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Home My WebLink AboutTruss EngineeringLumber 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 81126 Page 1 of 2 A-1 Roof Trusses 4451 St Lucie Blvd Fort Pierce, FL 34946Site Information: Customer Info: COLE CONSTRUCTION Project Name: HUECK RESIDENCE Lot/Block:Model: Subdivision: Address: 2926 S HEADER CANAL ROAD, FORT PIERCE, FL 34945 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 53 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 4072 A01 6/23/20 2 3911 A02 6/23/20 3 3887 A03 6/23/20 4 3872 A04 6/23/20 5 3805 A05 6/23/20 6 3793 A06 6/23/20 7 3862 A07 6/23/20 8 3890 A08 6/23/20 9 3852 A09 6/23/20 10 3845 A10 6/23/20 11 3839 A11 6/23/20 12 3833 A12 6/23/20 No.Seq #Truss Name Date 13 3893 A13 6/23/20 14 2478 A14 6/23/20 15 3780 B01 6/23/20 16 3677 B02 6/23/20 17 3674 B03 6/23/20 18 3671 B04 6/23/20 19 3622 B05 6/23/20 20 3626 B06 6/23/20 21 3648 B07 6/23/20 22 3642 B08 6/23/20 23 3654 B09 6/23/20 24 3818 B10 6/23/20 No.Seq #Truss Name Date 25 4038 B11 6/23/20 26 3616 B12 6/23/20 27 3607 B13 6/23/20 28 3603 B14 6/23/20 29 3597 B15 6/23/20 30 3899 D01 6/23/20 31 2489 D02 6/23/20 32 2492 D03 6/23/20 33 4044 HJ7 6/23/20 34 3714 HJ7P 6/23/20 35 4047 J1 6/23/20 36 3702 J1P 6/23/20 Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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 81126 Page 2 of 2 No.Seq #Truss Name Date 37 4066 J2 6/23/20 38 4069 J2A 6/23/20 39 4041 J3 6/23/20 40 3705 J3P 6/23/20 41 4050 J5 6/23/20 42 3708 J5P 6/23/20 43 3774 J7 6/23/20 44 3664 J7C 6/23/20 45 3896 J7P 6/23/20 46 3732 PB01 6/23/20 47 3738 PB04 6/23/20 48 3741 PB05 6/23/20 49 3735 PB3 6/23/20 50 4033 V01 6/23/20 51 4030 V02 6/23/20 52 4027 V03 6/23/20 53 2486 V04 6/23/20 54 STDL01 STD. DETAIL 6/23/20 55 STDL02 STD. DETAIL 6/23/20 56 STDL03 STD. DETAIL 6/23/20 57 STDL04 STD. DETAIL 6/23/20 58 STDL05 STD. DETAIL 6/23/20 59 STDL06 STD. DETAIL 6/23/20 60 STDL07 STD. DETAIL 6/23/20 61 STDL08 STD. DETAIL 6/23/20 62 STDL09 STD. DETAIL 6/23/20 63 STDL10 STD. DETAIL 6/23/20 64 STDL11 STD. DETAIL 6/23/20 65 STDL12 STD. DETAIL 6/23/20 66 STDL13 STD. DETAIL 6/23/20 67 STDL14 STD. DETAIL 6/23/20 68 STDL15 STD. DETAIL 6/23/20 69 STDL16 STD. DETAIL 6/23/20 Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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, T5 2x4 SP M-30: Bot chord 2x4 SP #2 :B4 2x4 SP M-30: Webs 2x4 SP #3 :W1, W6, W12 2x6 SP #2: :W11 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 45.60 TC: From 31 plf at 45.60 to 31 plf at 50.35 BC: From 20 plf at 0.00 to 20 plf at 45.60 BC: From 10 plf at 45.60 to 10 plf at 50.35 TC: 70 lb Conc. Load at 45.60,46.48 TC: 45 lb Conc. Load at 47.48,49.48 BC: 46 lb Conc. Load at 45.60,46.48 BC: -14 lb Conc. Load at 47.48,49.48 Purlins 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 10.88 36.54 TC 24 43.21 50.35 BC 63 0.00 50.35 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. Additional Notes Negative reaction(s) of -230# 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) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL V 451 /-230 /- /- /54 /- R 2975 /- /- /- /1495 /- W 1093 /- /- /- /736 /- Wind reactions based on MWFRS V Brg Width = 8.0 Min Req = 1.5 R Brg Width = 8.0 Min Req = 3.5 W Brg Width = 5.8 Min Req = 1.5 Bearings V, R, & W are a rigid surface. Bearings V, R, & W require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 129 -150 B - C 194 -205 C - D 1038 -503 D - E 2200 -1157 E - F 2200 -1157 Chords Tens. Comp. F - G 91 -387 G - H 91 -387 H - I 718 -1496 I - J 846 -1694 J - K 1706 -3182 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - U 117 -96 U - T 118 -576 T - S 425 -942 S - R 425 -942 R - Q 189 -336 Chords Tens. Comp. Q - P 189 -336 P - O 920 -437 O - N 920 -437 N - M 3287 -1780 M - L 153 -132 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - U 106 -129 U - C 683 -277 C - T 335 -532 D - T 407 -54 D - R 874 -1763 E - R 387 -485 R - F 1198 -2336 F - P 1213 -509 Webs Tens. Comp. P - H 628 -987 H - N 730 -349 N - I 308 0 N - J 1098 -1860 J - M 459 -653 M - K 3132 -1627 K - L 629 -1032 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: 5.04 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): 0.204 J 999 360 VERT(CL): 0.419 J 929 240 HORZ(LL): 0.026 F - - HORZ(TL): 0.054 F - - Creep Factor: 2.0 Max TC CSI: 0.936 Max BC CSI: 0.959 Max Web CSI: 0.793 Wgt: 264.6 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss A01 Truss Type COMN Qty 1 Ply 1 4072 06/23/2020 T2 T5 B4 W1 W6 W11 W12 (a)(a) (a) (a)A B C D E F G H I J K LMNOPQRSTUVW 5 12 3X6(A1)2X4 3X6 3X4 5X8 3X4 4X6 2X4 4X12 4X6 4X6 4X6 4X4 3X4 4X6 4X10 5X6 5X6 6X6 6X6 3X6 1'10"8 16'32'5"12 SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ. 10'10"8 25'8"6'8"7'1"12 50'4"4 4"1 2'1"14'10"745'7"4 70# 10"870#1' 45# 2' 45# 46#46#-14#-14# 10"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 :T2, T5 2x4 SP M-30: Bot chord 2x4 SP #2 :B4 2x4 SP M-30: Webs 2x4 SP #3 :W1, W6, W12 2x6 SP #2: :W11 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 45.60 TC: From 31 plf at 45.60 to 31 plf at 50.35 BC: From 20 plf at 0.00 to 20 plf at 45.60 BC: From 10 plf at 45.60 to 10 plf at 50.35 TC: 70 lb Conc. Load at 45.60,46.48 TC: 45 lb Conc. Load at 47.48,49.48 BC: 46 lb Conc. Load at 45.60,46.48 BC: -14 lb Conc. Load at 47.48,49.48 Purlins 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 10.88 36.54 TC 24 43.21 50.35 BC 63 0.00 50.35 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. Additional Notes Negative reaction(s) of -230# 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) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL V 451 /-230 /- /- /54 /- R 2975 /- /- /- /1495 /- W 1093 /- /- /- /736 /- Wind reactions based on MWFRS V Brg Width = 8.0 Min Req = 1.5 R Brg Width = 8.0 Min Req = 3.5 W Brg Width = 5.8 Min Req = 1.5 Bearings V, R, & W are a rigid surface. Bearings V, R, & W require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 129 -150 B - C 194 -205 C - D 1038 -503 D - E 2200 -1157 E - F 2200 -1157 Chords Tens. Comp. F - G 91 -387 G - H 91 -387 H - I 718 -1496 I - J 846 -1694 J - K 1706 -3182 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - U 117 -96 U - T 118 -576 T - S 425 -942 S - R 425 -942 R - Q 189 -336 Chords Tens. Comp. Q - P 189 -336 P - O 920 -437 O - N 920 -437 N - M 3287 -1780 M - L 153 -132 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - U 106 -129 U - C 683 -277 C - T 335 -532 D - T 407 -54 D - R 874 -1763 E - R 387 -485 R - F 1198 -2336 F - P 1213 -509 Webs Tens. Comp. P - H 628 -987 H - N 730 -349 N - I 308 0 N - J 1098 -1860 J - M 459 -653 M - K 3132 -1627 K - L 629 -1032 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: 5.04 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): 0.204 J 999 360 VERT(CL): 0.419 J 929 240 HORZ(LL): 0.026 F - - HORZ(TL): 0.054 F - - Creep Factor: 2.0 Max TC CSI: 0.936 Max BC CSI: 0.959 Max Web CSI: 0.793 Wgt: 264.6 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss A01 Truss Type COMN Qty 1 Ply 1 4072 06/23/2020 T2 T5 B4 W1 W6 W11 W12 (a)(a) (a) (a)A B C D E F G H I J K LMNOPQRSTUVW 5 12 3X6(A1)2X4 3X6 3X4 5X8 3X4 4X6 2X4 4X12 4X6 4X6 4X6 4X4 3X4 4X6 4X10 5X6 5X6 6X6 6X6 3X6 1'10"8 16'32'5"12 SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ. 10'10"8 25'8"6'8"7'1"12 50'4"4 4"1 2'1"14'10"745'7"4 70# 10"870#1' 45# 2' 45# 46#46#-14#-14# 10"8 Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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 2x6 SP #2 :T1 2x4 SP #2: :T2 2x6 SP 2400f-2.0E: Bot chord 2x6 SP #2 :B2 2x6 SP 2400f-2.0E: :B3 2x4 SP 2400f-2.0E: Webs 2x4 SP #3 :W2, W4 2x4 SP M-30: :W3 2x8 SP 2400f-1.8E: :Lt Slider 2x6 SP #2: BLOCK LENGTH = 2.200' :Rt Slider 2x6 SP #2: BLOCK LENGTH = 1.500' 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 8.88 TC: From 31 plf at 8.88 to 31 plf at 38.54 TC: From 62 plf at 38.54 to 62 plf at 45.54 BC: From 20 plf at 0.00 to 20 plf at 8.91 BC: From 10 plf at 8.91 to 10 plf at 38.51 BC: From 20 plf at 38.51 to 20 plf at 45.54 TC: 285 lb Conc. Load at 8.91 TC: 175 lb Conc. Load at 10.94,12.94,14.94,16.94 18.94,20.94,22.94,24.48,26.48,28.48,30.48,32.48 34.48,36.48 TC: 290 lb Conc. Load at 38.51 BC: 302 lb Conc. Load at 8.91 BC: 109 lb Conc. Load at 10.94,12.94,14.94,16.94 18.94,20.94,22.94,24.48,26.48,28.48,30.48,32.48 34.48,36.48 BC: 315 lb Conc. Load at 38.51 Purlins 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 8.88 38.54 BC 58 0.00 45.54 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 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 P 650 /- /- /- /508 /- M 5223 /- /- /- /4684 /- Q 1853 /- /- /- /1361 /- Wind reactions based on MWFRS P Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 4.3 Q Brg Width = 8.0 Min Req = 1.5 Bearings P, M, & Q are a rigid surface. Bearings P, M, & Q require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 200 0 B - C 627 -476 C - D 2734 -2598 D - E 2732 -2596 Chords Tens. Comp. E - F 1643 -2833 F - G 2364 -3136 G - H 2652 -3487 H - I 2810 -3665 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. P - O 366 -515 A - P 0 -130 O - N 344 -491 N - M 344 -491 Chords Tens. Comp. M - L 1485 -795 L - K 3502 -2542 K - J 3501 -2542 J - I 3075 -2338 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. O - C 565 -614 C - M 3326 -3232 D - M 1357 -1179 M - E 3808 -4722 Webs Tens. Comp. E - L 1986 -1242 L - F 1316 -986 F - J 204 -415 J - G 766 -318 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: 4.55 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.211 F 999 360 VERT(CL): 0.312 F 999 240 HORZ(LL): -0.093 H - - HORZ(TL): 0.128 H - - Creep Factor: 2.0 Max TC CSI: 0.939 Max BC CSI: 0.971 Max Web CSI: 0.898 Wgt: 262.5 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss A02 Truss Type HIPS Qty 1 Ply 1 3911 06/23/2020 T1 T2 B2 B3 W2 W3 W4(a)(a) A B C D E F G H I JKLMNOP Q 5 12 4X6(C6) 3X6(C6) 3X4 3X4 7X6 5X6 3X8 8X14 8X10 4X6 H0510 4X6 3X4 5X8(R) 4X6 3X4(E3) 3X10(E3) 1'10"8 16'27'8" SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ. 8'10"8 29'8"7' 45'6"8 4"1 1'1"74'0"78'10"14 285# 2'0"6175# 2' 175# 2' 175# 2' 175# 2' 175# 2' 175# 2' 175#1'6"8 175# 2' 175# 2' 175# 2' 175# 2' 175# 2' 175# 2' 175# 2'0"6290# 302#109#109#109#109#109#109#109#109#109#109#109#109#109#109#315# 7'0"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 2x6 SP #2 :T1 2x4 SP #2: :T2 2x6 SP 2400f-2.0E: Bot chord 2x6 SP #2 :B2 2x6 SP 2400f-2.0E: :B3 2x4 SP 2400f-2.0E: Webs 2x4 SP #3 :W2, W4 2x4 SP M-30: :W3 2x8 SP 2400f-1.8E: :Lt Slider 2x6 SP #2: BLOCK LENGTH = 2.200' :Rt Slider 2x6 SP #2: BLOCK LENGTH = 1.500' 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 8.88 TC: From 31 plf at 8.88 to 31 plf at 38.54 TC: From 62 plf at 38.54 to 62 plf at 45.54 BC: From 20 plf at 0.00 to 20 plf at 8.91 BC: From 10 plf at 8.91 to 10 plf at 38.51 BC: From 20 plf at 38.51 to 20 plf at 45.54 TC: 285 lb Conc. Load at 8.91 TC: 175 lb Conc. Load at 10.94,12.94,14.94,16.94 18.94,20.94,22.94,24.48,26.48,28.48,30.48,32.48 34.48,36.48 TC: 290 lb Conc. Load at 38.51 BC: 302 lb Conc. Load at 8.91 BC: 109 lb Conc. Load at 10.94,12.94,14.94,16.94 18.94,20.94,22.94,24.48,26.48,28.48,30.48,32.48 34.48,36.48 BC: 315 lb Conc. Load at 38.51 Purlins 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 8.88 38.54 BC 58 0.00 45.54 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 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 P 650 /- /- /- /508 /- M 5223 /- /- /- /4684 /- Q 1853 /- /- /- /1361 /- Wind reactions based on MWFRS P Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 4.3 Q Brg Width = 8.0 Min Req = 1.5 Bearings P, M, & Q are a rigid surface. Bearings P, M, & Q require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 200 0 B - C 627 -476 C - D 2734 -2598 D - E 2732 -2596 Chords Tens. Comp. E - F 1643 -2833 F - G 2364 -3136 G - H 2652 -3487 H - I 2810 -3665 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. P - O 366 -515 A - P 0 -130 O - N 344 -491 N - M 344 -491 Chords Tens. Comp. M - L 1485 -795 L - K 3502 -2542 K - J 3501 -2542 J - I 3075 -2338 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. O - C 565 -614 C - M 3326 -3232 D - M 1357 -1179 M - E 3808 -4722 Webs Tens. Comp. E - L 1986 -1242 L - F 1316 -986 F - J 204 -415 J - G 766 -318 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: 4.55 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.211 F 999 360 VERT(CL): 0.312 F 999 240 HORZ(LL): -0.093 H - - HORZ(TL): 0.128 H - - Creep Factor: 2.0 Max TC CSI: 0.939 Max BC CSI: 0.971 Max Web CSI: 0.898 Wgt: 262.5 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss A02 Truss Type HIPS Qty 1 Ply 1 3911 06/23/2020 T1 T2 B2 B3 W2 W3 W4(a)(a) A B C D E F G H I JKLMNOP Q 5 12 4X6(C6) 3X6(C6) 3X4 3X4 7X6 5X6 3X8 8X14 8X10 4X6 H0510 4X6 3X4 5X8(R) 4X6 3X4(E3) 3X10(E3) 1'10"8 16'27'8" SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ. 8'10"8 29'8"7' 45'6"8 4"1 1'1"74'0"78'10"14 285# 2'0"6175# 2' 175# 2' 175# 2' 175# 2' 175# 2' 175# 2' 175#1'6"8 175# 2' 175# 2' 175# 2' 175# 2' 175# 2' 175# 2' 175# 2'0"6290# 302#109#109#109#109#109#109#109#109#109#109#109#109#109#109#315# 7'0"6 Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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 :B4 2x4 SP M-30: Webs 2x4 SP #3 :W1 2x6 SP #2: 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 12.88 34.54 TC 24 41.21 50.35 BC 57 0.00 50.35 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. 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 525 /-81 /- /746 /404 /217 Q 2745 /- /- /1659 /1259 /- U 1093 /- /- /614 /518 /- Wind reactions based on MWFRS T Brg Width = 8.0 Min Req = 1.5 Q Brg Width = 8.0 Min Req = 3.2 U Brg Width = 5.8 Min Req = 1.5 Bearings T, Q, & U are a rigid surface. Bearings T, Q, & U require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 214 -218 B - C 774 -635 C - D 877 -497 D - E 1466 -986 E - F 445 -559 Chords Tens. Comp. F - G 445 -559 G - H 445 -559 H - I 1053 -1561 I - J 1667 -2534 J - K 4 -24 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - T 227 -171 T - S 94 -226 S - R 660 -670 R - Q 575 -790 Q - P 1139 -1373 Chords Tens. Comp. P - O 1139 -1373 O - N 1377 -851 N - M 2581 -1715 M - L 1569 -1117 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. T - B 736 -517 B - S 644 -696 S - C 263 -309 C - R 819 -660 D - R 628 -860 D - Q 1428 -1210 Q - E 1285 -1705 E - O 2243 -1486 Webs Tens. Comp. O - H 792 -1002 G - O 513 -538 H - N 654 -274 N - I 928 -1294 I - M 436 -427 M - J 1133 -645 J - L 1285 -1790 K - L 142 -120 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: 5.04 ft Loc. from endwall: not in 6.50 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): 0.132 I 999 360 VERT(CL): 0.273 I 999 240 HORZ(LL): -0.018 K - - HORZ(TL): 0.041 K - - Creep Factor: 2.0 Max TC CSI: 0.759 Max BC CSI: 0.979 Max Web CSI: 0.983 Wgt: 275.1 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss A03 Truss Type COMN Qty 1 Ply 1 3887 06/23/2020 T2 B4 W1 (a)(a)(a) (a) A B C D E F G H I J K LMNOPQRST U 5 12 3X6(A1) 3X6 5X6 5X6 4X6(R) 4X6 4X6 4X6 1.5X4 5X10 5X8 5X8 5X6 4X4 1.5X4 4X6(R) 1'10"8 16'32'5"12 SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ. 12'10"8 21'8"6'8"9'1"12 50'4"4 4"1 2'11"15'8"7**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 :T2 2x4 SP M-30: Bot chord 2x4 SP #2 :B4 2x4 SP M-30: Webs 2x4 SP #3 :W1 2x6 SP #2: 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 12.88 34.54 TC 24 41.21 50.35 BC 57 0.00 50.35 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. 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 525 /-81 /- /746 /404 /217 Q 2745 /- /- /1659 /1259 /- U 1093 /- /- /614 /518 /- Wind reactions based on MWFRS T Brg Width = 8.0 Min Req = 1.5 Q Brg Width = 8.0 Min Req = 3.2 U Brg Width = 5.8 Min Req = 1.5 Bearings T, Q, & U are a rigid surface. Bearings T, Q, & U require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 214 -218 B - C 774 -635 C - D 877 -497 D - E 1466 -986 E - F 445 -559 Chords Tens. Comp. F - G 445 -559 G - H 445 -559 H - I 1053 -1561 I - J 1667 -2534 J - K 4 -24 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - T 227 -171 T - S 94 -226 S - R 660 -670 R - Q 575 -790 Q - P 1139 -1373 Chords Tens. Comp. P - O 1139 -1373 O - N 1377 -851 N - M 2581 -1715 M - L 1569 -1117 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. T - B 736 -517 B - S 644 -696 S - C 263 -309 C - R 819 -660 D - R 628 -860 D - Q 1428 -1210 Q - E 1285 -1705 E - O 2243 -1486 Webs Tens. Comp. O - H 792 -1002 G - O 513 -538 H - N 654 -274 N - I 928 -1294 I - M 436 -427 M - J 1133 -645 J - L 1285 -1790 K - L 142 -120 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: 5.04 ft Loc. from endwall: not in 6.50 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): 0.132 I 999 360 VERT(CL): 0.273 I 999 240 HORZ(LL): -0.018 K - - HORZ(TL): 0.041 K - - Creep Factor: 2.0 Max TC CSI: 0.759 Max BC CSI: 0.979 Max Web CSI: 0.983 Wgt: 275.1 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss A03 Truss Type COMN Qty 1 Ply 1 3887 06/23/2020 T2 B4 W1 (a)(a)(a) (a) A B C D E F G H I J K LMNOPQRST U 5 12 3X6(A1) 3X6 5X6 5X6 4X6(R) 4X6 4X6 4X6 1.5X4 5X10 5X8 5X8 5X6 4X4 1.5X4 4X6(R) 1'10"8 16'32'5"12 SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ. 12'10"8 21'8"6'8"9'1"12 50'4"4 4"1 2'11"15'8"7Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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, B4 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 14.88 32.54 TC 24 39.21 50.35 BC 59 0.00 50.35 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. 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 V 508 /-84 /- /718 /371 /254 S 2762 /- /- /1721 /1263 /- W 1092 /- /- /607 /519 /- Wind reactions based on MWFRS V Brg Width = 8.0 Min Req = 1.5 S Brg Width = 8.0 Min Req = 2.3 W Brg Width = 5.8 Min Req = 1.5 Bearings V, S, & W are a rigid surface. Bearings V, S, & W require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 208 -230 B - C 737 -664 C - D 852 -651 D - E 868 -637 E - F 1303 -893 F - G 321 -309 Chords Tens. Comp. G - H 321 -309 H - I 321 -310 I - J 860 -1252 J - K 1361 -2114 K - L 4 -27 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - V 230 -165 V - U 109 -279 U - T 109 -279 T - S 683 -918 S - R 1059 -1226 Chords Tens. Comp. R - Q 1059 -1226 Q - P 1088 -670 P - O 2137 -1391 O - N 2137 -1391 N - M 1390 -995 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. V - B 715 -502 B - T 660 -663 C - T 557 -471 T - E 1069 -1536 E - S 1040 -1015 S - F 1223 -1653 F - Q 1943 -1324 Q - I 844 -1047 Webs Tens. Comp. G - Q 457 -471 I - P 676 -329 P - J 812 -1182 J - N 352 -269 N - K 866 -438 K - M 1167 -1613 L - M 169 -143 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: 5.04 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): 0.105 J 999 360 VERT(CL): 0.220 J 999 240 HORZ(LL): -0.018 L - - HORZ(TL): 0.037 L - - Creep Factor: 2.0 Max TC CSI: 0.796 Max BC CSI: 0.993 Max Web CSI: 0.950 Wgt: 283.5 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss A04 Truss Type COMN Qty 1 Ply 1 3872 06/23/2020 B2 B4 W1 (a)(a)(a)(a) (a)(a) A B C D E F G H I J K L MNOPQRSTUVW 5 12 3X6(A1) 3X4 3X6 3X6 1.5X4 3X10 3X6 5X6 4X6(R) 4X6 4X6 1.5X4 5X8 4X6 5X8 3X4 4X6 5X6 3X4 4X4 1.5X4 4X6(R) 1'10"8 16'32'5"12 SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ. 14'10"8 17'8"6'8"11'1"12 50'4"4 4"1 3'9"16'6"7**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B2, B4 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 14.88 32.54 TC 24 39.21 50.35 BC 59 0.00 50.35 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. 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 V 508 /-84 /- /718 /371 /254 S 2762 /- /- /1721 /1263 /- W 1092 /- /- /607 /519 /- Wind reactions based on MWFRS V Brg Width = 8.0 Min Req = 1.5 S Brg Width = 8.0 Min Req = 2.3 W Brg Width = 5.8 Min Req = 1.5 Bearings V, S, & W are a rigid surface. Bearings V, S, & W require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 208 -230 B - C 737 -664 C - D 852 -651 D - E 868 -637 E - F 1303 -893 F - G 321 -309 Chords Tens. Comp. G - H 321 -309 H - I 321 -310 I - J 860 -1252 J - K 1361 -2114 K - L 4 -27 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - V 230 -165 V - U 109 -279 U - T 109 -279 T - S 683 -918 S - R 1059 -1226 Chords Tens. Comp. R - Q 1059 -1226 Q - P 1088 -670 P - O 2137 -1391 O - N 2137 -1391 N - M 1390 -995 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. V - B 715 -502 B - T 660 -663 C - T 557 -471 T - E 1069 -1536 E - S 1040 -1015 S - F 1223 -1653 F - Q 1943 -1324 Q - I 844 -1047 Webs Tens. Comp. G - Q 457 -471 I - P 676 -329 P - J 812 -1182 J - N 352 -269 N - K 866 -438 K - M 1167 -1613 L - M 169 -143 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: 5.04 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): 0.105 J 999 360 VERT(CL): 0.220 J 999 240 HORZ(LL): -0.018 L - - HORZ(TL): 0.037 L - - Creep Factor: 2.0 Max TC CSI: 0.796 Max BC CSI: 0.993 Max Web CSI: 0.950 Wgt: 283.5 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss A04 Truss Type COMN Qty 1 Ply 1 3872 06/23/2020 B2 B4 W1 (a)(a)(a)(a) (a)(a) A B C D E F G H I J K L MNOPQRSTUVW 5 12 3X6(A1) 3X4 3X6 3X6 1.5X4 3X10 3X6 5X6 4X6(R) 4X6 4X6 1.5X4 5X8 4X6 5X8 3X4 4X6 5X6 3X4 4X4 1.5X4 4X6(R) 1'10"8 16'32'5"12 SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ. 14'10"8 17'8"6'8"11'1"12 50'4"4 4"1 3'9"16'6"7Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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 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. Plating Notes All plates are 3X6 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 16.88 30.54 TC 24 37.21 50.35 BC 64 0.00 50.35 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. 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 V 499 /-92 /- /718 /365 /290 S 2776 /- /- /1756 /1283 /- W 1088 /- /- /597 /508 /- Wind reactions based on MWFRS V Brg Width = 8.0 Min Req = 1.5 S Brg Width = 8.0 Min Req = 3.3 W Brg Width = 5.8 Min Req = 1.5 Bearings V, S, & W are a rigid surface. Bearings V, S, & W require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 175 -116 B - C 602 -601 C - D 708 -586 D - E 732 -577 E - F 1187 -801 Chords Tens. Comp. F - G 217 -100 G - H 217 -100 H - I 668 -967 I - J 1135 -1728 J - K 841 -1300 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - V 124 -134 V - U 175 -289 U - T 175 -289 T - S 909 -1074 S - R 970 -1117 R - Q 970 -1117 Chords Tens. Comp. Q - P 821 -490 P - O 1737 -1151 O - N 1737 -1151 N - M 1350 -884 M - L 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. V - B 549 -401 B - T 525 -446 C - T 631 -547 T - E 1174 -1687 E - S 950 -941 S - F 1280 -1674 F - Q 1748 -1196 G - Q 390 -398 Webs Tens. Comp. Q - H 851 -1101 H - P 731 -374 P - I 787 -1089 I - N 244 -137 N - J 461 -306 J - M 636 -728 M - K 1564 -1012 K - L 746 -1035 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: 5.04 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): 0.099 I 999 360 VERT(CL): 0.207 I 999 240 HORZ(LL): -0.022 K - - HORZ(TL): 0.044 K - - Creep Factor: 2.0 Max TC CSI: 0.848 Max BC CSI: 0.972 Max Web CSI: 0.997 Wgt: 304.5 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss A05 Truss Type COMN Qty 1 Ply 1 3805 06/23/2020 T1 B2 W1 (a)(a)(a)(a) (a)(a) A B C D E F G H I J K LMNOPQRSTUVW 5 12 3X6(A1) 2X4 1.5X4 3X10 5X6 4X6(R) 4X6 4X6 1.5X4 5X8 6X6 3X4 4X6 5X6 3X4 3X4 4X4 4X4 1'10"8 16'32'5"12 SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ. 16'10"8 13'8"6'8"13'1"12 50'4"4 4"1 4'7"17'4"7**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 :T1 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. Plating Notes All plates are 3X6 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 16.88 30.54 TC 24 37.21 50.35 BC 64 0.00 50.35 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. 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 V 499 /-92 /- /718 /365 /290 S 2776 /- /- /1756 /1283 /- W 1088 /- /- /597 /508 /- Wind reactions based on MWFRS V Brg Width = 8.0 Min Req = 1.5 S Brg Width = 8.0 Min Req = 3.3 W Brg Width = 5.8 Min Req = 1.5 Bearings V, S, & W are a rigid surface. Bearings V, S, & W require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 175 -116 B - C 602 -601 C - D 708 -586 D - E 732 -577 E - F 1187 -801 Chords Tens. Comp. F - G 217 -100 G - H 217 -100 H - I 668 -967 I - J 1135 -1728 J - K 841 -1300 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - V 124 -134 V - U 175 -289 U - T 175 -289 T - S 909 -1074 S - R 970 -1117 R - Q 970 -1117 Chords Tens. Comp. Q - P 821 -490 P - O 1737 -1151 O - N 1737 -1151 N - M 1350 -884 M - L 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. V - B 549 -401 B - T 525 -446 C - T 631 -547 T - E 1174 -1687 E - S 950 -941 S - F 1280 -1674 F - Q 1748 -1196 G - Q 390 -398 Webs Tens. Comp. Q - H 851 -1101 H - P 731 -374 P - I 787 -1089 I - N 244 -137 N - J 461 -306 J - M 636 -728 M - K 1564 -1012 K - L 746 -1035 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: 5.04 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): 0.099 I 999 360 VERT(CL): 0.207 I 999 240 HORZ(LL): -0.022 K - - HORZ(TL): 0.044 K - - Creep Factor: 2.0 Max TC CSI: 0.848 Max BC CSI: 0.972 Max Web CSI: 0.997 Wgt: 304.5 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss A05 Truss Type COMN Qty 1 Ply 1 3805 06/23/2020 T1 B2 W1 (a)(a)(a)(a) (a)(a) A B C D E F G H I J K LMNOPQRSTUVW 5 12 3X6(A1) 2X4 1.5X4 3X10 5X6 4X6(R) 4X6 4X6 1.5X4 5X8 6X6 3X4 4X6 5X6 3X4 3X4 4X4 4X4 1'10"8 16'32'5"12 SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ. 16'10"8 13'8"6'8"13'1"12 50'4"4 4"1 4'7"17'4"7Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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, B4 2x4 SP M-30: Webs 2x4 SP #3 :W1 2x6 SP #2: 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 18.88 28.54 TC 24 35.21 48.21 BC 72 0.00 18.21 BC 75 18.21 28.50 BC 103 28.50 38.79 BC 100 38.79 50.35 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. 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 V 501 /-125 /- /739 /392 /321 W 2863 /- /- /1809 /1325 /- X 1040 /- /- /598 /482 /- Wind reactions based on MWFRS V Brg Width = 8.0 Min Req = 1.5 W Brg Width = 8.0 Min Req = 3.4 X Brg Width = 5.8 Min Req = 1.5 Bearings V, W, & X are a rigid surface. Bearings V, W, & X require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 161 -110 B - C 216 -72 C - D 723 -559 D - E 749 -547 E - F 1417 -965 F - G 1183 -754 Chords Tens. Comp. G - H 570 -664 H - I 517 -798 I - J 877 -1319 J - K 882 -1325 K - L 354 -452 L - M 337 -506 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - U 119 -122 U - T 551 -510 T - S 492 -839 S - R 493 -839 Chords Tens. Comp. R - Q 472 -329 Q - P 1599 -1063 P - O 1024 -691 O - N 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - U 298 -195 U - C 580 -568 C - T 375 -354 T - E 702 -974 E - R 1076 -775 R - F 644 -805 R - G 1106 -1559 G - Q 1297 -794 Q - H 307 -126 Webs Tens. Comp. Q - I 831 -933 I - P 380 -360 P - J 220 -214 P - K 446 -170 K - O 621 -860 O - L 148 -40 O - M 951 -592 M - N 696 -1063 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: 5.04 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): 0.073 I 999 360 VERT(CL): 0.156 I 999 240 HORZ(LL): 0.021 O - - HORZ(TL): 0.044 O - - Creep Factor: 2.0 Max TC CSI: 0.951 Max BC CSI: 0.993 Max Web CSI: 0.952 Wgt: 297.5 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss A06 Truss Type COMN Qty 1 Ply 1 3793 06/23/2020 B1 B4W1 (a) A B C D E F G H I J K L M NOP Q RSTUVW X 5 12 3 12 3X6(A1) 2X4 3X6 3X6 4X6 6X12 5X6 4X4 5X10 5X6 5X6 6X8 1.5X4 4X8 5X6 3X6 1'10"8 16'32'5"12 SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ. 18'10"8 9'8"6'8"13'2'1"12 18'2"8 10'3"8 10'3"8 11'6"12 50'4"4 4"1 4'6"65'5"12'6"148'2"7**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B1, B4 2x4 SP M-30: Webs 2x4 SP #3 :W1 2x6 SP #2: 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 18.88 28.54 TC 24 35.21 48.21 BC 72 0.00 18.21 BC 75 18.21 28.50 BC 103 28.50 38.79 BC 100 38.79 50.35 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. 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 V 501 /-125 /- /739 /392 /321 W 2863 /- /- /1809 /1325 /- X 1040 /- /- /598 /482 /- Wind reactions based on MWFRS V Brg Width = 8.0 Min Req = 1.5 W Brg Width = 8.0 Min Req = 3.4 X Brg Width = 5.8 Min Req = 1.5 Bearings V, W, & X are a rigid surface. Bearings V, W, & X require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 161 -110 B - C 216 -72 C - D 723 -559 D - E 749 -547 E - F 1417 -965 F - G 1183 -754 Chords Tens. Comp. G - H 570 -664 H - I 517 -798 I - J 877 -1319 J - K 882 -1325 K - L 354 -452 L - M 337 -506 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - U 119 -122 U - T 551 -510 T - S 492 -839 S - R 493 -839 Chords Tens. Comp. R - Q 472 -329 Q - P 1599 -1063 P - O 1024 -691 O - N 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - U 298 -195 U - C 580 -568 C - T 375 -354 T - E 702 -974 E - R 1076 -775 R - F 644 -805 R - G 1106 -1559 G - Q 1297 -794 Q - H 307 -126 Webs Tens. Comp. Q - I 831 -933 I - P 380 -360 P - J 220 -214 P - K 446 -170 K - O 621 -860 O - L 148 -40 O - M 951 -592 M - N 696 -1063 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: 5.04 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): 0.073 I 999 360 VERT(CL): 0.156 I 999 240 HORZ(LL): 0.021 O - - HORZ(TL): 0.044 O - - Creep Factor: 2.0 Max TC CSI: 0.951 Max BC CSI: 0.993 Max Web CSI: 0.952 Wgt: 297.5 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss A06 Truss Type COMN Qty 1 Ply 1 3793 06/23/2020 B1 B4W1 (a) A B C D E F G H I J K L M NOP Q RSTUVW X 5 12 3 12 3X6(A1) 2X4 3X6 3X6 4X6 6X12 5X6 4X4 5X10 5X6 5X6 6X8 1.5X4 4X8 5X6 3X6 1'10"8 16'32'5"12 SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ. 18'10"8 9'8"6'8"13'2'1"12 18'2"8 10'3"8 10'3"8 11'6"12 50'4"4 4"1 4'6"65'5"12'6"148'2"7Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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 2x6 SP #2: 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 20.88 26.54 TC 24 33.21 46.21 BC 75 0.00 28.50 BC 89 28.50 38.79 BC 120 38.79 50.35 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. 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 V 515 /-92 /- /734 /397 /353 W 2819 /- /- /1818 /1312 /- X 1057 /- /- /627 /484 /- Wind reactions based on MWFRS V Brg Width = 8.0 Min Req = 1.5 W Brg Width = 8.0 Min Req = 3.3 X Brg Width = 5.8 Min Req = 1.5 Bearings V, W, & X are a rigid surface. Bearings V, W, & X require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 165 -111 B - C 225 -74 C - D 666 -533 D - E 684 -517 E - F 1318 -920 F - G 1279 -789 Chords Tens. Comp. G - H 386 -293 H - I 552 -804 I - J 874 -1194 J - K 884 -1205 K - L 535 -745 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - U 121 -126 U - T 564 -493 T - S 531 -784 S - R 531 -784 R - Q 760 -683 Chords Tens. Comp. Q - P 360 -76 P - O 1409 -907 O - N 658 -433 N - M 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - U 288 -186 U - C 586 -546 C - T 413 -364 T - E 709 -971 E - R 1000 -706 F - R 406 -299 R - G 1216 -1797 G - Q 1354 -894 Q - H 940 -1198 Webs Tens. Comp. H - P 1099 -622 P - I 793 -835 I - O 207 -216 O - J 411 -422 O - K 701 -388 K - N 500 -555 N - L 940 -618 L - M 750 -1028 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: 5.04 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): 0.079 I 999 360 VERT(CL): 0.169 I 999 240 HORZ(LL): 0.024 N - - HORZ(TL): 0.050 N - - Creep Factor: 2.0 Max TC CSI: 0.726 Max BC CSI: 0.996 Max Web CSI: 0.931 Wgt: 305.9 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss A07 Truss Type COMN Qty 1 Ply 1 3862 06/23/2020 B1 W1 (a) (a) (a) (a) A B C D E F G H I J K L MNO P Q RSTUVW X 5 12 3 12 3X6(A1) 2X4 3X6 4X6 3X6 1.5X4 6X8 5X6 4X4 5X6 5X6 5X6 6X8 1.5X4 6X6 3X3(R) 3X6 1'10"8 16'32'5"12 SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ. 20'10"8 5'8"6'8"13'4'1"12 18'2"8 10'3"8 10'3"8 11'6"12 50'4"4 4"1 4'6"66'3"12'6"149'0"7**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B1 2x4 SP M-30: Webs 2x4 SP #3 :W1 2x6 SP #2: 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 20.88 26.54 TC 24 33.21 46.21 BC 75 0.00 28.50 BC 89 28.50 38.79 BC 120 38.79 50.35 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. 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 V 515 /-92 /- /734 /397 /353 W 2819 /- /- /1818 /1312 /- X 1057 /- /- /627 /484 /- Wind reactions based on MWFRS V Brg Width = 8.0 Min Req = 1.5 W Brg Width = 8.0 Min Req = 3.3 X Brg Width = 5.8 Min Req = 1.5 Bearings V, W, & X are a rigid surface. Bearings V, W, & X require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 165 -111 B - C 225 -74 C - D 666 -533 D - E 684 -517 E - F 1318 -920 F - G 1279 -789 Chords Tens. Comp. G - H 386 -293 H - I 552 -804 I - J 874 -1194 J - K 884 -1205 K - L 535 -745 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - U 121 -126 U - T 564 -493 T - S 531 -784 S - R 531 -784 R - Q 760 -683 Chords Tens. Comp. Q - P 360 -76 P - O 1409 -907 O - N 658 -433 N - M 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - U 288 -186 U - C 586 -546 C - T 413 -364 T - E 709 -971 E - R 1000 -706 F - R 406 -299 R - G 1216 -1797 G - Q 1354 -894 Q - H 940 -1198 Webs Tens. Comp. H - P 1099 -622 P - I 793 -835 I - O 207 -216 O - J 411 -422 O - K 701 -388 K - N 500 -555 N - L 940 -618 L - M 750 -1028 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: 5.04 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): 0.079 I 999 360 VERT(CL): 0.169 I 999 240 HORZ(LL): 0.024 N - - HORZ(TL): 0.050 N - - Creep Factor: 2.0 Max TC CSI: 0.726 Max BC CSI: 0.996 Max Web CSI: 0.931 Wgt: 305.9 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss A07 Truss Type COMN Qty 1 Ply 1 3862 06/23/2020 B1 W1 (a) (a) (a) (a) A B C D E F G H I J K L MNO P Q RSTUVW X 5 12 3 12 3X6(A1) 2X4 3X6 4X6 3X6 1.5X4 6X8 5X6 4X4 5X6 5X6 5X6 6X8 1.5X4 6X6 3X3(R) 3X6 1'10"8 16'32'5"12 SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ. 20'10"8 5'8"6'8"13'4'1"12 18'2"8 10'3"8 10'3"8 11'6"12 50'4"4 4"1 4'6"66'3"12'6"149'0"7Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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. 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 22.88 24.54 TC 24 31.21 44.21 BC 75 0.00 28.50 BC 98 28.50 38.79 BC 120 38.79 50.35 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. 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 V 541 /-45 /- /731 /406 /385 W 2747 /- /- /1811 /1282 /- X 1080 /- /- /656 /492 /- Wind reactions based on MWFRS V Brg Width = 8.0 Min Req = 1.5 W Brg Width = 8.0 Min Req = 3.2 X Brg Width = 5.8 Min Req = 1.5 Bearings V, W, & X are a rigid surface. Bearings V, W, & X require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 166 -104 B - C 224 -67 C - D 594 -504 D - E 1131 -832 E - F 1210 -822 F - G 1196 -678 Chords Tens. Comp. G - H 277 -87 H - I 680 -911 I - J 847 -1084 J - K 855 -1092 K - L 644 -910 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - U 114 -126 U - T 574 -480 T - S 574 -480 S - R 490 -698 R - Q 512 -253 Chords Tens. Comp. Q - P 327 -71 P - O 1261 -753 O - N 783 -489 N - M 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - U 287 -188 U - C 621 -524 C - S 409 -346 S - D 713 -957 D - R 977 -688 F - R 450 -359 R - G 1197 -1908 G - Q 1195 -807 Q - H 922 -1175 Webs Tens. Comp. H - P 1357 -842 P - I 827 -820 I - O 146 -155 O - J 388 -409 O - K 497 -250 N - L 950 -593 K - N 392 -430 L - M 773 -1026 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: 5.04 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): 0.079 I 999 360 VERT(CL): 0.168 I 999 240 HORZ(LL): 0.030 N - - HORZ(TL): 0.062 N - - Creep Factor: 2.0 Max TC CSI: 0.706 Max BC CSI: 0.983 Max Web CSI: 0.971 Wgt: 318.5 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss A08 Truss Type COMN Qty 1 Ply 1 3890 06/23/2020 B2 W1 (a) (a) (a)(a) (a) (a) A B C D E F G H I J K L MNO P Q RSTUVW X 5 12 3 12 3X6(A1) 2X4 3X6 3X6 4X6 1.5X4 6X8 5X6 4X4 5X6 5X6 5X6 6X8 1.5X4 6X6 3X4(R) 3X6 1'10"8 16'32'5"12 SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ. 22'10"8 1'8"6'8"13'6'1"12 18'2"8 10'3"8 10'3"8 11'6"12 50'4"4 4"1 4'6"67'1"12'6"149'10"7**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B2 2x4 SP M-30: Webs 2x4 SP #3 :W1 2x6 SP #2: 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 22.88 24.54 TC 24 31.21 44.21 BC 75 0.00 28.50 BC 98 28.50 38.79 BC 120 38.79 50.35 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. 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 V 541 /-45 /- /731 /406 /385 W 2747 /- /- /1811 /1282 /- X 1080 /- /- /656 /492 /- Wind reactions based on MWFRS V Brg Width = 8.0 Min Req = 1.5 W Brg Width = 8.0 Min Req = 3.2 X Brg Width = 5.8 Min Req = 1.5 Bearings V, W, & X are a rigid surface. Bearings V, W, & X require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 166 -104 B - C 224 -67 C - D 594 -504 D - E 1131 -832 E - F 1210 -822 F - G 1196 -678 Chords Tens. Comp. G - H 277 -87 H - I 680 -911 I - J 847 -1084 J - K 855 -1092 K - L 644 -910 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - U 114 -126 U - T 574 -480 T - S 574 -480 S - R 490 -698 R - Q 512 -253 Chords Tens. Comp. Q - P 327 -71 P - O 1261 -753 O - N 783 -489 N - M 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - U 287 -188 U - C 621 -524 C - S 409 -346 S - D 713 -957 D - R 977 -688 F - R 450 -359 R - G 1197 -1908 G - Q 1195 -807 Q - H 922 -1175 Webs Tens. Comp. H - P 1357 -842 P - I 827 -820 I - O 146 -155 O - J 388 -409 O - K 497 -250 N - L 950 -593 K - N 392 -430 L - M 773 -1026 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: 5.04 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): 0.079 I 999 360 VERT(CL): 0.168 I 999 240 HORZ(LL): 0.030 N - - HORZ(TL): 0.062 N - - Creep Factor: 2.0 Max TC CSI: 0.706 Max BC CSI: 0.983 Max Web CSI: 0.971 Wgt: 318.5 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss A08 Truss Type COMN Qty 1 Ply 1 3890 06/23/2020 B2 W1 (a) (a) (a)(a) (a) (a) A B C D E F G H I J K L MNO P Q RSTUVW X 5 12 3 12 3X6(A1) 2X4 3X6 3X6 4X6 1.5X4 6X8 5X6 4X4 5X6 5X6 5X6 6X8 1.5X4 6X6 3X4(R) 3X6 1'10"8 16'32'5"12 SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ. 22'10"8 1'8"6'8"13'6'1"12 18'2"8 10'3"8 10'3"8 11'6"12 50'4"4 4"1 4'6"67'1"12'6"149'10"7Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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 :T5 2x4 SP M-30: Bot chord 2x4 SP #2 :B2, B4 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 29.21 42.21 BC 75 0.00 28.50 BC 120 28.50 38.79 BC 118 38.79 50.35 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. 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 571 /- /- /730 /411 /398 U 2740 /- /- /1810 /1261 /- V 1096 /- /- /679 /498 /- Wind reactions based on MWFRS T Brg Width = 8.0 Min Req = 1.5 U Brg Width = 8.0 Min Req = 3.2 V Brg Width = 5.8 Min Req = 1.5 Bearings T, U, & V are a rigid surface. Bearings T, U, & V require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 176 -111 B - C 234 -74 C - D 597 -488 D - E 1050 -799 E - F 1128 -789 Chords Tens. Comp. F - G 1122 -633 G - H 797 -1002 H - I 710 -952 I - J 768 -937 J - K 702 -1033 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - S 121 -135 S - R 575 -500 R - Q 575 -500 Q - P 449 -608 Chords Tens. Comp. P - O 396 -151 O - N 1166 -665 N - M 881 -514 M - L 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - S 287 -190 S - C 654 -521 C - Q 402 -323 Q - D 711 -974 D - P 976 -697 F - P 479 -394 P - G 1240 -1888 G - O 1559 -995 Webs Tens. Comp. O - H 668 -676 O - I 398 -266 I - N 242 -314 N - J 157 -33 J - M 332 -329 M - K 993 -579 K - L 771 -1027 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: 5.04 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): 0.067 H 999 360 VERT(CL): 0.141 H 999 240 HORZ(LL): 0.029 G - - HORZ(TL): 0.061 G - - Creep Factor: 2.0 Max TC CSI: 0.949 Max BC CSI: 0.997 Max Web CSI: 0.952 Wgt: 300.3 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss A09 Truss Type COMN Qty 1 Ply 1 3852 06/23/2020 T5 B2 B4W1 (a) (a)(a) (a) A B C D E F G H I J K LMN O PQRSTU V 5 12 3 12 3X6(A1) 2X4 3X6 3X6 3X4 3X4 3X4 4X6 1.5X4 6X8 5X6 6X10 5X6 3X4 5X6 7X8 3X4 3X4(R) 3X6 1'10"8 16'32'5"12 SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ. 23'8"8 5'6"13'8'1"12 18'2"8 10'3"8 10'3"8 11'6"12 50'4"4 4"1 4'6"67'11"12'6"1410'2"9**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 :T5 2x4 SP M-30: Bot chord 2x4 SP #2 :B2, B4 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 29.21 42.21 BC 75 0.00 28.50 BC 120 28.50 38.79 BC 118 38.79 50.35 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. 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 571 /- /- /730 /411 /398 U 2740 /- /- /1810 /1261 /- V 1096 /- /- /679 /498 /- Wind reactions based on MWFRS T Brg Width = 8.0 Min Req = 1.5 U Brg Width = 8.0 Min Req = 3.2 V Brg Width = 5.8 Min Req = 1.5 Bearings T, U, & V are a rigid surface. Bearings T, U, & V require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 176 -111 B - C 234 -74 C - D 597 -488 D - E 1050 -799 E - F 1128 -789 Chords Tens. Comp. F - G 1122 -633 G - H 797 -1002 H - I 710 -952 I - J 768 -937 J - K 702 -1033 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - S 121 -135 S - R 575 -500 R - Q 575 -500 Q - P 449 -608 Chords Tens. Comp. P - O 396 -151 O - N 1166 -665 N - M 881 -514 M - L 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - S 287 -190 S - C 654 -521 C - Q 402 -323 Q - D 711 -974 D - P 976 -697 F - P 479 -394 P - G 1240 -1888 G - O 1559 -995 Webs Tens. Comp. O - H 668 -676 O - I 398 -266 I - N 242 -314 N - J 157 -33 J - M 332 -329 M - K 993 -579 K - L 771 -1027 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: 5.04 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): 0.067 H 999 360 VERT(CL): 0.141 H 999 240 HORZ(LL): 0.029 G - - HORZ(TL): 0.061 G - - Creep Factor: 2.0 Max TC CSI: 0.949 Max BC CSI: 0.997 Max Web CSI: 0.952 Wgt: 300.3 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss A09 Truss Type COMN Qty 1 Ply 1 3852 06/23/2020 T5 B2 B4W1 (a) (a)(a) (a) A B C D E F G H I J K LMN O PQRSTU V 5 12 3 12 3X6(A1) 2X4 3X6 3X6 3X4 3X4 3X4 4X6 1.5X4 6X8 5X6 6X10 5X6 3X4 5X6 7X8 3X4 3X4(R) 3X6 1'10"8 16'32'5"12 SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ. 23'8"8 5'6"13'8'1"12 18'2"8 10'3"8 10'3"8 11'6"12 50'4"4 4"1 4'6"67'11"12'6"1410'2"9Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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, B4 2x4 SP M-30: :B5 2x4 SP 2400f-2.0E: Webs 2x4 SP #3 :W1 2x6 SP #2: 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 27.21 40.21 BC 75 0.00 28.50 BC 120 28.50 50.35 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. 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 U 573 /- /- /730 /406 /398 V 2637 /- /- /1813 /799 /- W 1118 /- /- /706 /266 /- Wind reactions based on MWFRS U Brg Width = 8.0 Min Req = 1.5 V Brg Width = 8.0 Min Req = 3.1 W Brg Width = 5.8 Min Req = 1.5 Bearings U, V, & W are a rigid surface. Bearings U, V, & W require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 159 -110 B - C 217 -73 C - D 604 -468 D - E 957 -766 E - F 1035 -756 F - G 1029 -601 Chords Tens. Comp. G - H 930 -1149 H - I 631 -852 I - J 753 -893 J - K 756 -1022 K - L 104 -48 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - T 120 -120 T - S 560 -522 S - R 560 -522 R - Q 382 -548 Chords Tens. Comp. Q - P 362 -115 P - O 1092 -577 O - N 886 -437 N - M 726 -466 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - T 288 -188 T - C 660 -520 C - R 392 -320 R - D 711 -973 D - Q 973 -674 F - Q 479 -394 Q - G 1213 -1844 G - P 1716 -1113 Webs Tens. Comp. H - P 691 -752 P - I 487 -330 I - O 215 -272 O - J 53 -157 J - N 240 -14 N - K 283 -44 K - M 750 -1167 L - M 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 to 2h C&C Dist a: 5.04 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): 0.065 H 999 360 VERT(CL): 0.139 H 999 240 HORZ(LL): 0.028 M - - HORZ(TL): 0.058 M - - Creep Factor: 2.0 Max TC CSI: 0.756 Max BC CSI: 0.783 Max Web CSI: 0.929 Wgt: 315.7 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss A10 Truss Type COMN Qty 1 Ply 1 3845 06/23/2020 B2 B4 B5 W1 (a) (a)(a) (a)(a)(a) (a) A B C D E F G H I J K L MNO P QRSTUV W 5 12 3 12 3X6(A1) 2X4 3X6 3X6 4X6 1.5X4 6X8 5X6 5X6 6X10 5X6 5X8 1.5X3 3X6(R) 1'10"8 16'32'5"12 SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ. 23'8"8 3'6"13'10'1"12 18'2"8 10'3"8 10'3"8 11'6"12 50'4"4 4"1 4'6"68'9"12'6"1410'2"9**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B2, B4 2x4 SP M-30: :B5 2x4 SP 2400f-2.0E: Webs 2x4 SP #3 :W1 2x6 SP #2: 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 27.21 40.21 BC 75 0.00 28.50 BC 120 28.50 50.35 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. 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 U 573 /- /- /730 /406 /398 V 2637 /- /- /1813 /799 /- W 1118 /- /- /706 /266 /- Wind reactions based on MWFRS U Brg Width = 8.0 Min Req = 1.5 V Brg Width = 8.0 Min Req = 3.1 W Brg Width = 5.8 Min Req = 1.5 Bearings U, V, & W are a rigid surface. Bearings U, V, & W require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 159 -110 B - C 217 -73 C - D 604 -468 D - E 957 -766 E - F 1035 -756 F - G 1029 -601 Chords Tens. Comp. G - H 930 -1149 H - I 631 -852 I - J 753 -893 J - K 756 -1022 K - L 104 -48 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - T 120 -120 T - S 560 -522 S - R 560 -522 R - Q 382 -548 Chords Tens. Comp. Q - P 362 -115 P - O 1092 -577 O - N 886 -437 N - M 726 -466 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - T 288 -188 T - C 660 -520 C - R 392 -320 R - D 711 -973 D - Q 973 -674 F - Q 479 -394 Q - G 1213 -1844 G - P 1716 -1113 Webs Tens. Comp. H - P 691 -752 P - I 487 -330 I - O 215 -272 O - J 53 -157 J - N 240 -14 N - K 283 -44 K - M 750 -1167 L - M 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 to 2h C&C Dist a: 5.04 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): 0.065 H 999 360 VERT(CL): 0.139 H 999 240 HORZ(LL): 0.028 M - - HORZ(TL): 0.058 M - - Creep Factor: 2.0 Max TC CSI: 0.756 Max BC CSI: 0.783 Max Web CSI: 0.929 Wgt: 315.7 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss A10 Truss Type COMN Qty 1 Ply 1 3845 06/23/2020 B2 B4 B5 W1 (a) (a)(a) (a)(a)(a) (a) A B C D E F G H I J K L MNO P QRSTUV W 5 12 3 12 3X6(A1) 2X4 3X6 3X6 4X6 1.5X4 6X8 5X6 5X6 6X10 5X6 5X8 1.5X3 3X6(R) 1'10"8 16'32'5"12 SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ. 23'8"8 3'6"13'10'1"12 18'2"8 10'3"8 10'3"8 11'6"12 50'4"4 4"1 4'6"68'9"12'6"1410'2"9Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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, B4 2x4 SP M-30: Webs 2x4 SP #3 :W1 2x6 SP #2: 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 22.21 38.21 BC 75 0.00 28.50 BC 120 28.50 50.35 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. 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 607 /- /- /727 /397 /399 X 2513 /- /- /1794 /757 /- Y 1163 /- /- /744 /260 /- Wind reactions based on MWFRS W Brg Width = 8.0 Min Req = 1.5 X Brg Width = 8.0 Min Req = 3.0 Y Brg Width = 5.8 Min Req = 1.5 Bearings W, X, & Y are a rigid surface. Bearings W, X, & Y require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 157 -106 B - C 210 -68 C - D 659 -431 D - E 776 -641 E - F 854 -630 F - G 848 -512 G - H 57 -72 Chords Tens. Comp. G - I 727 -916 H - I 17 -32 I - J 725 -927 J - K 725 -927 K - L 792 -898 L - M 793 -1057 M - N 625 -959 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - V 115 -118 V - U 550 -590 U - T 550 -590 T - S 302 -370 Chords Tens. Comp. S - R 367 -169 R - Q 1058 -522 Q - P 854 -495 P - O 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - V 292 -189 V - C 706 -543 C - T 354 -280 T - D 711 -962 D - S 982 -681 F - S 334 -294 S - G 1113 -1714 G - R 1304 -744 Webs Tens. Comp. J - R 400 -367 R - K 341 -178 K - Q 185 -202 L - Q 159 0 Q - M 138 -55 M - P 419 -515 P - N 1045 -600 N - O 770 -1115 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: 5.04 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): 0.089 I 999 360 VERT(CL): 0.180 I 999 240 HORZ(LL): 0.032 H - - HORZ(TL): 0.066 H - - Creep Factor: 2.0 Max TC CSI: 0.634 Max BC CSI: 0.800 Max Web CSI: 0.927 Wgt: 318.5 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss A11 Truss Type COMN Qty 1 Ply 1 3839 06/23/2020 B2 B4W1 (a) (a)(a) (a) A B C D E F G H I J K L M N OPQ R STUVWX Y 5 12 3 12 3X6(A1) 2X4 3X6 3X6 4X6 1.5X4 6X8 4X8 4X6 1.5X4 1.5X4 5X8 5X6 5X10 3X4(R) 3X6 1'10"8 16'32'5"12 SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ. 23'8"8 2'2"14 13'12'1"12 18'2"8 10'3"8 10'3"8 11'6"12 50'4"4 4"1 4'6"62'6"1410'2"9**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B2, B4 2x4 SP M-30: Webs 2x4 SP #3 :W1 2x6 SP #2: 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 22.21 38.21 BC 75 0.00 28.50 BC 120 28.50 50.35 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. 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 607 /- /- /727 /397 /399 X 2513 /- /- /1794 /757 /- Y 1163 /- /- /744 /260 /- Wind reactions based on MWFRS W Brg Width = 8.0 Min Req = 1.5 X Brg Width = 8.0 Min Req = 3.0 Y Brg Width = 5.8 Min Req = 1.5 Bearings W, X, & Y are a rigid surface. Bearings W, X, & Y require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 157 -106 B - C 210 -68 C - D 659 -431 D - E 776 -641 E - F 854 -630 F - G 848 -512 G - H 57 -72 Chords Tens. Comp. G - I 727 -916 H - I 17 -32 I - J 725 -927 J - K 725 -927 K - L 792 -898 L - M 793 -1057 M - N 625 -959 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - V 115 -118 V - U 550 -590 U - T 550 -590 T - S 302 -370 Chords Tens. Comp. S - R 367 -169 R - Q 1058 -522 Q - P 854 -495 P - O 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - V 292 -189 V - C 706 -543 C - T 354 -280 T - D 711 -962 D - S 982 -681 F - S 334 -294 S - G 1113 -1714 G - R 1304 -744 Webs Tens. Comp. J - R 400 -367 R - K 341 -178 K - Q 185 -202 L - Q 159 0 Q - M 138 -55 M - P 419 -515 P - N 1045 -600 N - O 770 -1115 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: 5.04 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): 0.089 I 999 360 VERT(CL): 0.180 I 999 240 HORZ(LL): 0.032 H - - HORZ(TL): 0.066 H - - Creep Factor: 2.0 Max TC CSI: 0.634 Max BC CSI: 0.800 Max Web CSI: 0.927 Wgt: 318.5 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss A11 Truss Type COMN Qty 1 Ply 1 3839 06/23/2020 B2 B4W1 (a) (a)(a) (a) A B C D E F G H I J K L M N OPQ R STUVWX Y 5 12 3 12 3X6(A1) 2X4 3X6 3X6 4X6 1.5X4 6X8 4X8 4X6 1.5X4 1.5X4 5X8 5X6 5X10 3X4(R) 3X6 1'10"8 16'32'5"12 SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ. 23'8"8 2'2"14 13'12'1"12 18'2"8 10'3"8 10'3"8 11'6"12 50'4"4 4"1 4'6"62'6"1410'2"9Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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 :T3 2x6 SP 2400f-2.0E: :T4 2x4 SP M-30: Bot chord 2x4 SP #2 :B2, B4 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 24.21 36.21 BC 75 0.00 18.21 BC 118 18.21 28.50 BC 120 28.50 50.35 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. 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 S 658 /- /- /739 /384 /405 T 2351 /- /- /1733 /727 /- U 1218 /- /- /786 /277 /- Wind reactions based on MWFRS S Brg Width = 8.0 Min Req = 1.5 T Brg Width = 8.0 Min Req = 2.8 U Brg Width = 5.8 Min Req = 1.5 Bearings S, T, & U are a rigid surface. Bearings S, T, & U require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 155 -105 B - C 207 -67 C - D 709 -454 D - E 526 -500 E - F 604 -490 Chords Tens. Comp. F - G 600 -328 G - H 672 -857 H - I 837 -1132 I - J 650 -1014 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - R 114 -116 R - Q 592 -647 Q - P 592 -647 P - O 288 -242 Chords Tens. Comp. O - N 481 -122 N - M 1063 -514 M - L 907 -520 L - K 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - R 290 -190 R - C 754 -631 C - P 336 -243 P - D 708 -957 D - O 942 -655 F - O 496 -417 O - G 1040 -1655 Webs Tens. Comp. G - N 846 -344 N - H 515 -269 H - M 194 -155 M - I 154 -56 I - L 437 -553 L - J 1109 -630 J - K 795 -1171 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: 5.04 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): 0.040 H 999 360 VERT(CL): 0.084 H 999 240 HORZ(LL): 0.025 L - - HORZ(TL): 0.052 L - - Creep Factor: 2.0 Max TC CSI: 0.724 Max BC CSI: 0.971 Max Web CSI: 0.892 Wgt: 308.7 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss A12 Truss Type COMN Qty 1 Ply 1 3833 06/23/2020 T3 T4 B2 B4W1 (a) (a)(a) (a) A B C D E F G H I J KLM N OPQRST U 5 12 3 12 3X6(A1) 2X4 3X6 3X6 3X4 3X4 3X4 4X6 1.5X4 6X8 6X6 5X6 7X6 5X6 3X4 3X4 3X4(R) 3X6 1'10"8 16'32'5"12 SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ. 24'2"8 12'14'1"12 18'2"8 10'3"8 10'3"8 11'6"12 50'4"4 4"1 4'6"62'6"1410'5"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 :T3 2x6 SP 2400f-2.0E: :T4 2x4 SP M-30: Bot chord 2x4 SP #2 :B2, B4 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 24.21 36.21 BC 75 0.00 18.21 BC 118 18.21 28.50 BC 120 28.50 50.35 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. 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 S 658 /- /- /739 /384 /405 T 2351 /- /- /1733 /727 /- U 1218 /- /- /786 /277 /- Wind reactions based on MWFRS S Brg Width = 8.0 Min Req = 1.5 T Brg Width = 8.0 Min Req = 2.8 U Brg Width = 5.8 Min Req = 1.5 Bearings S, T, & U are a rigid surface. Bearings S, T, & U require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 155 -105 B - C 207 -67 C - D 709 -454 D - E 526 -500 E - F 604 -490 Chords Tens. Comp. F - G 600 -328 G - H 672 -857 H - I 837 -1132 I - J 650 -1014 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - R 114 -116 R - Q 592 -647 Q - P 592 -647 P - O 288 -242 Chords Tens. Comp. O - N 481 -122 N - M 1063 -514 M - L 907 -520 L - K 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - R 290 -190 R - C 754 -631 C - P 336 -243 P - D 708 -957 D - O 942 -655 F - O 496 -417 O - G 1040 -1655 Webs Tens. Comp. G - N 846 -344 N - H 515 -269 H - M 194 -155 M - I 154 -56 I - L 437 -553 L - J 1109 -630 J - K 795 -1171 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: 5.04 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): 0.040 H 999 360 VERT(CL): 0.084 H 999 240 HORZ(LL): 0.025 L - - HORZ(TL): 0.052 L - - Creep Factor: 2.0 Max TC CSI: 0.724 Max BC CSI: 0.971 Max Web CSI: 0.892 Wgt: 308.7 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss A12 Truss Type COMN Qty 1 Ply 1 3833 06/23/2020 T3 T4 B2 B4W1 (a) (a)(a) (a) A B C D E F G H I J KLM N OPQRST U 5 12 3 12 3X6(A1) 2X4 3X6 3X6 3X4 3X4 3X4 4X6 1.5X4 6X8 6X6 5X6 7X6 5X6 3X4 3X4 3X4(R) 3X6 1'10"8 16'32'5"12 SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ. 24'2"8 12'14'1"12 18'2"8 10'3"8 10'3"8 11'6"12 50'4"4 4"1 4'6"62'6"1410'5"1Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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, T5 2x4 SP M-30: Bot chord 2x4 SP M-30 :B1, B4 2x4 SP #2: Webs 2x4 SP #3 :W1 2x6 SP #2: :W7 2x4 SP M-30: 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 26.21 34.21 BC 75 0.00 18.21 BC 120 18.21 50.35 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. 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 660 /- /- /732 /384 /437 U 2435 /- /- /1755 /721 /- V 1204 /- /- /786 /270 /- Wind reactions based on MWFRS T Brg Width = 8.0 Min Req = 1.5 U Brg Width = 8.0 Min Req = 2.9 V Brg Width = 5.8 Min Req = 1.5 Bearings T, U, & V are a rigid surface. Bearings T, U, & V require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 171 -107 B - C 226 -70 C - D 667 -440 D - E 580 -556 E - F 659 -546 Chords Tens. Comp. F - G 668 -347 G - H 690 -796 H - I 851 -1020 I - J 830 -1109 J - K 693 -1105 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - S 117 -131 S - R 604 -609 R - Q 604 -609 Q - P 315 -271 Chords Tens. Comp. P - O 626 -162 O - N 978 -421 N - M 975 -534 M - L 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - S 285 -190 S - C 720 -664 C - Q 359 -249 Q - D 710 -961 D - P 910 -636 F - P 589 -514 P - G 1060 -1762 Webs Tens. Comp. G - O 821 -355 O - H 509 -280 H - N 165 -81 N - J 249 -139 J - M 373 -459 M - K 1119 -608 K - L 782 -1143 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: 5.04 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): 0.043 H 999 360 VERT(CL): 0.089 H 999 240 HORZ(LL): 0.025 M - - HORZ(TL): 0.051 M - - Creep Factor: 2.0 Max TC CSI: 0.935 Max BC CSI: 0.679 Max Web CSI: 0.971 Wgt: 304.5 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss A13 Truss Type COMN Qty 1 Ply 1 3893 06/23/2020 T2 T5 B1 B4 W1 W7 (a) (a) (a) A B C D E F G H I J K LMN O PQRSTU V 5 12 3 12 3X6(A1) 2X4 3X6 3X6 3X4 3X4 3X4 4X6 1.5X4 6X8 5X6 5X6 7X6 5X6 3X6 3X4 3X4 3X4(R) 3X6 1'10"8 16'32'5"12 SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ. 26'2"8 8'16'1"12 18'2"8 10'3"8 10'3"8 11'6"12 50'4"4 4"1 4'6"62'6"1411'3"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, T5 2x4 SP M-30: Bot chord 2x4 SP M-30 :B1, B4 2x4 SP #2: Webs 2x4 SP #3 :W1 2x6 SP #2: :W7 2x4 SP M-30: 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 26.21 34.21 BC 75 0.00 18.21 BC 120 18.21 50.35 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. 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 660 /- /- /732 /384 /437 U 2435 /- /- /1755 /721 /- V 1204 /- /- /786 /270 /- Wind reactions based on MWFRS T Brg Width = 8.0 Min Req = 1.5 U Brg Width = 8.0 Min Req = 2.9 V Brg Width = 5.8 Min Req = 1.5 Bearings T, U, & V are a rigid surface. Bearings T, U, & V require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 171 -107 B - C 226 -70 C - D 667 -440 D - E 580 -556 E - F 659 -546 Chords Tens. Comp. F - G 668 -347 G - H 690 -796 H - I 851 -1020 I - J 830 -1109 J - K 693 -1105 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - S 117 -131 S - R 604 -609 R - Q 604 -609 Q - P 315 -271 Chords Tens. Comp. P - O 626 -162 O - N 978 -421 N - M 975 -534 M - L 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - S 285 -190 S - C 720 -664 C - Q 359 -249 Q - D 710 -961 D - P 910 -636 F - P 589 -514 P - G 1060 -1762 Webs Tens. Comp. G - O 821 -355 O - H 509 -280 H - N 165 -81 N - J 249 -139 J - M 373 -459 M - K 1119 -608 K - L 782 -1143 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: 5.04 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): 0.043 H 999 360 VERT(CL): 0.089 H 999 240 HORZ(LL): 0.025 M - - HORZ(TL): 0.051 M - - Creep Factor: 2.0 Max TC CSI: 0.935 Max BC CSI: 0.679 Max Web CSI: 0.971 Wgt: 304.5 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss A13 Truss Type COMN Qty 1 Ply 1 3893 06/23/2020 T2 T5 B1 B4 W1 W7 (a) (a) (a) A B C D E F G H I J K LMN O PQRSTU V 5 12 3 12 3X6(A1) 2X4 3X6 3X6 3X4 3X4 3X4 4X6 1.5X4 6X8 5X6 5X6 7X6 5X6 3X6 3X4 3X4 3X4(R) 3X6 1'10"8 16'32'5"12 SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ. 26'2"8 8'16'1"12 18'2"8 10'3"8 10'3"8 11'6"12 50'4"4 4"1 4'6"62'6"1411'3"1Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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 2x4 SP #2 :B3 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 24.39 36.02 BC 75 0.00 18.21 BC 118 18.21 28.50 BC 120 28.50 50.35 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. 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 R 300 /-118 /- /386 /276 /409 P 2376 /- /- /1584 /747 /- S 1633 /- /- /950 /392 /- Wind reactions based on MWFRS R Brg Width = 8.0 Min Req = 1.5 P Brg Width = 8.0 Min Req = 2.8 S Brg Width = 5.8 Min Req = 1.9 Bearings R, P, & S are a rigid surface. Bearings R, P, & S require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 160 -77 B - C 678 -500 C - D 998 -1624 D - E 1012 -1496 E - F 1238 -1594 Chords Tens. Comp. F - G 1600 -2164 G - H 1600 -2164 H - I 1218 -1703 I - J 913 -1404 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - R 68 -117 R - Q 308 -385 Q - P 308 -385 P - O 238 -433 Chords Tens. Comp. O - N 1789 -1003 N - M 1681 -935 M - L 1281 -773 L - K 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. R - B 217 -211 B - P 636 -562 P - C 1464 -2125 C - O 1998 -1162 E - O 556 -506 O - F 322 -623 F - N 960 -517 Webs Tens. Comp. G - N 358 -362 N - H 798 -422 H - M 359 -478 M - I 305 -99 I - L 623 -827 L - J 1564 -939 J - K 1072 -1584 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: 5.04 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): 0.118 G 999 360 VERT(CL): 0.242 G 999 247 HORZ(LL): 0.046 L - - HORZ(TL): 0.095 L - - Creep Factor: 2.0 Max TC CSI: 0.836 Max BC CSI: 0.994 Max Web CSI: 0.939 Wgt: 310.1 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss A14 Truss Type COMN Qty 6 Ply 1 2478 06/23/2020 T1 B3 B3W1 (a) (a)(a) A B C D E F G H I J KLM N OPQR S 5 12 3 12 3X6(A1) 2X4 3X6 3X6 4X6 4X6 4X6 1.5X4 5X10 5X6 1.5X4 5X8 5X6 5X6 3X4 4X4 4X4(R) 3X6 1'10"8 7'4"41'1"12 SEAT PLATE REQ. SEAT PLATE REQ.SEAT PLATE REQ. 24'4"11 11'7"10 14'3"15 18'2"8 10'3"8 10'3"8 11'6"12 50'4"4 4"1 4'6"62'6"1410'6"**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 :T1 2x4 SP M-30: Bot chord 2x4 SP #2 :B3 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 24.39 36.02 BC 75 0.00 18.21 BC 118 18.21 28.50 BC 120 28.50 50.35 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. 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 R 300 /-118 /- /386 /276 /409 P 2376 /- /- /1584 /747 /- S 1633 /- /- /950 /392 /- Wind reactions based on MWFRS R Brg Width = 8.0 Min Req = 1.5 P Brg Width = 8.0 Min Req = 2.8 S Brg Width = 5.8 Min Req = 1.9 Bearings R, P, & S are a rigid surface. Bearings R, P, & S require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 160 -77 B - C 678 -500 C - D 998 -1624 D - E 1012 -1496 E - F 1238 -1594 Chords Tens. Comp. F - G 1600 -2164 G - H 1600 -2164 H - I 1218 -1703 I - J 913 -1404 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - R 68 -117 R - Q 308 -385 Q - P 308 -385 P - O 238 -433 Chords Tens. Comp. O - N 1789 -1003 N - M 1681 -935 M - L 1281 -773 L - K 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. R - B 217 -211 B - P 636 -562 P - C 1464 -2125 C - O 1998 -1162 E - O 556 -506 O - F 322 -623 F - N 960 -517 Webs Tens. Comp. G - N 358 -362 N - H 798 -422 H - M 359 -478 M - I 305 -99 I - L 623 -827 L - J 1564 -939 J - K 1072 -1584 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: 5.04 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): 0.118 G 999 360 VERT(CL): 0.242 G 999 247 HORZ(LL): 0.046 L - - HORZ(TL): 0.095 L - - Creep Factor: 2.0 Max TC CSI: 0.836 Max BC CSI: 0.994 Max Web CSI: 0.939 Wgt: 310.1 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss A14 Truss Type COMN Qty 6 Ply 1 2478 06/23/2020 T1 B3 B3W1 (a) (a)(a) A B C D E F G H I J KLM N OPQR S 5 12 3 12 3X6(A1) 2X4 3X6 3X6 4X6 4X6 4X6 1.5X4 5X10 5X6 1.5X4 5X8 5X6 5X6 3X4 4X4 4X4(R) 3X6 1'10"8 7'4"41'1"12 SEAT PLATE REQ. SEAT PLATE REQ.SEAT PLATE REQ. 24'4"11 11'7"10 14'3"15 18'2"8 10'3"8 10'3"8 11'6"12 50'4"4 4"1 4'6"62'6"1410'6"Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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 :T1 2x4 SP #2: Bot chord 2x4 SP #2 :B2 2x6 SP 2400f-2.0E: Webs 2x4 SP #3 :W1, W10 2x6 SP #2: :W2, W4 2x4 SP #2: :W8 2x4 SP M-30: 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 8.88 TC: From 31 plf at 8.88 to 31 plf at 26.54 BC: From 20 plf at 0.00 to 20 plf at 8.91 BC: From 10 plf at 8.91 to 10 plf at 26.08 BC: From 20 plf at 26.08 to 20 plf at 26.54 TC: 290 lb Conc. Load at 8.91 TC: 175 lb Conc. Load at 10.94,12.94,24.94,25.81 TC: 183 lb Conc. Load at 14.94,16.94,18.94,20.94 22.94 BC: 315 lb Conc. Load at 8.91 BC: 109 lb Conc. Load at 10.94,12.94,24.94,25.81 BC: 117 lb Conc. Load at 14.94,16.94,18.94,20.94 22.94 Plating Notes All plates are 3X6 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 8.88 26.54 BC 75 0.00 13.65 BC 60 13.69 26.54 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 2196 /- /- /- /1655 /- Q 2499 /- /- /- /1695 /- Wind reactions based on MWFRS P Brg Width = 8.0 Min Req = 2.6 Q Brg Width = 8.0 Min Req = 2.9 Bearings P & Q are a rigid surface. Bearings P & Q require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 63 -177 B - C 2715 -3494 C - D 3815 -5335 Chords Tens. Comp. D - E 2918 -4475 E - F 2918 -4475 F - G 2918 -4475 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - P 186 -59 P - O 519 -344 O - N 176 -132 M - L 5389 -3853 Chords Tens. Comp. L - J 134 -113 K - H 12 -35 J - I 169 -125 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. P - B 1712 -2088 B - O 2724 -2111 C - O 562 -591 C - M 2524 -1608 O - M 3029 -2335 M - N 152 -11 M - D 263 -248 Webs Tens. Comp. D - L 1019 -995 F - L 799 -867 L - G 4680 -3025 K - J 98 0 I - G 1669 -2213 I - H 1678 -2348 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 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.279 D 999 360 VERT(CL): 0.430 D 679 240 HORZ(LL): -0.078 K - - HORZ(TL): 0.129 K - - Creep Factor: 2.0 Max TC CSI: 0.997 Max BC CSI: 0.966 Max Web CSI: 0.961 Wgt: 164.5 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss B01 Truss Type HIPM Qty 1 Ply 1 3780 06/23/2020 T1 B2W1W2W4 W8 W10(a) (a) A B C D E F G HIJKL M NOP Q 5 12 2X4(A1) 5X6 5X14 7X8 H0710 3X4 4X6 3X4 8X12 1.5X4 1.5X3 3X3 6X8 1'10"8 24'8" SEAT PLATE REQ.SEAT PLATE REQ. 8'10"8 17'8" 13'9"8 10'7"8 2'1"8 26'6"8 4"1 4'0"71'8'10"14 290# 2'0"6 175# 2' 175# 2' 183# 2' 183# 2' 183# 2' 183# 2' 183# 2' 175# 10"8175# 315#109#109#117#117#117#117#117#109#109# 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 M-30 :T1 2x4 SP #2: Bot chord 2x4 SP #2 :B2 2x6 SP 2400f-2.0E: Webs 2x4 SP #3 :W1, W10 2x6 SP #2: :W2, W4 2x4 SP #2: :W8 2x4 SP M-30: 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 8.88 TC: From 31 plf at 8.88 to 31 plf at 26.54 BC: From 20 plf at 0.00 to 20 plf at 8.91 BC: From 10 plf at 8.91 to 10 plf at 26.08 BC: From 20 plf at 26.08 to 20 plf at 26.54 TC: 290 lb Conc. Load at 8.91 TC: 175 lb Conc. Load at 10.94,12.94,24.94,25.81 TC: 183 lb Conc. Load at 14.94,16.94,18.94,20.94 22.94 BC: 315 lb Conc. Load at 8.91 BC: 109 lb Conc. Load at 10.94,12.94,24.94,25.81 BC: 117 lb Conc. Load at 14.94,16.94,18.94,20.94 22.94 Plating Notes All plates are 3X6 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 8.88 26.54 BC 75 0.00 13.65 BC 60 13.69 26.54 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 2196 /- /- /- /1655 /- Q 2499 /- /- /- /1695 /- Wind reactions based on MWFRS P Brg Width = 8.0 Min Req = 2.6 Q Brg Width = 8.0 Min Req = 2.9 Bearings P & Q are a rigid surface. Bearings P & Q require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 63 -177 B - C 2715 -3494 C - D 3815 -5335 Chords Tens. Comp. D - E 2918 -4475 E - F 2918 -4475 F - G 2918 -4475 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - P 186 -59 P - O 519 -344 O - N 176 -132 M - L 5389 -3853 Chords Tens. Comp. L - J 134 -113 K - H 12 -35 J - I 169 -125 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. P - B 1712 -2088 B - O 2724 -2111 C - O 562 -591 C - M 2524 -1608 O - M 3029 -2335 M - N 152 -11 M - D 263 -248 Webs Tens. Comp. D - L 1019 -995 F - L 799 -867 L - G 4680 -3025 K - J 98 0 I - G 1669 -2213 I - H 1678 -2348 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 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.279 D 999 360 VERT(CL): 0.430 D 679 240 HORZ(LL): -0.078 K - - HORZ(TL): 0.129 K - - Creep Factor: 2.0 Max TC CSI: 0.997 Max BC CSI: 0.966 Max Web CSI: 0.961 Wgt: 164.5 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss B01 Truss Type HIPM Qty 1 Ply 1 3780 06/23/2020 T1 B2W1W2W4 W8 W10(a) (a) A B C D E F G HIJKL M NOP Q 5 12 2X4(A1) 5X6 5X14 7X8 H0710 3X4 4X6 3X4 8X12 1.5X4 1.5X3 3X3 6X8 1'10"8 24'8" SEAT PLATE REQ.SEAT PLATE REQ. 8'10"8 17'8" 13'9"8 10'7"8 2'1"8 26'6"8 4"1 4'0"71'8'10"14 290# 2'0"6 175# 2' 175# 2' 183# 2' 183# 2' 183# 2' 183# 2' 183# 2' 175# 10"8175# 315#109#109#117#117#117#117#117#109#109# 8"12 Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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. Plating Notes All plates are 1.5X3 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 10.88 26.12 BC 72 0.00 13.65 BC 64 13.68 26.12 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 Q 1177 /- /- /753 /711 /334 H 962 /- /- /504 /666 /- Wind reactions based on MWFRS Q Brg Width = 8.0 Min Req = 1.5 H Brg Width = 3.5 Min Req = 1.5 Bearings Q & H are a rigid surface. Bearing Q requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 113 -300 B - C 144 -275 C - D 856 -1335 Chords Tens. Comp. D - E 1223 -1674 E - F 932 -1333 F - G 932 -1333 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - P 291 -94 P - O 1089 -973 O - N 23 -27 M - L 1686 -1233 Chords Tens. Comp. L - J 17 -10 K - H 1 -24 J - I 38 -11 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - P 226 -160 P - C 1007 -1422 C - O 203 -32 D - O 392 -392 D - M 810 -591 O - M 1240 -895 M - N 0 -25 Webs Tens. Comp. M - E 171 -51 E - L 348 -409 F - L 457 -438 L - G 1512 -1060 K - J 22 0 I - G 689 -907 I - H 675 -934 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): -0.082 E 999 360 VERT(CL): 0.141 E 999 240 HORZ(LL): -0.033 K - - HORZ(TL): 0.067 K - - Creep Factor: 2.0 Max TC CSI: 0.667 Max BC CSI: 0.992 Max Web CSI: 0.861 Wgt: 154.7 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss B02 Truss Type HIPM Qty 1 Ply 1 3677 06/23/2020 W1 (a) A B C D E F G HIJKL M NOPQ 5 12 2X4(A1) 3X6 3X4 5X6 3X10 6X6 3X4 1.5X4 4X8 3X3 4X4 3X6 1'10"8 24'3" SEAT PLATE REQ. 10'10"8 15'3" 13'9"8 10'7"8 1'8"8 26'1"8 4"1 4'10"71'**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – 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. Plating Notes All plates are 1.5X3 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 10.88 26.12 BC 72 0.00 13.65 BC 64 13.68 26.12 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 Q 1177 /- /- /753 /711 /334 H 962 /- /- /504 /666 /- Wind reactions based on MWFRS Q Brg Width = 8.0 Min Req = 1.5 H Brg Width = 3.5 Min Req = 1.5 Bearings Q & H are a rigid surface. Bearing Q requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 113 -300 B - C 144 -275 C - D 856 -1335 Chords Tens. Comp. D - E 1223 -1674 E - F 932 -1333 F - G 932 -1333 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - P 291 -94 P - O 1089 -973 O - N 23 -27 M - L 1686 -1233 Chords Tens. Comp. L - J 17 -10 K - H 1 -24 J - I 38 -11 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - P 226 -160 P - C 1007 -1422 C - O 203 -32 D - O 392 -392 D - M 810 -591 O - M 1240 -895 M - N 0 -25 Webs Tens. Comp. M - E 171 -51 E - L 348 -409 F - L 457 -438 L - G 1512 -1060 K - J 22 0 I - G 689 -907 I - H 675 -934 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): -0.082 E 999 360 VERT(CL): 0.141 E 999 240 HORZ(LL): -0.033 K - - HORZ(TL): 0.067 K - - Creep Factor: 2.0 Max TC CSI: 0.667 Max BC CSI: 0.992 Max Web CSI: 0.861 Wgt: 154.7 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss B02 Truss Type HIPM Qty 1 Ply 1 3677 06/23/2020 W1 (a) A B C D E F G HIJKL M NOPQ 5 12 2X4(A1) 3X6 3X4 5X6 3X10 6X6 3X4 1.5X4 4X8 3X3 4X4 3X6 1'10"8 24'3" SEAT PLATE REQ. 10'10"8 15'3" 13'9"8 10'7"8 1'8"8 26'1"8 4"1 4'10"71'Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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. Plating Notes All plates are 1.5X3 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 12.88 26.12 BC 75 0.00 13.65 BC 81 13.65 26.12 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 Q 1165 /- /- /757 /399 /281 G 972 /- /- /521 /596 /- Wind reactions based on MWFRS Q Brg Width = 8.0 Min Req = 1.5 G Brg Width = 3.5 Min Req = 1.5 Bearings Q & G are a rigid surface. Bearing Q requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 182 -254 B - C 810 -1456 C - D 965 -1540 Chords Tens. Comp. D - E 763 -1131 E - F 762 -1131 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - Q 252 -140 Q - P 162 -410 P - O 71 -49 N - M 1321 -968 O - L 42 -23 Chords Tens. Comp. M - K 1374 -990 K - I 10 0 J - G 0 -28 I - H 37 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. Q - B 750 -1095 B - P 1219 -634 P - C 362 -383 P - N 1263 -971 C - N 141 -88 D - N 412 -128 D - K 273 -292 Webs Tens. Comp. N - O 223 0 M - L 28 -129 E - K 495 -468 K - F 1351 -917 J - I 20 0 H - F 688 -910 H - G 675 -944 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): 0.061 O 999 360 VERT(CL): 0.126 O 999 240 HORZ(LL): 0.031 J - - HORZ(TL): 0.065 J - - Creep Factor: 2.0 Max TC CSI: 0.751 Max BC CSI: 1.000 Max Web CSI: 0.993 Wgt: 163.1 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss B03 Truss Type HIPM Qty 1 Ply 1 3674 06/23/2020 W1 (a) A B C D E F GHIJK LMNOPQ 5 12 2X4(A1) 3X4 3X6 4X8 3X4 6X6 5X6 1.5X4 4X8 3X3 4X4 3X6 1'10"8 24'3" SEAT PLATE REQ. 12'10"8 13'3" 13'9"8 10'7"8 1'8"8 26'1"8 4"1 5'8"71'**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – 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. Plating Notes All plates are 1.5X3 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 12.88 26.12 BC 75 0.00 13.65 BC 81 13.65 26.12 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 Q 1165 /- /- /757 /399 /281 G 972 /- /- /521 /596 /- Wind reactions based on MWFRS Q Brg Width = 8.0 Min Req = 1.5 G Brg Width = 3.5 Min Req = 1.5 Bearings Q & G are a rigid surface. Bearing Q requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 182 -254 B - C 810 -1456 C - D 965 -1540 Chords Tens. Comp. D - E 763 -1131 E - F 762 -1131 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - Q 252 -140 Q - P 162 -410 P - O 71 -49 N - M 1321 -968 O - L 42 -23 Chords Tens. Comp. M - K 1374 -990 K - I 10 0 J - G 0 -28 I - H 37 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. Q - B 750 -1095 B - P 1219 -634 P - C 362 -383 P - N 1263 -971 C - N 141 -88 D - N 412 -128 D - K 273 -292 Webs Tens. Comp. N - O 223 0 M - L 28 -129 E - K 495 -468 K - F 1351 -917 J - I 20 0 H - F 688 -910 H - G 675 -944 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): 0.061 O 999 360 VERT(CL): 0.126 O 999 240 HORZ(LL): 0.031 J - - HORZ(TL): 0.065 J - - Creep Factor: 2.0 Max TC CSI: 0.751 Max BC CSI: 1.000 Max Web CSI: 0.993 Wgt: 163.1 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss B03 Truss Type HIPM Qty 1 Ply 1 3674 06/23/2020 W1 (a) A B C D E F GHIJK LMNOPQ 5 12 2X4(A1) 3X4 3X6 4X8 3X4 6X6 5X6 1.5X4 4X8 3X3 4X4 3X6 1'10"8 24'3" SEAT PLATE REQ. 12'10"8 13'3" 13'9"8 10'7"8 1'8"8 26'1"8 4"1 5'8"71'Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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: Plating Notes All plates are 3X6 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 14.88 26.12 BC 75 0.00 13.63 BC 91 13.63 26.12 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 Q 1165 /- /- /765 /387 /325 I 972 /- /- /533 /576 /- Wind reactions based on MWFRS Q Brg Width = 8.0 Min Req = 1.5 I Brg Width = 3.5 Min Req = 1.5 Bearings Q & I are a rigid surface. Bearing Q requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 174 -250 B - C 763 -1479 C - D 889 -1477 D - E 907 -1433 Chords Tens. Comp. E - F 1061 -1447 F - G 595 -868 G - H 594 -868 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - Q 247 -135 Q - P 180 -476 P - O 40 -28 N - M 1135 -839 Chords Tens. Comp. M - K 4 0 L - I 0 -13 K - J 17 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. Q - B 725 -1086 B - P 1216 -590 P - C 357 -356 P - N 1308 -991 C - N 108 -54 E - N 384 -298 N - O 111 0 Webs Tens. Comp. N - F 695 -551 F - M 337 -367 G - M 427 -409 M - H 1170 -803 L - K 28 0 J - H 698 -927 J - I 687 -950 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): 0.054 E 999 360 VERT(CL): 0.111 E 999 240 HORZ(LL): 0.023 L - - HORZ(TL): 0.049 L - - Creep Factor: 2.0 Max TC CSI: 0.551 Max BC CSI: 0.992 Max Web CSI: 0.884 Wgt: 170.1 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss B04 Truss Type HIPM Qty 1 Ply 1 3671 06/23/2020 W1A B C D E F G H IJKLM N OPQ 5 12 2X4(A1) 3X3 5X8 3X4 1.5X3 5X6 1.5X4 5X6 1.5X4 4X8 1.5X3 1.5X3 3X3 4X4 1'10"8 24'3" SEAT PLATE REQ. 14'10"8 11'3" 13'9"8 10'7"8 1'8"8 26'1"8 4"1 6'6"71'**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – 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: Plating Notes All plates are 3X6 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 14.88 26.12 BC 75 0.00 13.63 BC 91 13.63 26.12 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 Q 1165 /- /- /765 /387 /325 I 972 /- /- /533 /576 /- Wind reactions based on MWFRS Q Brg Width = 8.0 Min Req = 1.5 I Brg Width = 3.5 Min Req = 1.5 Bearings Q & I are a rigid surface. Bearing Q requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 174 -250 B - C 763 -1479 C - D 889 -1477 D - E 907 -1433 Chords Tens. Comp. E - F 1061 -1447 F - G 595 -868 G - H 594 -868 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - Q 247 -135 Q - P 180 -476 P - O 40 -28 N - M 1135 -839 Chords Tens. Comp. M - K 4 0 L - I 0 -13 K - J 17 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. Q - B 725 -1086 B - P 1216 -590 P - C 357 -356 P - N 1308 -991 C - N 108 -54 E - N 384 -298 N - O 111 0 Webs Tens. Comp. N - F 695 -551 F - M 337 -367 G - M 427 -409 M - H 1170 -803 L - K 28 0 J - H 698 -927 J - I 687 -950 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): 0.054 E 999 360 VERT(CL): 0.111 E 999 240 HORZ(LL): 0.023 L - - HORZ(TL): 0.049 L - - Creep Factor: 2.0 Max TC CSI: 0.551 Max BC CSI: 0.992 Max Web CSI: 0.884 Wgt: 170.1 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss B04 Truss Type HIPM Qty 1 Ply 1 3671 06/23/2020 W1A B C D E F G H IJKLM N OPQ 5 12 2X4(A1) 3X3 5X8 3X4 1.5X3 5X6 1.5X4 5X6 1.5X4 4X8 1.5X3 1.5X3 3X3 4X4 1'10"8 24'3" SEAT PLATE REQ. 14'10"8 11'3" 13'9"8 10'7"8 1'8"8 26'1"8 4"1 6'6"71'Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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 16.88 26.12 BC 75 0.00 26.12 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 L 1163 /- /- /771 /374 /368 H 971 /- /- /547 /550 /- Wind reactions based on MWFRS L Brg Width = 8.0 Min Req = 1.5 H Brg Width = 3.5 Min Req = 1.5 Bearings L & H are a rigid surface. Bearing L requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 134 -245 B - C 738 -1508 C - D 499 -993 Chords Tens. Comp. D - E 524 -942 E - F 588 -824 F - G 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - L 238 -106 L - K 250 -550 K - J 1334 -1012 Chords Tens. Comp. J - I 1334 -1012 I - H 510 -385 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. L - B 725 -1060 B - K 1156 -526 K - C 171 -53 C - I 461 -559 Webs Tens. Comp. E - I 249 -61 I - F 588 -380 F - H 704 -931 G - H 138 -119 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): 0.042 C 999 360 VERT(CL): 0.085 C 999 240 HORZ(LL): -0.012 H - - HORZ(TL): 0.026 H - - Creep Factor: 2.0 Max TC CSI: 0.674 Max BC CSI: 0.655 Max Web CSI: 0.509 Wgt: 153.3 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss B05 Truss Type HIPM Qty 2 Ply 1 3622 06/23/2020 B2 W1 (a) (a) A B C D E F G HIJKL 5 12 2X4(A1) 3X3 3X6 4X4 3X4 3X6 3X6 5X6 3X8 3X4 1.5X4 3X6(R) 1'10"8 24'3" SEAT PLATE REQ. 16'10"8 9'3" 26'1"8 4"1 7'4"7**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :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 16.88 26.12 BC 75 0.00 26.12 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 L 1163 /- /- /771 /374 /368 H 971 /- /- /547 /550 /- Wind reactions based on MWFRS L Brg Width = 8.0 Min Req = 1.5 H Brg Width = 3.5 Min Req = 1.5 Bearings L & H are a rigid surface. Bearing L requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 134 -245 B - C 738 -1508 C - D 499 -993 Chords Tens. Comp. D - E 524 -942 E - F 588 -824 F - G 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - L 238 -106 L - K 250 -550 K - J 1334 -1012 Chords Tens. Comp. J - I 1334 -1012 I - H 510 -385 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. L - B 725 -1060 B - K 1156 -526 K - C 171 -53 C - I 461 -559 Webs Tens. Comp. E - I 249 -61 I - F 588 -380 F - H 704 -931 G - H 138 -119 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): 0.042 C 999 360 VERT(CL): 0.085 C 999 240 HORZ(LL): -0.012 H - - HORZ(TL): 0.026 H - - Creep Factor: 2.0 Max TC CSI: 0.674 Max BC CSI: 0.655 Max Web CSI: 0.509 Wgt: 153.3 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss B05 Truss Type HIPM Qty 2 Ply 1 3622 06/23/2020 B2 W1 (a) (a) A B C D E F G HIJKL 5 12 2X4(A1) 3X3 3X6 4X4 3X4 3X6 3X6 5X6 3X8 3X4 1.5X4 3X6(R) 1'10"8 24'3" SEAT PLATE REQ. 16'10"8 9'3" 26'1"8 4"1 7'4"7Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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 18.87 26.12 BC 75 0.00 26.12 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 /- /- /776 /360 /412 G 972 /- /- /563 /520 /- 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 121 -221 B - C 662 -1506 C - D 666 -1345 Chords Tens. Comp. D - E 407 -837 E - F 490 -671 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - K 208 -103 K - J 343 -661 J - I 1311 -973 Chords Tens. Comp. I - H 1311 -973 H - G 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. K - B 721 -1052 B - J 1043 -388 J - D 237 0 D - H 527 -703 Webs Tens. Comp. E - H 410 -263 H - F 1004 -733 F - G 731 -920 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): 0.048 D 999 360 VERT(CL): 0.097 D 999 240 HORZ(LL): -0.014 D - - HORZ(TL): 0.024 H - - Creep Factor: 2.0 Max TC CSI: 0.931 Max BC CSI: 0.897 Max Web CSI: 0.999 Wgt: 150.5 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss B06 Truss Type HIPM Qty 2 Ply 1 3626 06/23/2020 W1 (a) (a) (a) A B C D E F GHIJK 5 12 2X4(A1) 3X3 3X6 3X6 3X4 3X4 3X6 5X6(R) 3X10 3X6(R) 3X6 1'10"8 24'3" SEAT PLATE REQ. 18'10"8 7'3" 26'1"8 4"1 8'2"7**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W1 2x6 SP #2: 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 18.87 26.12 BC 75 0.00 26.12 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 /- /- /776 /360 /412 G 972 /- /- /563 /520 /- 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 121 -221 B - C 662 -1506 C - D 666 -1345 Chords Tens. Comp. D - E 407 -837 E - F 490 -671 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - K 208 -103 K - J 343 -661 J - I 1311 -973 Chords Tens. Comp. I - H 1311 -973 H - G 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. K - B 721 -1052 B - J 1043 -388 J - D 237 0 D - H 527 -703 Webs Tens. Comp. E - H 410 -263 H - F 1004 -733 F - G 731 -920 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): 0.048 D 999 360 VERT(CL): 0.097 D 999 240 HORZ(LL): -0.014 D - - HORZ(TL): 0.024 H - - Creep Factor: 2.0 Max TC CSI: 0.931 Max BC CSI: 0.897 Max Web CSI: 0.999 Wgt: 150.5 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss B06 Truss Type HIPM Qty 2 Ply 1 3626 06/23/2020 W1 (a) (a) (a) A B C D E F GHIJK 5 12 2X4(A1) 3X3 3X6 3X6 3X4 3X4 3X6 5X6(R) 3X10 3X6(R) 3X6 1'10"8 24'3" SEAT PLATE REQ. 18'10"8 7'3" 26'1"8 4"1 8'2"7Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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: 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 20.87 26.12 BC 75 0.00 26.12 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 1175 /- /- /785 /348 /456 G 972 /- /- /573 /485 /- 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 149 -252 B - C 187 -225 C - D 586 -1343 Chords Tens. Comp. D - E 279 -609 E - F 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - J 245 -120 J - I 1249 -1014 Chords Tens. Comp. I - H 933 -733 H - G 492 -328 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - J 274 -222 J - C 764 -1561 C - I 289 -132 I - D 444 -136 Webs Tens. Comp. D - H 579 -669 E - H 773 -320 E - G 638 -955 F - G 180 -162 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): 0.042 I 999 360 VERT(CL): 0.086 I 999 240 HORZ(LL): 0.014 G - - HORZ(TL): 0.030 G - - Creep Factor: 2.0 Max TC CSI: 0.625 Max BC CSI: 0.565 Max Web CSI: 0.497 Wgt: 158.9 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss B07 Truss Type HIPM Qty 2 Ply 1 3648 06/23/2020 W1 (a) (a) (a) (a) A B C D E F GHIJK 5 12 2X4(A1) 1.5X3 3X6 3X4 5X6 5X6 5X6 3X4 2X4 3X6(R) 1'10"8 24'3" SEAT PLATE REQ. 20'10"8 5'3" 26'1"8 4"1 9'0"7**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP 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 20.87 26.12 BC 75 0.00 26.12 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 1175 /- /- /785 /348 /456 G 972 /- /- /573 /485 /- 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 149 -252 B - C 187 -225 C - D 586 -1343 Chords Tens. Comp. D - E 279 -609 E - F 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - J 245 -120 J - I 1249 -1014 Chords Tens. Comp. I - H 933 -733 H - G 492 -328 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - J 274 -222 J - C 764 -1561 C - I 289 -132 I - D 444 -136 Webs Tens. Comp. D - H 579 -669 E - H 773 -320 E - G 638 -955 F - G 180 -162 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): 0.042 I 999 360 VERT(CL): 0.086 I 999 240 HORZ(LL): 0.014 G - - HORZ(TL): 0.030 G - - Creep Factor: 2.0 Max TC CSI: 0.625 Max BC CSI: 0.565 Max Web CSI: 0.497 Wgt: 158.9 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss B07 Truss Type HIPM Qty 2 Ply 1 3648 06/23/2020 W1 (a) (a) (a) (a) A B C D E F GHIJK 5 12 2X4(A1) 1.5X3 3X6 3X4 5X6 5X6 5X6 3X4 2X4 3X6(R) 1'10"8 24'3" SEAT PLATE REQ. 20'10"8 5'3" 26'1"8 4"1 9'0"7Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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 22.88 26.12 BC 75 0.00 26.12 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 L 1165 /- /- /778 /327 /500 H 988 /- /- /601 /481 /- Wind reactions based on MWFRS L Brg Width = 8.0 Min Req = 1.5 H Brg Width = 3.5 Min Req = 1.5 Bearings L & H are a rigid surface. Bearing L requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 119 -242 B - C 552 -1490 C - D 367 -1052 Chords Tens. Comp. D - E 374 -916 E - F 593 -1061 F - G 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - L 232 -100 L - K 289 -718 K - J 1310 -983 Chords Tens. Comp. J - I 1310 -983 I - H 269 -224 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. L - B 662 -1054 B - K 1091 -367 K - C 125 -70 C - I 396 -468 Webs Tens. Comp. E - I 510 -481 I - F 1097 -711 F - H 698 -837 G - H 115 -100 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): 0.045 E 999 360 VERT(CL): 0.093 E 999 240 HORZ(LL): -0.014 G - - HORZ(TL): 0.028 G - - Creep Factor: 2.0 Max TC CSI: 0.641 Max BC CSI: 0.679 Max Web CSI: 0.812 Wgt: 161.7 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss B08 Truss Type HIPM Qty 2 Ply 1 3642 06/23/2020 B2 W1 (a) (a)(a) (a) A B C D E F G HIJKL 5 12 2X4(A1) 2X4 3X6 3X4 3X4 3X6 3X6 1.5X4 4X8 5X6 2X4 3X6(R) 1'10"8 24'3" SEAT PLATE REQ. 22'10"8 3'3" 26'1"8 4"1 9'10"7**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :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 22.88 26.12 BC 75 0.00 26.12 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 L 1165 /- /- /778 /327 /500 H 988 /- /- /601 /481 /- Wind reactions based on MWFRS L Brg Width = 8.0 Min Req = 1.5 H Brg Width = 3.5 Min Req = 1.5 Bearings L & H are a rigid surface. Bearing L requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 119 -242 B - C 552 -1490 C - D 367 -1052 Chords Tens. Comp. D - E 374 -916 E - F 593 -1061 F - G 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - L 232 -100 L - K 289 -718 K - J 1310 -983 Chords Tens. Comp. J - I 1310 -983 I - H 269 -224 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. L - B 662 -1054 B - K 1091 -367 K - C 125 -70 C - I 396 -468 Webs Tens. Comp. E - I 510 -481 I - F 1097 -711 F - H 698 -837 G - H 115 -100 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): 0.045 E 999 360 VERT(CL): 0.093 E 999 240 HORZ(LL): -0.014 G - - HORZ(TL): 0.028 G - - Creep Factor: 2.0 Max TC CSI: 0.641 Max BC CSI: 0.679 Max Web CSI: 0.812 Wgt: 161.7 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss B08 Truss Type HIPM Qty 2 Ply 1 3642 06/23/2020 B2 W1 (a) (a)(a) (a) A B C D E F G HIJKL 5 12 2X4(A1) 2X4 3X6 3X4 3X4 3X6 3X6 1.5X4 4X8 5X6 2X4 3X6(R) 1'10"8 24'3" SEAT PLATE REQ. 22'10"8 3'3" 26'1"8 4"1 9'10"7Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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: :W6 2x4 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 24.87 26.12 BC 75 0.00 26.12 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 L 1165 /- /- /777 /309 /543 H 992 /- /- /622 /497 /- Wind reactions based on MWFRS L Brg Width = 8.0 Min Req = 1.5 H Brg Width = 3.5 Min Req = 1.5 Bearings L & H are a rigid surface. Bearing L requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 126 -245 B - C 492 -1497 C - D 284 -1029 Chords Tens. Comp. D - E 292 -889 E - F 550 -1056 F - G 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - L 237 -103 L - K 270 -753 K - J 1319 -983 Chords Tens. Comp. J - I 1319 -983 I - H 103 -87 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. L - B 631 -1062 B - K 1121 -343 K - C 130 -58 C - I 414 -494 Webs Tens. Comp. E - I 594 -569 I - F 1245 -841 F - H 731 -866 G - H 43 -37 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): 0.049 E 999 360 VERT(CL): 0.101 E 999 240 HORZ(LL): -0.017 G - - HORZ(TL): 0.034 G - - Creep Factor: 2.0 Max TC CSI: 0.910 Max BC CSI: 0.716 Max Web CSI: 0.659 Wgt: 171.5 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss B09 Truss Type HIPM Qty 2 Ply 1 3654 06/23/2020 B2 W1 W6 (a) (a) (a) (a) A B C D E F G HIJKL 5 12 2X4(A1) 2X4 3X6 3X4 3X4 3X6 3X6 1.5X4 4X8 5X6 2X4 3X6(R) 1'10"8 24'3" SEAT PLATE REQ. 24'10"8 1'3" 26'1"8 4"1 10'8"7**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E: Webs 2x4 SP #3 :W1 2x6 SP #2: :W6 2x4 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 24.87 26.12 BC 75 0.00 26.12 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 L 1165 /- /- /777 /309 /543 H 992 /- /- /622 /497 /- Wind reactions based on MWFRS L Brg Width = 8.0 Min Req = 1.5 H Brg Width = 3.5 Min Req = 1.5 Bearings L & H are a rigid surface. Bearing L requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 126 -245 B - C 492 -1497 C - D 284 -1029 Chords Tens. Comp. D - E 292 -889 E - F 550 -1056 F - G 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - L 237 -103 L - K 270 -753 K - J 1319 -983 Chords Tens. Comp. J - I 1319 -983 I - H 103 -87 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. L - B 631 -1062 B - K 1121 -343 K - C 130 -58 C - I 414 -494 Webs Tens. Comp. E - I 594 -569 I - F 1245 -841 F - H 731 -866 G - H 43 -37 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): 0.049 E 999 360 VERT(CL): 0.101 E 999 240 HORZ(LL): -0.017 G - - HORZ(TL): 0.034 G - - Creep Factor: 2.0 Max TC CSI: 0.910 Max BC CSI: 0.716 Max Web CSI: 0.659 Wgt: 171.5 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss B09 Truss Type HIPM Qty 2 Ply 1 3654 06/23/2020 B2 W1 W6 (a) (a) (a) (a) A B C D E F G HIJKL 5 12 2X4(A1) 2X4 3X6 3X4 3X4 3X6 3X6 1.5X4 4X8 5X6 2X4 3X6(R) 1'10"8 24'3" SEAT PLATE REQ. 24'10"8 1'3" 26'1"8 4"1 10'8"7Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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. Purlins 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 26.12 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 /- /- /776 /224 /480 G 972 /- /- /614 /378 /- 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 121 -241 B - C 471 -1505 C - D 226 -967 Chords Tens. Comp. D - E 246 -881 E - F 67 -137 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - K 232 -102 K - J 290 -779 J - I 1321 -973 Chords Tens. Comp. I - H 1321 -973 H - G 792 -555 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. K - B 628 -1059 B - J 1104 -313 J - C 166 -26 C - H 458 -569 Webs Tens. Comp. H - E 569 -96 E - G 730 -1049 F - G 234 -210 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): 0.044 C 999 360 VERT(CL): 0.089 C 999 240 HORZ(LL): 0.014 G - - HORZ(TL): 0.029 G - - Creep Factor: 2.0 Max TC CSI: 0.640 Max BC CSI: 0.658 Max Web CSI: 0.662 Wgt: 154.7 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss B10 Truss Type HIPM Qty 1 Ply 1 3818 06/23/2020 T2 B2 W1 (a) (a) (a) A B C D E F GHIJK 5 12 2X4(A1) 2X4 3X6 3X4 3X4 3X6 3X6 3X4 3X4 4X4 3X6(R) 1'10"8 24'3" SEAT PLATE REQ. 25'5"8"8 26'1"8 4"1 11'2"1110'11"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 :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. Purlins 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 26.12 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 /- /- /776 /224 /480 G 972 /- /- /614 /378 /- 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 121 -241 B - C 471 -1505 C - D 226 -967 Chords Tens. Comp. D - E 246 -881 E - F 67 -137 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - K 232 -102 K - J 290 -779 J - I 1321 -973 Chords Tens. Comp. I - H 1321 -973 H - G 792 -555 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. K - B 628 -1059 B - J 1104 -313 J - C 166 -26 C - H 458 -569 Webs Tens. Comp. H - E 569 -96 E - G 730 -1049 F - G 234 -210 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): 0.044 C 999 360 VERT(CL): 0.089 C 999 240 HORZ(LL): 0.014 G - - HORZ(TL): 0.029 G - - Creep Factor: 2.0 Max TC CSI: 0.640 Max BC CSI: 0.658 Max Web CSI: 0.662 Wgt: 154.7 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss B10 Truss Type HIPM Qty 1 Ply 1 3818 06/23/2020 T2 B2 W1 (a) (a) (a) A B C D E F GHIJK 5 12 2X4(A1) 2X4 3X6 3X4 3X4 3X6 3X6 3X4 3X4 4X4 3X6(R) 1'10"8 24'3" SEAT PLATE REQ. 25'5"8"8 26'1"8 4"1 11'2"1110'11"2Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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) BC 75 0.00 26.12 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 1165 /- /- /775 /219 /493 G 972 /- /- /637 /406 /- 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 110 -222 B - C 428 -1480 C - D 206 -912 Chords Tens. Comp. D - E 220 -807 E - F 75 -154 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - J 236 -92 J - I 394 -859 Chords Tens. Comp. I - H 1280 -929 H - G 746 -519 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. J - B 645 -1040 B - I 960 -198 I - C 205 0 C - H 465 -597 Webs Tens. Comp. H - E 577 -136 E - G 719 -1032 F - G 262 -194 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): 0.045 C 999 360 VERT(CL): 0.091 C 999 240 HORZ(LL): 0.015 G - - HORZ(TL): 0.032 G - - Creep Factor: 2.0 Max TC CSI: 0.629 Max BC CSI: 0.892 Max Web CSI: 0.629 Wgt: 157.5 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss B11 Truss Type MONO Qty 4 Ply 1 4038 06/23/2020 T2 W1 (a) (a) (a) A B C D E F GHIJ 5 12 2X4(A1) 2X4 3X6 5X6 3X4 3X6 3X4 3X4 2X4 3X6(R) 1'10"8 24'3" SEAT PLATE REQ. 26'1"8 26'1"8 4"1 11'2"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 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 26.12 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 1165 /- /- /775 /219 /493 G 972 /- /- /637 /406 /- 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 110 -222 B - C 428 -1480 C - D 206 -912 Chords Tens. Comp. D - E 220 -807 E - F 75 -154 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - J 236 -92 J - I 394 -859 Chords Tens. Comp. I - H 1280 -929 H - G 746 -519 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. J - B 645 -1040 B - I 960 -198 I - C 205 0 C - H 465 -597 Webs Tens. Comp. H - E 577 -136 E - G 719 -1032 F - G 262 -194 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): 0.045 C 999 360 VERT(CL): 0.091 C 999 240 HORZ(LL): 0.015 G - - HORZ(TL): 0.032 G - - Creep Factor: 2.0 Max TC CSI: 0.629 Max BC CSI: 0.892 Max Web CSI: 0.629 Wgt: 157.5 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss B11 Truss Type MONO Qty 4 Ply 1 4038 06/23/2020 T2 W1 (a) (a) (a) A B C D E F GHIJ 5 12 2X4(A1) 2X4 3X6 5X6 3X4 3X6 3X4 3X4 2X4 3X6(R) 1'10"8 24'3" SEAT PLATE REQ. 26'1"8 26'1"8 4"1 11'2"11Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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 14.87 26.12 BC 75 0.00 26.12 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 M 1165 /- /- /765 /387 /325 H 972 /- /- /533 /576 /- Wind reactions based on MWFRS M Brg Width = 8.0 Min Req = 1.5 H Brg Width = 3.5 Min Req = 1.5 Bearings M & H are a rigid surface. Bearing M requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 164 -248 B - C 776 -1493 C - D 639 -1134 Chords Tens. Comp. D - E 655 -1058 E - F 487 -708 F - G 487 -708 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - M 244 -128 M - L 198 -479 L - K 1333 -1013 Chords Tens. Comp. K - J 1333 -1013 J - I 967 -703 I - H 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. M - B 731 -1080 B - L 1205 -583 L - C 190 -106 C - J 342 -405 E - J 383 -83 Webs Tens. Comp. E - I 323 -387 F - I 409 -380 I - G 1058 -728 G - H 700 -926 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): 0.041 J 999 360 VERT(CL): 0.084 J 999 240 HORZ(LL): 0.012 I - - HORZ(TL): 0.027 I - - Creep Factor: 2.0 Max TC CSI: 0.509 Max BC CSI: 0.627 Max Web CSI: 0.939 Wgt: 153.3 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss B12 Truss Type HIPM Qty 1 Ply 1 3616 06/23/2020 W1 (a) A B C D E F G HIJKLM 5 12 2X4(A1) 3X4 3X6 4X4 3X4 3X6 3X6 6X6 3X4 1.5X4 4X8 3X4(R) 3X6 1'10"8 24'3" SEAT PLATE REQ. 14'10"8 11'3" 26'1"8 4"1 6'6"7**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W1 2x6 SP #2: 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 14.87 26.12 BC 75 0.00 26.12 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 M 1165 /- /- /765 /387 /325 H 972 /- /- /533 /576 /- Wind reactions based on MWFRS M Brg Width = 8.0 Min Req = 1.5 H Brg Width = 3.5 Min Req = 1.5 Bearings M & H are a rigid surface. Bearing M requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 164 -248 B - C 776 -1493 C - D 639 -1134 Chords Tens. Comp. D - E 655 -1058 E - F 487 -708 F - G 487 -708 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - M 244 -128 M - L 198 -479 L - K 1333 -1013 Chords Tens. Comp. K - J 1333 -1013 J - I 967 -703 I - H 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. M - B 731 -1080 B - L 1205 -583 L - C 190 -106 C - J 342 -405 E - J 383 -83 Webs Tens. Comp. E - I 323 -387 F - I 409 -380 I - G 1058 -728 G - H 700 -926 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): 0.041 J 999 360 VERT(CL): 0.084 J 999 240 HORZ(LL): 0.012 I - - HORZ(TL): 0.027 I - - Creep Factor: 2.0 Max TC CSI: 0.509 Max BC CSI: 0.627 Max Web CSI: 0.939 Wgt: 153.3 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss B12 Truss Type HIPM Qty 1 Ply 1 3616 06/23/2020 W1 (a) A B C D E F G HIJKLM 5 12 2X4(A1) 3X4 3X6 4X4 3X4 3X6 3X6 6X6 3X4 1.5X4 4X8 3X4(R) 3X6 1'10"8 24'3" SEAT PLATE REQ. 14'10"8 11'3" 26'1"8 4"1 6'6"7Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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 12.87 26.12 BC 75 0.00 26.12 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 L 1165 /- /- /757 /399 /281 G 972 /- /- /521 /596 /- Wind reactions based on MWFRS L Brg Width = 8.0 Min Req = 1.5 G Brg Width = 3.5 Min Req = 1.5 Bearings L & G are a rigid surface. Bearing L requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 181 -251 B - C 795 -1435 C - D 763 -1264 Chords Tens. Comp. D - E 625 -928 E - F 625 -928 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - L 249 -140 L - K 164 -413 K - J 1295 -995 Chords Tens. Comp. J - I 1102 -794 I - H 1102 -794 H - G 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. L - B 743 -1089 B - K 1199 -618 K - C 214 -184 C - J 223 -215 D - J 317 -36 Webs Tens. Comp. D - H 218 -224 E - H 495 -468 H - F 1198 -807 F - G 691 -919 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): 0.044 J 999 360 VERT(CL): 0.090 J 999 240 HORZ(LL): 0.012 H - - HORZ(TL): 0.026 H - - Creep Factor: 2.0 Max TC CSI: 0.743 Max BC CSI: 0.630 Max Web CSI: 0.959 Wgt: 151.9 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss B13 Truss Type HIPM Qty 1 Ply 1 3607 06/23/2020 W1 (a)(a) A B C D E F GHIJKL 5 12 2X4(A1) 3X4 3X6 4X4 3X4 6X6 3X4 3X6 1.5X4 4X8 4X4 3X6 1'10"8 24'3" SEAT PLATE REQ. 12'10"8 13'3" 26'1"8 4"1 5'8"7**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W1 2x6 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 12.87 26.12 BC 75 0.00 26.12 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 L 1165 /- /- /757 /399 /281 G 972 /- /- /521 /596 /- Wind reactions based on MWFRS L Brg Width = 8.0 Min Req = 1.5 G Brg Width = 3.5 Min Req = 1.5 Bearings L & G are a rigid surface. Bearing L requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 181 -251 B - C 795 -1435 C - D 763 -1264 Chords Tens. Comp. D - E 625 -928 E - F 625 -928 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - L 249 -140 L - K 164 -413 K - J 1295 -995 Chords Tens. Comp. J - I 1102 -794 I - H 1102 -794 H - G 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. L - B 743 -1089 B - K 1199 -618 K - C 214 -184 C - J 223 -215 D - J 317 -36 Webs Tens. Comp. D - H 218 -224 E - H 495 -468 H - F 1198 -807 F - G 691 -919 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): 0.044 J 999 360 VERT(CL): 0.090 J 999 240 HORZ(LL): 0.012 H - - HORZ(TL): 0.026 H - - Creep Factor: 2.0 Max TC CSI: 0.743 Max BC CSI: 0.630 Max Web CSI: 0.959 Wgt: 151.9 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss B13 Truss Type HIPM Qty 1 Ply 1 3607 06/23/2020 W1 (a)(a) A B C D E F GHIJKL 5 12 2X4(A1) 3X4 3X6 4X4 3X4 6X6 3X4 3X6 1.5X4 4X8 4X4 3X6 1'10"8 24'3" SEAT PLATE REQ. 12'10"8 13'3" 26'1"8 4"1 5'8"7Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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 10.87 26.12 BC 73 0.00 26.12 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 1165 /- /- /746 /705 /334 F 972 /- /- /511 /673 /- 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 164 -295 B - C 893 -1462 Chords Tens. Comp. C - D 844 -1204 D - E 844 -1204 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - J 313 -174 J - I 469 -644 I - H 469 -644 Chords Tens. Comp. H - G 1255 -937 G - F 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. J - B 841 -1027 B - H 858 -426 C - H 243 0 C - G 133 -111 Webs Tens. Comp. D - G 553 -525 G - E 1404 -985 E - F 703 -910 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): -0.052 D 999 360 VERT(CL): 0.096 D 999 240 HORZ(LL): -0.018 C - - HORZ(TL): 0.022 G - - Creep Factor: 2.0 Max TC CSI: 0.909 Max BC CSI: 0.981 Max Web CSI: 0.844 Wgt: 137.9 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss B14 Truss Type HIPM Qty 1 Ply 1 3603 06/23/2020 T2 W1 (a)(a) A B C D E FGHIJ 5 12 2X4(A1) 3X4 3X6 3X6 5X8 3X4 2X4 4X8 4X6(R) 3X6 1'10"8 24'3" SEAT PLATE REQ. 10'10"8 15'3" 26'1"8 4"1 4'10"7**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 :T2 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 10.87 26.12 BC 73 0.00 26.12 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 1165 /- /- /746 /705 /334 F 972 /- /- /511 /673 /- 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 164 -295 B - C 893 -1462 Chords Tens. Comp. C - D 844 -1204 D - E 844 -1204 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - J 313 -174 J - I 469 -644 I - H 469 -644 Chords Tens. Comp. H - G 1255 -937 G - F 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. J - B 841 -1027 B - H 858 -426 C - H 243 0 C - G 133 -111 Webs Tens. Comp. D - G 553 -525 G - E 1404 -985 E - F 703 -910 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): -0.052 D 999 360 VERT(CL): 0.096 D 999 240 HORZ(LL): -0.018 C - - HORZ(TL): 0.022 G - - Creep Factor: 2.0 Max TC CSI: 0.909 Max BC CSI: 0.981 Max Web CSI: 0.844 Wgt: 137.9 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss B14 Truss Type HIPM Qty 1 Ply 1 3603 06/23/2020 T2 W1 (a)(a) A B C D E FGHIJ 5 12 2X4(A1) 3X4 3X6 3X6 5X8 3X4 2X4 4X8 4X6(R) 3X6 1'10"8 24'3" SEAT PLATE REQ. 10'10"8 15'3" 26'1"8 4"1 4'10"7Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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 M-30: Webs 2x4 SP #3 :W1, W6 2x6 SP #2: :W2, W5 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 8.88 TC: From 31 plf at 8.88 to 31 plf at 26.54 BC: From 20 plf at 0.00 to 20 plf at 8.91 BC: From 10 plf at 8.91 to 10 plf at 26.54 TC: 290 lb Conc. Load at 8.91 TC: 175 lb Conc. Load at 10.94,12.94,14.94,16.94 18.94,20.94,22.94,24.94,25.65 BC: 315 lb Conc. Load at 8.91 BC: 109 lb Conc. Load at 10.94,12.94,14.94,16.94 18.94,20.94,22.94,24.94,25.65 Purlins 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 8.88 26.54 BC 40 0.00 26.54 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 M 2173 /- /- /- /1782 /- N 2439 /- /- /- /1969 /- Wind reactions based on MWFRS M Brg Width = 8.0 Min Req = 2.6 N Brg Width = 8.0 Min Req = 2.9 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 90 -149 B - C 2967 -3457 C - D 3156 -3835 Chords Tens. Comp. D - E 2394 -2953 E - F 2394 -2953 F - G 2394 -2953 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - M 157 -50 M - L 489 -347 L - K 3121 -2668 Chords Tens. Comp. K - J 3121 -2668 J - I 3841 -3180 I - H 89 -72 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. M - B 1845 -2077 B - L 2724 -2349 C - L 122 0 C - J 860 -582 J - D 315 -92 Webs Tens. Comp. D - I 946 -1069 F - I 933 -757 I - G 3368 -2730 G - H 1961 -2198 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): -0.213 D 999 360 VERT(CL): 0.278 D 999 240 HORZ(LL): -0.047 H - - HORZ(TL): 0.062 H - - Creep Factor: 2.0 Max TC CSI: 0.850 Max BC CSI: 0.986 Max Web CSI: 0.943 Wgt: 143.5 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss B15 Truss Type HIPM Qty 1 Ply 1 3597 06/23/2020 B2 W1 W2 W5 W6(a) (a) A B C D E F G HIJKLM N 5 12 2X4(A1) 3X6 5X6 5X8 5X6 H0308 3X4 3X4 3X6 3X4 6X10 6X6 3X6 1'10"8 24'8" SEAT PLATE REQ.SEAT PLATE REQ. 8'10"8 17'8" 26'6"8 4"1 4'0"78'10"14 290# 2'0"6 175# 2' 175# 2' 175# 2' 175# 2' 175# 2' 175# 2' 175# 2' 175# 8"8175# 315#109#109#109#109#109#109#109#109#109# 10"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 M-30 Bot chord 2x4 SP #2 :B2 2x4 SP M-30: Webs 2x4 SP #3 :W1, W6 2x6 SP #2: :W2, W5 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 8.88 TC: From 31 plf at 8.88 to 31 plf at 26.54 BC: From 20 plf at 0.00 to 20 plf at 8.91 BC: From 10 plf at 8.91 to 10 plf at 26.54 TC: 290 lb Conc. Load at 8.91 TC: 175 lb Conc. Load at 10.94,12.94,14.94,16.94 18.94,20.94,22.94,24.94,25.65 BC: 315 lb Conc. Load at 8.91 BC: 109 lb Conc. Load at 10.94,12.94,14.94,16.94 18.94,20.94,22.94,24.94,25.65 Purlins 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 8.88 26.54 BC 40 0.00 26.54 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 M 2173 /- /- /- /1782 /- N 2439 /- /- /- /1969 /- Wind reactions based on MWFRS M Brg Width = 8.0 Min Req = 2.6 N Brg Width = 8.0 Min Req = 2.9 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 90 -149 B - C 2967 -3457 C - D 3156 -3835 Chords Tens. Comp. D - E 2394 -2953 E - F 2394 -2953 F - G 2394 -2953 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - M 157 -50 M - L 489 -347 L - K 3121 -2668 Chords Tens. Comp. K - J 3121 -2668 J - I 3841 -3180 I - H 89 -72 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. M - B 1845 -2077 B - L 2724 -2349 C - L 122 0 C - J 860 -582 J - D 315 -92 Webs Tens. Comp. D - I 946 -1069 F - I 933 -757 I - G 3368 -2730 G - H 1961 -2198 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): -0.213 D 999 360 VERT(CL): 0.278 D 999 240 HORZ(LL): -0.047 H - - HORZ(TL): 0.062 H - - Creep Factor: 2.0 Max TC CSI: 0.850 Max BC CSI: 0.986 Max Web CSI: 0.943 Wgt: 143.5 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss B15 Truss Type HIPM Qty 1 Ply 1 3597 06/23/2020 B2 W1 W2 W5 W6(a) (a) A B C D E F G HIJKLM N 5 12 2X4(A1) 3X6 5X6 5X8 5X6 H0308 3X4 3X4 3X6 3X4 6X10 6X6 3X6 1'10"8 24'8" SEAT PLATE REQ.SEAT PLATE REQ. 8'10"8 17'8" 26'6"8 4"1 4'0"78'10"14 290# 2'0"6 175# 2' 175# 2' 175# 2' 175# 2' 175# 2' 175# 2' 175# 2' 175# 8"8175# 315#109#109#109#109#109#109#109#109#109# 10"12 Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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 10.35 BC: From 20 plf at 0.00 to 20 plf at 10.35 TC: 285 lb Conc. Load at 8.91 BC: 302 lb Conc. Load at 8.91 Purlins 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 8.87 10.35 BC 120 0.00 10.35 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 660 /- /- /- /522 /- H 787 /- /- /- /890 /- Wind reactions based on MWFRS G Brg Width = 8.0 Min Req = 1.5 H Brg Width = 5.8 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 328 -383 B - C 315 -399 Chords Tens. Comp. C - D 21 -20 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - F 386 -322 Chords Tens. Comp. F - E 188 -205 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - F 417 -400 F - C 109 -59 Webs Tens. Comp. C - E 504 -462 D - E 58 -54 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): 0.013 F 999 360 VERT(CL): -0.023 F 999 240 HORZ(LL): -0.003 B - - HORZ(TL): 0.006 B - - Creep Factor: 2.0 Max TC CSI: 0.680 Max BC CSI: 0.760 Max Web CSI: 0.279 Wgt: 58.1 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss D01 Truss Type HIPM Qty 1 Ply 1 3899 06/23/2020 W1A B C D EFGH 5 12 2X4(A1) 1.5X4 3X6 5X6 1.5X3 3X6(R) 1'10"8 8'5"12 SEAT PLATE REQ.SEAT PLATE REQ. 8'10"8 1'5"12 10'4"4 4"1 4'0"78'10"14 285# 302# 1'5"6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP M-30 Webs 2x4 SP #3 :W1 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 10.35 BC: From 20 plf at 0.00 to 20 plf at 10.35 TC: 285 lb Conc. Load at 8.91 BC: 302 lb Conc. Load at 8.91 Purlins 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 8.87 10.35 BC 120 0.00 10.35 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 660 /- /- /- /522 /- H 787 /- /- /- /890 /- Wind reactions based on MWFRS G Brg Width = 8.0 Min Req = 1.5 H Brg Width = 5.8 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 328 -383 B - C 315 -399 Chords Tens. Comp. C - D 21 -20 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - F 386 -322 Chords Tens. Comp. F - E 188 -205 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - F 417 -400 F - C 109 -59 Webs Tens. Comp. C - E 504 -462 D - E 58 -54 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): 0.013 F 999 360 VERT(CL): -0.023 F 999 240 HORZ(LL): -0.003 B - - HORZ(TL): 0.006 B - - Creep Factor: 2.0 Max TC CSI: 0.680 Max BC CSI: 0.760 Max Web CSI: 0.279 Wgt: 58.1 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss D01 Truss Type HIPM Qty 1 Ply 1 3899 06/23/2020 W1A B C D EFGH 5 12 2X4(A1) 1.5X4 3X6 5X6 1.5X3 3X6(R) 1'10"8 8'5"12 SEAT PLATE REQ.SEAT PLATE REQ. 8'10"8 1'5"12 10'4"4 4"1 4'0"78'10"14 285# 302# 1'5"6 Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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) BC 120 0.00 10.35 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. 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 537 /- /- /561 /303 /318 F 320 /- /- /313 /250 /- Wind reactions based on MWFRS E Brg Width = 8.0 Min Req = 1.5 F Brg Width = 5.8 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 479 -345 Chords Tens. Comp. B - C 77 -170 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 352 -429 Chords Tens. Comp. E - D 400 -775 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. E - B 414 -387 B - D 781 -404 Webs Tens. Comp. C - D 306 -200 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): 0.024 E 999 360 VERT(CL): -0.028 E 999 240 HORZ(LL): -0.011 C - - HORZ(TL): 0.013 C - - Creep Factor: 2.0 Max TC CSI: 0.968 Max BC CSI: 0.721 Max Web CSI: 0.493 Wgt: 53.9 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss D02 Truss Type MONO Qty 9 Ply 1 2489 06/23/2020 W1A B C D E F 5 12 2X4(A1) 1.5X4 3X6 2X4 3X6(R) 1'10"8 8'5"12 SEAT PLATE REQ.SEAT PLATE REQ. 10'4"4 4"1 4'7"13**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – 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) BC 120 0.00 10.35 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. 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 537 /- /- /561 /303 /318 F 320 /- /- /313 /250 /- Wind reactions based on MWFRS E Brg Width = 8.0 Min Req = 1.5 F Brg Width = 5.8 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 479 -345 Chords Tens. Comp. B - C 77 -170 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 352 -429 Chords Tens. Comp. E - D 400 -775 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. E - B 414 -387 B - D 781 -404 Webs Tens. Comp. C - D 306 -200 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): 0.024 E 999 360 VERT(CL): -0.028 E 999 240 HORZ(LL): -0.011 C - - HORZ(TL): 0.013 C - - Creep Factor: 2.0 Max TC CSI: 0.968 Max BC CSI: 0.721 Max Web CSI: 0.493 Wgt: 53.9 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss D02 Truss Type MONO Qty 9 Ply 1 2489 06/23/2020 W1A B C D E F 5 12 2X4(A1) 1.5X4 3X6 2X4 3X6(R) 1'10"8 8'5"12 SEAT PLATE REQ.SEAT PLATE REQ. 10'4"4 4"1 4'7"13Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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 2x6 SP #2 Webs 2x4 SP #3 :Lt Slider 2x6 SP #2: BLOCK LENGTH = 1.500' Purlins 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 8.48 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. 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 346 /- /- /366 /194 /184 F 346 /- /- /349 /233 /- Wind reactions based on MWFRS E Brg Width = 8.0 Min Req = 1.5 F Brg Width = 5.8 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 325 -577 Chords Tens. Comp. B - C 95 -185 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - D 8 -7 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - D 374 -238 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): NA VERT(CL): NA HORZ(LL): -0.125 B - - HORZ(TL): 0.197 B - - Creep Factor: 2.0 Max TC CSI: 0.709 Max BC CSI: 0.777 Max Web CSI: 0.179 Wgt: 42.7 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss D03 Truss Type MONO Qty 6 Ply 1 2492 06/23/2020 A B C DE F 5 12 3X4(E3) 3X12(E3) 3X4 1.5X4 3X8 8'5"12 SEAT PLATE REQ.SEAT PLATE REQ.1'1"74'7"13**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof 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 2x6 SP #2 Webs 2x4 SP #3 :Lt Slider 2x6 SP #2: BLOCK LENGTH = 1.500' Purlins 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 8.48 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. 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 346 /- /- /366 /194 /184 F 346 /- /- /349 /233 /- Wind reactions based on MWFRS E Brg Width = 8.0 Min Req = 1.5 F Brg Width = 5.8 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 325 -577 Chords Tens. Comp. B - C 95 -185 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - D 8 -7 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - D 374 -238 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): NA VERT(CL): NA HORZ(LL): -0.125 B - - HORZ(TL): 0.197 B - - Creep Factor: 2.0 Max TC CSI: 0.709 Max BC CSI: 0.777 Max Web CSI: 0.179 Wgt: 42.7 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss D03 Truss Type MONO Qty 6 Ply 1 2492 06/23/2020 A B C DE F 5 12 3X4(E3) 3X12(E3) 3X4 1.5X4 3X8 8'5"12 SEAT PLATE REQ.SEAT PLATE REQ.1'1"74'7"13Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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: Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 2 plf at 0.00 to 2 plf at 12.49 BC: From 20 plf at 0.00 to 20 plf at 4.29 BC: From 2 plf at 4.29 to 2 plf at 12.49 TC: -253 lb Conc. Load at 4.29 TC: 93 lb Conc. Load at 7.12 TC: 229 lb Conc. Load at 9.94 BC: -282 lb Conc. Load at 4.29 BC: 15 lb Conc. Load at 7.12 BC: 128 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 67 0.00 12.49 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 -189# 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 503 /-189 /- /- /1108 /- E 206 /- /- /- /336 /- D 115 /- /- /- /130 /- 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 324 0 B - C 1105 -332 Chords Tens. Comp. C - D 94 -62 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - H 0 -315 H - G 0 -442 Chords Tens. Comp. G - F 299 -967 F - E 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. H - B 682 -388 B - G 497 -564 Webs Tens. Comp. G - C 91 -114 C - F 1030 -318 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): 0.037 H 989 360 VERT(CL): 0.039 H 941 240 HORZ(LL): -0.011 F - - HORZ(TL): 0.011 F - - Creep Factor: 2.0 Max TC CSI: 0.812 Max BC CSI: 0.993 Max Web CSI: 0.307 Wgt: 56.7 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss HJ7 Truss Type HIP_ Qty 3 Ply 1 4044 06/23/2020 W1A B C D EFG H 3.54 12 2X4(A1) 2X4 3X6 3X4 3X4 5X6 2'7"1 SEAT PLATE REQ. 12'5"14 4"1 4'0"34'3"7 -253# 2'9"15 93# 2'9"15 229# -282# 15# 128# 2'6"9 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :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 12.49 BC: From 20 plf at 0.00 to 20 plf at 4.29 BC: From 2 plf at 4.29 to 2 plf at 12.49 TC: -253 lb Conc. Load at 4.29 TC: 93 lb Conc. Load at 7.12 TC: 229 lb Conc. Load at 9.94 BC: -282 lb Conc. Load at 4.29 BC: 15 lb Conc. Load at 7.12 BC: 128 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 67 0.00 12.49 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 -189# 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 503 /-189 /- /- /1108 /- E 206 /- /- /- /336 /- D 115 /- /- /- /130 /- 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 324 0 B - C 1105 -332 Chords Tens. Comp. C - D 94 -62 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - H 0 -315 H - G 0 -442 Chords Tens. Comp. G - F 299 -967 F - E 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. H - B 682 -388 B - G 497 -564 Webs Tens. Comp. G - C 91 -114 C - F 1030 -318 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): 0.037 H 989 360 VERT(CL): 0.039 H 941 240 HORZ(LL): -0.011 F - - HORZ(TL): 0.011 F - - Creep Factor: 2.0 Max TC CSI: 0.812 Max BC CSI: 0.993 Max Web CSI: 0.307 Wgt: 56.7 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss HJ7 Truss Type HIP_ Qty 3 Ply 1 4044 06/23/2020 W1A B C D EFG H 3.54 12 2X4(A1) 2X4 3X6 3X4 3X4 5X6 2'7"1 SEAT PLATE REQ. 12'5"14 4"1 4'0"34'3"7 -253# 2'9"15 93# 2'9"15 229# -282# 15# 128# 2'6"9 Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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 12.49 BC: From 20 plf at 0.00 to 20 plf at 4.11 BC: From 2 plf at 4.11 to 2 plf at 12.49 TC: -253 lb Conc. Load at 4.11 TC: 93 lb Conc. Load at 6.94 TC: 229 lb Conc. Load at 9.77 BC: -282 lb Conc. Load at 4.11 BC: 15 lb Conc. Load at 6.94 BC: 128 lb Conc. Load at 9.77 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 73 0.00 12.49 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 -198# 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 516 /-198 /- /- /1220 /- E 193 /- /- /- /386 /- D 110 /- /- /- /119 /- 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 665 -23 B - C 666 -5 Chords Tens. Comp. C - D 96 -63 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - G 12 -639 G - F 187 -758 Chords Tens. Comp. F - E 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - G 286 -50 G - C 230 -375 Webs Tens. Comp. C - F 803 -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: 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): 0.060 G 660 360 VERT(CL): 0.062 G 631 240 HORZ(LL): -0.016 C - - HORZ(TL): 0.016 C - - Creep Factor: 2.0 Max TC CSI: 0.831 Max BC CSI: 0.988 Max Web CSI: 0.239 Wgt: 56.7 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss HJ7P Truss Type HIP_ Qty 2 Ply 1 3714 06/23/2020 W1A B C D EFGH 3.54 12 2X4(A1) 1.5X3 3X6 3X6 5X6 2'7"1 SEAT PLATE REQ. 12'5"14 4"1 4'0"34'1"5 -253# 2'9"15 93# 2'9"15 229# -282# 15# 128# 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 12.49 BC: From 20 plf at 0.00 to 20 plf at 4.11 BC: From 2 plf at 4.11 to 2 plf at 12.49 TC: -253 lb Conc. Load at 4.11 TC: 93 lb Conc. Load at 6.94 TC: 229 lb Conc. Load at 9.77 BC: -282 lb Conc. Load at 4.11 BC: 15 lb Conc. Load at 6.94 BC: 128 lb Conc. Load at 9.77 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 73 0.00 12.49 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 -198# 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 516 /-198 /- /- /1220 /- E 193 /- /- /- /386 /- D 110 /- /- /- /119 /- 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 665 -23 B - C 666 -5 Chords Tens. Comp. C - D 96 -63 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - G 12 -639 G - F 187 -758 Chords Tens. Comp. F - E 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - G 286 -50 G - C 230 -375 Webs Tens. Comp. C - F 803 -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: 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): 0.060 G 660 360 VERT(CL): 0.062 G 631 240 HORZ(LL): -0.016 C - - HORZ(TL): 0.016 C - - Creep Factor: 2.0 Max TC CSI: 0.831 Max BC CSI: 0.988 Max Web CSI: 0.239 Wgt: 56.7 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss HJ7P Truss Type HIP_ Qty 2 Ply 1 3714 06/23/2020 W1A B C D EFGH 3.54 12 2X4(A1) 1.5X3 3X6 3X6 5X6 2'7"1 SEAT PLATE REQ. 12'5"14 4"1 4'0"34'1"5 -253# 2'9"15 93# 2'9"15 229# -282# 15# 128# 2'8"11 Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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 35 0.00 2.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Negative reaction(s) of -280# 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 771 /- /- /736 /357 /87 D - /-263 /- /152 /305 /- C - /-280 /- /120 /247 /- 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 95 -247 Chords Tens. Comp. B - C 207 -115 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 279 -57 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 972 -435 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): 0.036 E 803 360 VERT(CL): 0.066 E 441 240 HORZ(LL): -0.016 C - - HORZ(TL): 0.028 C - - Creep Factor: 2.0 Max TC CSI: 0.377 Max BC CSI: 0.336 Max Web CSI: 0.156 Wgt: 11.9 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss J1 Truss Type JACK Qty 6 Ply 1 4047 06/23/2020 A B C D E F 5 12 2X4(A1) 2X4 3X6 1'10"8 SEAT PLATE REQ. 2'5"4 5"4 2'10"8 4"1 1'6"7HB 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 35 0.00 2.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Negative reaction(s) of -280# 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 771 /- /- /736 /357 /87 D - /-263 /- /152 /305 /- C - /-280 /- /120 /247 /- 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 95 -247 Chords Tens. Comp. B - C 207 -115 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 279 -57 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 972 -435 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): 0.036 E 803 360 VERT(CL): 0.066 E 441 240 HORZ(LL): -0.016 C - - HORZ(TL): 0.028 C - - Creep Factor: 2.0 Max TC CSI: 0.377 Max BC CSI: 0.336 Max Web CSI: 0.156 Wgt: 11.9 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss J1 Truss Type JACK Qty 6 Ply 1 4047 06/23/2020 A B C D E F 5 12 2X4(A1) 2X4 3X6 1'10"8 SEAT PLATE REQ. 2'5"4 5"4 2'10"8 4"1 1'6"7HB 5"4 Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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 35 0.00 2.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Left bottom chord exposed to wind. Additional Notes Negative reaction(s) of -280# 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 771 /- /- /798 /419 /87 D - /-263 /- /154 /307 /- C - /-280 /- /125 /253 /- 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 95 -220 Chords Tens. Comp. B - C 170 -115 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 258 -57 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 849 -435 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): 0.043 E 682 360 VERT(CL): 0.066 E 441 240 HORZ(LL): -0.018 C - - HORZ(TL): 0.028 C - - Creep Factor: 2.0 Max TC CSI: 0.312 Max BC CSI: 0.257 Max Web CSI: 0.133 Wgt: 11.9 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss J1P Truss Type JACK Qty 4 Ply 1 3702 06/23/2020 A B C D E F 5 12 2X4(A1) 2X4 3X6 1'10"8 SEAT PLATE REQ. 2'5"4 5"4 2'10"8 4"1 1'6"7HB 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 35 0.00 2.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Left bottom chord exposed to wind. Additional Notes Negative reaction(s) of -280# 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 771 /- /- /798 /419 /87 D - /-263 /- /154 /307 /- C - /-280 /- /125 /253 /- 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 95 -220 Chords Tens. Comp. B - C 170 -115 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 258 -57 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 849 -435 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): 0.043 E 682 360 VERT(CL): 0.066 E 441 240 HORZ(LL): -0.018 C - - HORZ(TL): 0.028 C - - Creep Factor: 2.0 Max TC CSI: 0.312 Max BC CSI: 0.257 Max Web CSI: 0.133 Wgt: 11.9 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss J1P Truss Type JACK Qty 4 Ply 1 3702 06/23/2020 A B C D E F 5 12 2X4(A1) 2X4 3X6 1'10"8 SEAT PLATE REQ. 2'5"4 5"4 2'10"8 4"1 1'6"7HB 5"4 Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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) BC 51 0.00 4.21 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 E 362 /- /- /314 /138 /128 D - /-60 /- /50 /79 /- C 45 /- /- /17 /48 /- 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 211 -256 Chords Tens. Comp. B - C 17 -46 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 279 -168 Chords Tens. Comp. E - D 71 -147 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. E - B 374 -300 B - D 168 -81 Webs Tens. Comp. 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): 0.003 E 999 360 VERT(CL): 0.006 E 999 240 HORZ(LL): -0.001 C - - HORZ(TL): 0.001 C - - Creep Factor: 2.0 Max TC CSI: 0.117 Max BC CSI: 0.061 Max Web CSI: 0.054 Wgt: 21.7 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss J2 Truss Type MONO Qty 2 Ply 1 4066 06/23/2020 W1A B C D E 5 12 2X4(A1) 1.5X3 3X6 1.5X3 3X4(R) 1'10"8 SEAT PLATE REQ. 4'2"8 4"1 2'1"1**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 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) BC 51 0.00 4.21 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 E 362 /- /- /314 /138 /128 D - /-60 /- /50 /79 /- C 45 /- /- /17 /48 /- 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 211 -256 Chords Tens. Comp. B - C 17 -46 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 279 -168 Chords Tens. Comp. E - D 71 -147 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. E - B 374 -300 B - D 168 -81 Webs Tens. Comp. 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): 0.003 E 999 360 VERT(CL): 0.006 E 999 240 HORZ(LL): -0.001 C - - HORZ(TL): 0.001 C - - Creep Factor: 2.0 Max TC CSI: 0.117 Max BC CSI: 0.061 Max Web CSI: 0.054 Wgt: 21.7 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss J2 Truss Type MONO Qty 2 Ply 1 4066 06/23/2020 W1A B C D E 5 12 2X4(A1) 1.5X3 3X6 1.5X3 3X4(R) 1'10"8 SEAT PLATE REQ. 4'2"8 4"1 2'1"1Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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 :Lt Slider 2x8 SP 2400f-1.8E: BLOCK LENGTH = 1.500' Purlins 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 28 0.00 2.33 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL A 95 /- /- /55 /8 /50 D 46 /- /- /25 /- /- C 70 /- /- /41 /70 /- Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 64 -150 Chords Tens. Comp. B - C 26 -65 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - D 4 -9 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. 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: 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): NA VERT(CL): NA HORZ(LL): -0.006 B - - HORZ(TL): 0.007 B - - Creep Factor: 2.0 Max TC CSI: 0.205 Max BC CSI: 0.058 Max Web CSI: 0.045 Wgt: 16.8 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss J2A Truss Type MONO Qty 2 Ply 1 4069 06/23/2020 A B C D 5 12 3X4(E3) 3X12(E3) 3X4 1.5X3 1.5X4 SEAT PLATE REQ. 2'4"1'1"72'1"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 :Lt Slider 2x8 SP 2400f-1.8E: BLOCK LENGTH = 1.500' Purlins 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 28 0.00 2.33 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL A 95 /- /- /55 /8 /50 D 46 /- /- /25 /- /- C 70 /- /- /41 /70 /- Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 64 -150 Chords Tens. Comp. B - C 26 -65 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - D 4 -9 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. 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: 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): NA VERT(CL): NA HORZ(LL): -0.006 B - - HORZ(TL): 0.007 B - - Creep Factor: 2.0 Max TC CSI: 0.205 Max BC CSI: 0.058 Max Web CSI: 0.045 Wgt: 16.8 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss J2A Truss Type MONO Qty 2 Ply 1 4069 06/23/2020 A B C D 5 12 3X4(E3) 3X12(E3) 3X4 1.5X3 1.5X4 SEAT PLATE REQ. 2'4"1'1"72'1"1Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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 59 0.00 4.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 398 /- /- /336 /153 /149 D 8 /-24 /- /34 /34 /- C 46 /-24 /- /11 /81 /- 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 96 -194 Chords Tens. Comp. B - C 18 -79 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 217 -63 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 371 -267 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): 0.047 E 614 360 VERT(CL): 0.088 E 332 240 HORZ(LL): -0.020 C - - HORZ(TL): 0.037 C - - Creep Factor: 2.0 Max TC CSI: 0.283 Max BC CSI: 0.237 Max Web CSI: 0.054 Wgt: 17.5 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss J3 Truss Type JACK Qty 6 Ply 1 4041 06/23/2020 A B C DEF 5 12 2X4(A1) 1.5X3 1.5X3 1'10"8 SEAT PLATE REQ. 2'5"4 2'5"4 4'10"8 4"1 2'4"7HB 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 59 0.00 4.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 398 /- /- /336 /153 /149 D 8 /-24 /- /34 /34 /- C 46 /-24 /- /11 /81 /- 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 96 -194 Chords Tens. Comp. B - C 18 -79 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 217 -63 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 371 -267 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): 0.047 E 614 360 VERT(CL): 0.088 E 332 240 HORZ(LL): -0.020 C - - HORZ(TL): 0.037 C - - Creep Factor: 2.0 Max TC CSI: 0.283 Max BC CSI: 0.237 Max Web CSI: 0.054 Wgt: 17.5 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss J3 Truss Type JACK Qty 6 Ply 1 4041 06/23/2020 A B C DEF 5 12 2X4(A1) 1.5X3 1.5X3 1'10"8 SEAT PLATE REQ. 2'5"4 2'5"4 4'10"8 4"1 2'4"7HB 2'5"4 Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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 59 0.00 4.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. 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 398 /- /- /414 /221 /149 D 8 /-24 /- /27 /25 /- C 46 /-24 /- /8 /80 /- 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 96 -231 Chords Tens. Comp. B - C 18 -79 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 246 -63 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 420 -267 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): 0.056 E 522 360 VERT(CL): 0.088 E 332 240 HORZ(LL): -0.024 C - - HORZ(TL): 0.037 C - - Creep Factor: 2.0 Max TC CSI: 0.287 Max BC CSI: 0.367 Max Web CSI: 0.079 Wgt: 17.5 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss J3P Truss Type JACK Qty 4 Ply 1 3705 06/23/2020 A B C DEF 5 12 2X4(A1) 1.5X3 1.5X4 1'10"8 SEAT PLATE REQ. 2'5"4 2'5"4 4'10"8 4"1 2'4"7HB 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 59 0.00 4.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. 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 398 /- /- /414 /221 /149 D 8 /-24 /- /27 /25 /- C 46 /-24 /- /8 /80 /- 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 96 -231 Chords Tens. Comp. B - C 18 -79 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 246 -63 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 420 -267 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): 0.056 E 522 360 VERT(CL): 0.088 E 332 240 HORZ(LL): -0.024 C - - HORZ(TL): 0.037 C - - Creep Factor: 2.0 Max TC CSI: 0.287 Max BC CSI: 0.367 Max Web CSI: 0.079 Wgt: 17.5 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss J3P Truss Type JACK Qty 4 Ply 1 3705 06/23/2020 A B C DEF 5 12 2X4(A1) 1.5X3 1.5X4 1'10"8 SEAT PLATE REQ. 2'5"4 2'5"4 4'10"8 4"1 2'4"7HB 2'5"4 Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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 6.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 435 /- /- /343 /179 /210 D 64 /- /- /35 /5 /- C 114 /- /- /49 /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 100 -236 Chords Tens. Comp. B - C 44 -125 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 250 -69 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 413 -320 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): 0.095 E 307 360 VERT(CL): 0.096 E 303 240 HORZ(LL): -0.043 C - - HORZ(TL): 0.049 C - - Creep Factor: 2.0 Max TC CSI: 0.457 Max BC CSI: 0.322 Max Web CSI: 0.074 Wgt: 23.1 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss J5 Truss Type JACK Qty 6 Ply 1 4050 06/23/2020 A B C DEF 5 12 2X4(A1) 1.5X3 1.5X4 1'10"8 SEAT PLATE REQ. 2'5"4 4'5"4 6'10"8 4"1 3'2"7HB 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 6.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 435 /- /- /343 /179 /210 D 64 /- /- /35 /5 /- C 114 /- /- /49 /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 100 -236 Chords Tens. Comp. B - C 44 -125 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 250 -69 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 413 -320 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): 0.095 E 307 360 VERT(CL): 0.096 E 303 240 HORZ(LL): -0.043 C - - HORZ(TL): 0.049 C - - Creep Factor: 2.0 Max TC CSI: 0.457 Max BC CSI: 0.322 Max Web CSI: 0.074 Wgt: 23.1 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss J5 Truss Type JACK Qty 6 Ply 1 4050 06/23/2020 A B C DEF 5 12 2X4(A1) 1.5X3 1.5X4 1'10"8 SEAT PLATE REQ. 2'5"4 4'5"4 6'10"8 4"1 3'2"7HB 4'5"4 Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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 6.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. 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 435 /- /- /454 /244 /210 D 64 /- /- /119 /79 /- C 114 /- /- /54 /155 /- 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 -263 Chords Tens. Comp. B - C 44 -124 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 275 -69 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 423 -320 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): 0.087 E 333 360 VERT(CL): 0.096 E 303 240 HORZ(LL): -0.040 C - - HORZ(TL): 0.046 C - - Creep Factor: 2.0 Max TC CSI: 0.449 Max BC CSI: 0.421 Max Web CSI: 0.088 Wgt: 23.1 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss J5P Truss Type JACK Qty 4 Ply 1 3708 06/23/2020 A B C DEF 5 12 2X4(A1) 1.5X3 1.5X4 1'10"8 SEAT PLATE REQ. 2'5"4 4'5"4 6'10"8 4"1 3'2"7HB 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 6.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. 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 435 /- /- /454 /244 /210 D 64 /- /- /119 /79 /- C 114 /- /- /54 /155 /- 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 -263 Chords Tens. Comp. B - C 44 -124 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 275 -69 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 423 -320 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): 0.087 E 333 360 VERT(CL): 0.096 E 303 240 HORZ(LL): -0.040 C - - HORZ(TL): 0.046 C - - Creep Factor: 2.0 Max TC CSI: 0.449 Max BC CSI: 0.421 Max Web CSI: 0.088 Wgt: 23.1 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss J5P Truss Type JACK Qty 4 Ply 1 3708 06/23/2020 A B C DEF 5 12 2X4(A1) 1.5X3 1.5X4 1'10"8 SEAT PLATE REQ. 2'5"4 4'5"4 6'10"8 4"1 3'2"7HB 4'5"4 Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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 75 0.00 8.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 500 /- /- /376 /214 /272 D 109 /- /- /59 /7 /- C 175 /- /- /88 /226 /- 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 -284 Chords Tens. Comp. B - C 67 -158 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 282 -70 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 480 -395 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): 0.217 E 134 360 VERT(CL): 0.272 E 107 240 HORZ(LL): -0.096 C - - HORZ(TL): 0.108 C - - Creep Factor: 2.0 Max TC CSI: 0.425 Max BC CSI: 0.332 Max Web CSI: 0.110 Wgt: 28.7 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss J7 Truss Type EJAC Qty 26 Ply 1 3774 06/23/2020 A B C DEF 5 12 2X4(A1) 1.5X4 1.5X4 1'10"8 SEAT PLATE REQ. 2'5"4 6'5"4 8'10"8 4"1 4'0"7HB 6'5"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 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 75 0.00 8.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F 500 /- /- /376 /214 /272 D 109 /- /- /59 /7 /- C 175 /- /- /88 /226 /- 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 -284 Chords Tens. Comp. B - C 67 -158 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 282 -70 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 480 -395 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): 0.217 E 134 360 VERT(CL): 0.272 E 107 240 HORZ(LL): -0.096 C - - HORZ(TL): 0.108 C - - Creep Factor: 2.0 Max TC CSI: 0.425 Max BC CSI: 0.332 Max Web CSI: 0.110 Wgt: 28.7 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss J7 Truss Type EJAC Qty 26 Ply 1 3774 06/23/2020 A B C DEF 5 12 2X4(A1) 1.5X4 1.5X4 1'10"8 SEAT PLATE REQ. 2'5"4 6'5"4 8'10"8 4"1 4'0"7HB 6'5"4 Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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 #2: Webs 2x6 SP #2 :W2 2x4 SP #3: Plating Notes All plates are 1.5X3 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 51 0.00 4.10 BC 75 4.10 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL G 484 /- /- /365 /132 /193 C 183 /- /- /96 /154 /- D 117 /- /- /63 /- /- Wind reactions based on MWFRS G Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing G is a rigid surface. Bearing G requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 126 -342 Chords Tens. Comp. B - C 70 -158 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - G 338 -84 G - E 16 -68 Chords Tens. Comp. B - F 67 -15 F - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. G - B 516 -443 Webs Tens. Comp. F - E 36 -112 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): 0.135 G 196 360 VERT(CL): -0.172 G 999 240 HORZ(LL): -0.064 G - - HORZ(TL): 0.080 G - - Creep Factor: 2.0 Max TC CSI: 0.433 Max BC CSI: 0.422 Max Web CSI: 0.142 Wgt: 34.3 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss J7C Truss Type EJAC Qty 5 Ply 1 3664 06/23/2020 B2W2A B C D EF G 5 12 2X4(A1) 1.5X4 3X6 1'10"8 SEAT PLATE REQ. 4'3"4'9" 9' 4"11'4'0"7HB 4'7"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 M-30 Bot chord 2x4 SP M-30 :B2 2x4 SP #2: Webs 2x6 SP #2 :W2 2x4 SP #3: Plating Notes All plates are 1.5X3 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 51 0.00 4.10 BC 75 4.10 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL G 484 /- /- /365 /132 /193 C 183 /- /- /96 /154 /- D 117 /- /- /63 /- /- Wind reactions based on MWFRS G Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing G is a rigid surface. Bearing G requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 126 -342 Chords Tens. Comp. B - C 70 -158 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - G 338 -84 G - E 16 -68 Chords Tens. Comp. B - F 67 -15 F - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. G - B 516 -443 Webs Tens. Comp. F - E 36 -112 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): 0.135 G 196 360 VERT(CL): -0.172 G 999 240 HORZ(LL): -0.064 G - - HORZ(TL): 0.080 G - - Creep Factor: 2.0 Max TC CSI: 0.433 Max BC CSI: 0.422 Max Web CSI: 0.142 Wgt: 34.3 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss J7C Truss Type EJAC Qty 5 Ply 1 3664 06/23/2020 B2W2A B C D EF G 5 12 2X4(A1) 1.5X4 3X6 1'10"8 SEAT PLATE REQ. 4'3"4'9" 9' 4"11'4'0"7HB 4'7"8 Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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 8.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. 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 500 /- /- /522 /282 /272 D 109 /- /- /195 /125 /- C 175 /- /- /97 /223 /- 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 107 -293 Chords Tens. Comp. B - C 67 -157 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 302 -75 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 443 -396 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): 0.239 E 122 360 VERT(CL): 0.293 E 99 240 HORZ(LL): -0.105 C - - HORZ(TL): 0.118 C - - Creep Factor: 2.0 Max TC CSI: 0.773 Max BC CSI: 0.668 Max Web CSI: 0.131 Wgt: 28.7 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss J7P Truss Type EJAC Qty 6 Ply 1 3896 06/23/2020 A B C DEF 5 12 2X4(A1) 1.5X4 1.5X4 1'10"8 SEAT PLATE REQ. 2'5"4 6'5"4 8'10"8 4"1 4'0"7HB 6'5"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 8.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. 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 500 /- /- /522 /282 /272 D 109 /- /- /195 /125 /- C 175 /- /- /97 /223 /- 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 107 -293 Chords Tens. Comp. B - C 67 -157 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 302 -75 Chords Tens. Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 443 -396 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): 0.239 E 122 360 VERT(CL): 0.293 E 99 240 HORZ(LL): -0.105 C - - HORZ(TL): 0.118 C - - Creep Factor: 2.0 Max TC CSI: 0.773 Max BC CSI: 0.668 Max Web CSI: 0.131 Wgt: 28.7 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss J7P Truss Type EJAC Qty 6 Ply 1 3896 06/23/2020 A B C DEF 5 12 2X4(A1) 1.5X4 1.5X4 1'10"8 SEAT PLATE REQ. 2'5"4 6'5"4 8'10"8 4"1 4'0"7HB 6'5"4 Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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) TC 24 2.25 7.17 BC 110 0.15 9.28 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* 91 /- /- /44 /44 /6 Wind reactions based on MWFRS B Brg Width = 113 Min Req = - Bearing B is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 17 0 B - C 699 -704 C - D 667 -657 Chords Tens. Comp. D - E 698 -704 E - F 17 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - E 657 -538 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): -0.015 C 999 360 VERT(CL): 0.021 999 240 HORZ(LL): 0.007 - - HORZ(TL): 0.009 - - Creep Factor: 2.0 Max TC CSI: 0.414 Max BC CSI: 0.887 Max Web CSI: 0.000 Wgt: 32.2 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss PB01 Truss Type VAL Qty 1 Ply 1 3732 06/23/2020 A B C D E F 5 12 2X4(A1) 5X6 5X6 2X4(A1) 9'5"2 2'3"1 4'11"2'3"1 1'1"1'1" 3"141'3"31'4"13**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – 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) TC 24 2.25 7.17 BC 110 0.15 9.28 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* 91 /- /- /44 /44 /6 Wind reactions based on MWFRS B Brg Width = 113 Min Req = - Bearing B is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 17 0 B - C 699 -704 C - D 667 -657 Chords Tens. Comp. D - E 698 -704 E - F 17 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - E 657 -538 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): -0.015 C 999 360 VERT(CL): 0.021 999 240 HORZ(LL): 0.007 - - HORZ(TL): 0.009 - - Creep Factor: 2.0 Max TC CSI: 0.414 Max BC CSI: 0.887 Max Web CSI: 0.000 Wgt: 32.2 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss PB01 Truss Type VAL Qty 1 Ply 1 3732 06/23/2020 A B C D E F 5 12 2X4(A1) 5X6 5X6 2X4(A1) 9'5"2 2'3"1 4'11"2'3"1 1'1"1'1" 3"141'3"31'4"13Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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 110 0.15 9.28 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* 91 /- /- /45 /28 /9 Wind reactions based on MWFRS B Brg Width = 113 Min Req = - Bearing B is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 17 0 B - C 235 -190 Chords Tens. Comp. C - D 232 -190 D - E 17 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 128 -64 Chords Tens. Comp. F - D 128 -64 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - F 113 -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): 0.007 F 999 360 VERT(CL): 0.014 F 999 240 HORZ(LL): -0.004 F - - HORZ(TL): 0.007 F - - Creep Factor: 2.0 Max TC CSI: 0.352 Max BC CSI: 0.266 Max Web CSI: 0.034 Wgt: 36.4 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss PB04 Truss Type VAL Qty 3 Ply 1 3738 06/23/2020 A B C D E F 5 12 2X4(A1) 4X4 1.5X3 2X4(A1) 9'5"2 4'8"9 4'8"9 1'1"1'1" 3"142'3"72'5"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) BC 110 0.15 9.28 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* 91 /- /- /45 /28 /9 Wind reactions based on MWFRS B Brg Width = 113 Min Req = - Bearing B is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 17 0 B - C 235 -190 Chords Tens. Comp. C - D 232 -190 D - E 17 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 128 -64 Chords Tens. Comp. F - D 128 -64 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - F 113 -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): 0.007 F 999 360 VERT(CL): 0.014 F 999 240 HORZ(LL): -0.004 F - - HORZ(TL): 0.007 F - - Creep Factor: 2.0 Max TC CSI: 0.352 Max BC CSI: 0.266 Max Web CSI: 0.034 Wgt: 36.4 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss PB04 Truss Type VAL Qty 3 Ply 1 3738 06/23/2020 A B C D E F 5 12 2X4(A1) 4X4 1.5X3 2X4(A1) 9'5"2 4'8"9 4'8"9 1'1"1'1" 3"142'3"72'5"1Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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 2.71 6.71 BC 110 0.15 9.28 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* 91 /- /- /44 /41 /6 Wind reactions based on MWFRS B Brg Width = 113 Min Req = - Bearing B is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 17 0 B - C 344 -295 C - D 345 -249 Chords Tens. Comp. D - E 345 -249 E - F 343 -295 F - G 17 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - H 249 -203 Chords Tens. Comp. H - F 249 -203 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. D - H 238 -170 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 E 999 360 VERT(CL): 0.013 E 999 240 HORZ(LL): 0.003 E - - HORZ(TL): 0.004 E - - Creep Factor: 2.0 Max TC CSI: 0.109 Max BC CSI: 0.187 Max Web CSI: 0.071 Wgt: 35.0 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss PB05 Truss Type VAL Qty 1 Ply 1 3741 06/23/2020 A B C D E F G H 5 12 2X4(A1) 5X6 1.5X3 1.5X3 5X6 2X4(A1) 9'5"2 2'8"9 4'2'8"9 1'1"1'1" 3"141'5"71'7"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 2.71 6.71 BC 110 0.15 9.28 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* 91 /- /- /44 /41 /6 Wind reactions based on MWFRS B Brg Width = 113 Min Req = - Bearing B is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 17 0 B - C 344 -295 C - D 345 -249 Chords Tens. Comp. D - E 345 -249 E - F 343 -295 F - G 17 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - H 249 -203 Chords Tens. Comp. H - F 249 -203 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. D - H 238 -170 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 E 999 360 VERT(CL): 0.013 E 999 240 HORZ(LL): 0.003 E - - HORZ(TL): 0.004 E - - Creep Factor: 2.0 Max TC CSI: 0.109 Max BC CSI: 0.187 Max Web CSI: 0.071 Wgt: 35.0 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss PB05 Truss Type VAL Qty 1 Ply 1 3741 06/23/2020 A B C D E F G H 5 12 2X4(A1) 5X6 1.5X3 1.5X3 5X6 2X4(A1) 9'5"2 2'8"9 4'2'8"9 1'1"1'1" 3"141'5"71'7"1Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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 0 4.25 4.71 TC 24 4.71 5.17 BC 110 0.15 9.28 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* 91 /- /- /45 /30 /8 Wind reactions based on MWFRS B Brg Width = 113 Min Req = - Bearing B is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 17 0 B - C 254 -209 C - D 284 -156 Chords Tens. Comp. D - E 284 -156 E - F 251 -209 F - G 17 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - H 157 -99 Chords Tens. Comp. H - F 157 -99 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. D - H 191 -171 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): 0.005 H 999 360 VERT(CL): 0.009 H 999 240 HORZ(LL): -0.002 H - - HORZ(TL): 0.005 H - - Creep Factor: 2.0 Max TC CSI: 0.242 Max BC CSI: 0.248 Max Web CSI: 0.057 Wgt: 35.0 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss PB3 Truss Type VAL Qty 1 Ply 1 3735 06/23/2020 A B C D E F G H 5 12 2X4(A1) 5X6 1.5X3 1.5X3 5X6 2X4(A1) 9'5"2 4'3"1 11"4'3"1 1'1"1'1" 3"142'1"32'2"13**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – 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 0 4.25 4.71 TC 24 4.71 5.17 BC 110 0.15 9.28 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* 91 /- /- /45 /30 /8 Wind reactions based on MWFRS B Brg Width = 113 Min Req = - Bearing B is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 17 0 B - C 254 -209 C - D 284 -156 Chords Tens. Comp. D - E 284 -156 E - F 251 -209 F - G 17 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - H 157 -99 Chords Tens. Comp. H - F 157 -99 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. D - H 191 -171 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): 0.005 H 999 360 VERT(CL): 0.009 H 999 240 HORZ(LL): -0.002 H - - HORZ(TL): 0.005 H - - Creep Factor: 2.0 Max TC CSI: 0.242 Max BC CSI: 0.248 Max Web CSI: 0.057 Wgt: 35.0 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss PB3 Truss Type VAL Qty 1 Ply 1 3735 06/23/2020 A B C D E F G H 5 12 2X4(A1) 5X6 1.5X3 1.5X3 5X6 2X4(A1) 9'5"2 4'3"1 11"4'3"1 1'1"1'1" 3"142'1"32'2"13Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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 30 0.00 2.48 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL C* 83 /- /- /33 /26 /8 Wind reactions based on MWFRS C Brg Width = 29.7 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 62 -75 Chords Tens. Comp. B - C 62 -75 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 74 -34 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): 0.001 999 360 VERT(CL): 0.002 999 240 HORZ(LL): -0.000 - - HORZ(TL): 0.001 - - Creep Factor: 2.0 Max TC CSI: 0.024 Max BC CSI: 0.042 Max Web CSI: 0.000 Wgt: 7.0 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss V01 Truss Type VAL Qty 1 Ply 1 4033 06/23/2020 A B C 8 12 2X4(D8R) 3X4 2X4(D8R) 2'5"11 5"3 9"11 9"11 5"3 0"410"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 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 30 0.00 2.48 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL C* 83 /- /- /33 /26 /8 Wind reactions based on MWFRS C Brg Width = 29.7 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 62 -75 Chords Tens. Comp. B - C 62 -75 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 74 -34 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): 0.001 999 360 VERT(CL): 0.002 999 240 HORZ(LL): -0.000 - - HORZ(TL): 0.001 - - Creep Factor: 2.0 Max TC CSI: 0.024 Max BC CSI: 0.042 Max Web CSI: 0.000 Wgt: 7.0 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss V01 Truss Type VAL Qty 1 Ply 1 4033 06/23/2020 A B C 8 12 2X4(D8R) 3X4 2X4(D8R) 2'5"11 5"3 9"11 9"11 5"3 0"410"2Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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 60 0.00 4.98 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 C* 83 /- /- /39 /39 /12 Wind reactions based on MWFRS C Brg Width = 59.7 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 168 -194 Chords Tens. Comp. B - C 168 -194 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 164 -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: 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): 0.006 999 360 VERT(CL): 0.011 999 240 HORZ(LL): -0.002 - - HORZ(TL): 0.005 - - Creep Factor: 2.0 Max TC CSI: 0.115 Max BC CSI: 0.155 Max Web CSI: 0.000 Wgt: 15.4 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss V02 Truss Type VAL Qty 1 Ply 1 4030 06/23/2020 A B C 8 12 2X4(D8R) 3X4 2X4(D8R) 4'11"11 5"3 2'0"11 2'0"11 5"3 0"41'8"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 Purlins 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 4.98 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 C* 83 /- /- /39 /39 /12 Wind reactions based on MWFRS C Brg Width = 59.7 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 168 -194 Chords Tens. Comp. B - C 168 -194 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 164 -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: 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): 0.006 999 360 VERT(CL): 0.011 999 240 HORZ(LL): -0.002 - - HORZ(TL): 0.005 - - Creep Factor: 2.0 Max TC CSI: 0.115 Max BC CSI: 0.155 Max Web CSI: 0.000 Wgt: 15.4 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss V02 Truss Type VAL Qty 1 Ply 1 4030 06/23/2020 A B C 8 12 2X4(D8R) 3X4 2X4(D8R) 4'11"11 5"3 2'0"11 2'0"11 5"3 0"41'8"2Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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 7.48 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL C* 84 /- /- /42 /43 /13 Wind reactions based on MWFRS C Brg Width = 89.7 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 195 -132 Chords Tens. Comp. B - C 195 -132 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - D 206 -120 Chords Tens. Comp. D - C 206 -120 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - D 333 -343 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): -0.008 D 999 360 VERT(CL): 0.010 D 999 240 HORZ(LL): 0.004 D - - HORZ(TL): 0.005 D - - Creep Factor: 2.0 Max TC CSI: 0.190 Max BC CSI: 0.169 Max Web CSI: 0.099 Wgt: 25.2 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss V03 Truss Type VAL Qty 1 Ply 1 4027 06/23/2020 A B C D 8 12 2X4(D8R) 4X4 1.5X3 2X4(D8R) 7'5"11 5"3 3'3"11 3'3"11 5"3 3'7"2 3"8 3'7"2 0"42'6"2**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 7.48 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL C* 84 /- /- /42 /43 /13 Wind reactions based on MWFRS C Brg Width = 89.7 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 195 -132 Chords Tens. Comp. B - C 195 -132 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - D 206 -120 Chords Tens. Comp. D - C 206 -120 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - D 333 -343 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): -0.008 D 999 360 VERT(CL): 0.010 D 999 240 HORZ(LL): 0.004 D - - HORZ(TL): 0.005 D - - Creep Factor: 2.0 Max TC CSI: 0.190 Max BC CSI: 0.169 Max Web CSI: 0.099 Wgt: 25.2 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss V03 Truss Type VAL Qty 1 Ply 1 4027 06/23/2020 A B C D 8 12 2X4(D8R) 4X4 1.5X3 2X4(D8R) 7'5"11 5"3 3'3"11 3'3"11 5"3 3'7"2 3"8 3'7"2 0"42'6"2Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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 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 0 1.19 1.94 TC 0 6.92 7.67 BC 106 0.00 8.87 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss designed to support 2-0-0 top chord outlookers and cladding load not to exceed 8.00 PSF one face and 24.0" span opposite face. Top chord must not be cut or notched, unless specified otherwise. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for gable wind bracing requirements. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL G* 156 /- /- /86 /169 /28 Wind reactions based on MWFRS G Brg Width = 106 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. C - B 47 -50 A - B 16 -126 B - C 91 -66 C - D 293 -133 Chords Tens. Comp. D - E 296 -133 E - F 146 -147 F - E 61 -84 F - G 78 -153 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 90 -9 B - J 132 -55 J - I 191 -78 Chords Tens. Comp. I - H 191 -78 H - F 135 -84 F - G 175 -119 Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. C - J 663 -371 D - I 19 -230 Gables Tens. Comp. H - E 722 -352 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: 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): -0.006 F 999 360 VERT(CL): -0.006 F 999 240 HORZ(LL): -0.004 B - - HORZ(TL): 0.004 B - - Creep Factor: 2.0 Max TC CSI: 0.292 Max BC CSI: 0.087 Max Web CSI: 0.138 Wgt: 37.8 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss V04 Truss Type GABL Qty 1 Ply 1 2486 06/23/2020 A B C D E F G HIJ 8 12 2X4(D8R) 3X6(C6) 2X4 4X4 1.5X3 3X6(C6)2X4(D8R) 8'10"6 5"3 8"11 3'6"3'6"8"11 5"3 5"3 (NNL)1'3" 5"3 (NNL)1'3" 0"42'7"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 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 0 1.19 1.94 TC 0 6.92 7.67 BC 106 0.00 8.87 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss designed to support 2-0-0 top chord outlookers and cladding load not to exceed 8.00 PSF one face and 24.0" span opposite face. Top chord must not be cut or notched, unless specified otherwise. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for gable wind bracing requirements. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL G* 156 /- /- /86 /169 /28 Wind reactions based on MWFRS G Brg Width = 106 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. C - B 47 -50 A - B 16 -126 B - C 91 -66 C - D 293 -133 Chords Tens. Comp. D - E 296 -133 E - F 146 -147 F - E 61 -84 F - G 78 -153 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 90 -9 B - J 132 -55 J - I 191 -78 Chords Tens. Comp. I - H 191 -78 H - F 135 -84 F - G 175 -119 Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. C - J 663 -371 D - I 19 -230 Gables Tens. Comp. H - E 722 -352 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: 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): -0.006 F 999 360 VERT(CL): -0.006 F 999 240 HORZ(LL): -0.004 B - - HORZ(TL): 0.004 B - - Creep Factor: 2.0 Max TC CSI: 0.292 Max BC CSI: 0.087 Max Web CSI: 0.138 Wgt: 37.8 lbs VIEW Ver: 19.01.00A.0618.16 Job 81126 Truss V04 Truss Type GABL Qty 1 Ply 1 2486 06/23/2020 A B C D E F G HIJ 8 12 2X4(D8R) 3X6(C6) 2X4 4X4 1.5X3 3X6(C6)2X4(D8R) 8'10"6 5"3 8"11 3'6"3'6"8"11 5"3 5"3 (NNL)1'3" 5"3 (NNL)1'3" 0"42'7"8Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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" MAX 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. # 0471824620 ParkView DrSt Cloud, FL 34771 STDTL03ALTERNATE GABLE END BRACING DETAILFEBRUARY 17, 2017 Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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. # 0471824620 ParkView DrSt 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. # 0471824620 ParkView DrSt 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. # 0471824620 ParkView DrSt 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. # 0471824620 ParkView DrSt 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. # 0471824620 ParkView DrSt Cloud, FL 34771 STDTL09FEBRUARY 17, 2017 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY Manuel Martinez, P.E. # 0471824620 ParkView DrSt Cloud, FL 34771 STDTL10FEBRUARY 17, 2017 LATERAL BRACING RECOMMENDATIONS Manuel Martinez, P.E. # 0471824620 ParkView DrSt Cloud, FL 34771 45.00°45.00°45.00° STDTL11FEBRUARY 17, 2017 LATERAL TOE-NAIL DETAIL Manuel Martinez, P.E. # 0471824620 ParkView DrSt Cloud, FL 34771 L STDTL12FEBRUARY 17, 2017 UPLIFT TOE-NAIL DETAIL Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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 in )2x4 SP No. 2 (Min) 2x2 SP No. 3 STDTL13 Manuel Martinez, P.E. # 0471824620 ParkView DrSt 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. # 0471824620 ParkView DrSt Cloud, FL 34771 STDTL15FEBRUARY 17, 2017 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND DAMAGED OR MISSING CHORD SPLICE PLATES Manuel Martinez, P.E. # 0471824620 ParkView DrSt Cloud, FL 34771 STDTL16FEBRUARY 17, 2017 SCAB APPLIED OVERHANGS (L) 24" MAX (2.0 x L) 24" MIN Manuel Martinez, P.E. # 0471824620 ParkView DrSt Cloud, FL 34771