 0.281 Max Web CSI: 0.118 Wgt: 36.4 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss VM12 Truss Type VAL Qty 1 Ply 1 3254 06/23/2020 A B C D E F 5 12 2X4(D8R) 1.5X3 1.5X4 1.5X3 1.5X4 9'0"4 8"6 8'3"15 5'10"4 3'2" 0"4 3' 9 " 6 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 11.02 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F* 82 /- /- /50 /29 /20 Wind reactions based on MWFRS F Brg Width = 132 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 66 -280 Chords Tens. Comp. B - C 45 -102 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 310 -40 Chords Tens. Comp. E - D 321 -43 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 440 -392 Webs Tens. Comp. C - D 210 -116 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.027 E 999 360 VERT(CL): 0.054 E 999 240 HORZ(LL): -0.006 E - - HORZ(TL): 0.012 E - - Creep Factor: 2.0 Max TC CSI: 0.526 Max BC CSI: 0.346 Max Web CSI: 0.131 Wgt: 43.4 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss VM13 Truss Type VAL Qty 1 Ply 1 3257 06/23/2020 A B C D E F 5 12 2X4(D8R) 1.5X3 1.5X4 1.5X3 3X6 11'0"4 8"6 10'3"15 5'10"4 5'2" 0"4 4' 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 engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 11.02 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F* 82 /- /- /50 /29 /20 Wind reactions based on MWFRS F Brg Width = 132 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 66 -280 Chords Tens. Comp. B - C 45 -102 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 310 -40 Chords Tens. Comp. E - D 321 -43 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 440 -392 Webs Tens. Comp. C - D 210 -116 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.027 E 999 360 VERT(CL): 0.054 E 999 240 HORZ(LL): -0.006 E - - HORZ(TL): 0.012 E - - Creep Factor: 2.0 Max TC CSI: 0.526 Max BC CSI: 0.346 Max Web CSI: 0.131 Wgt: 43.4 lbs VIEW Ver: 19.01.00A.0618.16 Job 81084 Truss VM13 Truss Type VAL Qty 1 Ply 1 3257 06/23/2020 A B C D E F 5 12 2X4(D8R) 1.5X3 1.5X4 1.5X3 3X6 11'0"4 8"6 10'3"15 5'10"4 5'2" 0"4 4' 7 " 6 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 JANUARY 17, 2017 TYPICAL HIP / KING JACK CONNECTION CORNERSET GENERAL SPECIFICATIONS Attach King Jack w/ (3) 16d Toe Nails @ TC & 24" Strap w/ (6) 10d x 1.5" ea. end @ BC Attach End Jack's w/ (4) 16d Toe Nails @ TC & (3) 16d Toe Nails @ BC Attach Corner Jack's w/ (2) 16d Toe Nails @ TC & BC (Typ) Attach Corner Jack's w/ (2) 16d Toe Nails @ TC & BC (Typ) 7 ' - 0 " M A X ST-CRNRST MAX LOAD: 55 psf Roof Load, 175 mph, ASCE 7-10, Exp. B, C up to 60' Mean Roof Height and Exposure D up to 30' Mean Roof Height. STDTL01 BC JUNE 20, 2019 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 STDTL03ALTERNATE GABLE END BRACING DETAILFEBRUARY 17, 2017 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 OPTION #2: APA RATED GUSSET. OPTION #3: 2X4 VERT. SCAB. PIGGY-BACK TRUSS. (REFER TO ACTUAL TRUSS DESIGN DRAWINGS FOR ADDITIONAL INFORMATION.) ** IMPORTANT NOTE ** THIS DETAIL IS VALID ONLY FOR SINGLE PLY BASE TRUSSES SPACED AT 24" O.C. OR LESS. PIGGY-BACK DETAIL (TYPICAL) 180 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-10, PARTIALLY ENCLOSED BLDG. LOCATED ANYWHERE AT ROOF, EXPOSURE C, WIND D.L.= 5.0 P.S.F. (MIN.), KZT= 1.00. OR... 160 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-10, PARTIALLY ENCLOSED BLDG. LOCATED ANYWHERE AT ROOF, EXPOSURE D, WIND D.L.= 5.0 P.S.F. (MIN.), KZT= 1.00. IMPORTANT NOTE: TOP CHORDS OF TRUSSES SUPPORTING PIGGY-BACK CAP TRUSSES MUST BE ADEQUATELY BRACED BY SHEATHING AND/ OR PURLINS. THE BUILDING ENGINEER OF RECORD SHALL PROVIDE DIAGONAL BRACING OR OTHER SUITABLE ANCHORAGE TO PERMANENTLY RESTRAIN PURLINS AND LATERAL BRACING FOR OUT OF PLANE LOADS OVER GABLE ENDS. MAXIMUM TRUSS SPACING IS NOT TO EXCEED 24" O.C. DETAIL IS NOT APPLICABLE IF CAP SUPPORTS ADDITIONAL LOADS SUCH AS CUPOLA, STEEPLE, CHIMNEY OR DRAG STRUT LOADS. **REFER TO ENGINEER'S SEALED TRUSS DESIGN DRAWINGS FOR PIGGY-BACK AND BASE TRUSS SPECIFICATIONS.** OPTION NO. 2 - APA RATED GUSSET: 8" x 8" x 0-7/16" (MIN.) APA RATED SHEATHING GUSSETS EACH FACE. ATTACH AT 8'-0" O.C. w/ 8 (EACH) 6d COMMON (0.113" x 2") NAILS PER GUSSET: 4 (EACH) AT CAP BOTTOM CHORD & 4 (EACH) AT BASE TRUSS TOP CHORD. GUSSETS MAY BE STAGGERED AT 4'-0" O.C. FRONT TO BACK FACES. MINIMUM TWO (2 EA.) CONNECTIONS AT EACH TRUSS. OPTION NO. 3 - 2X4 VERTICAL WOOD SCAB: 2X4 SPF #2, FULL CHORD DEPTH SCABS AT EACH FACE. ATTACH AT 8'-0" O.C. w/6 (EACH) 10d BOX NAILS (0.128" x 3") PER SCAB: 3 (EACH) AT CAP BOTTOM CHORD AND 3 (EACH) AT BASE TRUSS TOP CHORD. SCABS MAY BE STAGGERED 4'-0" O.C. FRONT TO BACK FACES. MINIMUM TWO (2 EA.) CONNECTIONS AT EACH TRUSS. OPTION NO. 1 - TEE-LOK 3" x 8" TEE-LOK MULTI-USE CONNECTION PLATES SPACED AT 4'-0" O.C. MAX. PLATES SHALL BE PRESSED INTO PIGGY-BACK TRUSS AT 4'-0" O.C. STAGGERED FROM EACH FACE AND NAILED TO BASE TRUSS WITH 4 EACH 6d (1.5" X 0.099") NAILS IN EACH PLATE TO ACHEIVE MAXIMUM UPLIFT CAPACITY OF 377 LBS AT EACH 3" X 8" TEE-LOK MULTI-USE CONNECTION PLATE (MINIMUM OF 2 PLATES). OPTION #1: TEE-LOK MULTI-USE CONNECTION PLATE. ATTACH EACH PURLIN TO TOP CHORD OF BASE TRUSS. PURLIN & CONNECTIONS BY OTHERS. BASE TRUSS. (REFER TO TRUSS DESIGN DRAWINGS FOR ADDITIONAL INFORMATION.) PURLINS SPACED ACCORDING TO MAX. SPACING OF TOP CHORD OF BASE TRUSS. SPACING IS NOT TO EXCEED 24" O.C. & PURLINS TO BE LOCATED AT JOINT OF EACH BASE TRUSS. 2'-0" MAX PIGGY-BACK TRUSS STDTL04.112/23/19 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 STDTL05TRUSSED VALLEY SET DETAIL - SHEATHED P 12 VALLEY TRUSS (TYPICAL) BASE TRUSSES SEE DETAIL "A" BELOW (TYP.) VALLEY TRUSS (TYPICAL) GABLE END, COMMON TRUSS, OR GIRDER TRUSS SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6" O.C. DETAIL A TRUSS CRITERIA: WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. GABLE END, COMMON TRUSS, OR GIRDER TRUSS GENERAL SPECIFICATIONS: 1. NAIL SIZE = 3" X 0.131" = 10d 2. WOOD SCREW = 4.5" SDS25412 SIMPSON OR EQUIVALENT. 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL "A". 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NDS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. JULY 17, 2017 ATTACH 2X4 CONTINUOUS #2 SYP TO THE ROOF W/ TWO SIMPSON SDS25412 (1/4" X 4.5") OR EQUIVALENT WOOD SCREWS INTO EACH BASE TRUSS. Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 STDTL06TRUSSED VALLEY SET DETAIL P 12 VALLEY TRUSS (TYPICAL) BASE TRUSSES SEE DETAIL "A" BELOW (TYP.) VALLEY TRUSS (TYPICAL) GABLE END, COMMON TRUSS, OR GIRDER TRUSS SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6" O.C. DETAIL A (NO SHEATHING) N.T.S. WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. GABLE END, COMMON TRUSS, OR GIRDER TRUSS GENERAL SPECIFICATIONS: 1. NAIL SIZE = 3" X 0.131" = 10d 2. WOOD SCREW = 3" SDS25300 SIMPSON OR EQUIVALENT. 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL "A". 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN DRAWINGS. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6. NAILING DONE PER NDS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. FEBRUARY 5, 2018 ATTACH 2X4 CONTINUOUS #2 SYP TO THE ROOF W/ TWO SIMPSON SDS25300 (1/4" X 3") OR EQUIVALENT WOOD SCREWS INTO EACH BASE TRUSS. Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 STDTL07TRUSSED VALLEY SET DETAIL (HIGH WIND VELOCITY) WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET CATERGORY II BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE AND VALLEY) SUPPORTING TRUSSES DIRECTLY UNDER VALLEY TRUSSES MUST BE DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2' - 10" ON AFFECTED TOP CHORDS. NOTES: 1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2. THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER. CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6/12 (MAXIMUM 12/12 PITCH) CLIP MAY BE APPLIED TO THIS FACE UP TO A MAXIMUM 6/12 PITCH FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE. NOTE: VALLEY STUD SPACING NOT TO EXCEED 48" O.C. SPACING. ATTACH VALLEY TRUSSES TO LOWER TRUSSES WITH USP RT7 OR EQUIVALENT. NON-BEVELED BOTTOM CHORD NON-BEVELED BOTTOM CHORD JULY 17, 2017 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 MAXIMUM STUD LENGTH 2X4 SP #3 / STUD 12" O.C. 16" O.C. 24" O.C. 2X4 SP #3 / STUD 2X4 SP #3 / STUD 2X4 SP #2 12" O.C. 16" O.C. 24" O.C. 2X4 SP #2 2X4 SP #2 3-8-10 3-3-10 2-8-6 5-6-11 4-9-12 3-11-3 6-6-11 6-6-11 5-4-12 11-1-13 9-10-15 8-1-2 3-10-15 5-6-11 6-6-11 11-8-14 10-8-0 9-3-13 6-6-11 6-2-9 4-9-12 3-11-3 3-6-11 3-1-4 3X4 = 12 A A * * * MAX MEAN ROOF HEIGHT = 30 FEET EXPOSURE B OR C ASCE 7-10 190 MPH DURATION OF LOAD INCREASE : 1.60 STDTL08STANDARD GABLE END DETAIL B B + + + + ** STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. CONNECTION OF BRACING IS BASED ON MWFRS. FEBRUARY 17, 2017 ** Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 STDTL09FEBRUARY 17, 2017 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 STDTL10FEBRUARY 17, 2017 LATERAL BRACING RECOMMENDATIONS Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 45.00°45.00°45.00° STDTL11FEBRUARY 17, 2017 LATERAL TOE-NAIL DETAIL Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 L STDTL12FEBRUARY 17, 2017 UPLIFT TOE-NAIL DETAIL Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 FEBRUARY 5, 2016 ST-2x2 NAILINGTYP 2x2 NAILER ATTACHMENT A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 2x2 NAILER ATTACHMENT GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 170 mph, ASCE 7-10, 29'-0" Mean Height, Exp. B, C or D. 1.5 x 4 1.5 x 4 2 x 4 SP No . 2 (M i n ) 2x4 SP No. 2 (Min) 2x2 SP No. 3 STDTL13 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 April 11, 2016 ST-FLAT GIR BRACETYPICAL ALTERNATE BRACING DETAIL FO EXTERIOR FLAT GIRDER TRUSS A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 (4) 12d MAX 30" (2'-6") 2x6 #2 SP (Both Faces) 24" o.c. SIMPSON H5 (4) 12d TRUSS 24" o.c. UPLIFT CONNECTION (SEE ROOF TRUSS) EXTERIOR FLAT GIRDER VARIES 12 STDTL14 Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 STDTL15FEBRUARY 17, 2017 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND DAMAGED OR MISSING CHORD SPLICE PLATES Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771 STDTL16FEBRUARY 17, 2017 SCAB APPLIED OVERHANGS (L) 24" MAX (2.0 x L) 24" MIN Manuel Martinez, P.E. # 047182 4620 ParkView Dr St Cloud, FL 34771