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Home My WebLink AboutTruss Engineering07 4451 ST. LUCIE BLVD -r FORT PIERCE, FL 34946 } I F PH: 772-409-1010 FX: 772-409-1015 www.AlTruss.com 1100 Ago TRUSS ENGINEERING BUILDER: HABITAT SLC PROJECT. BROOKLINE AVENUE COUNTY: ST LUCIE MLOT/BLK/MODEL: MODEL:THREE BEDROOM GAR R JOB#: 84915 0 ® MASTERM CHHS313 v m< OPTIONS: NO OPTIONS Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 = A-1 ROOF These truss designs rely on lumber values established by others. 'A#=TRUSSES A FLORIDA CORPORATION RE: Job 84915 A-1 Roof Trusses 4451 St Lucie Blvd Site Information: Fort Pierce, -FL 34946 Customer Info: HABITAT ST. LUCIE COUNTY Project Name: BROOKLINE AVENUE Lot/Block: Model: THREE BEDROOM Address: LAKWOOD PARK FT PIERCE, FL Subdivision: City: County: St Lucie State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC 7th Ed. 2020 Res. / TPI 2014 Design Program: Alpine Engineered Products Wind Code: ASCE 7-16 Wind Speed: 160 Roof Load: 40.d psf Floor Load: 0.0 psf This package includes 30 individual, dated Truss Design Drawings and 16 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G 1 5-31.003,section 5 of the Florida Board of Professional Engineers Rules. No. Seq # Truss Name Date No. Seq # Truss Name Date No. Seq # Truss Name Date 1 2645 A01 219/21 13 2651 B01 2/9/21 25 2601 CJ7 2/9121 2 2581 A02 2/9/21 14 2592 B02 2/9121 26 2606 HJ5 2/9/21 3 2582 A03 2/9/21 15 2593 B03 2/9/21 27 2607 HJ8 219/21 4 2583 A04 2/9/21 16 2594 B04 2/9/21 28 2603 J7 2/9/21 5 2641 A05 2/9/21 17 2609 B05 2/9/21 29 2604 A 219/21 6 2638 A06 2/9/21 18 2595 B06 2/9/21 30 2605 J8B 2/9/21 7 2616 A07 2/9/21 19 2596 B07 2l9/21 31 STDL01 STD. DETAIL 2/9121 8 12613 A08 2/9/21 20 12597 B08 2/9/21 32 STDL02 STD. DETAIL 2/9/21 9 2621 A09 2/9/21 21 2648 B09 2/9/21 33 STDL03 STD. DETAIL 2l9/21 10 2635 A10 2/9/21 22 2598 CA 2/9121 34 STDL04 STD. DETAIL 2/9/21 11 2629 All 2/9/21 23 2599 CJ3 2/9/21 35 STDL05 STD. DETAIL 2/9/21 12 2632 Al2 2/9/21 24 2600 CJ5 2/9/21 36 STDL06 STD. DETAIL 219121 The truss drawing(s) referenced have been prepared byAlpine Engineered Products, Inc. under my direct supervision based on the parameters provided byA-1 RoofTrusses, Ltd. Truss Design Engineer's Name: Rama Pranav Kristam My license renewal date for the state of Florida is February 28,2021. NOTE: The seal on these drawings indicate acceptance of professional engineering responsibility solely forthe truss components shown. The suitability and use of components for any paitksularbuildIng Is the responsibility of the building designer, perANSVrPI.1 Sea 2. The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction documents (also referred to attires as'Structural Engineering Documents) provided by the Building Designer indicating the nature and character of the work The design criteria therein have been transferred.to Rama Pranav Kristam PE by [Al Roof Trusses or 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 orphaned submittals. As aTruss Design Engineer(ie, Specialty Engineer), the seal here and on the TDD represents an acceptance of professional engineering responsibilityforthe design of the single Truss depicted on the TDD only. The Building Designer is responsible forand shall coordinate and review the TDDs for compatbilitywith theirwritten engineering requirements. Please review all TDDs and all related notes. Page 1 of 2 Rama Pranav Kristam, P.E. 4451 St Lucie Blvd. Suite 201 Fort Pierce, FL 34946 Lumber design values are in accordance with ANSlfTPI 1-2014 section 6.3 R , A�� ROQF These truss designs rely on lumber values established by others. TRUSSES A FLORIDA CORPORATION RE: Job CHHS3B No. Seq # Truss Name Date 37 STDL07 STD. DETAIL 2/9/21 38 STDL08 STD. DETAIL 2/9/21 39 STDL09 STD. DETAIL 2/9/21 40 STDL10 STD. DETAIL 2/9/21 41 STDL11 STD. DETAIL 219/21 42 STDL12 STD. DETAIL 2/9/21 43 STDL13 STD. DETAIL 2/9/21 44 STDL14 STD. DETAIL 2/9/21 45 STDL15 STD. DETAIL 2/9/21 46 STDL16 STD. DETAIL 2/9/21 Rama Pranav Mstam, P.E. Page 2 of 2 488906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 Jot) I cuss I Russ I ype Ury I Hly UG/UH/1UL'I 2645 CHHS313 A01 I HIPS 1 1 16'4° 11'8" =5X6 =3X4 16'4" G H Es 5XI _ I T ,2 4 p io 3X6 F 4X6 :3X4E >(a K Z3X6 c1 5X4 D go4X4 (a) L:3X4 =4X6(C6 B _ 5Mg• =3X6 C6Ro S R Q P 0 1113 N =3X4 =5X6 -=3X8 =4X12 =3X6 SEAj, PLATE REQ. SEAT PLATE REQ. IL-'6 354" 7'6" �- 2'6" 1 44'4" Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code: FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.145 L 368 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.312 L 171 240 B 1686 /- /- /1060 1783 /178 BCDL: 10.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): -0.045 L - - N 2107 /- /- /1390 /899 /- EXP: C Kzt: NA Plate Type(s): HORZ(TL): 0.076 L Wind reactions based on MWFRS Des Ld: 40.00 Mean Height: 25.00 ft WAVE Creep Factor: 2 B Br Width = 8.0 Min Re 1.5 q NCBCLL: 10.00 TCDL: 5.0 psf Max TC CSI: 0. 0.681 N Brg Width = 8.0 Min Req 1.7 Load Duration: 1.25 BCDL: 5.0 psf Bearings B & N are a rigid surface. Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h Max BC CSI: 0.773 Bearings B & N require a seat plate. C&C Dist a: 4.43 ft Max Web CSI: 0.832 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: not in 13.00 ft Wgt: 241.5 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Wind Duration: 1.60 VIEW Ver. 20.01.01A.0724.12 B - C 383 -937 G - H 1849 -2088 Lumber A - B 52 0 H -1 1488 -1539 C - D 1754 - 2437 I - J 1461 -1689 Top chord: 2x4 :SP 2400f-2.OE + SP M-31:; D - E 1980 -2639 J - K 1437 -1704 T2 2x4 SP M-30; T3,T4 2x4 SP #2; E - F 1840 -2270 K - L 896 -1187 Bot chord: 2x6 SP 2400f-2.OE; B2 2x4 SP M-30; F - G 1861 -2249 L - M 863 -1059 B3 2x4 SP 2400f-2.OE + SP M-31; Webs: 2x4 SP #3; W7 2x6 SP #2; Lt Slider: 2x6 SP #2; block length = 2.750' Maximum Bot Chord Forces Per Ply (Ibs) Rt Slider: 2x6 SP #2; block length = 2.750' Chords Tens.Comp. Chords Tens. Comp. Bracing B - S 2220 -1485 P - O 1079 -725 (a) Continuous lateral restraint equally spaced on S - R 2535 -1795 O - N 1079 -725 member. R - Q 2534 -1796 N - L 1178 - 779 Q - P 1980 -1491 L - M 1083 - 811 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 16.33 28.00 BC 75 0.00 44.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp B - C 2400 - 2442 Q - H 344 - 99 D - S 449 -453 H - P 825 - 691 S - E 449 -222 P -1 218 -47 E - Q 424 - 544 P - K 2069 -1864 G - Q 372 - 88 K - N 1918 -1898 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineers responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPIA. -The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Cnnvrinht Q 2016 A-1 R-f Tn,ssec - Renmduntinn of this d-ment. in anv form. Is nrohihited without the written nennission of A-1 Roof Tnisses. Rama Pranav Kristam, P.E. 488906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 ion 1 cuss I cuss I ype wry I rly uuuarcuc r 2581 CHHS313 A02 HIPS 1 1 A 18W TV' 18W 5X8 G =5X6 H T 12 4 so3X4F I �jt 4 ago o3X4D 3X6E (a) K 1112X4 to =3)g(�g) a C 4X6(C6 L -1sps� T S R Q P O N M= X6 1111.5X3 =3X4 =5X6 =3X4 =3X8 =3X6 SEAj PLATE REQ. SEAT PLATE REQ. 35'4" 7'6"I AL �{ �- 2,6" Loading Criteria (psf) TOLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NC13CLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 4.43 ft Loc. from endwall: not in 13.0( GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; T1 2x4 SP 2400f-2.OE + SP M-31; T2 2x4 SP M-30; Bot chord: 2x6 SP 2400f-2.OE; B2 2x4 SP #2; B3 2x4 SP M-30; Webs: 2x4 SP #3; W8 2x6 SP #2; Lt Slider: 2x4 SP #3; block length = 1.750' 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 18.33 26.00 BC 72 0.00 44.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 44'4" =-3X6(A1) i 1 Code / Misc Criteria Defl/CS1 Criteria ♦ Maximum Reactions (Ibs) Code:FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl L/# Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.147 F 999 360 Loc R+ / R- / Rh / Rw / U / RL Rep Factors Used: Yes VERT(CL): 0.306 F 999 240 T 1674 /- /- /1049 /777 /196 FT/RT:10(0)/10(10) HORZ(LL): 0.034 M - - M 2121 /- /- /1388 /887 /- Plate Type(s): HORZ(TL): 0.075 M - - Wind reactions based on MWFRS WAVE Creep Factor: 2.0 T Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.999 M Brg Width = 8.0 Min Req = 2.5 Max BC CSI: 0.985 Bearings T & M are a rigid surface. Max Web CSI: 0.738 Bearings T & M require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) t Wgt:233.1 Ibs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.01.01A.0724.12 B - C 477 -1256 G - H 1449 -1528 A - B 52 0 H -1 1433 -1659 C - D 1537 -2346 I - J 867 -1098 D - E 1805 - 2615 J - K 860 -1110 E - F 1817 - 2575 K - L 870 -1224 F - G 1672 -2010 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. T - B 1209 - 360 P - O 1854 -1173 T - S 2173 -1330 O - N 988 - 606 S - R 2196 -1352 N - M 988 - 606 R - Q 2337 -1529 M - L 1216 - 759 Q - P 2336 -1529 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B - C 1134 -1271 G - O 530 -498 S - D 603 -575 O - H 262 -75 D - R 450 -408 0-1 822 -719 R- F 353 0 I- M 1921 -2078 F - P 513 -630' M - K 578 -452 G - P 530 -226 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for.the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field 1 488906 use of the Truss, including handling, storages Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lurie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. C rmht0201E A-1 Roof Tn.---Renrodnctinn of this dnannent. in anv fnon. is nmhihited votht"d the written narmiecinn of A-1 Ronf'r sac. CHHS3B A03 HIPS ype 1ty 11y UL/UulzuZ 2582 20'4" 1 3'8" 1 20'4" e5X6 =6X6 G H T 12 4 � �3X4F "1113X4 J�3X6 i� �3X4D �4X6E (a) 4X6 �(C6)A4X6 L T S R Q P O N 1113 M f P �� i LATE REC. 2,6„ 1111.5X4 =3X4 =5X6 =3X4 =3X4 =3X6 =4X4 Loading Criteria (pso Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 40100 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h C&C Dist a: 4.43 ft Loc. from endwall: not in 13.0( GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP M-30; T1 2x4 SP 2400f-2.0E + SP M-31; T3 2x4 SP #2; Bot chord: 2x6 SP 2400f-2.OE; B2 2x4 SP M-30; B3 2x4 SP #2; Webs: 2x4 SP #3; W8 2x6 SP #2; Lt Slider. 2x4 SP #3; block length = 1.750' 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 20.33 24.00 BC 61 0.00 44.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 35'4" Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE 44'4" SEAT PLATE REQ. 7'6" �{ i� 3X6(A1) Defi1CS1 Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udefl U# Gravity Non -Gravity VERT(LL): 0.276 Q 999 360 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.654 Q 636 240 U 1686 A A /1044 /782 /214 HORZ(LL): 0.063 G - - M 2107 A A /1365 /879. A HORZ(TL): 0.151 G - - Wind reactions based on MWFRS Creep Factor: 2.0 U Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.817 M Brg Width =1 .0 Min Req = 2.5 Max BC CSI: 0.995 Bearings U & M are a rigid surface. Bearings U & M require a seat plate. Max Web CSI: 0.784 Maximum Top Chord Forces Per Ply (Ibs) Wgt:230.3lbs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 20.01.01A.0724.12 B - C 521 -1332 G - H 1425 -1603 A- B 52 0 H- I 1402 -1745 C - D 1439 - 2339 I - J 565 - 676 D - E 1759 - 2705 J - K 557 - 741 E - F 1776 - 2655 K - L 904 -1135 F - G 1446 -1777 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. U - B 1282 -400 Q - P 1603 - 893 U - T 2175 -1251 P - O 1271 - 754 T - S 2201 -1276 O - N 1271 - 754 S - R 2326 -1428 N - M 1055 - 697 R - Q 2326 -1428 M - L 1154 - 778 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp B - C 992 -1183 H - P 192 - 52 T - D 579 - 576 P -1 725 - 517 D - S 477 - 369 I - N 1234 -1224 S-F 514 -42 N-K 1432 -981 F - Q 822 - 959 K - M 1600 -1920 G-Q 421 -218 **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise staled on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Mstam, P.E. - responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field � # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terns are as defined In TPI-1. Cnnvrinht a 2nte A-1 Roof Tnrecr_c — Renroduotion of this donrmnnt. in anv form. is nmhlhitnd with -I this written nermiscion of A-1 Rant Tmcses. Job I russ I russ I ype wry I rly u/ruarzuz 1 2583 CHHS313 A04 HIPS 1 1 it 22' 22' —1 T io L6 60 =3X6(A1) III1.5X3 =3X4 =bX6 =3xb =3Xb =4X4 ,%T, PLATE REQ. SEAT PLATE REQ. I A 354" 7'6" -{ 2,6„ 1 44 4" 1 Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code: FBC 7th Ed. 2020 Res. PP Deflection in loc Udefl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.150 Q 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.310 Q 999 240 S 1686 /- /- /1032 1782 /229 BCDL: 10.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.031 M - - L 2107 /- /- /1350 /879 /- EXP: C Kzt: NA Plate Type(s): HORZ(TL): 0.067 M - Wind reactions based on MWFRS Des Ld: 40.00 Mean Height: 25.00 ft WAVE Creep Factor: 2.0 S Brg Width = 8.0 Min Req = 1.5 NCBCLL: 10.00 TCDL: 5.0 psf p Max TC CSI: 0.631 L Brg Width = 8.0 Min Req = 2.5 Load Duration: 1.25 BCDL: 5.0 psf Bearings S & L are a rigid surface. Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h Max BC CSI: 0.994 Bearings S & L require a seat plate. C&C Dist a: 4.43 ft Max Web CSI: 0.778 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: not in 13.00 ft Wgt: 230.3 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Wind Duration: 1.60 VIEW Ver: 20.01.01A.0724.12 B - C 576 -1470 F - G 1266 -1676 Lumber A- B 52 0 G- H 1241 -1671 C - D 1422 -2435 H -1 658 -931 Top chord: 2x4 SP M-30; T1 2x4 SP 2400f-2.0E + D - E 1578 -2594 I - J 645 - 995 SP M-31; T3 2x4 SP #2; E - F 1599 -2550 J - K 915 -1147 Bot chord: 2x6 SP 2400f-2.OE; B2 2x4 SP M-30; B3 2x4 SP #2; Webs: 2x4 SP #3; W8 2x6 SP #2; Maximum Bot Chord Forces Per Ply (Ibs) Lt Slider: 2x4 SP #3; block length = 1.750' Chords Tens.Comp. Chords Tens. Comp. Bracing S - B 1414 -452 O - N 1400 -753 (a) Continuous lateral restraint equally spaced on S - R 2272 -1241 N - M 1400 -753 member. R - Q 2292 -1261 M - L 1064 -708 Q - P 2215 -1249 L - K 1160 - 789 Purlins P - O 2214 -1250 In lieu of structural panels or rigid ceiling use purins to laterally brace chords as follows: Maximum Web Forces Per Ply (Ibs) Chord Spacing(in oc) Start(ft) End(ft) Webs Tens.Comp. Webs Tens. Comp. BC 58 0.00 44.33 Apply purlins to any chords above or below fillers B - C 917 -1139 G - O 606 -307 at 24" OC unless shown otherwise above. R - D 529 -475 O - H 302 -259 D - Q 268 -230 H - M 1034 -1031 Loading Q - F 488 -16 M - J 1585 -1080 Truss passed check for 20 psf additional bottom chord F - O 774 -881 J - L 1633 -1960 live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. -WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid.. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn . responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kfstam, P.E. responsibility of the Owner, the Owners authorized agent or the Building.Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field. # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1. ('—winht 0 201fi A-1 Roof Tnisses — Renrodintion of this dnorrment. in env inns. is nmhihiled without the written mrmiscinn M A-1 Ronf Trtmen. Job I cuss Truss I ype rlty I Ply 02/09/2U21 CHHS3B A05 HIPS 1 1 2641 T 1 ,a. 20'6" i3'4" 1 20'6" ea5X6 =6X6 F G =3X4 =H0308 -3X4 =3X4 =3X6 =4X4 1113X6` S,%T. PLATE REQ. SEAT PLATE REQ. f 35'4" 7-6" 44'4" _1 =3X6(A1) Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code: FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.303 P 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.694 P 600 240 S 1520 A A /880 /684 /183 BCDL: 10.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.053 F - - L 2112 A A /1361 /888 A EXP: C Kzt: NA Plate Type(s): HORZ(TL): 0.130 F - - Wind reactions based on MWFRS Des Ld: 40.00 Mean Height: 25.00 ft WAVE, HS Creep Factor: 20. S Br Width = 8.0 9 Min Re 1.5 q = NCBCLL: 10.00 TCDL: 5.0 psf Max TC CSI: 0.873 L Brg Width = 8.0 Min Req = 2.5 Load Duration: 1.25 BCDL: 5.0 psf Max BC CSI: 0.994 Bearings S & L are a rigid surface. Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h Bearings S & L require a seat plate. C&C Dist a: 4.43 ft Max Web CSI: 0.793 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: not in 13.00 ft Wgt:219.1 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Wind Duration: 1.60 VIEW Ver: 20.01.01A.0724.12 A- B 149 -655 F - G 1477 -1628 Lumber B - C 1989 -2698 G - H 1456 -1772 C - D .1881 -2611 H - I 577 - 731 Top chord: 2x4 SP M-30; T1 2x4 SP 2400f-2.OE + D - E 1501 -1806 I - J 773 -130 SP M-31; T3 2x4 SP #2; E - F 1501 -1806 899 J - K 899 -1130 Bot chord: 2x4 :SP 2400f-2.OE + SP M-31:; B2 2x4 SP M-30; B3 2x4 SP #2; Webs: 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Lt Slider: 2x6 SP #2; block length = 2.750' Chords Tens.Comp. Chords Tens. Comp. Bracing S - R 2461 -1681 O - N 1301 -795 (a) Continuous lateral restraint equally spaced on A - S 666 -136 N - M 1301 -795 member. R - Q 2315 -1520 M - L 1085 -726 Q - P 2315 -1520 L - K 1145 - 773 Purlins P - O 1628 -941 In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Maximum Web Forces Per Ply (Ibs) Chord Spacing(in oc) Start(ft) End(ft) Webs Tens.Comp. Webs Tens. Comp. TC 24 20.50 23.83 BC 61 0.00 44.33 S - B 2000 - 2270 G - O 183 - 52 Apply purlins to any chords above or below fillers C - R 233 -54 O - H 720 -505 at 24" OC unless shown otherwise above. R - E 381 -34 H - M 1242 -1220 E - P 811 - 908 M - J 1485 -1031 Loading F - P 462 -271 J - L 1613 -1923 Truss passed check for 20 psf additional bottom chord live load in areas with 42%high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" torn. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the Rama Pranav Kdstam, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC;the.IBC, local building code and TPI-1. The approval of the TDD and any field # 88906 use of the Truss, including handling; storage. Installation and bracing shall be the responsibility of the Building Designer and Contractor.'AII notes set out in the TDD and the practices and 4451 St. Lurie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI.1. C.novdaht 0 2o16 A-1 Ronf Tnvcaac - Renrod-11- of this domirn-t. in anv form. is nmhihited without the written nermission of A-1 Roof Tmeses. Job I ruSS I Russ I ype CHHS313 A06 HIPS 18'6° 5X8 F ty 1y UZ1Uy1ZUZI T4" 18'6" - =5X6 G =3X4 =4X6 =3X4 =-3X8 =3X6 -5xb SEAT PLATE REQ. {-1 (iA 354" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 40.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h C&C Dist a: 4.43 ft Loc. from endwall: not in 13.0( GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; T1 2x4 SP 2400f-2.OE + SP M-31; T5 2x4 SP M-30; Bot chord: 2x4 SP M-30; B1 2x4 SP 2400f-2.OE + SP M-31; Webs: 2x4 SP #3; W6 2x6 SP #2; Lt Slider: 2x6 SP #2; block length = 2.750' 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 18.50 25.83 BC 75 0.00 44.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE 44'4" Defl/CSI Criteria PP Deflection in loc Udefl L14 VERT(LL): 0.190 E 999 36 VERT(CL): 0.400 E 999 24i HORZ(LL): -0.055 B - - HORZ(TL): 0.118 B - Creep Factor: 2.0 Max TC CSI: 0.814 Max BC CSI: 0.742 Max Web CSI: 0.731 Wgt: 221.2 Ibs VIEW Ver: 20.01.01A.0724.12 SEAT PLATE REQ. TW 2638 3X6(A1) ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL R 1508 /- /- /885 /679 /165 L 2126 /- /- /1385 /895 /- Wind reactions based on MWFRS R Brg Width = 8.0 Min Req = 1.5 L Brg Width = 8.0 Min Req = 2.5 Bearings R & L are a rigid surface. Bearings R & L require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 245 - 707 F - G - 1493 -1548 B - C 1958 -2659 G - H 1480 -1681 C - D 2006 - 2575 H -1 866 -1108 D - E 2017 - 2545 I - J 843 -1112 E - F 1742 -2047 J - K 872 -1227 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp R - Q 2428 -1654 O - N 1887 -1235 A-R 711 -219 N-M 1021 -651 Q - P 2337 -1640 M - L 1021 - 651 P - O 2337 -1640 L - K 1218 - 758 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. R - B 1877 - 2165 F - N 536 - 508 C - Q 207 - 29 N - G 244 - 83 Q - E 232 -40 N - H 798 -699 E - O 553 -566 H - L 1955 -2097 F - O 570 -263 L - J 580 -454 -WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid: As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of.the professional engineedri responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitabilityand use of this Truss for any Building lathe Rama Pranav Kristam, P.E. . responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the-TDD and any field- # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDDandthe practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. rnvrimht 0 2016 A-1 RnnfTm-Renrndurtinn ofthN dmiment. in anv fnrm. is nmhihHnd wlthnut tha written mnnicsinn of A-1 Rnnf Tntecr..c. Job CHHS3B I Russ I Russ I ype A07 HIPS ty 11y IO2/09/2021 2616 fi 16'6° 11'4" -}16'6° =5X6 Ill1.5X4 =5X6 E F G 12' 4 p 503X6_ Ao3X4 B '-3X6(C6 =3X6(86) Q P O N M L 1111.5X3 =V4 =H0308 =3X8 =H0308 =4X4 4X6 H�1--3X6 SEAT PLATE REQ. SEAT PLATE REQ. r 44'4" J=3X6(A1) Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code: FBC 7th Ed. 2020 Res. PP Deflection in loc Udefl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.205 P 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.430 P 969 240 R 1520 /- /- /896 /685 /147 BCDL: 10.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL):-0.068 B - - K 2112 /- /- /1387 /900 /- EXP: C Kzt: NA Plate Type(s): HORZ(TL): 0.144 B - Wind reactions based on MWFRS Des Ld: 40.00 Mean Height: 25.00 ft WAVE, HS Creep Factor: 20. R Br Width = 8.0 Min Re 1.5 9 q = NCBCLL: 10.00 TCDL: 5.0 psf Max TC CSI: 0.804 K Brg Width = 8.0 Min R. = 2.5 Load Duration: 1.25 BCDL: 5.0 psf " Max BC CSI: 0.997 Bearings R & K are rigid surface. Spacing: 24.0 MWFRS Parallel Dist: h/2 to h Bearings R & K require a seat plate. i C&C Dist a: 4.43 ft Max Web CSI: 0.970 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: not in 13.00 ft Wgt: 214.2 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Wind Duration: 18 VIEW Ver. 20.01.01A.0724.12 A- B 496 -922 F - G 1936 -2044 Lumber B - C 2131 -2683 G - H 970 -1094 C - D 20-2545 H - I 945 -11 Top chord: 2x4 SP M-30; T1 2x4 SP 2400f-2.OE + D - E 2081 -2535 I - J 915 -1139 SP M-31; T3,T4 2x4 SP #2; E - F 1936 -2044 Bot chord: 2x4 :SP 2400f-2.OE + SP M-31:; B2 2x4 SP M-30; B3 2x4 SP #2; Webs: 2x4 SP #3; W6 2x6 SP #2; Maximum Bot Chord Forces Per Ply (Ibs) Lt Slider: 2x6 SP #2; block length = 2.750' Chords Tens.Comp. Chords Tens. Comp. Purlins R - Q 2470 -1832 N - M 1506 -1123 In lieu of structural panels or rigid ceiling use purlins A - R 913 -464 M - L 1506 -1123 to laterally brace chords as follows: Q - P 2475 -1839 L - K 1040 -707 Chord Spacing(in oc) Start(ft) End(ft) P - O 2088 -1544 K - J 1135 -789 TC 24 16.50 27.83 O - N 2088 -1544 BC 56 0.00 44.33 Apply purlins to any chords above or below fillers Maximum Web Forces Per Ply (Ibs) at 24" OC unless shown otherwise above. Webs Tens.Comp. Webs Tens. Comp. Loading R - B 1831 -1961 F - N 497 -281 Truss passed check for 20 psf additional bottom chord Q - C 198 -144 N - G 820 -724 live load in areas with 42%high x 24"-wide clearance. C - P 303 -188 G - L 1137 - 976 P - E 480 -184 L - I 1594 -1302 Wind E - N 237 -164 I - K 1844 -1960 Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. -WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER-), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise staled on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the Rama Pranav Mstam, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field 4 88906 - use of the Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Luae Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1. C nvrinht M MIA A-1 Ronf Tntcsrs— R—cluntinn of this dom,mant.. in anv farm. is nmhihited wehnut the wridan namnission of A-1 RnnfTmsses. Job I russ I russ t ype city Fly CHHS313 A-08 HIPS 1 1 Uz1Ua1ZUz1 2613 14'6" 164" 255X8 III1.5X4 12 D E -_ F T 47oo 3X4 C to (a). B ;� A�3X4 P O N M L K III1.5X3 =3X4=3X6 =3X10 =3X6=4X6 r , 14'6" G-�-4X6 (a) H Z3X4 J III3X6 SEAT PLATE REQ. SEAT P PT6BffQPLAT66ffi1P8l A��REQ. 35' 5,4„ -i ;F -- Loading Criteria (psq Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 40.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h C&C Dist a: 4.43 ft Loc. from endwall: not in 13.0( GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; T1 2x4 SP 2400f-2.OE + SP M-31; Bot chord: 2x4 SP #2; B1 2x4 SP 2400f-2.OE + SP M-31; Webs: 2x4 SP #3; W6 2x6 SP #2; Lt Slider: 2x6 SP #2; block length = 2.750' Rt Slider: 2x6 SP #2; block length = 2.750' Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 3X6(C6) 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 14.50 29.83 BC 71 0.00 44.33 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. Wind loading based on both gable and hip roof types. Code / Misc Criteria Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE 44W Deft/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.212 O 999 36 VERT(CL): 0.424 O 982 24 HORZ(LL): -0.058 B - - HORZ(TL): 0.117 B - Creep Factor: 2.0 Max TC CSI: 0.963 Max BC CSI: 0.964 Max Web CSI: 0.758 Wgt: 224.7 Ibs VIEW Ver. 20.01.01A.0724.12 ♦ Maximum Reactions (Ibs), or.=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL Q 1526 /- /- /883 /708 /130 J 1842 /- /- /950 1771 /- J' 24 /- /- /14 /3 /- R 337 /-119 P /160 /168 /- Wind reactions based on MWFRS Q Brg Width = 8.0 Min Req = 1.5 J Brg Width = 8.0 Min Req = 2.2 J Brg Width = 64.0 Min Req = - R Brg Width = 8.0 Min Req = 1.5 Bearings Q, J, J, & R are a rigid surface. Bearings Q, J, J, & R require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 524 -838 E - F 2420 -2372 B - C 2335 - 2690 F - G 1568 -1580 C - D 2325 -2493 G - H 604 -267 D - E 2420 - 2372 H -1 657 - 724 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Q - P 2467 - 2052 M - L 1435 -1189 A - Q 835 - 504 L - K 1435 -1189 P - O 2468 - 2059 K - J 230 - 420 O - N 2320 -1939 J - R 619 -1069 N - M 2320 -1939 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp Q - B 1974 -2075 M - F 1140 -1059 P-C 213 -29 F-K 614 -586 C - O 211 - 250 K - G 1899 -1395 D- O 365 - 8 G- J 1526 -1728 D - M 145 - 348 H - R 623 - 593 E - M 740 -482 "WARNING" - Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates.shall.be used for the TDD to. be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPIA. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field .. # 88906 use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and 4451 St. Lude Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. C ovriaht 0) 2016 A-1 Rmf Trij.-- Renmdurlinn of thtc dna,ment. in anv form. is nmhihilnd withmit thn w rittnn nnnniesinn of A-1 Rnnf Tn,csr-s. Job Truss Truss Type Qty I ply Uz/US/2uz1 CHHS3B A09 I HIPS 1 1 2621 i 11'11-11/16" 19'4" -1- 11'11-11/16"-� 12 4 p T `r 3X4 D m3X6(C6)e3X4 v2l rn m4X6A(C6)B C -v 1 s 1Ti6. =3X4 E=SYS F N(a) =3X6 1111.5X3 G H (a) = I JZ3X4 =4X6(C6) ) _L�3M4 U T S R Q P O N III1.5X3 =3X4 =H0308 =3X4 =3X8 =H0308 =3X4 1111.5X3 gE T 11 I /PLATE REQ. Lq �}� SEAT 1111T1 /116E"Q. j1_ 41'4" 6 T/)f6" r 43'3-3/8" 6-v5/]6„ Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code: FBC 7th Ed. 2020 Res. PP Deflection in loc Udefl L/# Gravity Non -Gravity Speed: 160 mph TCDL: 10.00 P TPI Std: 2014 ( ) VERT LL : 0.339 H 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.684 H 714 244 B 1788 !- /- /1002 /822 /118 BCDL: 10.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.092 N - - L 1788 /- /- /1002 /822 /- EXP: C Kzt: NA Plate Type(s): HORZ(TL): 0.187 N - - Wind reactions based on MWFRS Des Ld: 40.00 Mean Height: 25.00 ft WAVE, HS Creep Factor: 2 B Br Width = 8.0 Min Re 2.1 NCBCLL: 10.00 TCDL: 5.0 psf 0. Max TC CSI: 0.769 L Brg Width = 8.0 Min Req = 2.1 Load Duration: 1.25 BCDL: 5.0 psf Bearings B & L are a rigid surface. Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h Max BC CSI: 0.989 Bearings B & L require a seat plate. C&C Dist a: 4.43 ft Max Web CSI: 0.999 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: not in 6.50 Wgt: 232.4 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Wind Duration: 1.60 VIEW Ver: 20.01.01A.0724.12 A- C 667 -971 G - H 3786 -3944 C - D 2959 -3370 H -1 3788 -3946 Lumber D - E 3135 - 3402 I - J 3133 - 3401 Top chord: 2x6 SP 2400f-2.OE; T2,T3 2x4 SP #2; E - F 3766 -3927 J - K 2960 -3371 Bot chord: 2x4 SP M-30; B2 2x4 SP #2; F - G 3786 -3944 K - M 669 -972 Webs: 2x4 SP #3; Lt Slider: 2x4 SP #2; block length = 1.750' Rt Slider: 2x4 SP #2; block length = 1.750' Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Bracing (a) Continuous lateral restraint equally spaced on A - B 1003 -675 R - Q 3950 -3465 member. B - U 3068 -2608 Q - P 3194 -2738 U - T 3067 -2613 P - O 3194 -2738 Purlins T - S 3195 -2742 O - N 3068 -2612 In lieu of structural panels or rigid ceiling use purlins S - R 3195 -2742 N - L 3069 -2608 to laterally brace chords as follows: Chord Spacing()n oc) Start(ft) End(ft) Maximum Web Forces Per Ply (Ibs) TC 24 11.97 31.31 Webs Tens.Comp. Webs Tens. Comp. BC 54 0.00 43.28 Apply purlins to any chords above or below fillers B - C 2487 -2647 H - Q 548 - 353 at 24" OC unless shown otherwise above. U - D 178 -2 Q -1 896 -964 D - T 207 - 389 1-0 236 -1 Wind E-T 236 0 O-J 210 -386 Wind loads based on MWFRS with additional C&C E - R 878 -938 J - N 178 -3 member design. R - F 584 -360 K - L 2487 -2646 Wind loading based on both gable and hip roof types. F - Q 77 -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 TOO represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the .Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terns are as defined in TPI-1. C nvrinht 0 2016 A-1 Rnnf T.,ecec- RenrMuntinn of thN dnntment. in anv fern. is nmhihited wrihoul the written nerrniccinn of A-1 RnnfTn-a%. Job CHHS3B Truss A10 I russ I ype wry I Illy HIPS 1 1 UL/UU/LUGI 2635 m `l a =4) iq s-Ti s• I - 9'11-11/16" 12 = 6X8 4 F,� D 23'4" -1- 9'11-11/16"-� =3X4 =H0308 1111.5X4 =6X8 E F G H 4X4 6)C (a) (a) (a) =4X6 C 6(4X� �(C6) 13 I-3J K Q PO N M L 1111.5X3 =H0308=4X4=4X8=HO308 1111.5X3 11j1'I/16AT41'4"E REQ. SEAT PLAT}�F"Q. 6 T/)6" 43'3-3/8" 6-116„ r Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 40.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 4.43 ft Loc. from endwall: not in 6.50 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x6 SP 2400f-2.OE; T2,T3 2x4 SP M-30; Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:; B2 2x4 SP M-30; Webs: 2x4 SP #3; Lt Slider: 2x4 SP #2; block length = 1.750' Rt Slider: 2x4 SP #2; block length = 1.750' Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 9.97 33.31 BC 57 0.00 43.28 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. Wind loading based on both gable and hip roof types. Code / Misc Criteria Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Deft/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.429 G 999 36 VERT(CL): 0.863 G 566 24 HORZ(LL): 0.099 1 - - HORZ(TL): 0.201 1 - - Creep Factor: 2.0 Max TC CSI: 0.779 Max BC CSI: 0.949 Max Web CSI: 0.769 Wgt: 215.6 Ibs VIEW Ven 20.01.01A.0724.12 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1788 /- /- /1003 /934 /101 J 1788 /- /- /1003 /934 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 J Brg Width = 8.0 Min Req = 1.5 Bearings B & J are a rigid surface. Bearings B & J require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - C 967 -1287 F - G 4550 -4676 C - D 3308 -3574 G - H 4552 -4677 D - E 4518 -4648 H -1 3305 -3573 E - F 4550 - 4676 1- K 962 -1282 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 1315 -995 O - N 4685 -4286 B - Q 3284 -2927 N - M 3286 -2916 Q - P 3288 -2921 M - L 3286 -2916 P - O 3286 -2921 L - J 3282 -2922 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp B - C 2690 - 2529 N - H 1533 -1620 D- Q 290 0 G- N 691 -457 D- O 1504 -1581 L- H 294 0 O - E 719 -463 I - J 2693 -2533 E-N 82 -58 **WARNING** ' Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be.valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the.Owner, the Owners authorized agent or the Building Designer, in.the context of the IRC, the IBC, local building rode and TPI-1. The approval of the TDD and any field # 88906 use of the Truss, including handling; storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Cnnvrinht A 2016 A-1 Rnnf T.-- Renrndnntinn of thin doninnent. in anv form. is nmhihitnd withnut the written nermincion of A-1 Rnnf TnissAn. CHHS3B 11- yN- A11 HIPS ..try I wry I uuvatcva r 2629 6-1116' =4X �-- 7'11-11/16" 274" 7'11-11/16" --{ 4 p =6X10 =3X4 1111.5X4=4X6 =3X4 =6X10 D E F G H I 3X6(C6)( 4X4 6(C6) B (a) (a) =4X6(C J=3X6(C ) K�4X4 A L S R Q P O N M III1.5X3 =4X6=H0308 =3X8 =H0308=4X6 III1.5X3 tS . fi,PLATE REQ. LATE SEAT PA5Q. 41'4" 6-T/16„ r 6-T/]6„ 43'3-3/8" Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: 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: 4.43 ft Loc. from endwall: not in 6.50 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x6 SP 2400f-2.OE; T2,T3 2x4 SP M-30; Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:; B2 2x4 SP M-30; Webs: 2x4 SP #3; Lt Slider: 2x4 SP #2; block length = 1.750' Rt Slider: 2x4 SP #2; block length = 1.750' 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 7.97 35.31 BC 53 0.00 43.28 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. Wind loading based on both gable and hip roof types. Code / Misc Criteria Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Deft/CSI Criteria PP Deflection in loc L/defi L/# VERT(LL): 0.606 F 806 360 VERT(CL): 1.222 F 400 244 HORZ(LL): 0.098 M - - HORZ(TL): 0.199 M - Creep Factor: 2.0 Max TC CSI: 0.719 Max BC CSI: 0.956 Max Web CSI: 0.817 Wgt: 211.4 Ibs VIEW Ver. 20.01.01A.0724.12 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1788 /- /- /1001 /935 /83 K 1788 /- /- /1001 /935 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 K Brg Width = 8.0 Min Req = 1.5 Bearings B & K are a rigid surface. Bearings B & K require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - C 1066 -1275 G - H 5775 - 5905 C - D 3398 - 3575 H -1 5159 - 5255 D - E 5159 - 5255 I - J 3398 - 3575 E - F 5775 - 5905 J - L 1066 -1275 F - G 5775 - 5905 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 1308 -1090 P - O 5322 - 5006 B - S 3283 - 3020 O - N 5322 - 5006 S - R 3286 - 3013 N - M 3286 - 3011 R - Q 5322 - 5008 M - K 3283 - 3019 Q - P 5322 - 5008 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp B - C 2640 -2543 P - H 643 - 652 D-S 213 0 H-N 894 -679 D - R 2144 -2177 N - I 2144 -2177 R - E 894 - 679 M -1 213 0 E - P 643 -652 J - K 2640 -2543 F - P 561 - 377 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As.a Truss Design Engineering (i.e. Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the Rama Pranav Ostam, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88906 use of the Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI.1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Cnnvriaht nc 2016 A-1 RnofTntccea- Renmdnrlinn of thN domiment. in anv form. is nmhihired without the writtnn nerrnl clnn of A-1 RnnfTni nc. dOD truss I runs i ype W y cry ucruarcuc CHHS3B Al2 HIPS 1 2 2632 7. 207# 122# 122# 122# 122# 122# 122# 122# 207# + 122# + 122#, + 122#+ + 122f( + 122#+ + 122#+ + 122#+ + 122#+ i-- 6'6" i31'4" -i_ 6'6" 12 4 =6X10 =4X4 1111.5X3=HO510 =3X4 mH0308=4X4 =6X10 C D E F G H I J TT �3X6(C6)rsts/ts=4XA6(C6 1j 3-12R• T III1.5X3 J R l.t E3X10 szH0510 =3X10 =4X4 =H0510 sa3X10 III1.5X3 4X6(C6) L SEA'( PLATE REQ. SEAT PLA,%fZEQ. IL 6 41'4" � { 6'6-3/8"9'09'=-3/8i 2, I 2, I 2, I 2, I 2, I Z +1//77-1/ 2,-�- 2,-t 2, -I 2,-�- 2, I 2, 0-3/8 i 191# 82# 82## 82## 82# 82## 82## 82# 82# 82## 82# 82#82#82# 82## 82'#J`1911'#� Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 40.00 Mean Height: 25.00 ft NCBCLL: 0.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 4.43 ft Loc. from endwall: not in 6.50 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP M-30; T2,T3 2x4 SP 2400f-2.0E + SP M-31; Bot chord: 2x6 SP 2400f-2.OE; Webs: 2x4 SP #3; W2 2x4 SP #2; Lt Slider: 2x4 SP #3; block length = 1.750' Rt Slider: 2x4 SP #3; block length = 1.750' Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. (1)1/2" bolts may be used for (2) 0.131"x3", min. nails on The Bottom Chord Only. Special Loads -(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 61 plf at 0.00 to 61 plf at 6.50 TC: From 31 plf at 6.50 to 31 plf at 37.83 TC: From 61 plf at 37.83 to 61 plf at 44.33 BC: From 20 plf at 0.00 to 20 plf at 6.53 BC: From 10 plf at 6.53 to 10 plf at 37.80 BC: From 20 plf at 37.80 to 20 plf at 44.33 TC: 207 lb Conc. Load at 6.53,37.80 TC: 122 lb Conc. Load at 8.56,10.56,12.56,14.56 16.56,18.56,20.56,22.17,23.77,25.77,27.77,29.77 31.77,33.77,35.77 BC: 191 lb Conc. Load at 6.53,37.80 BC: 82 lb Conc. Load at 8.56,10.56,12.56,14.56 16.56,18.56,20.56,22.17,23.77,25.77,27.77,29.77 31.77,33.77,35.77 Code / Misc Criteria Defi/CSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl U# Gravity Non -Gravity TPI Still: 2014 VERT(LL): -0.967 E 505 360 Loc R+ / R- / Rh / Rw / U / RL Rep Factors Used: No VERT(CL): 1.586 E 308 244 U 3092 /- /- /- /2083 !- FT/RT:10(0)/10(10) HORZ(LL): -0.119 C - - V 3092 !- /- /- 12083 /- Plate Type(s): HORZ(TL): 0.196 C - - Wind reactions based on MWFRS WAVE, HS Creep Factor: 2.0 U Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.929 V Brg Width = 8.0 Min Req = 1.5 Max BC CSI: 0.989 Bearings U & V are a rigid surface. Bearings U & V require a seat plate. Max Web CSI: 0.707 Maximum Top Chord Forces Per Ply (Ibs) Wgt:467.6lbs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 20.01.01A.0724.12 A - B 1308 -1942 G - H 4832 -7083 Purlins B - C 2105 -3047 H -1 4832 -7083 C - D -7076 I - J -3054 In lieu of structural panels or rigid ceiling use purlins 4832 2110 D - E 4832 -7076 J - K 2110 -3054 to laterally brace chords as follows: E - F 4832 -7076 K - L 1319 -1956 Chord Spacing(in oc) Start(ft) End(ft) TC 24 6 50 37 83 F - G 4832 - 7076 BC 76 0.00 44.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. U - T 2847 -1966 P - O 5855 -4020 A - U 1881 -1260 O - N 5855 -4020 T - S 2834 -1949 N - M 2841 -1954 S - R 5870 -4029 M - K 2854 -1971 R - Q 5870 -4029 K - L 1895 -1271 Q - P 7121 -4873 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - T 265 -210 G - P 305 -276 C - S 3107 -2107 P -1 1308 - 862 S - D 634 -760 I - N 642 -774 D - Q 1281 - 850 N - J 3081 - 2090 E - Q 302 -272 M - J 262 - 204 Q - G 44 -50 **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. Asa Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents, an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context ofthe.IRC, the IBC, local building code and TPIA.. The approval of the TDD and any field .. .... # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notessetout in the TDD and the practices and 4451 St. Lurie Blvd, Suite 201.. guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. C-nitht 0 2016 A-1 Rnnf Tn,--- Rrnmdadinn of this dnrarment, in Rnv form. in nmhihitnd without the written nwmissinn of A-1 Ronf Tri-s. CHHS3B B01 SPEC 2651 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BOLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: 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 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x8 SP 2400f-1.8E; T2 2x4 SP 2400f-2.0E + SP M-31; Bot chord: 2x4 :SP 2400E-2.0E + SP M-31:; 132 2x6 SP 2400f-2.0E; Webs: 2x4 SP #3; W4 2x8 SP 2400f-1.8E; W7 2x6 SP #2; Lt Slider. 2x4 SP #3; block length = 1.750' Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 72 0.00 5.99 BC 67 9.53 15.10 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. 1- 67-1/8' 1 24-10--1--62-7/8• MAW I it AA.?UTE REQ. . 14'9' -67-1/8' T4.1re•6'2af8' 10'4.314' 4' 160# t5 Code / Misc Criteria DeflICSI Criteria ♦ Maximum Reactions (Ibs) Code:FBC 7th Ed. 2020 Res. PP Deflection in loc Udefl U# Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.276 F 614 360 Loc R+ / R- / Rh / Rw / U / RL B 787 /_ /_ /403 /272 /278 Rep Factors Used: Varies by Ld C $4_-RT(CL): 0.706 F 240 240 FT/RT:10(0)/10(10) HORZ(LL): 0.120 M - - K 852 A A /294 /297 /- Plate Type(s): HORZ(TL): 0.307 M - - Wind reactions based on MWFRS WAVE, HS Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.669 K Brg Width = 8.0 Min Req = 1.5 Max BC CSI: 0.199 Bearings B & K are a rigid surface. Bearing B requires a seat plate. Max Web CSI: 0.349 Maximum Top Chord Forces Per Ply (Ibs) Wgt: 117.6lbs Chords Tens.Comp. ' Chords Tens. Comp. VIEW Ver. 20.01.01A.0724.12 B - C 135 -509 E - F 159 -586 F - G 4814 - 5061 G - H 710 -1165 A-B 15 0 H-1 716 -1147 C - D 487 -1026 I - J 64 - 98 D - E 526 -1021 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - O 920 - 827 G - M 1389 -1063 O - N 825 - 700 M - L 1391 -1073 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B-C 984-1104 M-1 319 -190 D - O 233 -136 I - L 1173 -1503 O - E 129 -158 L - K 666 - 851 E - N 1158 -1356 L - J 155 - 72 N - F 1211 -1004 -WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (Le. Specialty Engineer), the sea[ on any TDD represents an acceptance of the professional engineenn responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitabilityand use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field. - # 88906 use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Conwiaht 0 2016 A-1 Roof Tnu-- Renroduntinn of thic do -P.M. in anv fnnn. In nrohihited vAhnut tha written nanniaainn of A-1 Ronf T-ac. JOD 1 russ 1 russ I We arty cry uuwrcuc r CHHS3B B02 HIPM 1 1 2592 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " 14'6" SEAT PLATE REQ. 1'6" j 14'8" Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: 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 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Lt Slider: 2x6 SP #2; block length = 2.750' 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 14.50 16.17 BC 75 0.00 16.17 Apply purins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. c5X6 III1.5X3 D E SEAT PLATE REQ. Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 7th Ed. 2020 Res. PP Deflection in loc Udefl L/# Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.058 C 999 360 Loc R+ / R- / Rh / Rw / U / RL H 737 /- /- /454 /262 /253 Rep Factors Used: Yes VERT(CL): 0.118 C 999 240 FT/RT:10(0)/10(10) HORZ(LL): -0.027 B - - 1 578 /- /- /313 /272 /- Plate Type(s): HORZ(TL): 0.055 B - - Wind reactions based on MWFRS WAVE Creep Factor: 2.0 H Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.807 1 Brg Width = 8.0 Min Req = 1.5 Max BC CSI: 0.667 Bearings H & I are a rigid surface. Bearings H & I require a seat plate. Max Web CSI: 0.937 Maximum Top Chord Forces Per Ply (Ibs) Wgt:88.9lbs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 20.01.01A.0724.12 A - B 85 -489 C - D 783 -962 B-C 622 -955 D-E 0 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. H - G 868 - 882 G - F 155 - 211 A-H 519 -53 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. H - B 1059 -1025 D - F 652 -480 C - G 566 -361 E - F 117 -50 G - D 848 -776 **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineeri responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval .of the TDD and any field . use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. rnnvdnht Q 201a A-1 Roof Tnisses - Reoroduntion of this donrrment. in anv form. is nrohibited Without the when nermissino of A-1 Rnaf Tmcses. Rama Pranali I(ristam, P.E. #.88906- 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 goo t runs truss type sty riy u.<fuaicu d i CHHS3B 603 HIPM 1 1 2593 3-1sTt6• 12'6" 3'8" —� =5X6 1111.5X4 D E SEAT PLATE REC. SEAT PLATE REQ. 1'6" 14'8" 16'2" Loading Criteria (psf) Wind Criteria Code I Misc Criteria Deft/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code: FBC 7th Ed. 2020 Res. PP Deflection in loc Udefl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.054 C 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.108 C 999 240 H 737 !- /- /454 /274 /218 BCDL: 10.00 Risk Category:11 FT/RT:10(0)110(10) HORZ(LL):-0.024 B - - 1 578 /- /- /307 /288 /- EXP: C Kzt: NA Plate Type(s): HORZ(TL): 0.050 B - - Wind reactions based on MWFRS Des Ld: 40.00 Mean Height: 25.00 ft WAVE Creep Factor: 20. H Br Width = 8.0 Min Re 1.5 9 q = NCBCLL: 10.00 TCDL: 5.0 sf P Max TC CSI: 0.659 I Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 BCDL: 5.0 sf P " Max BC CSI: 0.826 Bearings H & I are a rigid surface. Spacing: 24.0 MWFRS Parallel Dist: h/2 to h Bearings H & I require a seat plate. C&C Dist a: 3.00 ft Max Web CSI: 0.537 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: not in 9.00 Wgt: 81.9 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Wind Duration: 1.60 VIEW Ver: 20.01.01A.0724.12 A - B 115 -412 C - D 883 -985 Lumber B- C 759 -988 D- E 0 0 Top chord: 2x4 SP #2; - Bot chord: 2x4 SP #2; Maximum Bot Chord Forces Per Ply (Ibs) Webs: 2x4 SP 43; Chords Tens.Comp. Chords Tens. Comp. Lt Slider: 2x6 SP #2; block length = 2.750' H - G 898 -964 G - F 336 -490 Purlins A - H 443 -79 In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Maximum Web Forces Per Ply (Ibs) Chord Spacing(in oc) Start(ft) End(ft) Webs Tens.Comp. Webs Tens. Comp. TIC 24 12.50 16.17 BC 75 0.00 16.17 H - B 1076 -1076 D - F 745 - 510 Apply purins to any chords above or below fillers C - G 451 -252 E - F 257 -112 at 24" OC unless shown otherwise above. G - D 672 -541 Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. -WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field - - - # 88906 - use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Convrinht 0 2016 A•1 Rnof T.-- Ranmd,,dion of thisi dounrient. in anv form. le nmhihited without the written nerniaalon of A.1 Roof Tnrseea. Job Truss Iruss type uty Fly urruafZUZ9 CHHS3B I B04 HIPM 1 1 2594 3.1T6' Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " SEAT PLATE REQ. Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: 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 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Lt Slider: 2x6 SP #2; block length = 2.750' Purlins In lieu of structural panels or rigid ceiling use purins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 10.50 16.17 BC 75 0.00 16.17 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. 10'6" 15'8" �{ 14'8" 16'2" =5X6 1113X4(R) D E Code / Misc Criteria Defl/CSI Criteria Code: FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl L/# TPI Std: 2014 VERT(LL): -0.040 C 999 361 Rep Factors Used: Yes VERT(CL): 0.064 C 999 241 FT/RT:10(0)/10(10) HORZ(LL): -0.008 F - - Plate Type(s): HORZ(TL): 0.014 B - WAVE Creep Factor: 2.0 Max TC CSI: 0.759 Max BC CSI: 0.710 Max Web CSI: 0.729 Wgt: 86.1 Ibs VIEW Ver. 20.01.01A.0724.12 11 ro 17 01 co 1 SEAT PLATE REQ. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL H 737 /- /- /452 1434 /258 1 578 /- !- /302 1414 !- Wind reactions based on MWFRS H Brg Width = 8.0 Min Req = 1.5 1 Brg Width = 8,0 Min Req = 1.5 Bearings H & I are a rigid surface. Bearings H & I require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 85 - 519 C - D 773 - 695 B-C 951 -886 D-E 819 -617 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. H-G 804 -1074 G-F 10 -20 A - H 538 - 59 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. H - B 1352 - 983 G - E 721 - 949 C - G 294 -192 E - F 859 - 537 D - G 525 -177 **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine - connector plates shall be used for the TDD to be valid. Asa Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Mstam, P.E. ...responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the.TDD and any field # 88906 - use of the Truss. including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. C' nvri"ht (o 2016 A-1 Rnnf Tn,- -c — Rnnrndu Jinn of this domiment. in rtnu form. N nmhihited withmd the written nnrmi"sine of A-1 Rnnf Tniscen. jou CHHS3B Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " I Iij.1 II- IyFIG B05 HIPM �tT. Vly rly VGiVJIGVGI 1 1 354# 1811 181+ 181 8'6' 7'8' 1112X4 SEAT PLATE REQ. 1'6' 14'6° Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: 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 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 :SP 2400f-2.OE + SP M-31:; T2 2x4 SP #2; Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:; B2 2x4 SP M-30; Webs: 2x4 SP #3; Lt Slider: 2x6 SP #2; block length = 2.750' Special Loads --(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 61 plf at 0.00 to 61 plf at 8.50 TC: From 31 plf at 8.50 to 31 plf at 16.17 BC: From 20 plf at 0.00 to 20 pif at 8.65 BC: From 10 pif at 8.65 to 10 plf at 16.17 TC: 354 lb Conc. Load at 8.53 TC: 181 lb Conc. Load at 10.56,12.56,14.56 BC: 422 lb Conc. Load at 8.53 BC: 122 lb Conc. Load at 10.56,12.56,14.56 Purlins In lieu of structural panels or rigid ceiling use purins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 8.50 16.17 BC 69 0.00 16.17 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. Wind loading based on both gable and hip roof types. 16'2' 8'6-3/8' 70-3/8" 2 --� 2 422# 122# 122# 1 Code / Misc Criteria Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE DeflICSI Criteria PP Deflection in loc Udefl L/# VERT(LL): -0.117 C 999 36 %q-=RT(CL): 0.200 H 107 24 HORZ(LL): 0.064 B - - HORZ(TL): 0.132 B - - Creep Factor: 2.0 Max TC CSI: 0.704 Max BC CSI: 0.976 Max Web CSI: 0.755 Wgt: 83.3 Ibs VIEW Ver. 20.01.01A.0724.12 T i" 1 SEAT PLATE REQ. 2609 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL 1 1294 /- /- /- /925 /- J 1394 /- /- /- /1005 /- Wind reactions based on MWFRS I Brg Width = 8.0 Min Req = 1.5 J Brg Width = 8.0 Min Req = 1.6 Bearings I & J are a rigid surface. Bearings I & J require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 192 - 586 C - D 1161 -1597 B - C 1590 -2143 D - E 1161 -1597 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. I - H 1958 -1440 H - G 1981 -1445 A -I 582 -182 G-F 10 -7 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. I - B 1525 -1768 D - G 626 - 574 C - H 450 - 99 G - E 1982 -1441 C - G 354 -480 E - F 1011 -1318 -WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TOO) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine .connector plates shall be used for.the TDD. to be valid. As a Truss Design Engineering (i.e. Specialty.Engineer), the seal on any TOO represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TOO only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the Rama Pranav Mstam, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TOO and any field - 488906 use of the Truss,'including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TOO and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. rtnnvrimht 99 2016 A-1 Rnef TnI. w� - Rnnmdu dinn of this Annlment. in anv fnnn. Is nmhihhad vrithnut tha writtan nannMinn of A-1 Ronf Tnii-, Job Truss Truss Type city Illy ulrua/ZUZI 2595 CHHS3B I B06 HIPM 1 1 2 & Uj- SEAT PLATE REQ. �- 1'6" 14'4" 20'8" T1 On -6X6 1113X6(R) F G i SEAT PLATE REQ. 2'6" 1 227 J Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defi/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code: FBC 7th Ed. 2020 Res. PP Deflection in loc Udefl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): -0.102 1 209 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.170 D 999 240 J 1153 /- P 1745 /563 /298 BCDL: 10.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.048 C - - K 815 /- /- /423 /444 /- EXP: C Kzt: NA Plate Type(s): HORZ(TL): 0.067 C - - Wind reactions based on MWFRS Des Ld: 40.00 Mean Height: 25.00 ft WAVE Creep Factor: 20. J Br Width = 8.0 Min Re 1.5 9 q = NCBCLL: 10.00 TCDL: 5.0 sf p Max TC CSI: 0.720 K Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 BCDL: 5.0 psf " Max BC CSI: 0.552 Bearings J & K are a rigid surface. Spacing: 24.0 MWFRS Parallel Dist: h/2 to h Bearings J & K require a seat plate. C&C Dist a: 3.00 ft Max Web CSI: 0.769 Maximum Top Chord Forces Per Ply (Ibs) Loc. from l: not in 9.00 Wgt: 128.8 Ibs Chords Tens.Comp. Chords Tens. Comp. 0.18 pi: 0.1 GCpi: Wind Duration: 1.60 VIEW Ver: 20.01.01A.0724.12 B - C 85 -657 D - E 871 -1005 Lumber A - B 52 0 E - F 889 - 980 C - D 1205 -1445 F - G 948 - 895 Top chord: 2x4 SP M-30; T1 2x4 SP 2400f-2.OE + SP M-31; Bot chord: 2x6 SP 2400f-2.OE; B2 2x6 SP #2; Maximum Bot Chord Forces Per Ply (Ibs) Webs: 2x4 SP #3; Chords Tens.Comp. Chords Tens. Comp. Lt Slider. 2x4 SP #3; block length = 1.750' J-B 761 -99 I-H 0 0 Bracing J -1 1324 -1371 (a) Continuous lateral restraint equally spaced on member. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. Purlins In lieu of structural panels or rigid ceiling use purlins B - C 1557 -1171 I - G 1051 -1112 D - I 428 -446 G - H 981 -747 to laterally brace chords as follows: F - I 649 -249 Chord Spacing(in oc) Start(ft) End(ft) TC 24 14.33 22.17 BC 120 0.00 22.17 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT"forn. ' Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engirleerin .. responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Mstam, P.E. responsibility of the Owner, the Owners authorized agent or the. Building Designer, In the context.of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and " - - 4451 St Lurie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. CnnvrinhtQ 2016 A-1 RnnfTntsses-Renrndnntinn of this dom-nt. in anv fnrm. In nmhihited withmn the written nxnni, inn of A-1 RnnfTnrecxc. doo r Fuss I Fuss type Wry rty uuuarcuc t CHHS3B B07 HIPM 1 1 2596 3-1=51W 12'6" 9'8" =5X6 =3X4 1111.5X4 D E F SEAT PLATE REQ. �_ 1'6" 1 20W L SEAT PLATE REQ. 22'2" —1 T io L6 Loading Criteria (psf) Wind Criteria Code / Misc Criteria DeflICSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code: FBC 7th Ed. 2020 Res. PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.084 C 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.168 C 999 240 K 978 /- /- 1581 /374 /218 BCDL: 10.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): -0.030 B - - L 823 /- /- /430 /479 /- EXP: C Kzt: NA Plate Type(s): HORZ(TL): 0.060 B - - Wind reactions based on MWFRS Des Ld: 40.00 Mean Height: 25.00 ft WAVE Creep Factor: 20. K Br Width = 8.0 Min Re 1.5 9 q = NCBCLL: 10.00 TCDL: 5.0 sf p Max TC CSI: 0.810 L Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 BCDL: 5.0 psf Max BC CSI: 0.966 Bearings K & L are a rigid surface. Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h Bearings K & L require a seat plate. C&C Dist a: 3.00 ft Max Web CSI: 0.734 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: not in 9.00 Wgt: 114.1 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Wind Duration: 1.60 VIEW Ver: 20.01.01A.0724.12 A- B 180 -282 D - E 1185 -1064 Lumber B- C 1290 -1430 E- F 0 0 C-D 1162 -1168 Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; B2 2x4 SP M-30; Webs: 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Lt Slider: 2x6 SP #2; block length = 2.750' Chords Tens.Comp. Chords Tens. Comp. Purlins K - J 1303 -1412 I - H 1303 -1417 - K 279 -159 H - G 720 -976 In lieu of structural panels or rigid ceiling use purlins J 1417 - I 1303 -417 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 12.50 22.17 Maximum Web Forces Per Ply (Ibs) BC 87 0.00 22.17 Webs Tens.Comp. Webs Tens. Comp. Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. K - B 1408 -1342 H - E 473 - 279 J - C 131 -4 E - G 1294 -954 Wind C - H 242 -257 F - G 236 -120 Wind loads based on MWFRS with additional C&C D - H 213 -5 member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. "WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seat on any TDD represents an acceptance.of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPIA. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Mstam, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI4..The approval of the TDD and any field 488906 use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and '4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1. C nvdaht Q 2n1fi A-1 Ronf Tnt. ca-c — RenmdurAion of Ihlc dam anent. in anv farm. is nrnhihited without thn written narmir,.cinn of A-1 Roof Tri cnc. Job Truss Truss Type Qty Ply 0210912021 CHHS36 I B08 HIPM 1 11 I 2597 M 3.1aTa- 10'6" — -1 11'8" III1.5X4 ;L SEAT PLATE REQ. SEAT PLATE REQ. W. 120'8" 22'2" 11 Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code: FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): -0.079 C 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.138 J 999 240 K 978 /- /- /578 /603 /258 BCDL: 10.00 Risk Category:11 FT/RT:10(0)/10(10) HORZ(LL):-0.018 G - - L 823 /- /- 1426 /569 /- Des Ld: 40.00 EXP: C Kzt: NA Plate Type(s): HORZ(TL): 0.030 G - Wind reactions based on MWFRS Mean Height: 25.00 ft WAVE Creep Factor: 2.0 K Brg Width = 8.0 Min Req = 1.5 NCBCLL: 10.00 TCDL: 5.0 psf Max TC CSI: 0.849 L Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 " BCDL: 5.0 sf p Max BC CSI: 0.955 Bearings K & L are a rigid surface. Spacing: 24.0 MWFRS Parallel Dist: 0 to h/2 Bearings K & L require a seat plate. C&C Dist a: 3.00 ft Max Web CSI: 0.705 Loc. from endwall: not in 9.00 Maximum Top Chord Forces Per Ply (Ibs) Wgt: 118.3 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Wind Duration: 1.60 VIEW Ver. 20.01.01A.0724.12 A - B 66 -340 D - E 1357 -1040 Lumber B - C 1477 -1395 E - F 1357 -1040 C - D 1442 -1313 Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Lt Slider: 2x6 SP #2; block length = 2.750' Chords Tens.Comp. Chords Tens. Comp. Bracing K - J 1262 -1520 1- H 1214 -1457 (a) Continuous lateral restraint equally spaced on A - K 343 -64 H - G 11 -15 member. J -1 1214 -1457 Purlins 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 10.50 22.17 BC 67 0.00 22.17 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp K - B 1733 -1405 E - H 821 - 395 C - J 209 -206 H - F 1203 -1569 D- J 265 0 F- G 1106 - 772 D - H 148 -204 -WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. - Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless othetvdse stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering O.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and.any field ., ... — -.. # 88906 — .. use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor._ All notes set out in the TDD and the practices and 4451 St Lude Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI.1. C nvrinht Q 2016 A-1 Ronf Tni sm — Rnnrndurlinn of this dnmrment. in anv fnnn. is nmhihited wdhnuf the vrtMten oermic im of A-1 Rmf Tntcses. JUU CHHS3B I l ubb I l ub 11 yNC B09 HIPM illy r ly U41UU14U4 1 1 1 2648 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " 3-,RV 174181#+ 181+ 181#+ 181+ 13'8' a5X8 m4X4 181# 181#+ + 18130 3!1fi° SEAT PLATE REQ. SEAT PLATE REQ. 1'6' 20'8" Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 It TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 :SP 2400f-2.OE + SP M-31:; Bot chord: 2x6 SP 2400f-2.0E; Webs: 2x4 SP #3; W3 2x4 SP #2; Lt Slider: 2x4 SP #3; block length = 1.750' Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads (Lumber Dur.Fac.=1.25 / Plate Dur.Fac: 1.25) TC: From 61 pIf at 0.00 to 61 pIf at 8.50 TC: From 31 plf at 8.50 to 31 pIf at 22.17 BC: From 20 plf at 0.00 to 20 plf at 8.50 BC: From 10 plf at 8.50 to 10 plf at 22.17 TC: 174 lb Conc. Load at 8.50 TC: 181 lb Conc. Load at 9.15,11.15,13.15,15.15 17.15,19.15,21.15 BC: 300 lb Conc. Load at 8.50 BC: 122 lb Conc. Load at 9.15,11.15,13.15,15.15 17.15,19.15,21.15 Purlins 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 8.50 22.17 BC 68 0.00 22.17 Apply purins 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. Wind loading based on both gable and hip roof types. 22'2' 7 1311 ,�yy" 30'a 2 2 12 2 12 2 1 2 1� 2 122# 2 Code / Misc Criteria Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.226 C 999 36, keERT(CL): 0.345 1 709 240 HORZ(LL): 0.060 B - - HORZ(TL): 0.103 B - - Creep Factor. 2.0 Max TC CSI: 0.887 Max BC CSI: 0.990 Max Web CSI: 0.875 Wgt: 119.0 Ibs VIEW Ver. 20.01.01A.0724.12 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL J 1838 /- A /- /1316 /- K 1998 /- A /- /1420 /- Wind reactions based on MWFRS J Brg Width = 8.0 Min Req = 1.5 K Brg Width = 8.0 Min Req = 1.7 Bearings J & K are a rigid surface. Bearings J & K require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 1318 -2091 C - D 2593 -3623 B - C 2577 - 3528 D - E 2593 - 3623 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. J -1 3286 -2389 H - G 3301 -2385 A - J 2023 -1260 G - F 33 - 30 1- H 3301 - 2385 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C -1 292 0 G - E 3877 - 2768 C - G 409 -224 E - F 1417 -1794 D - G 1104 - 980 -WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal an any TDD represents an acceptance of the professional.engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the-TDD and any -field . # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TOO and the practices and 4451 St. Luce Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. C' nvd.ht 0 2016 A-1 Rnnf Tm-- Renmdnrtinn of thta domrment. in anv form. is nmhlhaed Ahnut tha written nnrmircinn of A-1 Rnmf Tnresec. JOO CHHS3B I russ I russ I ype ury Illy 1 .IACK 8 1 UL/UWLUG 1 2598 121 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; 12 4 B 2X4(A1) A T _T_ 7-15/16" 3-15-/�9 6" C Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: 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 Purlins 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 8 0.36 1.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes "... BEARING ANALOG MODIFIED! •"" I®-1 , --siI Code / Misc Criteria Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defi/CSI Criteria PP Deflection in loc Udefl L/# VERT(LL):0.000 - - 360 VERT(CL): 0.000 - - 240 HORZ(LL):0.000 - - - HORZ(TL):0.000 - - - Creep Factor: 2.0 Max TC CSI: 0.021 Max BC CSI: 0.007 Max Web CSI: 0.000 Wgt: 4.2 Ibs VIEW Ver: 20.01.01A.0724.12 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 35 /- /46 /25 /32 /26 C 21 /- 146 /11 /6 /39 Wind reactions based on MWFRS B Brg Width = 1.5 C Brg Width = 1.5 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-B 55 -131 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A - C 156 -49 **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedri responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the Rama Pranav Mstam, P.E. responsibility of the Owner,, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code.and TPI-1. The approval of the TDDand any field. # 88906 use of the Truss, including handling, storage, Installation and bracing shall bathe responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Cnovdaht Q 2016 A-1 Rmmf Tntzaaa — RrnmdunAinn of thk do arment. in anv fnnn, is nmhihNad without tha vmttan namri-jan of A-1 Ronf T— Job CHHS3B I russ I russ I ype city Fly CJ3 JACK 1 8 1 1 U2/U9/2U21 2599 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP 42; Webs: 2x6 SP #2; 12 4 C III 1.5X B X4(A1 HB 11-1/4" 3-15 16° F E D 1113X6(") SEAT PLATE REQ. �— 1'6" ---� Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: 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 Plating Notes (") 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 36 0.00 3.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 2'0-3/4" +11 1 3' so Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 7th Ed. 2020 Res. PP Deflection in loc Udefl L/# Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.019 E 999 360 Loc R+ ! R- / Rh / Rw / U / RL F 389 /- /- /321 /208 /73 Rep Factors Used: Yes VERT(CL): 0.037 E 661 240 FT/RT:10(0)/10(10) HORZ(LL); -0.006 C - - D - /-79 !- /59 /85 /- Plate Type(s): HORZ(TL): 0.013 C - - C - /-85 /- /41 !75 /- WAVE Creep Factor: 2.0 Wind reactions based on MWFRS Max TC CSI: 0.279 F Brg Width = 8.0 Min Req = 1.5 Max BC CSI: 0.191 D Brg Width = 1.5 Min Req = - Max Web CSI: 0.104 C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Wgt: 11.9 Ibs Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) VIEW Ver. 20.01.01A.0724.12 Chords Tens.Comp. Chords Tens. Comp. A - B 75 -249 B - C 28 -40 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- E 288 -43 E- D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. B - E 674 -237 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ('SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a.Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Mstam, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval.of the TDD and any field # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Cnnvriaht 02016 A-1 Roof To— — Ranmtlnrlinn of this doormat. in anv form, is nmhibited withmit thn wriftnn nannission of A-1 Roof Tnrxcnc. Job CHHS3B Truss CJ5 Truss Type Qty Ply U2/US12U21 JACK 1 8 1 1 2600 r Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " 3-1516" Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: 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 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP 42; Bot chord: 2x4 SP #2; Lt Slider: 2x6 SP #2; block length = 2.750' Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 60 0.00 5.00 Apply puriins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 12 C A l� ,r LO r SEAT PLATE REQ. 1 r6rf �5'� Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Code:FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl L/# Gravity Non -Gravity TPI Std: 2014 VERT(LL): -0.040 B 962 360 Loc R+ / R- / Rh / Rw / U / RL E 316 /- /- /233 /148 /122 Rep Factors Used: Yes VERT(CL): 0.032 B 999 240 FT/RT:10(0)/10(10) HORZ(LL): -0.026 B - - D 52 /- A /28 /- /- Plate Type(s): HORZ(TL): 0.029 B - - C 76 A A /25 /100 /- WAVE Creep Factor: 2.0 Wind reactions based on MWFRS Max TIC CSI: 0.576 E Brg Width = 8.0 Min Req = 1.5 Max BC CSI: 0.235 D Brg Width = 1.5 Min Req = - Max Web CSI: 0.190 C Brg Width = 1.5 Min Req = - Bearing E is a rigid surface. Wgt: 21.7 Ibs Bearing E requires a seat plate. Maximum Top Chord_ Forces Per Ply (Ibs) VIEW Ver: 20.01.01A.0724.12 Chords Tens.Comp. Chords Tens. Comp. A-B 381 -936 B-C 24 -90 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. E- D 0 0 A- E 993 - 335 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. E - B 908 -411 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used forthe TDD to be valid, As a Truss Design Engineering (Le, Specialty Engineer), the seal on any TDD,represents an acceptance of the professional engineerin _ responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading.conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the.Ownees authorized agent or.the Building. Designer, in the context of the IRC, the IBC, local building code.and TPI-1.. The approval of the TDD and any field # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and - - 4451 St. Lurie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Specialty Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI.1. Cnnvrinht 0 2016 A-1 Rnnf Tni,-- Ranrndurtinn of this dmimant. in anv form. is nmhihil"d vrithad tho wr ttnn nrmrissinn of A-1 Rnnf Tni—s. Job CHHS3B Truss Truss Type CJ7 JACK Qty Ply 02/09/2021 4 1 2601 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " SEAT PLATE REQ. �- 1'6"---- Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: 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 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Lt Slider: 2x6 SP #2; block length = 2.750' Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 7.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. C to CN 1 Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl L/# Gravity Non -Gravity TPI Std: 2014 VERT(LL): -0.121 B 516 360 Loc R+ / R- / Rh / Rw / U / RL E 381 /- /- /264 /188 /172 Rep Factors Used: Yes VERT(CL): 0.115 B 545 240 FT/RT:10(0)/10(10) HORZ(LL): -0.084 B - - D 92 /- /- /50 /4 /- Plate Type(s): HORZ(TL): 0.094 B - - C 137 P P /52 K63 P WAVE Creep Factor: 2.0 Wind reactions based on MWFRS Max TC CSI: 0.850 E Brg Width = 8.0 Min Req = 1.5 Max BC CSI: 0.498 D Brg Width = 1.5 Min Req = - Max Web CSI: 0.255 C Brg Width = 1.5 Min Req = - Bearing E is a rigid surface. Wgt: 27.3 Ibs Bearing E.requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) VIEW Ver. 20.01.01A.0724.12 Chords Tens.Comp. Chords Tens. Comp. A-B 475-1214 B-C 43 -136 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. E- D 0 0 A- E 1257 -429 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. E - B 1156 - 529 -WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid.. As a Truss Design Engineering (t.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPIA. The approval of the TDD and any field # 88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in vrtiting by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terns are as defined in TPI-1. Cnnvriaht 02nl6 A-1 RonfTnracr_c— RenrMllrlian of this dnannent. in anv fnrm. is nmhihited without the written nermission of A-1 Rnof Tmcses. Job CHHS3B Truss Truss Type Qty Ply HJ5 HIP_ 2 1 U2/U9/ZU21 2606 Y Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BOLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Lt Wedge: 2x6 SP #2; Special Loads 3-1T6- Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: 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 GCpi: 0.18 Wind Duration: 1.60 --(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 2 plf at 0.00 to 2 plf at 9.13 BC: From 2 plf at 0.00 to 2 plf at 9.13 TC: 70 lb Conc. Load at 1.46 TC: -38 lb Conc. Load at 4.29 TC: 152 lb Conc. Load at 7.12 BC: 42 lb Conc. Load at 1.46 BC: -75 lb Conc. Load at 4.29 BC: 104 lb Conc. Load at 7.12 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 9.13 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. 70 i 152# 38#� 2'0-3/16" �{ 12 B SEAT PLATE REQ. 2'0-11/16" 9'1-9/16" 1'5-1/2" -t - 2'9-15/16" - 1 2'9-15/16- ---� 42# 75# 104# Code / Misc Criteria Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE Defi/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udefl L/# Gravity Non -Gravity VERT(LL): -0.062 C 999 360 Loc R+ / R- / Rh / Rw / U / RL A 382 /- /- /- /371 /- IVr:RT(CL): -0.064 C 999 240 HORZ(LL): -0.083 C - - C 109 A /- /- /48 /- HORZ(TL): 0.084 C - - B 85 /- A /- /156 /- Creep Factor: 2.0 Wind reactions based on MWFRS Max TC CSI: 0.704 A Brg Width = 11.3 Min Req = 1.5 Max BC CSI: 0.626 C Brg Width = 1.5 Min Req = - Max Web CSI: 0.000 B Brg Width = 1.5 Min Req = - Bearing A is a rigid surface. Wgt: 32.2 Ibs Bearing A requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) VIEW Ver. 20.01.01A.0724.12 Chords Tens.Comp. A - B 43 - 35 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-C 0 0 **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design. Engineering (.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the.context of the IRC, the IBC, local building code and TPI-1.. The approval of.the.TOD and any field .. _. . 488906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lune Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPIA. Cnnvriaht 0 2016 A-1 Rnnf T.-- Renrnduntion of this d-ment. in anv fnnn. in nmhihited without the written nenniacion of A-1 Ronf Tntsrxa. °JUU CHHS3B Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " I rubb Ilubb Iyt1C HJ8 HIP_ 70 i -38#+ SEAT PLATE REQ. �- 2'0-11/16" 4{ %ALY I 1y UL,V.-1,LUL1 152# + 273 2'0-3/16" �{ D 11'11-1/2° 1-5-1/2' 2'9-15/16" 2 9 15/16" 2 9 15/16" -75# � 184# 42# 104# Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: 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 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; Lt Slider: 2x6 SP #2; block length = 3.889' Special Loads -(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 2 plf at 0.00 to 2 plf at 11.96 BC: From 2 plf at 0.00 to 2 plf at 11.96 TC: 70 lb Conc. Load at 1.46 TC: -38 lb Conc. Load at 4.29 TC: 152 lb Conc. Load at 7.12 TC: 273 lb Conc. Load at 9.94 BC: 42 lb Conc. Load at 1.46 BC: -75 lb Conc. Load at 4.29 BC: 104 lb Conc. Load at 7.12 BC: 184 lb Conc. Load at 9.94 Purlins In lieu of structural panels or rigid ceiling use puriins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 93 0.00 11.96 Apply puriins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Code / Misc Criteria Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.048 C 999 361 kfERT(CL): 0.054 C 999 241 HORZ(LL): -0.010 B - - HORZ(TL): 0.019 B - - Creep Factor: 2.0 Max TC CSI: 0.970 Max BC CSI: 0.989 Max Web CSI: 0.311 Wgt: 53.2 Ibs VIEW Ver. 20.01.01A.0724.12 T C? !6 2607 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL G 451 /- /- /- /493 /- E 300 /- A /- /223 /- D 174 /- /- /- /187 1- Wind reactions based on MWFRS G Brg Width = 11.3 Min Req = 1.5 E 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 (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 133 - 214 C - D 76 - 60 B - C 731 -482 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. G- F 465 -723 F- E 0 0 A - G 204 -120 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. G - B 655 -280 C - F 753 -485 -WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any.TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPIA. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kiistam, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the ]Be, local building code and TPIA.- The approval of the TDD and any field # 88906- . - use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TOO and the practices and 4451 St Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI.1. Cnnvriaht 0 201fi A-1 Roof To- - Renmdurlion of thle domanent. in am fnrm. is nmhihtted without the written nnrmircinn of A-1 Roof Tnrecac. Job CHHS3B I russ R I russ I ype Uty I rly EJAC 17 1 UZ/U9/ZUZ'I 2603 ►i Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " 3-15�'I6" SEAT PLATE REQ. �-- 1'6" --� Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: 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 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Lt Slider: 2x6 SP #2; block length = 2.750' Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 6.50 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Code / Misc Criteria Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Detl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.096 B 589 36( VERT(CL): 0.087 B 647 24( HORZ(LL): -0.066 B - - HORZ(TL): 0.074 B - - Creep Factor: 2.0 Max TC CSI: 0.718 Max BC CSI: 0.413 Max Web CSI: 0.238 Wgt: 25.9 Ibs VIEW Ver: 20.01.01A.0724.12 C T to P CV 1 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL E 364 /- 1- /255 /177 /159 D 82 P P /45 /4 /- C 122 P P /45 /147 P 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 (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 449 -1142 B - C 38 -126 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. E- D 0 0 A- E 1190 -403 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. E - B 1091 -497 '"WARNING- ' Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Mstam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of. the IRC, the IBC, local building code. and TPI-1. The approval of the TDD and any field # 88906 use of the Truss,- including handlings storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. Allnotesset out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1. Cnnvrinht Q 2016 A-1 Rnnf Tn,-- Renmdurtien of this dmiment. in am fnrm. is nmhihited wtthnut the written nermissinn of A-1 Rnnf Tni. ses, CHHS3B J8 EJAC 11 1 R Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " T 3-15 i16° SEAT PLATE REQ. 1 r6" --� Wind Criteria Wind Sid: ASCE 7-16 Speed: 160 mph Enclosure: 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 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 :SP 2400f-2.OE + SP M-31:; Bot chord: 2x4 :SP 2400f-2.OE + SP M-31:; Lt Slider: 2x6 SP #2; block length = 2.750' Puriins 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 8.50 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Code / Misc Criteria . Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE A1.1% Defi/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): -0.166 B 485 36i VERT(CL): 0.172 B 467 24, HORZ(LL): -0.116 B - - HORZ(TL): 0.130 B - Creep Factor: 2.0 Max TC CSI: 0.592 Max BC CSI: 0.353 Max Web CSI: 0.298 Wgt: 34.3 Ibs VIEW Ver. 20.01.01A.0724.12 C ♦ Maximum Reactions (Ibs) Gravity Loc R+ / R- / Rh Non -Gravity /Rw /U /RL E 437 /- /- /292 /220 /209 D 122 /- P /66 /5 P C 181 /- /- /72 /210 /- 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 (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 581 -1470 B - C 57 -164 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. E- D 0 0 A- E 1494 - 531 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. E - B 1395 - 654 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal an any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the Rama Pranav Mstam, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88906 ' - use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. C nvdnht 0 2016 A-1 Rnnf Tn..-- Rrnmdudinn of this damiment. in env fnnn. is nmhihhed withnut the written nenn Ginn of A-1 Rnnf Tries. JOD CHHS3B I lubb J8B I I Ubb I yp. ..pry I r lY v�iv�rcvc , MONO 1 1 2605 1. r Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BOLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " 3-1Ts- P] T io 1 1 69-7/16" -1— 1'8-9/16"--� Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: 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 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Lt Slider: 2x6 SP #2; block length = 2.750' Plating Notes All plates are 2X4(C6) except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 8.50 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. 8'6" Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or `=PLF Code: FBC 7th Ed. 2020 Res. PP Deflection in loc L/defl L/# Gravity Non -Gravity TPI Std: 2014 VERT(LL): -0.055 B 999 360 Loc R+ / R- / Rh / Rw / U / RL G 350 /- P /245 1131 /148 Rep Factors Used: Yes VERT(CL): 0.070 B 857 240 FT/RT:10(0)/10(10) HORZ(LL): -0.038 B - - H' 56 P /- /29 /29 !- Plate Type(s): HORZ(TL): 0.047 B - - Wind reactions based on MWFRS WAVE Creep Factor: 2.0 G Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.557 ' H Brg Width = 76.0 Min Req = - Max BC CSI: 0.459 Bearings G & G are a rigid surface. Bearings G & G require a seat plate. Max Web CSI: 0.304 Maximum Top Chord Forces Per Ply (Ibs) Wgt:37.1 Ibs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.01.01A.0724.12 A - B 432 -1049 C - D 0 -33 B - C 37 - 204 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. G-F 10 -26 F-E 0 0 A - G 1091 - 385 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. G - B 924 -487 C - F 640 -254 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the.TDD to be valid.. As a Truss Design Engineering (i.e. Specialty Engineer), the.seal on any TDD. represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E. responsibility of.the.Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field . 4.88906 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. r—vri.ht 0 2016 A-1 Rnnf Trusses — Renmd-jinn of this dnmunent. In env form. is nmhihitad wilhnut the written n—issian of A-1 Ronf Trusses. 10/28/2020 HIP/ KING JACK (TYPICAL) STDL 01.0 Aa#= A-1 ROOF = TRUSSES A FLORIDACORPORATION A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 (772)409-1010 ATTACH END JACKS USING (4) 0.131" 0 TOE NAILS AT TOP CHORD & (3) 0.131" 0 TOE NAILS AT BOTTOM CHORD. ATTACH KING JACK USING (3) 0.131" 0 TOE NAILS AT TOP CHORD & BOTTOM CHORD. ATTACH CORNER JACKS USING (2) 0.131" 0 TOE NAILS AT TOP & BOTTOM CHORDS (TYP). CORNERSET GENERAL SPECIFICATIONS: MAX LOAD: 55 PSF ROOF LOAD, 175 MPH, ASCE 7-10, EXP. B & C, UP TO 60, MEAN ROOF HEIGHT & EXPOSURE D UP TO 30' MEAN ROOF HEIGHT. Rama Pranav Mstam, P.E. # 88906 4451 St. Lucie Blvd, Suite 201 F.It Pierce, FL 34946 5/28/2020 HIP/ KING JACK (HVHZ) STDL,y 0,2.2, �A-1 ROOF = TRUSSES A FLORIDA CORPORATION A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772)4019-1010 ATTACH KING & END JACK WITH (1) THJA26 HANGER OR EQUIVALENT AT BOTTOM CHORD ATTACH KING & END JACKS WITH (1) LSTA12 TWIST STRAP AT TOP CHORD WITH (10) 1Od NAILS PER STRAP (MIN.) & (3) 0.131" 0 TOE NAILS. ATTACH CORNER JACKS & STD. JACKS WITH (1) LSTA12 TWIST STRAP AT TOP CHORD & BOTTOM CHORD WITH (10) 1 Od NAILS PER STRAP MINIMUM (TYP). HIGH VELOCITY HURRICANE ZONE CORNERSET SPECIFICATIONS: MAX LOAD: 55 PSF ROOF LOAD, 175 MPH, ASCE 7-10, EXP. B & C, UP TO 60' MEAN ROOF HEIGHT & EXPOSURE D UP TO 30' MEAN ROOF HEIGHT. NOTE: IN ADDITION TO STRAPPING TOE- NAIL BOTH CHORDS OF CORNER JACKS TO CARRYING MEMBER PER THE FOLLOWING SCHEDULE: • 2X4: (2) 0.131" 0 TOE NAILS • 2X6: (3) 0.131" 0 TOE NAILS LSTA12 TWIST STRAP WITH 1 OD NAILS, MIN. (10). SEE MFR'S RECOMMENDED CONNECTION. HIP, OR KING JACK (TYP.) JACK, OR CORNER JACK (TYP.) IMPORTANT NOTE: CONNECTION DESIGNED IN ACCORDANCE WITH FBC 2321.6- 2321.7 PROVIDING METAL STRAPPING (FLORIDA APPROVED PRODUCT) TO RESIST MIN. 700LB UPLIFT AT ALL CONNECTIONS IN HIGH VELOCITY HURRICANE ZONE. Rama Pranav Kristam, P.E. 11188906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 - FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL 1 STDTL03 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD 1' - 3' MAX. DIAG. BRACE AT 1/3 POINTS IF NEEDED IT IS THE RESPONSIBILITY OF THE BLDG. DESIGNER OR THE.PROJECT ENGINEER/ARCHITECT TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS. HORIZONTAL BRACE (SEE SECTION A -A) TRUSSSES 0 F_ 24' O.C. 2XG DIAGONAL BRACE SPACED 48' D.C. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 10d COMMONS. NAIL DIAGONAL BRACE TO PURLIN WITH TWO 16d NAILS. 2X4 PURLIN FASTENED TO FOUR TRUSSES WITH (2) - 16d NAILS EACH. FASTEN PURLIN TO BLOCKING W/ (2) - 16d NAILS (MIND. PROVIDE 2X4 BLOCKING BETWEEN THE TRUSSES SUPPORTING THE \ BRACE AND THE TWO TRUSSES ON \EITHER SIDE AS NOTED. TOENAIL \ BLOCKING TO TRUSSES WITH (2) - \ 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d COMMON WIRE NAILS. END WALL CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAIL SCHEDULE. METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONG SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICAL NAILING SCHEDULE: FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (.131' X 3') NAILS SPACED 6' D.C. - FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-9B, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (.131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM). MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALI BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. URAL TRUSS STRUCTURAL / AN ADEQUATE DIAPHRAGM DR OTHER METHOD OF BRACING GABLE TRUSS / MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR VERTICAL/STUDS ONLY. NOTE: THIS DETAIL IS TO BE USED ONLY FOR/ STRUCTURAL GABLES WITH INLAYED STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. / STANDARD GABLE / TRUSS / Rama Pranav Mstam, P.E. # 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 12/23/19 PIGGY -BACK TRUSS STDTL0A.1 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, Fl. 34W 772-409-1010 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.** PIGGY -BACK TRUSS. (REFER TO ACTUAL TRUSS DESIGN DRAWINGS FOR ADDITIONAL INFORMATION.) 2'-0" MAX OPTION NO. 1 - TEE-LOK 3" x 8" TEE-LOK MULTI -USE CONNECTION PLATES SPACED AT 4'-0" O.C. MAX. PLATES SHALL BE PRESSED INTO PIGGY -BACK TRUSS AT 4'-0" O.C. STAGGERED FROM EACH FACE AND NAILED TO BASE TRUSS WITH 4 EACH 6d (1.5" X 0.099") NAILS IN EACH PLATE TO ACHEIVE MAXIMUM UPLIFT CAPACITY OF 377 LBS AT EACH 3" X 8" TEE-LOK MULTI -USE CONNECTION PLATE (MINIMUM OF 2 PLATES). OPTION NO.2 - APA RATED GUSSET: 8" x 8" x 0-7/16" (MIN.) APA RATED SHEATHING GUSSETS EACH FACE. ATTACH AT 8'-0" O.C. w/ 8 (EACH) 6d COMMON (0.113" 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) 1Od BOX NAILS (0.128" x 3") PER SCAB: 3 (EACH) AT CAP BOTTOM CHORD AND 3 (EACH) AT BASE TRUSS TOP CHORD. SCABS MAY BE STAGGERED 4'-0" O.C. FRONT TO BACK FACES. MINIMUM TWO (2 EA.) CONNECTIONS AT EACH TRUSS. OPTION #1: TEE-LOK MULTI -USE CONNECTION PLATE. OPTION #2: APA RATED GUSSET. OPTION #3: 2X4 VERT. SCAB. ATTACH EACH PURLIN TO TOP CHORD OF BASE TRUSS. PURLIN & CONNECTIONS BY OTHERS. BASE TRUSS. (REFER TO TRUSS DESIGN DRAWINGS FOR ADDITIONAL INFORMATION.) PURLINS SPACED ACCORDING TO MAX. SPACING OF TOP CHORD OF BASE TRUSS. SPACING IS NOT TO EXCEED 24" O.C. & PURLINS TO BE LOCATED AT JOINT OF EACH BASE TRUSS. ** IMPORTANT NOTE ** THIS DETAIL IS VALID ONLY FOR SINGLE PLY BASE TRUSSES SPACED AT 24" O.C. OR LESS. Rama Pranav Kristam, P.E. # 68906 4451 St Lucie Blvd, Suite 201 Fort Pierce, FL 34946 - ,DULY 17, 2017 TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL05 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 VALLEY TRUSS (TYPICAL) SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6" O.C. GENERAL SPECIFICATIONS: 1. NAIL SIZE = 3" X 0.131" = 1 Od 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. GABLE END, COMMON 7. VALLEY STUD, SPACING NOT TO EXCEED 48" O.C. TRUSS, OR GIRDER l TRUSS 1 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. 13�1�1 BASE TRUSSES X CIVU, UU11nMUIN -S, OR GIRDER TRUSS TRUSS CRITERIA: WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT= 30 FEET ROOF PITCH = MINIMUM 3112 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. Rama Franey Mstam, RE 1 # 88906 4451 St Lucie Blvd, Suite 201 Fort Pierce, FL 34946 FEBRUARY 5, 2018 1 TRUSSED VALLEY SET DETAIL I STDTL06 - ` 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 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. A-1 ROOF TRUSSES 6. NAILING DONE PER NDS - 01. 4451 ST. LUCIE BLVD. GABLE END, COMMON 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. FORT PIERCE, FL 34946 TRUSS, 'OR GIRDER 772-409.1010 TRUSS SECURE W/( VALLEY TRUSS y II II II II B E TER SSES (TYPICAL) II v" s i g" r (NO SHEATHING) N.T.S. GABLE END, COMMON TRUSS, OR GIRDER VALLEY TRUSS TRUSS P 12 �\ (TYPICAL) SEE DETAIL "A" BELOW (TYP.) 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 6112 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 ATTACH 2X4 CONTINUOUS #2 MAX TOP CHORD TOTAL LOAD = 50 PSF SYP TO THE ROOF W/ TWO MAX SPACING = 24" O.C. (BASE AND VALLEY) SIMPSON SDS25300 (1/4" X 3") MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. OR EQUIVALENT WOOD SCREWS INTO EACH BASE TRUSS. Rama Pranav Kristam, P.E. # 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 JULY 17, 2017 ' ' """"" v "` ' `,` ' "" STDTL07 (HIGH WIND VELOCITY) w A-1 ROOF TRUSSES 4451 ST_ LUCIE BLVD. FORT PIERCE, FL 34946 T72-409-1010 ATTA( WIND DESIGN PER ASCE 7-98, ASCE 7- WIND DESIGN PER ASCE 7-10: 170 MPI MAX MEAN ROOF HEIGHT = 30 FEET CATERGORY II BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE: MAX TOP CHORD TOTAL LOAD = 50 PSI MAX SPACING = 24" O.C. (BASE AND VP SUPPORTING TRUSSES DIRECTLY UNUMM VMLLM r I RUOOCO IVIUO I o= DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2' - 1 O" ON AFFECTED TOP CHORDS. NOTES: 1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2. THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER. NON -BEVELED BOTTOM CHORD FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE. - CLIP MAYBE APPLIED TO THIS FACE UP TO A MAXIMUM 6/12 PITCH NON -BEVELED BOTTOM CHORD 0 0 000 CLIP MUST BE APPLIED TO —/ THIS FACE WHEN PITCH EXCEEDS 6/12 (MAXIMUM 12/12 PITCH) RemaPre wKds P.E. 1t 88906 4451 St. Lucie Blvd. Suite 201 FEBRUARY 17, 2017 I STANDARD GABLE END DETAIL I STDTL08Y TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS 7z; VERTICAL STUD A-1 ROOF TRUSSES SECTION B-B 4451 ST. LUCIE BLVD, FORT PIERCE, FL 34946 772409-1010 FSH RUSS GEOMETRY AND CONDITIONS OWN ARE FOR ILLUSTRATION ONLY. DIAGONAL BRACE 4' - 0' O.C. MAX. SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. VERTICAL 2X6 SP OR SPF STUDP2X4 #2 DIAGONAL BRACE (4) - 16d NAILS16d NAILS SPACED 6' O.C. (2) 10d NAILS INTO 2X62X6 SP OR SPF #2 2X4 SP OR SPF #2L HORIZONTAL NAILED TO RTICALS SECTION A -A W/(4) - 10d NAILS 12 PROVIDE 2X4 BLOCKING BETWEEN JA Q VARIES TO COMMON TRUSS THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES * WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS (4) Bd NAILS MINIMUM, B 3X4 = PLYWOOD SHEATHING TO 2X4 STD SPF BLOCK * v DIAGONAL BRACING ** L - BRACING REFER REFER TO SECTION A -A TO SECTION B-B 24' MAX. NOTE: / 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END. TRUSS AND WALL TO 12' MAX. BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF ' SYSTEM. 4. 'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR 5. BETTER WITH ONE ROW OF 10d NAILS SPACED 6' O.C. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM / AT4'-0'D.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN WITH 16d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE - STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240. B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. OIAG. BRACE 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS TRUSSES. IF NEEDED 10. 10d AND 16d NAILS ARE 0131'X3.0' AND 0131'X3.5' COMMON WIRE NAILS RESPECTIVELY. 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. MINIMUM STUD SIZE SPECIES AND GRADE STUD SPACING WITHOUT BRACE 2X4 L - BRACE DIAGONAL BRACE (2) DIAGONAL BRACES AT 1/3 POINTS MAXIMUM STUD LENGTH 2X4 SP 431 STUD 12" O.C. 3-8-10 5-6-11 6-6-11 11-1-13 2X4 SP #31 STUD 16" O.C. 3-3-10 4-9-12 6-6-11 9-10-15 2X4 SP #31 STUD 24" O.C. 2.8-6 3-11-3 54.12 8-1-2 2X4SP#2 12"O.C. 3-10-15 5.6-11 6-6-11 11-8-14 2X4 SP 42 16" O.C. 3.6.11 4-9.12 6-6.11 10-8.0 2X4 SP #2 24" O.C. 3-14 3-11-3 6-2-9 9-3-13 DIAGONAL BRACES OVER 6' - 3- REQUIRE A 2X4 T-BRACE ATTACHED TO ONE EDGE. DIAGONAL BRACES OVER 12' - 6' REQUIRE 2X4 I -BRACES ATTACHED TO BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE WITH 10d NAILS 6' O.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER SOX OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2. ROOF SHEATHING (2) - 10d NAILS TRUSSES @ 24' O.C. 2X6 DIAGONAL BRACE SPACED 48' O.C. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 10d NAILS. HORIZONTAL BRACE (SEE SECTION A -A) END WALL Rama Pranav Kristam, P.E. # 6e906 4451 St. Lucie Blvd, Suite 201 Fart Pierce, FL 34946 - MAX MEAN ROOF HEIGHT = 30 FEET EXPOSURE B OR C ASCE 7-10 190 MPH DURATION OF LOAD INCREASE :1.60 STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. CONNECTION OF BRACING IS BASED ON MWFRS. DETA TEB'RUARY 17, 2017 I T WIDTH 2XIBRACEEON Y IL I STDTL09 40TES: r-BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACINE S IMPRACTICAL. T-BRACE / I -BRACE MUST COVER 90% OF WEB LENGTH. PHIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I -BRACE WEBS TC :ONTINUOUS LATERAL BRACED WEBS. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE. FL 34946 772-409-1010 NAILING PATTERN T-BRACE SIZE NAIL SIZE NAIL SPACING 2X4 OR 2X6 OR 2X8 10d 6' O.C. NOTE: NAIL ALONG ENTIRE LENGTH OF T-BRACE / I -BRACE (ON TWO-PLY TRUSSES NAIL TO BOTH PLIES) NAILS SPACING BRACE SIZE FOR ONE -PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 I -BRACE 2X6 2X6 T-BRACE 2X6 I -BRACE 2X8 2X8 T-BRACE 2X8 I -BRACE BRACE SIZE FOR TWO-PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 I -BRACE 2X6 2X6 T-BRACE 2X6 I -BRACE 2X8 2X8 T-BRACE 2X8 I -BRACE T-BRACE / I -BRACE MUST BE SAME SPECIES AND GRADE (OR BETTER) AS WEB MEMBER. NAILS NAILS WEB NAILS WEB I —BRACE T—BRACE Rama Pranav Kristam, P.E. # 88906 SECTION DET A I L ort Pierce, FLd�34946Z°' FEBRUARY 17, 2017 LATERAL BRACING RECOMMENDATIONS I STDTL10r. - ( TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2X6 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY AA ROOF TRUSSES OF THE METHODS ILLUSTRATED BELOW. 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE 772409.1010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM ENO TO ENO, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - 10d TO TOP CHORD NAILS (0.131' X 3') NAILS (0.131' X 3'). r ATTACH TO VERTICAL NAILS (01313WITH )X 3') BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK USE METAL FRAMING ATTACH TO VERTICAL ANCHOR TO ATTACH WEB WITH (3) - SOd TO BOTTOM CHORD NAILS (0131' X 3') ATTACH 2X4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - 10d NAILS (0.131' X 3') IN EACH CHORD ATTACH TO VERTICAL SCAB WITH (3) - 10d NAILS (0.131' X 3') TRUSS 2X6 4' - 0' WALL STRONGBACK (TYPICAL SPLICE) (BY OTHERS) ATTACH TO CHORD WITH (2) #12 X 3' WOOD SCREWS (0.216' DIA.) INSERT SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0131' X 3') EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) - 10d NAILS (0.131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRDNGBACK IS NOT ALIGNED WITH A VERTICAL). BLOCKING (BY OTHERS) Rama Pranav Kristam, P.E. # 66906 4451 St. Lucia Blvd, Suite 201 Fort Pierce, FL 34946 I I EBRUARY17,2017 1 LATERAL TOE -NAIL DETAIL I STDTLII A-1 ROOF TRUSSES 4461 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772.409-1010 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45° WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN). 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE -NAIL SINGLE SHEAR VALUES PER NOS 2001 (LB/NAIL) DIA SP OF HF SPF SPF-S .131 88.0 80.6 69.9 68.4 59.7 o .135 93.5 85.6 74.2 72.6 63.4 J .162 108.8 99.6 86.4 84.5 73.8 ri 128 74.2 67.9 58.9 57.6 50.3 c� .131 75.9 69.5 60.3 59.0 51.1 Z 0 .148 81.4 74.5 64.6 63.2 52.5 in N M THIS DETAIL IS ONLY APPLICABLE TO THE THREE END DETAILS SHOWN BELOW. VALUES SHOWN ARE CAPACITY PER TOE -NAIL. SIDE VIEW APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. (2X4) 3 NAILS EXAMPLE: NEAR SIDE (3) - 16d NAILS (0162' DIA. X 3.5') WITH SPF SPECIES BOTTOM CHORD NEAR SIDE FOR LOAD DURATION INCREASE OF 1.15: NEAR SIDE 3 (NAILS) X 84.5 (LB/NAIL) X 1.15 (OOL) = 291.5 LB MAXIMUM CAPACITY ANGLE MAY VARY FROM 30' TO 60' 45.00' ANGLE MAY VARY FROM 30' TO 60° 45.00' SIDE VIEW (2X6) 4 NAILS ANGLE MAY VARY FROM 30' TO 60' NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE St. LuLfp`I 'ort Pierce, 45.000 Mstam, P.E. 906 31vd, Suite 201 EL 34946 ' FEBRUARY 17, 2017 ( UPLIFT TOE -NAIL DETAIL 1 STDTL12 "' z A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 THIS DETAIL SHALL BE USED FOR A CONNECTION RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. NOTES: TOE -NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) DIA. SP OF HF SPF SPF-S 0 .131 59 46 32 30 20 Z O J .135 60 48 33 30 20 LQ .162 72 58 39 37 25 J 2 O .128 54 42 28 27 19 F- O Z Z JO .131 55 43 29 28 19 LLJ .148 62 48 34 31 21 J J N Q M Z .120 51 39 27 26 17 0 Z .128 49 38 26 25 17 O 131 51 39 27 26 17 O .148 57 44 31 28 20 1 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30° WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0162' DIA. X 3.5') WITH SPF SPECIES TOP PLATE FOR WIND DOL OF 1.33: 3 (NAILS) X 37 (LB/NAIL) X 1.33 COOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND FOR WIND DOL OF 1.60: 3 (NAILS) X 37 (LB/NAIL) X 1.60 (DOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LBS (177 LBS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. *** USE (3) TOE -NAILS ON 2X4 BEARING WALL *** USE (4) TOE -NAILS ON 2XG BEARING WALL NEAR SIDE FAR S: Z TOP PLATE OF WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY [L NAIL NAIL ry Kristam, P.E. # 88906 4451 St. Lucie Blvd, Suite 201 oR Pierce, FL 34946 SIDE -VIEW END VIEW FEB.RUARY 5, 2016 TYP 2x2 NAILER ATTACHMENT I STDTL13 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 1.0 X 4 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. Rama Pranav Kristam, P.E. d 88906 4451 St Lucie Blvd, Suite 201 Fort Pierce, FL 34946 April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL FO EXTERIOR FLAT GIRDER TRUSS STDTL14 ,n 4 1 A-1 ROOFTRUSSES 4451 ST..WCIE BLVD. FORT PIERCE, FL 34946 772409-1010 (4) 12d TRUSS 2411 O.C. UPLIFT CONNECTION (SEE ROOF TRUSS) EXTERIOR FLAT GIRDER 12 VARIES L,,,-� (4) 12d MAX 30" (2'-6") 2x6 #2 SP (Both Faces) 24" O.C. SIMPSON H5 # 88906 4451 SL Lucie Blvd, Suite 201 Fort Pierce, FL 34946 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND 1:EBE�UARY 17, 2017 DAMAGED OR MISSING CHORD SPLICE PLATES STDTL15 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 TOTAL NUMBER OF NAILS EACH SIDE OF BREAK * X (INCHES) MAXIMUM FORCE (LBS) 15% LOAD DURATION SP DF SPF HF 20 2X6 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 20 30 24" 1706 2559 1561 2342 1320 1980 1352 2028 26 39 30" 2194 3291 2007 3011 1697 2546 1738 2608 32 48 36" 2681 1 4022 2454 1 3681 2074 3111 2125 3187 38 57 42" 3169 4754 2900 4350 2451 3677 2511 3767 44 66 46" 3657 5485 3346 5019 2829 4243 j 28911 4347 DIVIDE EQUALLY FRONT AND BACK ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2X4, THREE ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (131' DIA. X 3'). STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' D.C. SPACING IN THE MAIN MEMBER. USE A MIN. 3' MEMBER ENO DISTANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C •10d NAILS NEAR SIDE +10d NAILS FAR SIDE X' MIN �- 6' MIN TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF S' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE). DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID Rama Pranav Mstam, P.E. UNUSUAL SPLITTING OF THE WOOD. #66906 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID 4451 St. Lucie Blvd, Suite 201 LOOSENING OF THE CONNECTOR PLATES AT -THE JOINTS OR SPLICES. • Fart Pierce, FL 34946 5. THIS REPAIR.. IS BE. USED FOR PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. -.TO -SINGLE 6. THIS REPAIR IS LIMITEO.TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS.- FEBRUARY 17, 2017 1 SCAB APPLIED OVERHANGS I STDTL16r A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772.409-1010 TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR: 115 SPACING: 24' O.C. TOP CHORD: 2X4 OR 2X6 PITCH: 4/12 - 12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL END BEARING CONDITION \[1114� 1. ATTACH 2X_SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS (.148' OIA. X 3') SPACED 6' O.C. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2X SC NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 40') SPACED 24' O.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP'CHOR13 LOADS NOT EXCEEDING 50 PSF. TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Rama Pranav Mstam, P.E. # 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 Building Permit # Owners Name HABITAT FOR HUMANITY Planning & Development Services Department Building & Regulations Division Product Review Affidavit 0 Applicant: 0 UA Product Opening Design Pressures Product Rated Design Pressure Manufacturer Model Number Product Approval Number Glass Type Method of Attachment Ems+ Windows +33.5/-36.3 +80/-80 LAWSON SH-7700 20-0813.07 IMPACT 1/4" TAPCON SPACED PER MANUFACTURER INSTALLATION Mullions Fixed Glass Block Glass Skylights Sliding Glass Doors Swing Type Doors +32.0/-34.8 +67/-67 THERMA-TRU FL20468.1 N/A 1/4" TAPCON 13" O.C. MAX. FOLLOW MANUFACTURER INSTALLATION French Doors Garage Doors +29.7/-32.5 +31.3/-34.9 HAAS 2580 SERIES FL16660.11 N/A 1/4' TAPCONS WITH V WASHER @7 24' MAX. FOLLOW MANUFACTURER INSTALLATION Hurricane Protection Roof Ventilation LOMANCO 16-0510.25 N/A (32) 8d NAILS @4" O.C. Roofing Material HVHZ TAMKO FL18355.1 N/A 6" NAIL PATTERN Revised 07/22/2014 I have reviewed the above components or cladding and I have approved their use in this structure. These products provide adeq ViV'si a> !tJie wind loads and forces specified by current code provisions.CN,��`� ��,:•' E A " ��'�.� fl crn9rceny.�".d oy Wren m says ` �. J Ryan M Bays DN;E=Ryan.Bays, eflnlnLLO,L.neortPie yenMBays, y(/ 0.Whole Hcuse Englneering LLC, L-Fort Pierce, S.Flsrida1 C.Us. v y Ryan M Bayer Rea'sen:iamaParovN9 Wsdecumem ! T No., Name: Signature: Date:2021.052409:43:01-04'00' PE 91231 5/24/2021 Design Prof: Cert. No. Date: OF ��