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Home My WebLink AboutTRUSS PAPERWORKn rmC oum 00000 CIO ATLORIDA C,ORPORAT[ON H � n � LL -� m 4451 ST. LUCIE BLVD FORT PIERCE, FL 34946 PH: 772-409-1010 FX: 772-409-1015 www.AlTruss.com TRUSS ENGINEERING I BUILDER: PROJECT: COUNTY: LOT/BLK/MODEL: JOB#: MASTER#: OPTIONS: RONALD HERNANDEZ CRUZ RESIDENCE ST LUCIE CRUZ RESIDENCE 75584 NO OPTIONS ®�0L) ,�_TR ROOF TRU55E5 A FLORIDA CORPORATION Lumber design values are in accordance with ANSIffPI 1-2014 section 6.3 These truss designs rely on lumber values established by others. RE: Job 75584 A-1 Roof Trusses 4451 St Lucie Blvd Site Information: - Fort Pierce, FL 34946 Customer Info: RONALD HERNANDEZ Project Name: CRUZ RESIDENCE' Lot/Block: Model: Address: 5400 HICKORY DRIVE, FORT PIERCE, FL 34982ision: City: County: St Lucie State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC 2017 RES / TPI 2014 Design Program: Alpine Engineered Products Wind Code: ASCE 7-10 Wind Speed: 160 Roof Load: 40.0 psf Floor Load: 0.0 psf This package includes 66 individual, dated Truss Design Drawings and 16 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. No. Seq # Truss Name Date No. Seq # Truss Name Date No. Seq # Truss Name Date 1 2505 A01 5/23119 13 2539 A13 5/23/19 25 2512 B03 5/23/19 2 2530 A02 5/23/19 14 2546 A14 5123/19 26 2519 B04 5123119 3 2540 _ A03 5/23119 15 2562 A15 5123/19 27 2528 B05 5123/19 4 2550 A04 5/23119 16 2592 A16 5123119 28 2513 Cot 5/23/19 5 2569 A05 5123/19 17 2671 A17 5123/19 29 2519 CO2 5/23/19 6 2476 A06 5123/19 18 2603 A18 6123/19 30 2523 CO3 5/23/19 7 2486 A07 5/23/19 19 2617 A19 5123119 31 2523 CJ1 5/23/19 8 2497 A08 5123/19 20 2665 A20 5123/1g 32 2462 CJ3 5/23/19 9 2514 A09 5123/19 21 2626 A21 5123/19 33 2529 CJ3L 5123119 10 2518 A10 5/23/19 22 2606 A22 5123/19 34 2461 CJ5 5/23/19 11 2528 All 5/23/19 23 2501 B01 5123/19 35 2465 CJ5C 5/23/19 12 12535 Al2 5/23/19 24 2509 1 02 5123/19 1136 12534 CJ51- 15123119 I tie truss dmwng(s) referenced nave been prepared byAlpine Engineered Products, trio. undermydirectsupervisim based m the parametersprovided byX1 Roof Trusses, Ltd. Truss Design Engineers Name: Manuel Martinez Mylicense renewal date forthe state of Florida is February28,2021. Dl9itally signed by Manuel Manuel Martinez NOTE:The seal on these drawings indicate acceptance of professional engineering DN: c=US, o=M and E Associates msponsibirlysolely forthetruss components shown. ,PsA_ The suliablityand use of components forany partiwlarbuldIng Is the msponsibTityofthe building ou-A01427E0000016A8A4CA62: Martin::z�o000 01, cn=Manuel Martinez designer, rTP parANSIM Sec.?l , Date: 2019.05.23 100102 -04'00' The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction - � t�1101!"111...� -t'' documents (also referred to at times as'Sbuctural Engineering Documental provided bythe Building - Designerindicating the nature and characterofthework 114��fCe< .' Thedesign atteriathemin havebeet transferred to Manuel Martinez PE by[A1 Roofriassesorspecific No'04 2"% location]. TheseTDDs(also refenedtoattlinesas'Structural Delegated Engineering Documents') are specialrystructural component designs and maybe part ofthe project's- defermclorphasedsubmittals. AsaTruss Design Engineer(Le,Specfalty •• 4on Fi 6'vc Englneer),the seal here and on theTDD represents an acceptance ofpmfessional engineering :Sri... responsmlilyforthe design ofthe single Truss depleted on theTDD only The Building Designerls "'n..... ar responsloleforand shal coordinate and review theTDDsfor swot winsIat3TRywith thefrwriden engineering requirements. Please review alTDDs and al related notes. Manuel Martinez, P.E 46M ParkView or • SL Cloud, FL 34771 Page 1 of 2 A-1 ROOF TRUSSES AFLORIDACORPORATION RE: Job 75584 Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 These truss designs rely on lumber values established by others. No. Seq # Truss Name Date No. Seq # I Truss Name Date 37 2495 _ _ _ D01 5/23/19- -75 STDLO9— —STD.. DETAIL 5123119 38 2736 D02 5/23119 76 STDL10 STD. DETAIL 5/23/19 39 2748 D03 5/23/19 77 STDL11 STD. DETAIL 5/23/19 40 2745 D04 5/23/19 78 STDL12 STD. DETAIL 5/23/19 41 2742 D05 5/23/19 79 STDL13 STD. DETAIL 5/23119 42 2701 D06 5/23/19 180 1 STDL14 STD. DETAIL 5/23/19 43 2758 D07 5123/19 81 STDL15 STD. DETAIL 5/23/19 44 2510 E01 5/23/19 82 STDL16 STD. DETAIL 5/23/19 45 2507 E02 5/23119 46 2488 E03 5/23/19 47 2466 E04 5/23/19 48 12469 1 E05 5/23/19 49 2463 HJ3 5/23/19 50 2488 HJ7 5/23/19 51 2751 1-1J7 5/23119 52 2472 HJ7C 5/23/19 53 2475 J3 5/23/19 54 2462 J7 5/23/19 55 12489 1 17C 5/23/19 56. 2537 J7L 5/23/19 57 2754 LO1 5/23/19 58 2559 L02 5/23/19 59 2526 L03 5/23/1g 60 2472 VM02 5/23/19 61 2464 VM04 5123119 62 12465 1 VM06 5/23/19 63 2466 VM07 5123/19 64 2467 VM08 5123119 65 2468 VM1O 5/23/19 66 2469 VM12 5123119 67 STDLOt STD. DETAIL 5123/19 68 STDL02 STD. DETAIL 5123/19 69 STDL03 STD. DETAILJ.'; .5/23/19 70 STDL04 STD. DETAIL,.,, 9/23/19 71 STDL05 STD. DETAIL '': 5/23119 72 STDL06_ STD. DETAIL ' , ,5123/19 73 STDL07 STJ. DETAIL - F3/99 74 STDL08 STD. DETAIL • '5)23119 Page 2 of 2 Job Truss Truss Type City Ply 04/12/2019 7558'4 A01 I HIPM 11 11 2505 19N 1684 eat 1W ee+� 168#+ 6g�{ 1e8#+ a y Z Ts-6'1 T i 18110'- mix6 SEAT PIAM REQ. I.2- -3X4 e3X6 e4X10 rasa 129p 12N 129a 129# 129 129# 12J 129# 124. Loading Criteria (psq Wind Criteria Code I Mlsc Criteria De11ICSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Sid: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc Udefl L 1# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Sid: 2014 VERT(LL): 0.255 J ' 999 360 LOG R+ / R- I Rh / Rw l U l RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Varies by Ld C ny£RT(CL): 0.509 J 605 240 BCDL: 10.00 Risk Category: If FT/RT:10(0)/10(10) HORZ(LL): 0.078 H - - B 2371 /- /- /- /521 /- H 2950 A /- 1- /658 I- 40.00 EXP: B Kzt: NA Plate Type(s): HORZ L : 0.156 H - - Wind reactions based an MWFRS Mean Height: 15.00 ft WAVE, HS Creep Factor. 2.0 B Brg Width = 8.0 Min Req = 2.8 NCBDes CLLd: TCDL: 5.0 psf Max TC CSI: 0.918 H Brg Width = 3.5 Min Req = 2.4 Load Du: tion: Load Duration: 1.25 ° 5.0 psf Max BC CSI: 0.965 Bearings B 8 H are a rigid surface. Spacing: 24.0 MWFBCDRS MWFRS Parallel Dist 0 to h/2 Bearing B requires a seat plate. CSC Dist a: ft Max Web CSI: 0.747 Loc. from dwall: NA Maximum Top Chord Forces Per Ply (Ibs) pl: 0.18 0.18 Wgt: 126.0Ibs Chords Tens.Comp. Chords Tens. Comp - Wind Wiind Duration: 1.60 VIEWVer. 18.02.01A.0205.20 A-B 25 -11 D-E 990 -4527' Lumber B-C 1137-5213 E-F 990 -4527. Top chord 2x4 SP 2400f-2.0E :T1 2x4 SP M-30: C-D 1296-5918 F-G 8 -38 Bot chord 2x4 SP M-30 :132 2x4 SP 2400f-2.OE: Webs 2x4 SP #R3 :W3 2x4 SP M-30: Maximum Bot Chord Forces Per Ply (Ibs) :Lt Level Return 2x4 SP #3: Chords Tens.Comp. Chords Tens. Comp. Bracing B-L 4739-1020 J-1 5926 -1316 (a) Continuous lateral restraint equally spaced on member. L - K 4776 -1019 I - H 4405 -984. K-J 4776-1019 Special Loads --(Lumber Dur.Fac =1.25 / Plate Dur.Fac =1.25) TC: From 62 plf at -1.45 to 62 plf at 7.00 TC: From 31 plf at 7.00 to 31 plf at 25.83 BC: From 20 plf at 0.00 to 20 plf at 7.03 BC: From 10 plf at 7.03 to 10 plf at 25.83 TC: 199 lb Conc. Load at 7.03 TC: 188lb Conc. Load at 9.06,11.06,13.06,15.06 17.06,19.06,21.06,23.06,25.06,25.44 BC: 546lb Conc. Load at 7.03 BC: 129lb Conc. Load at 9.06,11.06,13.06,15.06 17.06,19.06,21.06,23.06,25.06,25.44 Purllns In lieu of structural panels or rigid Ceiling use pudins to laterally brace chords as follows: - Chord Spacing(in oc) Start(ft) End(ft) TC 24 7.00 25.83 BC 83 0.15 25.83. Apply puffins to any chords above or below fillers at 24' OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp A- M 0 0 D -1 364 -1566 C-L 752 0 I-F 1238 -68 C - J 1265 -307 F - H 1082 -4842 J-D 207 -92 G-H 240 -517 "WARNING" Please thoroughly nMewthe'A.1 ROOF TRUSSES('SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER (BUYER) ACKNOWLEDGMENP fans. mfydwIgn parameters and read notes on Nis Truss Design Dravdng(Too) and the Anthony T. Tombo Ill, P.E.Reference Sheet before use. Unless othen•Ase crated on the TDD, only Air onnectorplates shall be used for Me TDD to be wild. As a Truss Design Engineering (lo. Swtlally, Engineer), the seal on any TDD represents an acceptanosef the professional engineed u ponsibilityrorthe design o/Me single Truss depicted on the TDD only, under TP61. The design assumptions, loading conditions, suitability and use of this Truss for any Balding Is the uniting is Me responsibitiy of am Cwher, Me Owners aum mold agent or Me Bidding Designer, in Me coned stairs IRC, the IBC, local building code and TPI-1. Tha m,aw-1 of the Isponaibllity of the Owner, Me Owners aumodzed agent or Me Building Designer. in Me wileat of the IRC, to IBC, local building code and TPIA. The approval of Me TDD and any field se olme Truss, Including handling, storage, installation and bracing shall be the reossrou llltyo/ma Building Designer aid Contractor. NlnolessetWholle TDDend Map2diowand uidellnes or Me Building ComminentSalety informl(BSCI) puNished by TPI and SBCA are referenced for general guidanw. TPI-1 defines Me onFoasibithas and duties ofthe Truss resigner, Truss Design Engineer and Truss Manufacturer, undess oMenvise denied by a Contract agreed upon In coding by all parties inwlved. The buss Design Engineer Is NOT Me Built esignerer Truss System Engineer of any building. Nlowltasmflamserawdefurtel mMnM4101fi 4-1 RMTnuvn-MNmvT hMn Ill. P.E. RnrcM„2m MMUMnmml M rvrvimm, k rmNTXMw.Neun M wiXur ram,i Wvr N A.1 RMTnuw-AnlrnnvT. TrvnM In. P.E. "OLIA-1 ROOF Anthony T•Tombo Ill, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job Truss Truss Type pry Ply 75584 I A02 I HIPM 11 I T 1.9' }- 1910, 04/12/2019 r 2530 f L 'n sebXO T2 =3XU IU1.SX4 C D E .4X6 F 12 T T 5 E71 I _I — -- — —(a) (a) N V r =3X4(A1) B =a 1.5X4(R) A 1 11I i J I H G It 1.5X4 m3X6 m4X10 11 IX6 SEAT PLATE REQ. H Loading Criteria (peq Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category. II EXP: B Kzt: NA Des Ld: 40.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 It Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP M-30 :T2 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP 43 :Lt Level Return 2x4 SP #3: Code I Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use puriins to laterally brace chords as follows: Chord Spacing(In oc) Stari(ft) End(ft) TIC 24 9.00 25.83 8C 102 0.15 25.83 Apply pudins to any chordsabove 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. DellICSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc L/defl L/# Gravity Non -Gravity VERT(LL): 0.084 E 999 360 Loc R+ / R- / Rh l Rw l U I RL VERT(CL): 0.169 E 999 240 8 1129 /_ /_ /670 /216 /149 HORZ(LL): 0.024 C - - G 1047 I- A 1545 P218 I- HORZ(TL): 0.049 C - - Wind reactions based on MWFRS Creep Factor. 2.0 B Brg Width = 8.0 Min Req = 1.5 Max TCCSI: 0.754 G Brg Width =3.5 Min Req=1.5 Max BC CSI: 0.979 Bearings B & G are a rigid surface. Max Web CSI: 0.700 Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Wgt: 121.81Its Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 18.02.01A.0205.20 A-B 25 .0 D-E 695 -1702 B - C 728 -1963 E - F 695 -1702 C - D 695-1702 - Maximum Bot Chord Forces Per Ply (Ibs) . Chords Tens.Comp. Chords Tens. Comp. B-J 1728 -759 I-H 1736 -756 J-1 1736 -756 H-G 26 -10 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-K 0 0 E-H 383 -570 C-J 360 0 H-F 1839 -751 C - H 86 -105 F - G 473 -972 "WARNING" Please thoroughly review the -A-1 ROOF TRUSSES(°SELLER-), GENERAL TERMS and CONDITIONS CUSTOMER ('Bt1YER-)ACKNOWLEDGMENT-fo.. 'edfy design parameters and read notes on this Truss Design Drawing (T➢D) and the ArMony T. Tombo III, P.E. Reference Sheet before use. Unless othewse stated on the TDD, Doty AI{ onnectorplMessh (lbeusedforths TDDtobevalid. AsaTuss Design Ergineed,g(i.e.SNdalty Engineer),Mesealonai TDDmpresentsanaaepUnmofthepmfe bnalengineed mimlw"M Nyt PMTnawa-MIMnv T, TfTM In P.E. �64A-1 S 24 SEN WDJ x Anthony T. Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job 756*4 f SEAT PLATE RED. Truss A03 11' Truss Type HIPM Oty I Ply 04/12/2019 1 1 14'10° 2540 Loading Criteria (pap Wild Criteria Code I Misc Criteria DeRICSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc Udell L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Sid: 2014 VERT(LL): 0.070 J 999 360 Loc R+ / R- I Rh l Rw 1 U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.142 J 999 240 B 1129 1- /- /682 1210 1179 BCDL: 10.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.019 H - - G 1047 /- !- /555 /222 A EXP: B Kzt: NA Plate Type(s): Des Ld: 40.00 HORZ(TL): 0.038 H - - Mean Height: 15.00 ft WAVE Wind reactions based on MWFRS. NCBCLL: 10.00 TCDL: 5.0 last Creep Factor. 2.0 B erg Width = 8.0 Min Req = 1.5 Duration: 1:25 BCDL: 5.0 last Max TC GSI: 0.623 G Brg Width =3.5 Min Req=1.5 Spacing: Max BC CSI: 0.946 aGng: 24.0 ° MWFRS Parallel Dist: IT/2 [D h Bearings B & G are a rigid surface. - C8C Dist a: 3.00 it Max Web CSI: 0.892 Bearing B requires a seat plate. Loc. from endwall: not in 9.00 Maximum Tap Chord Forces Per Ply (Ibs) Wgt, 134.41bs - GCpi: 0.18 Chords Tens.Com Chords Tens. Cam P� D• Wind Duration: 1.60 VIEW Ver. 18.02.01A.0205.20 A-B 25 0 D-E 543 -1293 Lumber B-C 765-2020 E-F 543 -1293 Top chord 2x4 SP 42 :T2 2x4 SP M-30: C - D 636 -1659 Bot chord 2x4 SP 2400f-2.GE :B2 2x4 SP 42: Webs 2x4 SP #3 Maximum Bot Chord Forces Per Ply (Ibs) :Lt Level Return 2x4 SP 93: Chords Tens.Coni Chords Tens. Comp. Bracing B-J 1804 -855 I-H 1480 -634 (a) Continuous lateral restraint equally spaced on member. J -1 1480 -634 H - G 0 0 Fulfills Maximum Web Forces Per Ply (Ibs) In lieu of structural panels or rigid ceiling use puriins Webs Tens.Coni Webs Tens. Comp. to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) A - K 0 0 E - H 1 361 -54 TC 24 11.00 25.83 C-J 26-391 H-F 1361 -54 BC 120 0.15 25.83 D - J 495 -59 F - G 477 -985 Apply pudins to any chords above or below fillers D - H 107 -.221 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. "WARNING" Please thoroughly mlew me -A-1 ROOF TRUSSES("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER') ACKNOWLEDGMENT' form. e Verilydedgn parameters and read notes on this Truss Design DravAng(Too) and the ArMony T. Tombo Ill, RE Reference Sheet before use. Unless, duervea stated on Ma TDD,ady Apt mnnedorpldesshdibeusedforthe TDDtobevalid. McTmw Design Eigineadng(Le.Speda%y Engineer), MesealmanyMDrepresentsanacceptanwof Mepmfessianal enginaenn responsibiiityfor the design of Me single Truss depicted! m Me Too only, under TPI-I. Us design assumptlons, loading conditims, suitability and use of this Train for BUIIEIngbthe responsibility of Me Owner, the Owlets euthoroad agent orthe Building Designer, in the compost Me IRC, Me IBC, Iosd building mde and TP1-1. Thaapproval Is any Building is Me ®A-1 MU5 p.i ROOF Designer In neetinted olnealRC,MBIsigner adConng mde andTesseto a approval of the Too and any field guidelines used Truss, rusOwner, the Ownetsage,arizedagn and bracing anddbrePubshedall be Me Building Designer entl Contractor. Anthony. Tombo ill, P.E. y ate BuildiincludgComponettafetyinoambon and Sack definestheodin McTDDand Mepreclicesentl guidelines ofnee Building Component Safety lnfomatian(BSCp Published by TPl end SBCA are referenced for general guidance. TPN defines Me responsibliitles and Bulks of the Tmss auto #80083 Designer, Tross Design Engineer and Truss Manufacturer, unless otherwise defined by a Carload agreed upon in uning by all padles Involved. The Tmsa Deulgnsandi NOTihe Bsiid' 4451 $t. LUCIe Blvd. Designer or Truss System Engineer of any wilding. Allrapitali Mtemaareasdefvedln TPM. CmmloMpNIfiMINmfTnxewa-Mltvnv T.TrvnMII1.pE Rnmtlivl'vu�Nnhivdmmmt Nnmfnrm NrvMlhXM wNMrNawlXen numiWmMA-1RMTmcwx-Mtlumv T. TrvnM 111. RE. Fort Pierce. FL 34946 Job Truss Truss Type Qty I Ply 04/12r2019 75584 A04 HIPM 1 1 ,.72550 T SEAT PLATE RED. 13' 1111.5X4 Loading Criteria (pan Wind Criteria Code I Mist; Criteria DeD/CSI Criteria A Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc Udefl L#I Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.074 J 999 360 Loc R+ / R- I Rh I Rw I U I RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.1,90 J 999 240 A 1061 /- /- /634 1181 A96 BCDL: 10.00 Risk Category: ll FT1RT:10(0y10(10) HORZ(LL): 0.024 G - - F 1049 /- /- /568 1228 /- EXP: B K t: NA Plate Type(s): HORZ(TL): 0.049 G - - Wind reactions based on MWFRS Des Ld: 40.00 Mean Height: 15.00 It WAVE Creep Factor. 2.0 A Brg Width = 8.0 Min Req = 1.5 NCBCLL: 10.00 TCDL: 5.0 psf Max TC CSI: 0.729 F Brg Width = 3.5 . Min Req = 1.5 Load Duration: 1.25 BCDL: 5.0 sf P Max BC CSI: 0.991 Bearings A 8 F are a dead surface. Spacing: 24.0° MWFRS Parallel Dist h/2 to h Bearing A requires a seat plate. C&C Dist a: 3.00 it Max Web CSI: 0.715 Maximum Top Chord Forces Per (Ibs) Loc. from l: not in 9.00 Wgt: 138.61bs Chords Tens.Comp. Chords Tens. Comp. GCpi: pi: 0.10.18 Wind Duration: 1.60 VIEWVer. 18.02.01A.0205.20 A-B 688-2058 C-D 421 -991 Lumber - B-C 558-1441 D-E 421 -991 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #3 Chords Tens.Comp. Chords Tens. Comp. Bracing A-J 1828 -817 H-G 1263 -566 J -1 1824 -818 G - F 0 0 (a) Continuous lateral restraint equally spaced on member. 1-H 1824 -818 Purlins In lieu of structural panels or rigid ceiling use pudins Maximum Web Forces Per Ply (Ibs) to laterally brace chords as follows: Webs Tens.Comp. Webs Tens. Comp. Chord Spacang(an oc) Start(ft) End(ft) J-B Z75 0 D-G 313 -463 TC 24 13.00 25.83 B - H 298 -659 G - E 1301 -553 BC 99 0.15 25.83 Apply purlins to any chords above or below fillers C-H 468 -99 E-F 481 -998 at 24" OC unless shown otherwise above. C - G 189 -358 Wind Wind loads based on MWFRS with additional C&C member design Right end vertical not exposed to wind pressure. "WARNING" Please thoroughly andm the -A-1 ROOF TRUSSES("SELLER', GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER-)ACMOWLE Verily design parameter and read natal on this buss Design Dorm, rDD) and the Anthony T. Tombo ill, P.E. Reterenoo Sheet Want use. Unless oNerMse stated on w dIM=m manieM at Mt Rooffamn- MIMnv T. Trvnb ia. P E. I I �ETAR1I15�FF t Anthony T. Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job 755*4 Tmss Truss Type A05 HIPM aua� KWIC nCV. Loading Criteria (p ri Wind Criteria TCLL: 20.00 Wind Sld: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: B Kzb NA Des Ld: 40.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not In 9.00 GCpi: 0.18 Wind Duration: 1.60 e5X6 n C Code I Mac Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0Y10(10) Plate Type(s): WAVE Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP M-30 :B2 2x4 SP 24001-2.0E: Webs 2x4 SP #3 :Lt Slider 2x8 SP 24001-1.13E: BLOCK LENGTH = 1.500' 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) TC 24 6.75 17.65 Be 120 0.00 17.57 Apply puffins; 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. -WARNING^ Please roroughlyre ewthe'A-1 ROOF City I Ply 04/12Y2019 1 1 10'10'12 ae3X4 N1.5X4 D E 1Tr12 N 1 2569 Deb/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udell LJ# Gravity Non -Gravity VERT(LL): 0.037 H 999 360 Loc R+ I R- / Rh / Rw / U / RL VERT(CL): 0.081 H 999 240 A 715 1- I- MIS /74 174 HORZ(LL):-0.020 B - - F 725 /- I- /377 /143 A HORZ(TL): 0.052 B - - Wind reactions based on MWFRS Creep Factor. 2.0 A Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.486 F Brg Width = 3.5 Min Req = 3.5 Max Be CSI: 0.553 Bearings A & F are a rigid surface. Max Web CSI: 0.712 Bearing A requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Wg1: 96.6 lbs Chords Tens.Comp. Chords Tens. Comp. VIEWVer: 18.02.01A.0205.20 A -B 425-1138 C-D 404 -892 B-C 374-1040 D-E .0 -21 Maximum Sot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-H 887 -415 H-G 749 -384 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C-H 231 0 G-F M -725 H-D 277 -25 G-E 113 -138 D-G 469 -884 GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER-) ACKNOWLEDGMENT' form. cony T. Tcmho Ill, P.E. Reference Sheet before use. Unless othemise stated on the MO. only All . Spedalty Engineer), the seal m any TOD Mpreeen6 an acceptance of the pmfesslomI engineer. in Ne mnteM of NeIRC, the lBC, local builGrg wde antl TPI4. Theepprovalotthe Tbbandanyfield sponslbility, of the Balding Designer and Contractor. All notes setput In the TDD and the pmdkes end nd SBCAarereferenmdforgeneralguldarwa. WP ldefinm Neres mNlifesanddWmafthe Twi I bya Contrail agreed upon in wdgng by afl padiee Invdved. The Truss Design Engineer is NOTthe Bt I H VIA. L NN M1r Tn--Mn— T. Tr ha III. P.E. d �A-r mmF �TnU55E5 Anthony T. Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pieme, FL 34946 Job Irues Imss type uty Pry U4neaUre M 2476 75584 A06 COMN I 1 1 1 4 r Loading Criteria aA TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 ° 61# fi1p 7"+ r F 1'8' � r 2' 2' 24'10'4 -3X10 '=3X4 a4X6 63X8 SEAT PLATE REQ. SEATPIJITERE0. 30.11.12 } 1# y -19p -19# } Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 15.00 It TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.10 ft Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP M-30 :T2 2x4 SP #2: Sot chord 2x4 SP M-30 Webs 2x4 SP #3 :W1, W2 2x4 SP #2: Code I Misc Criteria DeOICSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 2017 RES PP Deflection in loc L/defl LJ# Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.207 J 999 360 Loc R+ ! R- I Rh / Rw / U / RL Rep Factors Used: Varies by Ld C PART(CL): 0.416 J 886 240 M 1176 /- I- /- 11037 /- FT/RT:10(Ou10(10) HORZ(LL): 0.059 F - - N 1252 P I• I- /362 /- Plate Type(s): HORZ(TL): 0.119 F - - Wind reactions based on MWFRS WAVE Creep Factor. 2.0 M Brg Width = 4.8 Min Req = 4.8 Max TC CSI: 0.917 N Brg Width = 8.0 Min Req = 1.5 Max BC CSI: 1.000 Bearings M & N are a rigid surface. Bearings M & N require a seat plate. Max Web CSI: 0.784 Maximum Top Chord Forces Per Ply (Ibs) Wgt: 163.8 lbs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 18.02.01A0205.20 A-B 1919-3185 D-E 642 .2014 Deflection B - C 939 -2432 E • F 656 -2014 Max JT VERT DEFL: LL: 0.21° DL: 0.21'. Provide for adequate D 588 -1858 F - G 815 -2224 rainage of root. :Rt Slider 2x8 SP 2400f.1.8E: BLOCK LENGTH = 1.500' :Lt Bearing Leg 2x4 SP #3: Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads --(Lumber Dur.Fac =1.25 / Plate Dur.Fac=1.25) TC: From 31 pit at -0.29 to 31 plf at 5.67 TO: From 62 plf at 5.67 to 62 plf at 30.52 BC: From 10 plf at 0.00 to 10 plf at 5.67 BC: From 20 plf at 5.67 to 20 plf at 30.52 TC: 61 lb Conc. Load at 1.67. 3.67 TC: 72 lb Conc. Load at 5.67 BC: -19 lb Conc. Load at 1.67, 3.67 BC: 1 lb Conc. Load at 5.67 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 -0.29 8.29 TC 24 13.27 21.77 BC 37 0.00 30.52 Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. Wnd Wind loads and reactions based on MWFRS. "WARNING" Please thoroughly review the -A-1 ROOF TRUSSES 'edfv deslen oanernI and reed notes on the Truss Desgn Dumtna I TDE Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp L- K 232 -205 I-H 2193 -845 K-J 3284-1921 H-G 1736 -560 J -1 2193 -845 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp A-M 148 -404 B-J 1192 -1210 A-K 3082 -1789 C-J 679 -311 M - A 1579 -2322 C - H 292 -379 M - L 148 -404 H - D 387 -28 K-B 16 -815 H-E 177 -32 GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER) AC any T. Tomhe ill, P.E. Reference Sheet before i ee. UNees otherwise . SwdalN Enalneerl, the seal an am TDD n omeents an acceptance r Mand TPIA. I. The approval WtivutlIMwnnm MnnIcin a A I RMTmt-MIMnvT TrvnM In PE. �rnuzGs6 f Anthony T. Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job 75584 l mss Truss Type A07 COMN Oily I Ply 104/1212019 f 2486 T N N 1 iV ff 10'695 -i- 4'11'13 i 4.6- SEAT PLATE REG. P'12}6I 5, 12 S 17 m5X6 1'12 SEAT PLATE RED. T Te Loading Criteria (psn Wind Criteria Code I Mise Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Sid: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc Lldefl L# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.180 D 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.366 D 999 240 V 1257 /- !- /638 1162 /148 BCDL: 10.00 Risk Category: 11 FT/RT:10(OyIO(10) HORZ(LL): 0.074 H - - W 1253 /- /- 1696 /79 !- EXP: B Kzh NA Plate Type(s): Des Ltl: 40.00 Mean Height: 15.35 R WAVE HORZ L : 0.150 H R ) - - Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 5.0 psf Creep Factor. 2.0 V Brg Width =4.8 Min Req = 4.8 Load Duration: 1.25 BCDL: 5.0 psf Max TC CSI: 0.605 W Big Width = 8.0 Min Req = 1.5 Spacing: 24.0' MWFRS Parallel Dist: Itto 2h Max BC CSI: 0.729 Bearings V & W are a rigid surface. C&C Dist a: ft Max Web CSI: 0.745 45 Bearings V & W require a seat plate. Loc. from endwadwall: not in 9.00 Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Wgt: 184.81bs Chords Tens.Corn Chords Tens. Comp. Wind Duration: 1.60 VIEW Ver. 18.02.01A.0205.20 A-B 60 -114 E-F 830 -1708 Lumber B-C 1316 -3109 F-G 831 -1888 Top chord 2x4 SP #2 :T4 2x4 SP M-30: C - D 1305 -3074 G - H 915 -2071 Bot chord 2x4 SP #2 :B4 2x4 SP 24001-2.0E: D - E 943 -2050 H - I 1030 -2248 Webs 2x4 SP #3 : W4 2x4 SP #2: Maximum Bot Chord Forces Per Ply (Ibs) :Rt Slider 2x8 SP 24001-1.8E: BLOCK LENGTH = 1.500' Chords Tens.Comp. Chords Tens. Comp. :Lt Bearing Leg 2x4 SP #3: U-S 0 -64 O-M 83 -46 Plating Notes T-R 1814 -682 M-L' 2714-1095 All plates are 1.5X4 except as noted. S - Q 0 0 L - K 1840 -689 R-N 1784 -703 K-J 1840 -689 Purling P-O 0 0 J-1 1807 -755 In lieu of structural panels or rigid ceiling use puriins 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 -0.29 10.29 TO 24 15.27 19.77 A - V 1139 -445 N - M 2702 -1069 BC 17 0.00 0.79 V-A 632-1339 N-D 524 -180 8C 85 0.79 7.08 1 V - T 1139 -445 M - D 403 -779 BC 120 7.08 30.52 Apply purling to any chords above or below fillers T-U 74 0 D-L 484 -1040 at 24'OC unless shown otherwise above. T-B 901 -2000 E-L 638 -250R-S 0 -17 E-J 167 -208 Wind B-N 1578 -604 J-F 412, -102 Wind loads based on MWFRS with additional C&C member design. C - N 122 -163 J - G 191 -125 N-O 62 0 Left end vertical exposed to wind pressure. Deflection meets L/360. ' Deflection Max JT VERT DEFL: LL: 0.18" DL: 0.19'. Provide for adequate drainage of roof. "WARNING" Please tboroughy reviewthe'A-1 ROOF TRUSSES(°SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER') ACXNOWLEDGMENr form. 'eny design parameters antlread notes on this Truss Design DmWng(TDD)wdthe Andhony T.Tombolll, P.ERefe wSheetbefamum.Unlessothewdseslaletlonvie TDD,onlyM I n, storage, aWnraetl agent and bussing shall Designer, In the canted of 0e IRC, the IBC, local Carol aro Dade AMTPI-s The approval of vie the m Ming, storage, installation endbmdngshag be the and SBCAa of tha Building Designer andanes,. or.Ailnotes set out inthe Too e n the am went SafetyTruss anufagm(BSlossolsbedby TPlantl SBCAare meratagm ceill for dailedg vied ghyd)a. TPI-1 defines Tie ausaDibilnEngiddutles Ier of Tugsding. All bye Conhattagreed upon in wndng byall pries involved. TheTmss Design Engineer lsl -Ano any building. M rapitalixtl teems ere as dafinetl in TPM. -PnlrmvT. hvnM In P.E. RmlTnecxne-MIMnv T. TeunMIII. PE �A-1RBOF TRU55E5 Anthony T. Tombo III, P.E. 480083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job Truss Truss Type Qty I Ply 04/12/2019 2497 75584 A08 COMN 1 1 F 4 6-4-134'11.13 125'-� Loading Criteria (psq TCLL: 20.00 TCDL: 10.00 SCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.26 Spacing: 24.0 a4X8(R) ®3X8 E3X6 SEAT PLATE REO. k W11'12 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt NA Mean Height: 15.76 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.10 ft Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 :T5 2x4 SP M-30: Bot chord 2x4 SP #2 Webs 2x4 SP #3 SEAT PLATE RED. 23T I Code / Mists Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Code: FSC 2017 RES PP Deflection In too L/defl L#i Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.169 L 999 360 Loc R+ / R- / Rh / Rw / U / RL W 1257 1- /- 1637 1151 1165 Rep Factors Used: Yes VERT(CL): 0.344 L 999 240 FT/RT:10(0)/10(10) HORZ(LL): 0.092 H - - X 1253 /- /- /691 /84 /- Plate Type(s); HORZ(TL): 0.187 H - - Wind reactions based on MWFRS WAVE Creep Factor. 2.0 W Brg Width = 4.8 Min Req = 4.8 Max TC CSI: 0.667 X Brg Width = 8.0 Min Req = 1.5 Max BC CSI: 0'873 Bearings W & X are a rigid surface. Max Web CSI: 0.856 Bearings W & X require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Will: 194.6 lbs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 18.02.01A.0205.20 A-B 75 -116 E-F 806 -1738 B - C 928 -2020 F - G 788 -1750 C - D 1059 -2289 G - H 823 -2096 D-E 1050-2265 H-1 911 -2255 :Rt Slider 2x8 SP 2400f-1.8E: BLOCK LENGTH = 1.500' :Lt Bearing Leg 2x4 SP #3: Plating Notes All plates are 1.5X4 except as noted. Purlins In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(In Do) Stan(ft) End(ft) TC 24 -0.29 3.60 TC 24 5.89 12.29 BC 17 0.00 0.79 BC 85 0.79 7.08 BC 120 7.08 30.52 Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Deflection Max JT VERT DEFL: LL: 0.17" CL: 0.18". Provide for adequate drainage of roof. Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. . Chords Tens. Comp V-T 1 -14 O-M 90 -34 U-S 1853 -733 M-L 2319 -918 T-R 0 0 L-K 1829 -673 S-Q 1839 -733 K-J 1829 -673 Q-N 1952 -772 J-1 1833 -672 P-O 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp A-W 1123 -458 D-N 183 -252 W-A 678-1381 N-O 112 0 W - U 1123 -458 N - M 2247 -884 U-V 23 0 N-E 46 -58 U - B 882 -2035 M - E 235 -345 S -T 34 0 E - L 496 -966 B- Q 190 0 F- L 888 -335 Q-C 64 -190 L-G 184 -314 C- N 934 -385 G- J 209 0 1 "WARNING" Please thoroughly reWex the -A-1 ROOF TRUSSES("SELLER'), GENERALTERMS and CONDITIONS CUSTOMER ("BUYER') ACKNOWLEDGMENT' loml. adfydesign pammetere and read notes on this Tmss Design Dnming (MD) and the Anthony T. Taisho III, P.E. Re/e sense Sheet before use. Unless othenWse stated on the MD. only K; .nectar Natesshallbeusedfw Ne TDDmbowild. AsaTmss Design Engineedngfl.e.SmdalNEngineed.thesealonanv TDDMDresenbansmcg nrceftheomfessloi enalneed mJWnIMvnTvn MwyNlm memicv4m Np1 nMTnmwa-MIMnv T. TmnM III. PR I A-1 ROOF TR055t3 4 Anthony T. Tombo III, P.E. 480083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job Truss 755E`4 A09 1'd "14 i _ 678 Truss Type City I Ply 04/12/2019 COMN 1 1 —6'4'13)--32'13 -{- 13'— g4n4(n) a3X4 -3X4 E3X6 a3X8 111.5X4 SEAT PLATE REG. Loading Criteria (pap Wind Criteria TCLL: " 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: B Kzb NA Des Ld: 40.00 Mean Height: 15.82 ft NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 MWFRS Parallel Dist: h to 2h C&C Dist a: 3.10 ft Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Code I Misc Criteria Code: FBC 2017 RES TPI Still: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Lumber Top chord 2x4 SP #2 :T5 2x4 SP M-30: Bot chord 2x4 SP #2 Webs 2x4 SP #3 :Rt Slider 2x8 SP 24001A.8E: BLOCK LENGTH = 1.500' :Lt Bearing Leg 2x4 SP #3: Puriins In lieu of structural panels or rigid ceiling use puriins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 -0.29 1.62 TIC 24 7.91 14.31 BC 120 0.00 30.54 Apply puffins 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. Deflection Max JT VERT DEFL: LL: 0.15" DL: 0.17'. Provide for adequate drainage of roof. 2514 93X12(E3) 1' SEAT PLATE REG. DebICSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udefl L/# Gravity Non -Gravity VERT(LL): 0,150 F 999 360 Loc R+ / R- / Rh l Rw / U I RL VERT(CL): 0.306 F 999 240 O 1259 /- /- /661 /107 /131 HORZ(LL): 0.083 G - - P 1253 I- I• 1700 /91 I- HORZ(TL): 0.170 G - - Wind reactions based on MWFRS Creep Factor. 2.0 O Brg Width = 4.7 Min Req = 4.7 Max TC CSI: 0.669 P Brg Width = 8.0 Min Req = 1.5 Max BC CSI: 0.876 Bearings 0 & P are a rigid surface. Max Web CSI: 0.841 Bearings 0 & P require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Wgt: 177.8 lbs Chords Tens.Comp. Chords Tens. Comp. VIEWVer. 18.02.01A.0205.20 A-B 74 -113 E-F 820 -1745 B-C 785-1794 F-G 851 -2099 C - D 951 -1969 G - H 940 -2257 D - E 847 -1706 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens.. Comp N-M 947 -446 K-J 1984 -776 M - L 1592 -596 J -1 1832 -699 L - K 1984 -776 I - H 1835 -697 Maximum Web Forces Per Ply (Ibs) ' Webs Tens.Comp. Webs Tens. Camp A-0 1287 -582 C-L 483 -216 O-A 504-1136 L-D 179 -241 O-N 1287 -582 D-J 429 -788 N - B 757 -1498 E - J 946 -406 B-M 686 -181 J-F 186 -324 C-M 144 -64 F-I 214 0 —WARNING^ Please thoroughlyrevievthe'A-1 ROOF TRUSSES('SELLER-), GENERAL TERMS and CONDITIONS CUSTOMER(-eUYER')ACKNOWLEDGMEN foml. Verify design parameters and read notes on this Truss Design Drawing(MD) and the Antony T. Tombo ill, P.E. Retemnm Sheet before use. Unless otenuha stated oa the TOD,oniy All connector plates shafl be used fate TDD to b,vend. Asa Truss Dssign EMineanng0z.SmdaINEnglneerl.tesealonanv TOOreoresentsanacceoummnftenmfesslonal enaineeri in x egreab upon In wnang by en pates Involved. Tire Tmss oesign Englneeris NOT the nMialIMMIMOtlNYnMn m,mi¢vim nl A1 Rml Tnuw_gnlNmvT.TmJn In PE. f �A-t RaGF �TliU5$E5 Anthony T.Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job 75584 Truss Truss Type Qty Ply U4/12/2U19 A10 I COMN 1 1 ,w2518 i F-F2�- T6'8 -{- 64.13 1-27*5 -1- 13'� N3X6(R) E3X4 ®3X4 E3X6 =3X8 m1.5X4 fl3X12(E3) 1 SEAT PIATE REQ. SEAT PLATE REQ. 30'1192 }5•q- 30'6.4 Loading Criteria (,li Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: B Kzt: NA Des Ld: 40.00 Mean Height: 15.82 It NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25. BCDL: 5.0 psf Spacing: 24.0 MWFRS Parallel Dist: h to 2h C&C Dist a: 3.10 it Loc. from endwall: not in 9.00 GCpI: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 :T5 2x4 SP M-30 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W1 2x4 SP #2: Code / Misc Criteria Code: FBC 2017 RES TPI Sld: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE :Rt Slider 2x8 SP 2400f-1.8E: BLOCK LENGTH = 1.500' :Lt Bearing Leg 2x6 SP #2: Purlins In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 -0.46 0.97 TC 24 8.51 14.91 BC 120 0.00 30.52 Apply pudins to any chords above or below fillers at 24' CC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Deflection Max JT VERT DEFL: LL: 0.15' DL: 0.16". Provide for adequate drainage of roof. Deft/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc L/defl 1-14 Gravity Non -Gravity VERT(LL): 0.149 F 999 360 Loc R+ I R- / Rh / Rw 1 U / RL 0 1268 I- !- /672 /110 /130 VERT(CL): 0.304 F 999 240 HORZ(LL): 0.084 G - - P 1253 !- !- /701 /93 /- HORZ(TL): 0.170 G - - Wind reactions based on MWFRS Creep Factor. 2.0 O Brg Width = 4.8 Min Req = 4.8 Max TC CSI: 0.668 P Big Width = 8.0 Min Req = 1.5 Max BC CSI: 0.911 Bearings O & P are a dgid surface. Bearings 0 & P require a seat plate. Max Web CSI: 0.621 Maximum Top Chord Forces Per Ply (Ibs) Wgt: 179.9 lbs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 18.02.01A.0205.20 A-.B 80 -139 E-F 809 -1746 B - C 771 .1812 F - G 841 .2098 C-D 905-1875 G-H 9W -2256 D - E 839 -1694 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp N-M 772 -378 K-J 1886 -711 M-L 1593 -574 J-1 1831 -690 L-K 1886 -711 I-H 1835 -688 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp A-0 1449 -699 C-L 369 -170 O - A 537 -1223 L - O 147 -192 O-N 1449 -699 D-J 409 -743 N-B 818-1528 E-J 952 -417 B - M 849 -232 J - F 187 -322 C-M 170 -41 F-I 214 0 "WARNING" Please thoroughly review the -A-1 ROOF TRUSSES(°SELLER'), GENERAL TERMS and CONDmONS CUSTOMER(-eUYER') ACKNOWLEDGMENT' form. only design parameters and read notes an this Tmaa Design Dmwing(MD) and the Aafhony T. Tenths ill, P.E. Refenom Sheet baron, use. Unless otherwise stated on the Too. day nF LT3 Truss Design Englneerand Truse Maaaamuer, unless otn M se dennea by a com2ct agreed upon M wneng by all paNes Imolvea. Ina I uss uW gn engineer Is r v ^pu)m_An,Mnu m - TEme T Tm 11PE. RuuMiulmNMk EnauroA.Inx,rvNmtNnMJiXMWllwtltlwwinm npm YmNA-i Rmf TnL a -An ,T.Tt 111. PE. �A4 MOF TRN556 Anthony T.Tombo 111, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job Iruss Truss Type pry Ply 04/12/2019 755*4 Al COMN 1 1 2528 )--1671a i r7.6 a5X8 E a5X6 F 124'11 SEAT PIATE RED. SEAT PIATE RED. . i 34'3- Loading Criteria (sap Wind Criteria Code I Misc Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES TCDL: 10.00 Speed: 160 mph TPI Sid: 2014 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes BCDL: 10.00 Risk Category: It FTIRT:10(0u10(10) EXP: B Kzt: NA Plate Type(s): Des Ld: 40.00 Mean Height 15.00 ft WAVE NCBCLL: 10.00 TCDL: 5.0 psf - Load Duration: 1.25 BCDL: 5.0 psf , Spacing: 24.0" MWFRS Parallel Dist: h to 2h C&C Dist a: 3.42 it Loc. from endwall: not In 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 :T4 2X4 SP M-30: Bot chord 2x4 SP #2 :B3 2x4 SP M-30: Webs 2x4 SP #3 :Rt Slider 2x8 SP 2400f-1.8E: BLOCK LENGTH = 1.500' :Lt Level Return 2x4 SP #3: Bracing (a) Continuous lateral restraint equally spaced on member Plating Notes (") 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Purlins In lieu of structural panels or rigid ceiling use puriins to laterally bmce chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 14.24 21.86 BC 120 0.15 34.25 Apply pudins 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. "WARNING" Please 8loroughly reAm rue -A -I ROOF TRUSSES Dail Criteria PP Deflection in IocUdell L/# VERT(LL): 0.191 L 999 36( VERT(CL): 0.386 L 999 24( HORZ(LL): 0.118 H - - HORZ('IL): 0.238 H - - Creep Factor: 2.0 Max TC CSI: 0.757 Max BC CSI: 0.846 Max Web CSI: 0.788 Wgt: 176.4lbs ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1472 /- !- /862 1100 /154 Q 1391 /- 1- /775 171 !- Wind reactions based on MWFRS B Erg Width =8.0 Min Req=1.7 Q Brg Width = 8.0 Min Req = 1.6 Bearings B & Q are a rigid surface. Bearings B & Q require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Camp. VIEW Ver. 18.02.01A.0205.20 IA-B 25 0 E-F 886 -1903 B - C 1086 -2923 F - G 893 -2106 C-D 910-2221 G-H 913 -2350 D - E 928 -2170 H -1 1007 -2521 Maximum But Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B-O 2626 -951 L-K 2D54 -736 O - N 2622 -953 K - J 2054 -736 N - M 2622 -953 J -1 20M -735 M - L 1976 -666 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. - Webs Tens. Comp A-P 0 0 E-L 122 -174 O- C 279 0 L- F 404 -45 C-M 318 -715 L-G 140 -197 E-M 518 -63 G-J 170 0 TERMS and CONDITIONS CUSTOMER ('BUYER-) ACKNOM LEDGMENr form. ibe III, P.E. Reference Sheet before use. Unless othenylss stated on the Too. only Alr The krvMNItM Wtlwe nwwleu� mmii¢Wn NMl aMTn�esac—Mlhnnv T.TmmM III. P E. Is �A•r ROOF �TRr155E5 Anthony T•Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job 75584 M 74� Truss Al2 Loading Criteria Iraq Wind Criteria TCLL: 20.00 Wind Sid: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: B Kzt: NA Des Ld: 40.00 Mean Height: 15.42 ft NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 MWFRS Parallel Dist: h to 2h C&C Dist a: 3.44 fl Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Top chord 2x4 SP M-30 :T2, T3 2x4 SP #2: Bot chord 2x4 SP M-30 :B2 2x4 SP #2: Webs 2x4 SP #3 Truss Type COMN Code / Misc Criteria Code: FBC 2017 RES TPI Sid: 2014 Rep Factors Used: Yes FT/RT:10(0)110(10) Plate Type(s): WAVE :Rt Slider 2x8 SP 24001-1.8E: BLOCK LENGTH = 1.500' :Lt Level Return 2x4 SP #3: Bracing (a) Continuous lateral restraint equally spaced on member. Purllns In lieu of structural panels or rigid ceiling use purling to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(R) TC 24 16.24 19.86 BC 120 0.15 34.38 Apply purling to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers I Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional C&C member design. 1ty I Ply 104/12/2019 37-6 -2535 f y Deg/CSI Criteria ♦Maximum Reactions (Ibs) PP Deflection in Ioc L/defi L/# Gravity Non -Gravity VERT(LL): 0.188 M 999 36 Loc R+ I R- / Rh I Rw I U I RL VERT(CL): 0.488 M 841 24C B 1477 /_ /_ /863 189 /174 HORZ(LL): 0.111 H - - 1 1396 /- A 1777 /54 /- HORZ(TL): 0.224 H - - Wind reactions based on MWFRS Creep Factor. 2.0 B Brg Width = 8.0 Min Req = 1.7 Max TC CSI: 0.798 I Brg Width = - Min Req = - Max BC CSI: 0.998 Bearing B is a rigid surface. Max Web CSI: 0.366 Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Wgt: 168.0 Ibs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 18.02.01A.0205.20 A-B 25 0 E-F 843 -1763 B - C 1042 -2862 F - G 856 -1991 C-D 821 -2012 G-H 919 -2435 D - E 848 -1996 H - I 961 -2560 Maximum Rot Chord Forces Per Ply (Ibs) Chotds Tens.Comp. Chords Tens. Comp. B-O 25M -893 L-K 2140 -742 O-N 2553 -895 K-J 2140 -742 N - M 2553 -895 J -1 2144 -740 M -L 1763 -540 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp A-P 0 0 F-L 390 -96 O-C 359 0 L-G 241 -553 C- M 400 -962 G- J 244 0 E - M 482 -125 "WARNING" Please thamughly mdew fine -A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDmONS CUSTOMER CBWER-) ACKNOWLEDGMENT- form. 'erify design raramelereand mad notes on this Tmss Design Dn ng(TDD)and the Anthony T.TombpIII,P.E.Reference Sheet before use. Unless oMeruize sroted an the TOD, only NI rat agreed upon M vmung by all padies involved. Tile Tmss Deelgn Engineer I. I q NdJM1'RM WLLavR M,n4�iI1M ONmicWnNA1 RMTft-MIMmvT_Tmm In P£. ,,o TAr11MOF R Anthony T•Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job 7551'4 Truss A13 Truss Type COMN QtY 2 I Ply 104/1212019 2539 SEAT PLATE RED. i Wes Loading Criteria (psn Wind Criteria ' TCLL: 20.00 W rid Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: B Kzt: NA Des Ld: 40.00 Mean Height: 15.79 It NCBCLL: 10.00 TCDL: 5.0 pat Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0" MWFRS Parallel Dist: h to 2h C&C Dist a: 3.44 it Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber - Top chord 2x4 SP 92 :T1 2x4 SP 2400f-2.0E :T3 2x4 SP M-30: Bot chord 2x4 SP #2 :B1 2x4 SP M-30: Webs 2x4 SP #3 16.3.14 IT Code I Misc Criteria Deft/CSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 2017 RES PP Defection in too Udell L/# Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.136 J 999 360 Loc R+ I R- / Rh / Rw I U / RL B 1293 I- 1- 1858 772 1192 Rep Factors Used: Yes VERT(CL): 0.322 J 999 240 FT/RT:10(0)/10(10) HORZ(LL): 0.036 H - - 1 1225 I- I- 1773 153 !- Plate Type(s): HORZ(TL): 0.203 H - - Wind reactions based on MWFRS WAVE Creep Factor. 2.0 B Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.674 1 Brg Width =- Min Req = - Max BC CSI: 0.929 Bearing B is a rigid surface. Max Web CSI: 0.369 Beaming B requires a seat plate. Maximum Top Chord Farces Per Ply (Ibs) Wgt: 162.41bs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 18.02.01A.0205.20 A 21 0 E-F 761 -1613 B - C 945 -2442 F - G 731 -1628 C - D 723 -1638 G - H 875 -2142 D - E 753 -1623 H -1 926 -2273 :Rt Slider 2x8 SP 2400f-1.8E: BLOCK LENGTH = 1.500' :Lt Level Return 2x4 SP #3: Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purling to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.15 34.38 Apply pudins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers I Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional C&C member design. Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp.` Chords Tens. Comp B-N 2176 -792 L-K 1884 -688 N-M 2172 -794 K-J 1884 -688 M-L 2172 -794 J-1 1888 -687 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-O 0 0 E-L 845 -248 N-C 381 0 L-G 296 -509 C-L 415 -833 G-J 291 0 "WARNING" Pleasa unaroughly revlew Me -A-1 ROOF TRUSSES("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER('Bt R-) ACNNOWLEDGMENr fans. edfy design parameters and read notes an We Truss Design Dravdng(MD) and VIe ANhaWT. Tomb. ill, P.E.Refemnw Sheetbeforeuse.Unlesso0erxiwsfate ma uIe TOD, onlyaf mnetlarplates shall be used for Ne TDD to be valid. Aa a Truss Design Engineering (.e. SD daIN Ennineerl, the seal on anv TDD reoresenfs an erentanm of Ma nmfezaienal en.IaeM be the responsbl1Vofthe Building DeslgneraM Conbapor. Allnotessetaulin Ne TDDandthepraogwsa. by TPlantl SBCm"dagmeduorgeneralgbyall . TPI-tdefneslha responsi IgnEandtlru NOTtna e Eefuied by a ContraG egreetl upon in writing byall paNes lnwlvetl. The buss Design Engineer is NOTthe a dented In WI -I. tlMmwnt Nmvl[um, k m.M1IaMM WMnY IMwlXmrwrmL WmNR.t aryJTn�-MMnv T. TM.AOIII. P.E. I ROOF !'Ar Ssza Anthony T.Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job SEAT PLATE REG. TWSS A14 Loading Criteria (ps0 Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph , BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: B Kzt NA Des Ld: 40.00 Mean Height: 15A9 ft NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 ° MWFRS Parallel Dist: It to 2h C&C Dist a: 3.44 ft Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 :Ti 2x4 SP 2400f-2.OE :T5 2x4 SP M-30: Hot chord 2x4 SP M-30 :B2 2x4 SP #2: Webs 2x4 SP #3 Truss type COMN Code I Misc Criteria Code: FBC 2017 RES TPI Sld: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE :Rt Slider 2x8 SP 2400f-1.8E: BLOCK LENGTH = 1.500' :Ll Level Return 2x4 SP i13: Bracing (a) Continuous lateral restraint equally spaced on member. Purling In lieu of structural panels or rigid ceiling use purling to laterally brace chords as follows: Chord, Spacing(in oc) Start(ft) End(ft) TC 24 16.60 19.50 BC. 120 0.15 34.38 Apply purlins to any chords above or below fillers at 24' OC unless shown otherwise above. Hangers I Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional C&C member design. —WARNING" Please thoroughly reAm this -A-1 ROOF TRUSSES MN desion naran etels and mad notes on this Truss Design Drawing (mE Gn TDD ury I Fly u4/12/21.11u 1 1 ., 14'10'6� 95X6 as5X6 E F �2546 DeRICS1 Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc L/defl L/# Gravity Non -Gravity VERT(LL): 0.173 N 999 360 Lac R+ I R- I Rh 1 Rw / U / RL VERT(CL): 0.407 N 999 240 B 1477 A 1- 1863 /87 1178 HORZ(LL): 0.109 1 ' - - J 1396 I- 1- 7777 /54 A HORZ(TL): 0.221 1 - - Wind reactions based on MWFRS Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.7 Max TC CSI: 0.801 J Brg Width = - Min Req = - Max BC CSI: 0.904 Bearing B is a rigid surface. Bearing B requires a seat plate. Max Web CSI: 0.369 Maximum Top Chord Forces Per Ply (Ibs) Wgt: 168.0 Ibs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 18.02.01A.0205.20 A-B 25 0 F-G 840 -1939 1022 -2831 G - H 813 -1957 C-D 812-1978 H-1 912 -2437 D-E 833-192B I-J 959 -2571 E - F 826 -1730 Maximum Hot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - P 2526 -870 M - L 2142 -730 P-0 2521 -871 L-K 2142 -730 O-N 2521 -871 K-J 2146 -728 N- M 1730 -516 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp A-Q 0 0 F-M 392 -113 P- C 368 0 M- H 257 - 584 C- N 407 -969 H- K 259 0 E - N 496 -148 GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER-) ACMOWLEDGMENP forth. lonv T. Torh oIll. P.E. Reference Sheet batons use. Unless otherwise stated on the TDD. only Alr In the contend of theIRC, the IBC, local building code and TPI-1. Nthe IRC. Me IBC, local building adds and TPI-1. The appntv.[ lforganeedgukance. TPIA denres the nesponsibnges and dl6esofthe Truss Ipon In wdt'ug by a0 parings inwlved. ThaTmsa Design Fsginaeris NOT Ne Buil uXME 1MwIMn rwmLctim of .1 Rm T..-An. T. TnmM 111, P.E. �A•1 RODF ®®®®®TRU556 f Anthony T•Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job Truss Truss Type pry Ply 04/12Y2019 7551A A15 HIPS I1 I1 I 2562 °• TI 12 5 p E3X4C to =3X6(A7) B 1 a5X8 a3X6D (a1 E a=3X4ss3X6 T3 F G _ `a5X6 T4 H N1.5X4 (a) (a) 1 P O N n N1.5X4 64X6 a3X4 M L ®3X4 a4X6 BS K J Oa4X4 03X6(R) SEAT PIATE RED. 34'WS L4J Loading Criteria Snq Wind Criteria Code I Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBCQ017 RES PP Deflectlon in loc L/de8 U# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.136 N 999 360 LOG R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.275 N 999 240 B 1477 I- I- /899 1137 1168 BCDL: 10.00 Risk Category: II FT1RT:10(0)/10(10) HORZ(LL): 0.051 J - - J 1396 /- !- /725 1207 /+ EXP: B Kzt: NA Des Ld: 40.00 Plate Type(s): HORZ(TL): 0.103 J - - Wind reactions based on MWFRS Mean Height: 15.08 ft WAVE Creep Factor. 2.0 B Brg Width = 8.0 Min Req = 1.7 NCBCLL: 10.00 TCDL: 5.0 psf Max TC CSI: 0.637 J Brg Width =- Min Req = - ad Duration: 1.25 psf Bearing B is a rigid surface. pacing: 24.0 Sp ° MWFRS SMWFRS Parallel Parallel Dist: IT [0 2h _ Max SC CSI: 0.997 Bearing B requires a seat plate. CS.0 Dist a: 3.44 ft Max Web CSI: 0.488 Loc. from endwall: not In 9.00 Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Wgl: 194.6 Ibs Chords Tens.Comp. Chords Tens. Camp. Wind Duration: 1.60 VIEW Ver. 18.02.01 A.0205.20 A-B 25 0 E-F 817 -1900 Lumber B-C 1052-29M F-G 478 -1133 Top. chord 2x4 SP #2 :T3, T4 2x4 SP M-30: C - D 855 -2215 G - H 478 -1134 Bot chord 2x4 SP #2 :B3 2x4 SP M-30: D - E 876 -2151 H -1 29 -22 Webs 2x4 SP 43 :Ll Level Return 2x4 SP #3: Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Bracing (a) Continuous lateral restraint equally spaced on member. B - P 2690 -1149 M - L 1744 -749 P - O 2686 -1151 L - K 1744 -749 Purlins O-N 2686-1151 K-J 397 -173 In lieu of structural panels or rigid ceiling use puriins N - M 1964 -839 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) Maximum Web Forces Per Ply (Ibs) TC 24 14.60 32.50 Webs Tens.Comp. Webs Tens. Camp. BC 116 0.15 34.38 Apply pudins to any chords above or below fillers A- Q 0 0 M - F 347 -31 at 24° CC unless shown otherwise above. P - C 300 0 F - K 549 -1046 C - N 334 -774 K - H 1262 .440 Hangers/Ties E-N 451 -fib H-J 589 .1356 (J) Hanger Support Required, by others E - M 118 -106 I - J 56 -57 Wind Wind loads based on MWFRS with additional C&C member design Right end vertical not exposed to wind pressure. -WARNING- Please lhcroughly review the-A-1ROOF TRUSSES ed far the TOD to be valid. of Ne single T.. depicted TERMS and CONDITIONS CUSTOMER ('SUPER') ACKNOWLEDGMENT' fofm. bo ill. P.E.Refeream Sheet before use. UalesRelh.nxl—.1M oo lh°Tnn nnly Al, wlagmeduponinwntingbyallparbesinvdved. TheTmss Design Engineeris k rvMRNM WtivudIMunpMMmu¢WnNM Rrc T,uvtia-pplvnvrrT Ill PE �A-f RpUF elpl155E5 Anthony T. Torl 111, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34W Job Truss Truss Type 75584 A16 I HIPM try I Ply 104/12/2019 2592 { s 1 Loading Criteria (psq TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 - I— 1289 -I- 21VS 0 A —e'/-4 Wind Criteria Wind Sld: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 15.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3A3It Loc. from endwall: not in 9.00 GCpl: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP M-30 Bot chord 2x4 SP 2400f-2.OE Webs 2x4 SP #3 :Wt 2x6 SP #2: :Lt Level Return 2x4 SP #3: Code I Mlsc Criteria Code: FBC 2017 RES TPI Sid: 2014 Rep Factors Used: Yes FT/RT:10(0y10(10) Plate Type(s): WAVE Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of stmctural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) Erl TC 24 12.54 34.31 BC 95 0.00 7.96 SC 120 8.00 34.31 Apply purling to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers I Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind -3X4 re3xe QtV4 Defl/CSI Criteria PP Deflection in too L/defl L/# VERT(LL): 0.134 M 999 36 VERT(CL): 0.272 M 999 24 HORZ(LL): 0.067 J - - HORZ(TL): 0.135 J - - Creep Factor. 2.0 Max TC CSI: 0.637 Max SC CSI: 0.443 Max Web CSI: 0.946 Wgt: 224.7 Ibs VIEW Ver. 18.02.01A.0205.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ IR- 1Rh /RW IU /RL P 1472 /- 1- 1881 /119 1203 1 1400 /- 1- 7745 1254 1- Wind reactions based on MWFRS P Brg Width = 3.5 "' Min Req = 1.5 1 Big Width =- Min Req = - Bearing P is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 27 0 E-F 686 -1598 B - C 1294. -2887 F - G 686 -1598 C - D 1080 -2397 G - H 686 -1598 D-E 1010-2270 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp P-O 32 -5 L-K 2267 -1012 N - M 2589 -1374 K - J 2267 -1012 M-L 2146 -1041 J-1 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp A-Q 0 0 D-M 490 -189 B-P 722-1408 D-L 154 -46 B-N 2483 -980 L-E 218 0 P-N 163 -406 E-J 408 -83B N- O 149 0 J- H 1974 -847 N-C 208 -67 G-J 335 -490 C-M 418 -5W H-1 - 639 -1340 Please Nomughly review Me -A-1 ROOF TRUSSES ('SELLER'), GENERALTERMS and CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGMENT-foml. nvEllltyINNe Building DeagneraM ConlrzCor. Nl notessetoulin Ne TDDand Me premces and iaCCnMdagmedufoninnwerteniggbyaangcpe. teTsPIIn1w[veM. sNheeTrwesDesign aginedeurtiiess of Ne Tmss Norte Bull P41. amlrvm. krvMNItM Wtluutl aw vni�m m,mWNn N41 Rmt Th�cwn-Anaunv T. TvnM III. P E. gSSEF TRUSSER 1 Anthony T."Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job Truss Truss Type Oty Ply 04/12/2019 755'8`4 A17 I HIPM 11 11 I 2671 T Loading Criteria (peq Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: B Kzt: NA Des Ld: 40.00 Mean Height: 15.00 It NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0' MWFRS Parallel Dist: h to 2h C&C Dist a: 3A3 It Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Top chord 2x4 SP #2 :T3 2x4 SP M-30: got chord 2x4 SP #2 :B1 2x4 SP 24ODF2.OE: Webs 2x4 SP#3:W1 2x6 SP#2: :Ll Level Return 2x4 SP #3: Code I Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)110(10) Plate Type(s): WAVE Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 10.54 34.31 BC 120 0.00 34.31 Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. Hangers I Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets U360. Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind Deb/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection In too Udefl L/# Gravity Non -Gravity VERT(LL): 0.082 E 999 360 Loc R+ / R- / Rh / RW / U / RL VERT(CL): 0.165 E 999 240 O 1472 /- /- 1869 /121 /182 HORZ(LL): 0.028 J - - 1 1400 /- /- 1734 /247 /- HORZ(TL): 0.056 J - - Wind reactions based on MWFRS Creep Factor. 2.0 0 Brg Width = 3.5 Min Req = 1.5 ` Max TC CSI: 0.788 I Brg Width = - Min Req = - Max BC CSI: 0.970 ' Bearing O is a rigid surface. Max Web'CSI: 0.651 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Wgt: 223.3 Ibs A- B 27 0 E- F 537 -1274 VIEW Ver. 18.02.01A.0205.20 B-C 156 -144 F-G 537 -1274 C - D 702 -1669 G - H 537 -1274 O - E 755 -1721 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. O-N 1254 -734 L-K 1723 -759 N-M 1489 -711 K-J 1723 -759 M-L 1489 -711 J-1 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. ' Webs Tens. Comp A-P 0 0 L-E 141 -72 B-O 254 -251 E-J 303 -613 O - C 589 -1638 G - J 367 -539 C - N 328 -6 J - H 1709 -720 D-N 185 -14 H-1 633 -1337 D-L 314 -95 "WARNING" Please thoroughly revievthe-A-1 ROOF TRUSSES ('SELLER'), GENERALTERMS and CONDITIONS CUSTOMER('BUYER') ACKNOWLEDGMENT faro. used for the Too to be valid. As e nefarencedfx,riaalguida.. TPI-ldefires NeresponsibililiesanddZas ad agreed upon in wdgng by ell padies Involved. The Truss Design Engineer is mry RM vnvnd IMv aan n'wlmi NMI RMTn--Msvv T, Tavnsn is 1.E. ',10IrRISn U5E5 Anthony T•Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce, FL 34946 JGD I was 75584 A18 I mss type HIPM try 11y I U9n L1Luiu 2603 1111.5XI N 1 i 6'6'7 Loading Criteria (,d) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7.10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: ll EXP: B Kzt: NA Des Ld: 40.00 Mean Height: 15.00 It NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 ° MWFRS Parallel Dist h to 2h C&C Dist a: 3.43 it Loc. from endwall: not in 9.00 GCpI: 0.18 Wind Duration: 1.60 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3:W1 2x6 SP #2: Code / Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FTIRT:10(0)/10(10) Plate Type(s): WAVE Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or dgid ceiling use pudins to laterally brace chards as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 8.54 34.31 BC 120 0.00 34.31 Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. Hangers I Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets U360. Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind 25'9'5 S3X4 as3X61111.5X4 =3X4 34'3'12 De01CS1 Criteria PP Deflection in loc Udell L#t VERT(LL): 0.095 D 999 36 VERT(CL): 0.194 D 999 24� HORZ(LL): 0.035 C - - HORZ(TL): 0.071 C - - Creep Factor: 2.0 Max TC CSI: 0.735 Max BC CSI: 0.814 Max Web CSI: 0.806 Wgt: 223.3 Ibs VIEW Ver. 18.02.01A.0205.20 "WARNING— Please thamughy mvlew the°A-1 ROOF TRUSSES ('SELLER'), GENERAL TERMS and CONDmONS CUSTOMER only design parameters and read notes an this Truss Design Drawing(Too) and the Anthany T. Tanta III, P.E. Referents Sheet befom use.0 onneaor plates shall be used farthe Too m be valid. As a Truss Design Engineering (le. Snedalty Enamel). the seal on am TDD mpa sans I 1 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ I R- I Rh I Rw / U / RL P 1401 1- /• 1792 1112 /154 1 1401 /- /- n26 /241 /- Wind reactions based on MWFRS P Big Width = 3.5 Min Req = 1.5 I Big Width =- Min Req = - Bearing P is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 122 -108 E-F 764 -1827 B - C 703 -1638 F - G 764 -1827 C-D 636-1913 G-H 493 -1200 D - E 764 -1827 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp P-0 1153 -668 L-K 1248 -519 O-N 1469 -701 K-J 1248 -519 N-M 1469 -701 J-1 0 ' 0 M - L 1927 -845 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp A-P 105 -141 D-L 115 -143 P-B 654-1617 F-L 231 -355 B-O 455 -72 L-G 823 -348 C-0 134 -166 G-J 561 -1042 C-M 623 -219 J-H 1686 -693 M-D 213 -319 H-1 617 -1350 xMe and TPI-1. The appmvai d the Ml tor. Ah notes set out in the TDD and the TPI-1 defines the responsibllittes and du' rams. d 1TnD55P5 ,ninesdn to A-1 ROOF e ,old r Anthony T. Tombo III, P.E. rues # 80083 asdaft dbya Cony agmedumninvmrugbyalipa winvolved. The Truss Design Engineerns NOT ea defined! in TPI-1. rt dn,mmtNarvfrvmn Tr _MIMnvT Tm In. PE. a auildieg 4451 St. Lucie Blvd. Fort Pierce. FL 34946 roe Iruss IWSS Type Oty Ply 04/12/2019 75584 A19 HIPM I 1 11 ., 2617 34XI T 1 12 M3X4 III RYA am3Yn =.Ye Loading Criteria fpa9 Wind Criteria TCLL: ' 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: B Kzt: NA Des Ld: 40.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.40 ft Loc. from endwall: not In 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Sot chord 2x4 SP #2 Webs 2x4 SP #3 =aAw=axo Eox1u -4x6 34'0'8 Code l Misc Criteria Defl/CSI Criteria Code: FBC 2017 RES PP Deflection In too Udefl LI# TPI Std: 2014 VERT(LL): 0.118 D 999 36 Rep Factors Used: Yes VERT(CL): 0.242 D 999 24 FT/RT:10(0Y10(10) HORZ(LL): 0.034 B Plate Type(s): HORZ(TL): 0.070 B WAVE WAVE Creep Factor. 2.0 Max TC CSI: 0.967 Max BC CSI: 0.973 Max Web CSI: 0.784 Wgt: 204.4 Ibs VIEW Ver. 18.02.01 A.020520 Bracing (a) Continuous lateral restraint equally spaced on member Purlins In lieu of structural panels, or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 6.27 34.04 BC 103 0.00 34.04 Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. Hangers I Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. ♦ Maximum Reactions (Ibs) Gravity Non-Gravily Loc R+ / R- I Rh / Rw / U / RL N 1390 /- /- 1760 1256 /169 H 1390 A /- /713 1292 /- Wind reactions based on MWFRS N Big Width = 3.5 Min Req = 1.6 H Big Wtdih = - Min Req = - Bearing N is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 640-1537 D-E 880 -2141 B-C 900-2101 E-F 880 -2141 C-D 8W-2141 F-G 598 -1457 Maximum Bet Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp N-M 84 -231 K-J 2125 -913 M-L 1360 -667 J-1 1510 -618 L-K 2125 -913 I-H 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp A-N 581 -1338 D-J 265 -389 A-M 1474 -552 J-F 812 -338 B - M 301 -465 F - I 547 -1003 B - L 946 -322 I - G 1861 -752 L - C 270 -450 G - H 606 -1335 C-J 72 -65 "WARNING" Please Noreughly review the`A-1 ROOF TRUSSES CSEUER-), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER') ACKNOWLEDGMENT late. any design paametem and read notes on this Truss Design Drewng Crop) and Me Anthony T. Tomb. III, P.E. Reference Sheet Were use. Unless oMenMse stated on the TDD. anly Alp onnestor plates shall be used far the TDD tt be valid. As a Tress Design Engineering lia. Specialty Engineer), pie seal on any MD represents an acceptanre atme, am fessional enoineeN ss.teatime amino.Wat:ontaa agreed upon in writing by ell parties Involved. The Truss Design Engineer Is M eePherved teems ere as dented In TPI-1. ILPE, Rery ,i NtlJxM1 unaN,h--f—,urvMMM w,pvodaw,YrinM mnnlee'vnnl Mi Rm Tn—MNmvT Tx In PE. LA-r ROOF emusaEs Anthony T. Tombo III, P.E. # 80083 4461 St. Lucie Blvd. Fort Pierce. FL 34946 Job 75584 Trusts Truss Type A20 I HIPM Oty Ply 1 I 1 U4/12r2U19 2665 04X4 T 1 F— 4'3"3 - i 29'9"5 12 5 p am3X4 C -3X6 IIII.SX4 D E e3X4 F _(a) 4 M r ve G N M L K J I I`l H 113X6 e4X4 E14X4 =3X6 e3X8 =3X6 =4X6 Loading Criteria baQ TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 15.00It TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.40 g Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 :T3 2x4 SP M-30: Bot chord 2x4 SP #2 Webs 2x4 SP #3 Code I MlscCriteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)110(10) Plate Type(s): WAVE Bracing (a) Continuous lateral restraint equally spaced on member. Puriins In lieu of structural panels or dgid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(g) End(g) TIC 24 4.27 34.04 BC 98 0.00 34.04 Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. Hangers I Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional G&C member design. Leg end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. 34'0'8 �T 1 Deg/CSI Criteria ♦ Maximum Reactions (Ibs) „ PP Deflection in roc L/defl L/# Gravity Non -Gravity VERT(LL): 0.151 E 999 360 Loc R+ I R- / Rh / Rw 1 U / RL O 1390 I- !- f741 /262 1139 VERT(CL): 0.309 E 999 240 HORZ(LL): 0.043 B - - H 1390 I- l- /707 /287 1- HORZ(TL): 0.087 B - - Wind reactions based on MWFRS Creep Factor. 2.0 O Brg Width = 3.5 Min Req = 1.6 Max TC GSI: 0.772 H Brg Width = - Min Req = - Max BC CSI: 0.996 Bearing O is a rigid surface. Max Web CSI: 0.817 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Wg1: 194.6 lbs - A-B 568 -1313 D-E 1038 -2581 B-C 990-2370 E-F 1038 -2581 C-D 1038-2581 F-G 721 -1817 VIEW Ver. 18.02.01 A.0205.20 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp O-N 65 -186 K-J 1878 -756 N-M 1181 -584 J-1 1878 -755 M-L 2407-1011 I-H 0 0 L-K 2407-1011 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp A-0 586-1363 E-K 272 -416 A-N 1413 -564 K-F 835 -337 B-N 378 -653 F-I 538 -976 B-M 1404 -501 1-G 2146 -851 M - C 344 -595 G - H 600 -1331 C - K 207 -92 "WARNING- Please thoroughly reviewthe-A-1 ROOF TRUSSES("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER('BUYER') ACKNOWLEDGMEN Parity design paamelera and read notes on this Tmss Design Drawing (TDD) and the Anthony T. Tombo 11). P.E. Reference Sheet batons use. Unless loneness stated on the TDD, onnector plates shall be used forthe TDD to be valid. Asa Tmss Design Englneadng (I.e. Spedalty Engineer), the seal on any TDD represents en acceptance of rue pmfmional e Span m wrlung by al paNes Invavea. I ne Imss uougn tngmaer Is I v.nwn IMwEIan rvvmt wnNMt nM Tn. —fin.T. T.III. u E. ATH SIE9 r Anthony T•Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job Truss Truss Type Oty Ply 04/12/2019 2626 75684 A21 MONO 1 I 1 34'0.8 A =3X4 =3X6 =3X4 A=AvA B C D III1.5X4 =3X6 =3X4 E E r. 1101•!I Loading Criteria (pap TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 n Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 =4X6 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt' NA Mean Height: 15.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.40 it Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Code I Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use puffins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 89 0.00 34.04 Apply puffins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers I Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Deflection Max JT VERT DEFL: LL: 0.21" DL: 0.21'. Provide for adequate drainage of roof. Additional Notes Truss must be installed as shown with tap chord up. =3X10 =3X6 =4X6 34' 34'0n8 Defl/CSI Criteria PP Deflection in roc L/defl L/# VERT(I-Q: 0.216 E 999 361 VERT(CL): 0.431 E 947 24( HORZ(LL): 0.056 A - - HORZ(TL): 0.113 A - - Creep Factor- 2.0 Max TC CSI: 0.714 Max BC CSI: 0.981 Max Web CSI: 0.962 Wgt: 189.0 Ibs VIEW Ver. 18.02.OtA.020520 ♦ Maximum Reactions (Ibs) Gravity Nan -Gravity Loc R+ / R- / Rh / Rw / U / RL P 1362 /- /- 1702 /272 1116 I 1362 /- /• 1705 /283 /- Wind reactions based on MWFRS P Brg Width = 3.5 Min Req = 1.6 I Brg Width =- Min Req = - Bearing P Is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 853 -2017 E - F 1192 -3000 B - C 1201 -2977 F - G 1192 -3000 C - D 1201 -2977 G - H 800 -2017 D-E 1192-3000 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.ComD. Chords Tens. Como. P-O 92 -112 L-K 2092 -840 O-N 2092 -890 K-J 2092 -840 N - M 3006 -1220 J -1 18 -9 M - L 3006 -1220 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp A - P 583 -1303 E - L 259 -382 A - O 2294 -900 L - G 1047 -407 O-B 521 -981 G-J 523 -979 B - N 1026 -387 J - H 2294 -908 N - D 262 -387 H -1 588 -1303 D-L 98 -92 a "WARNING- Please 0omughlyrevleutbe-A-1 ROOF TRUSSES ('SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER (-BUYER' ACIQJOWLEDGMENT-form. Verify design parameters and read notes on this Truss Design Daming(Too) and the Anthony T. Tolnbo 111, P-E. Referenm Sheet before use. Unless ottmnbo slated on the TDD, arty Alf mnneder plates shall bested for Ne TDD to be vafo. Asa Truss Desipn Emilleedlw O.e. Soetieity Eneineert Me seal on env IDD meresnnts an arramm��a �rx.a n..,m«o,.,,l e.,nlsod the Owne/s outlwdzed agent orthe Building Designer, in the oonled fthe IRC, the IBC, local building cede and TPI-I. Theapprovalofthe TDDel candling, storage, Installubw and bating shall be the responsiblity of Ole Building Designer and Contractor. Allnotessetautinthe TDDand Nepr= vnponent Safety lnfdmaffm(ESCI) Wbllshed by TPI sent SBCA are referenced for general Widanee. TPI-lderu Merespondbilidesmdduf loser and Truss Manufacturer, unless olhenwlse defined by a ConVad agreed upon in vniWg by aA paries involved. The Truss Design Engineer is Ones, of any building. All espilaGzed terms am as defined In TPI-1. ma- Ann— T. T=b 113. PE. R-11rfinn NtlrdM1 —n. in smm, F bNYWM WtMn IM W mrwmriaWn to .I RWTnzcvuv- Anon, T. Tmnh, 111. P E. �A-1 RODF Tn1155E5 Anthony T•Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Joe Iruss buss type Vty Fly 11411u4u1e 2606 75584 A22 MONO 1 2 x, I--T'T2T2 T'2"!!--2'BT2 28--1--2'T2__W' 218 �� 2�T288� 2 Y 2'8�1^26'-I T 1 Loading Criteria (,ri TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " a4X6 aa'SX6 a3X4 91SX4-SX6 04X6 a1xina wn M-H0308 113Xfi =AvOm cAVe -Avon=nvc=Av1n -I 129# 129k 129# 129# 129# 129# 129# 72ffq 129# 729M 129H 129# 729# 129# 729N 129# 129p Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 15.00 It TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C8C Dist a: 3.40 It Loc. from endwall: not in 4.50 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP M-30 Bot chord 2x4 SP M-30 Webs 2x4 SP #3 :W2 2x4 SP #2: 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. Special Loads -(Lumber Dur.Fac.=1.25 / Plate Dur.Fac =1.25) TC: From 30 pit at 0.00 to 30 pit at 34.04 BC: From 10 pit at 0.00 to 10 pil at 34.04 TC: 188 Ill Conc. Load at 1.60, 3.60, 5.60, 7.60 9.60,11.60,13.60,15.60,17.60,19.26, 21.39, 21.B4 23.84,25.84,27.84,29.84,31.84,33.72 BC: 129 lb Conc. Load at 1.60, 3.60, 5.60, 7.60 9.60,11.60,13.60,15.60,17.60,19.26,21.39, 21.84 23.84,25.84,27.84,29.84,31.84,33.72 Code / Misc Criteria Deft/CSI Criteria ♦ Maximum Reactions (Ibs) Code: FSC 2017 RES PP Deflection in too Udell L/# - Gravity Non -Gravity TPI Sid: 2014 VERT(LL): 0.377 E 999 360 Loc R+ / R- I Rh / Rw / U / RL p 3389 /- /- P [762 161 Rep Factors Used: Vedas by Ld C FART(CL): 0.754 E 541 240 FT/RT:10(0)/10(10) HORZ(LL): 0.078 A - - I 3677 /- /- P /834 I- Plate Type(s): HORZ(TL): 0.155 A - - Wind reactions based on MWFRS WAVE, HS Creep Factor: 2.0 P Bag Width = 3.5 Min Req = 2.0 Max TC CSI: 0.641 I Big Width = - Min Req = - Max BC CSI: 0.947 Bearing P is a rigid surface. Max Web CSI: 0.834 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Wgt: 347.2 Ibs A-13 759 -3324 E-F 1164--5131 VIEW Ver. 18.02.01A.0205.20 B-C 1127-4968 F-G 1164 -5131 C - D 1127 -4968 G - H 769 -3408 Puriins D - E 1164 -5131 In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: - Chord Spacing(in oc) Start(ft) End(ft) Maximum Bot Chord Forces Per Ply (Ibs) BC 120 0.00 34.04 Chords Tens.Comp. Chords Tens. Comp. Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. p O 26 -21 L- K 3527 -807 The TC of this truss shall be braced with attached spans at 24' � T4eu o13-796 K - J 3527 -807 structural sheathing. .1146 J-1 25 -6 M-L 5013-1146 Deflection Max JT VERT DEFL: LL: 0.38" DL: 0.38'. Provide for adequate Mall5g§drMWO. Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. Additional Notes A-P 396-1605 E-L 219 -468 Truss must be Installed as shown with top chord up. A - O 3602 -805 L - G 175B -392 O - B 375 -1180 G - J 38B -1206 B - N 1682 -365 J - H 3694 - 832 N - D 196 -456 H -1 437 -1706 D-L 129 -19 Plating Notes (") 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Hangers I Ties (J) Hanger Support Required, by others Wind Wind loads and reactions based on MWFRS. Left end vertical exposed to wind pressure. Deflection meets U360. Right end vertical not exposed to wind pressure. "WARNING** Please thoroughly review the "A-1 ROOF TRUSSES(°SELLER'), GENERAL TERMS and CONDMONS CUSTOMER ('BUYER') ACKNOWLEDGMENP form. envy desi.n caarnsters and mad notes.. Mi. Toss Design Da g(TUD) and the Anthony T. Tanabe ill, P.E. Reference Sheet before use. Unless otheWee stated on the TOD, only Air ipon in wntiy by all pales Involved. The Truss Design Engineer is r WMm IMwMnrmmhWn~ flMTn,cw-M T-Try an. PE. e A•7 ROOF T(R155E5 Anthony T. Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 aoe cuss Imss type City I Ply 04/12/2019 75584 B01 HIPM 1 2 2501 SWI A1# -0te d1# 188# 7P6-r-z•o8�z�z�1v-I--12( �I SEAT PIATE RE0. I-2'1y I 109• '1 F 1w-J P22-1 79W1 32J a�� 32J 129# Loading Criteria(plsn Wind Criteria Code l Misc Criteria DegICSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection In too Udefl U# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Sid: 2014 VERT(LL): 0.267 O 699 36C LOG R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Varies by Ld C F1ERT(CL): 0.505 O 369 240 B 1308 /- /-. /- /352 /- BCDL: 10.00 Risk Category: II FT/RT:10(Op10(10) HORZ(LL): 0.148 L - - H 1585 /- /- /- /463 /- EXP: B Kzt: NA Des 40.00 Mean Height: 15.00 ft Plate Type(s): HORZ(TL): 0.279 L WAVE - - Wind reactions based on MWFRS NCB C CLL: 10.00 TCDL: 5.0 psf Creep Factor. 2.0 B Erg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 5.0 psf Max TC CSI: 0.959 H Brg Width = 3.5 Min Req = 1.5 MWFRS Spacing: 24.0 ° MWFRS Parallel Dist: 0 to h/2 Max BC CSI: 0.414 Bearings B & Hare a rigid surface. C&C Dist a: 3.00 ft Max Web CSI: 0.315 Bearing B requires a seat plate. Loc. from endwadwall: NA Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 W9t:176AIts Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 VIEW Ver. 18.02.01A.0205.20 A-B 13 -5 D-E 468 -1691 Lumber Putting, B-C 141 -507 E-F 385 -1273 Top chord 2x4 SP 2400f-2.0E In lieu of structural panels or rigid ceiling use pudins C - D 609 -2189 F - G 3B5 -1273 Bot chord 2x4 SP 2400f-2.02 to laterally brace chords as follows: Webs 2x4 SP #3 :W1, W7 2x4 SP M-30: Chord Spacing(In oc) Start(ft) End(ft) Maximum Bot Chord Forces Per Ply (Ibs) :W52x4 SP#2: TC 24 7.00 15.71 Chords Tens.Comp. Chords Tens. Comp. :Lt Level Return 2x4 SP #3: BC 30 0.15 2.52 BC 120 2.52 15.71 B-O 243 -69 M-J 20 -5 Nailnote Apply pudins to any chords above or below fillers C - P 180B -487 L - K 0 0 Nail Schedule:0.131"x3°, min. nails at 24' OC unless shown otherwise above. P - N 2163 -597 J -1 40 -7 Top Chord: 1 Row @12.00" D.C. N - M 1523 -421 K - H 2 -20 Bat Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. ' Maximum Web Forces Per Ply (Ibs) Use equal spacing between rows and stagger nails Webs Tens.Coni Webs Tens. Comp. in each row to avoid splitting. A-O 0 0 F-M 84 -63 Special Loads P-O 115 -22 M-G 1395 -423 -(Lumber Dur.Fac. 1.25/Plate Dur.Fac. 1.25) D-N 196 -713 J-K 65 0 TC: From 62 plf at -1.45 to 62 pIf at 7.00 E - N 803 -169 I - G 231 -702 TQ From 31plf at 7.00 to 31 plf at 15.71 E - M 41 -278 I - H 228 -782 BC: From 20 plf at 0.00 to 20 pIf at 7.03 BC: From 10 plf at 7.03 to 10 pIf at 16.71 TC: -54lb Cone. Load at 7.03 TC: -41 Ito Conc. Load at 9,06,11.06,13.06 TC: 1881b Conc. Load at 14.40 BC: 794lb Conc. Load at 7.03 BC: 322lb Cone. Load at 9.06,11.06,13.06 BC: 12916 Conc. Load at 14.40 Plating Notes All plates are 1.5X4 except as noted. (++) - This plate works for both joints Covered. Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. -WARNING" Please thoroughly W. the'A.1 ROOF TRUSSES (-SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER(-BWER') ACKNOWLEDGMENT' torte. any design parameters and read notes on the Truss Design Drawing(TDD)aM to Anthony T. Tomtm ill, RE. Referenco Sheet before use. Unless pihervnse elated oa Me TOD, only Alpl sanedor dates shall be used forthe Too to he valid. AsaTmee Design Ergineenblg(I.e.SWdally Egineer),Nesealmany MOmpresantsenaapWnmof MepmfessionMenglneeM A_1 MOF 0THD5aE5 rsponsibillty, for the design of the Slagle Trues depicted on the TDO only, under TP6l. The design assumptions, loading maddens, suitability and use of Mis Toss for any Balding Is Me Wilding is the responsbilityoffhe Owner, the O.vaees authorized agent or Me Building Designer, in file mnteel Ne IRC, Me IBC, oral building ode and TP11. Theeppnn of the - lsponsMlilyoftheOmer. the O.melsaufhorizedegent orthe Building Designer, in Me mMe#ofthe RC. Me[Be. loW building code and TP1.1. Theapprovalof Ue TDDa.danyfield is ofthe Truss, including handling, storage, Instaalken and treeing shall be ale responsibility ofthe Building Designerand Contractor. Alnatessetoutin Ne TDDond Oepadloesand Anthony. TDmhD 1II, P.E. y uldeiines ofthe Building Component Safety lnlomatim(BBC[)puNished by TPI and SBCAare referenced for general guidance. TPI-1 deflres the responsibi8ties and dunes of Ne Truss #80083 edgner, Truss Design Enghleerand Truss Manufacturer, unless otherwise defined by a Contact agreed upon N uhMn, by aB parties involved. The Tmss Design Engineeris NOTthe Buiidi 4451 St. Lucie Blvd. eslgner or Truss System Englneerofany building. M eapltallead temrs areas defined In TPbt. IUMnhn02alflAA..nhew-M.T.TxnboutPE. nrmrN,va„nA,hienmvn,mtNwry NanhnMJtilM wS,MunlFwwln„n mrtNzxvn orf lRmlTnvx�_AntMm T. TrvnM III. P.E. Fort Pierce. FL 34946 Job . Truss 75584 B02 Truss Type HIPM 1ty IPly 10411212019 2509 a Tr T Loading Criteria (pA TCLL: 20.00 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. 1'4' i Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 15.00 ft TCDL: 5.0 list BCDL: 5.0 psf MWFRS Parallel Dist h/2 to h C&C Dist a: 3.00 it Loc. from endwall: not in 9.00' GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP 2400r-2.0E Bot chord 2x4 SP 2400f-2.0E Webs 2x4 SP #3:W1 2x4 SP #2: :Lt Level Return 2x4 SP #3: Code / Mlsc Criteria Code: FBC 2017 RES TPI Sld: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Plating Notes All plates are 1.5X4 except as noted. (")1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Purllns In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(In oc) Start(ft) End(ft) TC 24 9.00 15.71 BC 30 0.15 2.52 BC 120 2.52 15.71 Apply putting 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. 15'8'8 -1019' 1' -{ PN Deb/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc L/defl L/# Gravity Non -Gravity VERT(LL): 0.324 M 575 36C Loc R+ I R- I Rh / Rw 11.1 / RL B 716 /- /- /450 1128 /149 VERT(CL): 0.649 M 287 24C HORZ(LL): 0.161 K - - G 633 /- I- /349 /140 /- HORZ(TL): 0.323 K - - Wind reactions based on MWFRS Creep Factor. 2.0 B Big Width = 8.0 Min Req = 1.5 Max TC CSI: 0.778 G Big Width = 3.5 Min Req = 1.5 Max BC CSI: 0.315 Bearings B & G are a rigid surface. Max Web CSI: 0.899 Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Wgt: 84.0Ibs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver, 18.02.01A.0205.20 A-B 25 0 D-E 438 -1022 B-C 62 -480 E-F 5 -15 C-D 602 -1408 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B-M 216 -125 K-J 0 0 C-N 1112 -543 J-G 0 -16 N - L 1352 -708 I - H 897 -413 L - I 893 -428 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp A-O 0 0 E-H 459 -952 N-M 127 -43 I-J 79 0 D-L 358 -5S4 H-F 150 -189 E - L 548 -130 H - G 320 -631 "WARNING" Please thoroughly review Me"A-I ROOF TRUSSES ('SELLER'). GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT` teem. eenfy design parameters and read notes on this Truss Design DrevAng(rDD)ead Me Anfuny T. TomEo ill, P.E. Reference Sheet before use. Unless oMeevvse statetl on the TDD, only rdG onneGor plates shall be used for Me TDD b be valid. As a Tmss Design Engineering (I.e. Spe isty Engineer), Me seal on any Too represents an acraptanoe of the professional engineed asponsLllgy Wane design of the single Truss depicted on the Too only, under TPI-1. no design essumpgons, leading conditions, suitability and use of Mrs Tmss forany Building is Me uMrvn.sm.nm—one Mt R.Tn.-MI vT. Tmn III. PE. HN9OOF iu,uawm+v r Anthony T. Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce, FL 34946 aop buss Iruss type City Ply 04/1212019 75584 B03 HIPM 1 1 2512 I 1 S SEAT PIATE REO. I-Z8' I-1'4'-I T I Loading Criteria (psf) Wind Criteria Code 1 Misc Criteria DeRICSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code:FBC 2017 RES PP Deflection in loc Udell L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.386 M 483 360Lac R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.772 M 241 240 B 716 /- I- /456 /119 /179 BCDL: 10.00 Risk Category. II FT/RT:10(0)/10(10) HORZ(LL): 0.184 G - - G /- /- /365 /147 /- EXP: B Kzt: NA Des Ltl; 40.00 Mean Height: 15.00 It Plate Type(s): WAVE HORZ(TL): 0.367 G - - ,633 Wind reactions based on MWFRS NCBCreep BCDL: 5.0 psi Factor. 2.0 B Big Width = 8.0 Min Req = 1.5 Load Du: tion: Load Duration: 1.25 BCDL: 5.0 psf Max TC CSI: 0.768 G Erg Width = 3.5 Min Req = 1.5 Spacing; 24.0 • MWFRS Parallel hY2 to h Max BC CSI: 0.394Bearing Bearings B & G are a rigid surface. C8C Dist a: 3.00 ft It Max Web CSI: 0.506 506 B requires a seat plate. Loc. from l: not in 9.00 Maximum Top Chord Forces Per Ply (Ibs) GCpI: i: 0.1.18 Wgt: 86.81bs Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 VIEW Ver. 18.02.01A.0205.20 A-B 25 0 D-E 278 -728 Lumber B- C 38 -489 E- F 3 -2 Top chord 2x4 SP 2400f-2.OE C-D 483-1210 Bot chord 2x4 SP 2400f-2.0E Webs 2x4 SP #3:W1 2x4 SP #2: Maximum Bot Chord Forces Per Ply (Ibs) :Lt Level Return 2x4 SP #3: Chords Tens.Comp. Chords Tens. Comp. Plating Notes B-M 226 -147 K-J 0 0 All plates are 1.5X4 except as noted. C -, N 920 -435 J - G 7 -1 (++)-This plate works for both joints covered. N-L 1141 -616 I-H 588 -275L-I 595 -278 Puriins In lieu of structural panels or rigid ceiling use putting Maximum Web Forces Per Ply (Ibs) to laterally brace chords as follows: - Webs Tens.Comp. Webs Tens. Comp. Chord Spacing(in oc) Start(ft) End(ft) A-O 0 0 E-H 349 -749 TC 24 11.00 15.71 BC 30 \ N - M 127 -42 I - J 96 0 By tan 2.52 15.71 2.52 5.71 D-L 416 -673 H-F 112 -141 Apply putting to any chords above or below fillers E-L 581 -152 H-G 325 -637 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. s "WARNING" Please thoroughly review Me -A-1 ROOF TRUSSES CSELLER'), GENERAL TERMS and CONDITIONS CUSTOMER t•BUYER•I ACKNOWLEDGMENT- torn. Voirydeslgn paremeters and read notes on this Truss Owgn OmWng Too) and Me AnNony T. Tcmbp Ill, P.E. Reference Sheet before use. Unless othenfoo stated onto only Alp wrre piatesshallbeusedfor Ne TODtobevalid. Asa Tmss Design Engine g(la Spedalty Engineer),Nesealonany TDDrepresentsonawepwnceofthepmfesslonalengineed responslbilHyforthe design of the single Truss depicted on Me TDo only, under TPl-1. The design assumptions, loading wndi6ws, suitability and use of Nis Truss mrery Building is Me Building is Me responsibility ofthe Owner. Me Ownefs suouted agent orthe Building Designer. in the wnteMof the IRC, Me IBC, oral building code and TPIA. Thee pprevalpf Dre responsibility, of the Owner, Me Owner's autl orized agent or Me Building Designer, in the wnlen of Me IRC, Me IBC, local building code and TPI-I. The approval of the TDo and any field use of the Truss. Including handling, storage, instillation and bmmng shag be to reswnsbility el Me Building Designer and Contractor. Allnotes setoot in Ne TOO end Ne prdctiws antl guidelines of Me adding Component Safety lrllamalim(BSCI) published by TPI and SBC4 are referenced for general gugance. TPI-i dorms the responsibilities and dales ofMo Truss Designer, Truss Design Engineer and Truss Manufawner unless otli Aw defined by a Contrast agreed upon in writing by all Forbes Involved. TheTruss Design Engineeris NOTNe Buil< Designerw Tuns I. Engbeerofanybuildirq. AOrePeelixedtemteareasdefinedin TPl-1. fnrrMh MsA.1R T=_Fnhi,VT,T-haIlt P.E RnrvMwaimNlnia Ma,mwrd Inwm4um.NruMiM11M uirinaIMwIXnn rwm,tcinnbA.t pmf TnuvLe-MIMny T. TnnM Irl. P.E. A-1 ROOF umus�isEs Anthony T•Tombo 111, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 auo 75584 Loading Criteria (psq TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0" T T I runs I I cuss I ype yry rry B04 HIPM I 1 1 W/ 4/LU l a 13' 1 7WS SEAT PLATE REG. 15'&•a (-1'4•�{ Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 15.00It TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist h/2 to h C&C Dist a: 3.00 8 Loc. from endwall: not In 9.00 GCpi: 0.18 Wind Duration: 1.60 _ Lumber Top chord 2x4 SP 24001-2.OE Bot chord 2x4 SP 2400f-2.0E Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3: Code / Misc Criteria Code: FBC 2017 RES TPI Sid: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Plating Notes All plates are 1.5X4 except as noted. (") 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Purllns In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(it) TC 24 13.00 15.71 BC -30 0.15 2.52 BC 120 2.52 15.71 Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. Word Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Deb/CSI Criteria PP Deflection in loc Udell L/# VERT(LL): 0.326 N 572 361 VERT(CL): 0.652 N 286 24( HORZ(LL): 0.168 K - - HORZ(FL): 0.337 K - - Creep Factor. 2.0 Max TC CSI: 0.776 Max SC CSI: 0.325 Max Web CSI: 0.992 Wgt: 95.2 Ibs 2519 1 ' ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- IRh /Rw /U /RL B 716 /- A /458 /109 /210 G 633 /- - A 1385 /156 /- Wind reactions based on MWFRS B Big Width = 8.0 Min Req = 1.5 G Brg Width = 3.5 Min Req = 1.5 Bearings B & G are a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) VIEW Ver. 18.02.01A.0205.20 I A-B .25 0 D-E 127 -466 B-C 0 -484 E=F 0 -1 C - D 461 -1466 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B-N 219 -107 L-I 337 -178 C-O 1146 -516 K-J 0 0 O - M 1403 -657 I - H 339 -178 M-L 1397 -660 J-G 0 -1 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp A-P 0 0 E-H 344 -650 O-N 131 -43 I-J 90 0 M-D 249 0 H-F 42 -51 D-L 505-1112 H-G 334 -632 E-L 459 -87 "WARNING" Please Noroughly remew the -A-1 ROOF TRUSSES(•SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER•)AC"ON ally design parameters and read notes on Nis Tmss Design Dr g (MD) and ale Anthony T. Tombo III, P.E. Reference SheetboMm use. Unless oNee se stated onnedor dates shall be used for Ibe TDD to be valid. As a Tress Desian Enaineedna e.e. S.d.m Encineerl. the seal on am Too ne resem; an arcentarma of the o form. -4 dy Npl NeeM a A•f 11OGF TRU55E5 la d I Anthony T. Tombo III, P.E. mass # 80083 n,MTXw1 WNnll M"WnXnn rwmJctim NM1 flMf Tnluaa-MIIm�T. TrunM III. P E. . BmidilO 4451 St. Lurie Blvd. Fort Pierce, FL 34946 Job 75584 Loading Criteria (peq TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCU-: 10.00 Load Duration: 1.25 Spacing: 24.0' :17 Truss Truss Type B05 I HIPM SEAT PLATE REG. �-1<'� Wind Criteria Wind Sld: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II. EXP: B ": NA Mean Height: 15.00 it TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 it 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 Level Return 2x4 SP #3: Oly I Ply 04/12/2019 2 1 1s a� D n2X4 2528 Code I Mlsc Criteria DeBICSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 2017 RES PP Deflection In Ice Udell LM Gravity Non -Gravity TPI Sid: 2014 VERT(LL): 0.027 F 999 360 Loc R+ / R- / Rh / Rw / U / RL B 716 I- /- /457 /21 /175 Rep Factors Used: Yes VERT(CL): 0.054 F 999 240 FT/RT:10(0)/10(10) HORZ(LL): 0.010 E - - E 633 I• I- 1393 /67 1- Plate Type(s): WAVE HORZ(TL): 0.021 E - - Wind reactions based on MWFRS Creep Factor: 2.0 B Big Width = 8.0 Min Req = 1.5 Max TC CSI: 0.981 E Brg Width = 3.5 Min Req = 1.5 Max BC CSI: 0.833 Bearings B & E are a rigid surface. Max Web CSI: 0.363 Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Wgt: 78.4 lbs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 18.02.01A.0205.20 A-B 25 0 C-D 58 -118 B - C 178 -1037 Bracing (a) Continuous lateral restraint equally spaced on member Puriins In lieu of structural panels or rigid ceiling use puriins to laterally brace chords as follows: Chord Spacing(imoc) Start(ft) End(ft) BC 120 0.15 15.71 Apply pudins 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. - WARNING - Owners Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-F 891 -392 F-E 886 -394 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-G 0 0 C-E 421 -955 F-C 373 0 D-E 158 -193 view the'A-1 ROOF TRUSSES (°SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER-) ACKNOWLEDGMENT -form. I this Toss Design Growing(TDD) and the Anthony T. Tombo ill, P.E. Referenw Sheet before usa. Unless oNenvise sletetl on Ne TDD, only All to be valid. As a Truss Design Engineering (I.e. spedalry Eigineer), IM1e seal on any TDD represents an acceptance ofthe professional engineer issdeportedonthe TDDoNy,underTPI-1.Thadesignassumptions,Iwdingwnditons, suitabildy end use of this Tmss loranv auiii 9isthe neral guldarws. TPI-1 defines the resppnsibitities end doges wdlingbyallpartisslnvolved. The Tmss Oesign Engineerisl M � Mm 4n 0M1 Rm Tna -An vT. Tr I,s IN. P.E. AAC -1 ROOF Anthony T. Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job 75584 Truss Truss Type C01 I HIPS 1ty I Ply 104/1212019 19W 1884 199 T018--j-2'0'68 1.5'4 1'S14 y0'6; TO'6�{ (T F T } 7 25%6 v3X4 sa5X6 C D T2 E T 12 - - a3X8(A,)B Fe3Xe(A1) -i.6%4(R)A E9GaISX4tR) AT-4%4 aHB20510 ad%4 yp 2�a If SEAT PLATE REQ. SEAT PLATE REO. 21' Loading Criteria (p ri Wind Criteria TOLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BOLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: B Kzt: NA' Des Ld: 40.00 ' Mean Height: 15.00It NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 0 Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Top chord 2x4 SP #2 :T2 2x4 SP 2400f-2.OE: Bot chord 2x4 SP M-30 :132 2x4 SP 2400f-2.OE: Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3: :Rt Level Return 2x4 SP #3: Special Loads -(Lumber Dur.Fac =1.25 / Plate Dur.Fac =1.25) TO: From 62 plf at -I A5 to 62 pit at 7.00 TC: From 31 plf at 7.00 to 31 pit at 14.00 TC: From 62 pit at 14.00 to 62 pit at 22.45 SO: From 20 plf at 0.00 to 20 pIf at 7.03 BC: From 10 plf at 7.03 to 10 pit at 13.97 BC: From 20 plf at 13.97 to 20 plf at 21.00 TC: 199lb Conc. Load at 7.03,13.97 TC: 188lb Conc. Load at 9.06,10.50,11.94 BC: 546 lb Conc. Load at 7.03,13.97 BC: 129 lb Conc. Load at 9.06,10.50,11.94 Purlins In lieu of structural panels or dgid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(fi) End(it) TO 24 7.00 14.00 BC 88 0.15 20.85 Apply puriins to any chords above or below fillers at 24' OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. + 129: + 129N 4 546N 12W 5464 Code I Mlsc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld FT/RT:10(Ou10(10) Plate Type(s): WAVE, HS Deb/CSI Criteria PP Deflection In loc Udefl L#R VERT(LL): 0.158 D 999 36( �%'ERT(CL): 0.315 D 788 24( HORZ(LL): 0.050 H - - HORZ(TL): 0.099 H - Creep Factor. 2.0 Max TC CSI: 0.931 Max BC CSI: 0.962 Max Web CSI: 0.412 Wgb 95.2 lbs VIEW Ver. 18.02.01A.0205.20 1-1'4--1 T 1 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 2002 /- P !- /431 P F 2002 /- /- /- /431 (- Wind reactors based on MWFRS B Brg Width = 8.0 Min Req = 2.4 F Brg Width = 8.0 Min Req = 1.7 Bearings B & F are a rigid surface. Bearings B 8 F require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 25 -11 D-E 805 -3967 B - C 897 -4262 E - F 897 -4265 C-D BW -3965 F-G 25 -11 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - J 3858 -797 I - H 4223 -928 J -1 4223 -928 H - F 3960 -796 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-K 0 0 D-H 168 -349 C-J 1082 -86 H-E 1082 -85 J-D 167 -352 L-G 0 0 "WARNING" Please thoroughly re We Ma'A-1 ROOF TRUSSES("SELLER-), GENERAL TERMS end CONOMONS CUSTOMER (-BUYER-) ACKNOWLEDGMENr farm. l referenced torgenerzlguidance. TPI-i tlefules Me resppnslbilNes antl tlWas of Me Truss IG agreed upon in w Eng byall parties Inv lb d. Tire Tmss Design Elgineer Is NOT Me Buil NMY,ieMMW 6IMUNIM,Wm n(A1R Tn, -Mr ,T.TmmMIIL PE. z A,14 A-f mnF TRn55E4 Anthony T.Tombo III; P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job Tmss Truss Type 75V$4 I CO2 I HIPS City I Ply 04/12/2019 1 1 -i' s• SEAT PLATE RED. SEAT PLATE RED. I- 1'4"'( Loading Criteria last Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: B Kzt: NA Des Ld: 40.00 Mean Height: 15.00 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 It CSC Dist a: 3.00 It Loc. from endwall: not in 9.00' GCpI: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP 24001-2.0E :T2 2x4 SP #2: Bot chord 2x4 SP 24001-2.0E Webs 2x4 SP #3 :Lt Level Return 2x4 SP 43: :Rt Level Return 2x4 SP 43: Purling In lieu of stmctural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 9.00 12.00 BC 120 0.15 20.85 Apply pudins to any chords above or below fillers at 24" OC unless shown otherwise above. 21' 1-1.4--1 2519 i :1.5X4(R) 4= 1 Code I Misc Criteria DeflICSI Criteria A Maximum Reactions (Ibs) Code:FBC 2017 RES PP Deflection in too L/defl L/# Gravity Non -Gravity TPI Sid: 2014 VERT(LL): 0.056 G 999 360 Loc R+ / R- / Rh / Rw / U / RL Rep Factors Used: Yes VERT(CL): 0,146 G 999 24C B 924 /_ /_ 1536 /183 1109 FT/RT:10(0)/10(10) HORZ(LL): 0.022 C - - E 924 /- P /536 1183 (- Plate Type(s): WAVE HORZ(TL): 0.058 C - - Wind reactions based on MWFRS Creep Factor. 2.0 B Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.613 E Brg Width =8.0 Min Req=1.5 Max BC CSI: 0.375 Bearings B 8 E are a rigid surface. Max Web CSI: 0.095 Bearings B & E require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Wg[: 85.41bs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 18.02.01A.0205.20- A-B 25 0 D-E 562 -1424 6- C 562 -1424 E- F 25 0 C-D 5a2-1232 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - I 1226 -367 H - G 1232 -366 I - H 1232 -366 G - E 1226 -369 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-J 0 0 G-D 249 -3 C-1 248 -4 K-F 0 0 Wind Wind loads based on MWFRS with additional C&C member design. s "WARNING" Please thoroughly revlm the -A-1 ROOF TRUSSES ('SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER("BUYEW) ACKNOWLEDGMENT' form. Vent' designperametels and need notes on this Tmss Design Gnawing (Too) and the Anthony T. Tomllo M, P.E.R&Oraasa Sheet before use. Unless otherwise stsed on the TOO. eNv A, y o ensed f uese aal gul as v Tr. nw noses see out le the TOD and the se.1tss and cy TPland SBCAere agmedumniererelgbyalip TPI- 1ve . ThaTross Desigs the n sand tludes NOT eEt1 defined in a I-1. agreed upon in willing byail pelves Invoivetl. The Truss Design Enginceris NOT the Be s deg in TPI-t. EMlmpal. A xnv4ven. Lp nMiM1pM WIM1yn 11 Fmf TnUµe-AnNrvry T. TiunFn III. P.E. "UsssEs Anthony T. Tombo III, P.E. # 80083 . 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job Truss Tmss Type Oty Ply 04/122019 75584 1 CO3 I COMN 1 6 1 1 2523 i- 10'6' -( 10V IT SEAT PLATE REQ. SEAT PLATE REQ. 1.5X4(R) F 1'4" -{ [-1'4- Loading Criteria(psq Wind Criteria Code I Misc Criteria Def11CS1 Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: F13C 2017 RES PP Deflection In loc L/defi L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Sid: 2014 VERT(LL): 0.052 H 999 360 Loc R+ / R- I Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.103 H 999 240 B 924 P P 1534 /182 /123 BCDL: 10.00 Risk Category: IT FT/RT:1O(0y10(10) HORZ(LL): 0.018 H - - F 924 P /- 1534 1182 P EXP: B Kzl: NA Plate Type(s): HORZ(TL): 0.037 H - - Wind reactions based on MWFRS Des Ld: 40.00 Mean Height: 15.00 it WAVE Creep Factor. 2.0 B Brg Width = 8.0 Min Req = 1.5 NCBCLL: 10.00 TCDL: 5.0 psf 'Max TC CSI: 0.407 F Br Width = 8.0 Min Re 1.5 9 q = Load Duration: 1.25 BCDL: 5.0 sf P 638 Max BC CST: 0.243 Bearings B & F are a dgid surface. Spacing: 24.0 ° MWFRS Parallel Dist: h/2 to h P 9� Bearings B 8 F require a seat plate. C8C Dist a: ft Max Web CST: 0.243 Loc. from dwall: not in 9.00 Maximum Tap Chord Forces Per Ply (Ibs) Wgt: 99.4 lbs Chords Tens.Comp. Chords Tens. Camp. pl: 0.18 GCpi: 0.18 Wind Duration: 1.60 VIEW Ver. 18.02.01A.0205.20 A-B 25 0 D-E 457 -1193 Lumber B-C 598 -1576 E-F 598 -1576 Top chord 2x4 SP #2 C - D 457 -1193 F - G 25 0 Bot chord 2x4 SP M-30 Webs 2x4 SP #3 Maximum Bot Chord Forces Per Ply (Ibs) :Lt Level Return 2x4 SP #3: Chords Tens.Comp. Chords Tens. Comp. :Rt Level Return 2x4 SP #3: B - H 1404 -442 H - F 1404 -458 Purlins In lieu of structural panels or dgid ceiling use pudins Maximum Web Forces Per Ply (Ibs) to laterally brace chords as follows: Webs Tens.Comp. Webs Tens. Comp. Chord Spacing(In oc) Stad(ft) End(ft) BC 120 0.15 20.85 A-1 0 0 H-E 282 -411 Apply pudins to any chords above or below fillers C - H 282 -411 J - G 0 0 at 24° OC unless shown otherwise above. D - H 639 -148 Wind Wind loads based on MWFRS with additional C&C member design Please thoroughly reNew the-A-1ROOF TRUSSES ('SELLER'). GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER') ACKNOWLEDGMENT' form. are and read reason this Truss Design Drawing (TDD) and the Anthony T. Tombo Ill, P.E. Refeream Sheet before use. Unless enemise stated on the MD. only Alr I be used for the TDD to be valid. Asa Trust Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acreptanca of the professional engineed lesion of the sinole Truss deoicled on Me MD oH, antler TP1.1. The deslan aesurneons. loading mnditlens. suitabli N and use orthls Truss for anv Buildina Is the rMwntlmn - &tr IRWTnAnMmv T.Trve,eia PE. �i3F A-1 ROO mTRD$5® Anthony T•Tombo 111, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 .Ion IrUss Iruss type pry I Ply 04/12/2019 75584 CJ1 JACK 16 1 2523 Loading Criteria gasp TCLL: 20.00 TCDL: 10.00 SCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0" 12 5 C 2X4(A1)B T o 1.5X4(R) A ce) �312 D Wind Criteria Wind Std: ASCE7-10 Speed: 160 mph Enclosure: Closed Risk Category: 11 EXP: B Kzt: NA Mean Height: 15.00 It TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 it Loc. from endwall: Any GCpi: 0.18 Wind Duration:1.60 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :Lt Level Return 2x4 SP 43: Purlins In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in'oc) Start(ft) End(ft) Be 10 OA5 0.97 Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. SEAT PLATE REQ. �- 1'4" --o- 11"11 Code I Misc Criteria Code:FBC 2017 RES TPI Sid: 2014 Rep Factors Used: Yes FT/RT:10(Ov10(10) Plate Type(s): WAVE Wind Wind loads based an MWFRS with additional C&C member design. Left bottom chord exposed to wind. Defl/CSI Criteria PP Deflection In loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL):-0.000 D - - HORZ(TL): 0.000 D - - Creep Factor. 2.0 Max TC CSI: 0.181 Max Be CSI: 0.023 Max Web CSI: 0.000 Wgt: 8.4lbs VIEW Ver. 18.02.01A.0205.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ I R- I Rh I Rw l U / RL S 167 /- 1- /141 162 128 D 9 /-3 /- /9 1- /- C - . /-18 /- 119 124 !- Wind reactions based on MWFRS B Brg,Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Camp. A-B 25 0 B-C 29 -16 Maximum Sot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-E 0 0 r "WARNING'- Please thoroughly review Me -A-1 ROOF TRUSSES ( -SELLER-), GENERAL TERMS and CONDmONS CUSTOMER (-BUYER-)ACKNOWLEDGMENT-ham, Verify design parameters and head nMes an this Truss Design Dmwing(TDD) and the Anihnny T. Tanabe ill, P.E.Reference Sheet before use. UNess eihervrise stated on the MD. only Alb aonnectorplates shag be used for Me TDD to be valid. Asa Tmws tan Ew eednaf&S datNEnnineerl. ma sxal do anv Ton renrewma.��„b�r�..o.an,e.....re.��..�,�o.,a.ve Is W1. All TPI-1 r ,unhRMMW ddeLL hAnmrrnimWrfAt RMf Tr-4a ,T TunMlh V.E. n"aF �1 A-1 TnuS$E$ Anthony T. Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Jon 75584 1 mss 1 1 russ I ype ury 1 rly u I lzlzu m CJ3 JACK 10 1 4 2462 Loading Criteria (pit) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0' 12 C 5 TTLO 2X4(A1) B `rD - I N =1.5X4(R) A — — D Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 15.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 It Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :Lt Level Return 2x4 SP #3: Purlins In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(In oc) Start(ft) End(R) BC 34 0.15 2.97 Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. SEAT PLATE REQ. 1'4" 1 211"11 -{ Code / Misc Criteria rfa DeflICSI Criteria ♦ Maximum Reactions (Ibs) Cade:FBC 2017 RES PP Deflection in loc L/defl L/# Gravity Non -Gravity TPI Sid: 2014 VERT(LL): NA Loc R+ I R- / Rh I RW / U / RL Rep Factors Used: Yes VERT(CL): NA B 210 /- /- /149 /39 M FT/RTAO(Ov10(10) HORZ(LL): 0.001 D - - D 51 I- /- 127 Plate Type(s): HORZ(TL): 0.001 D - - C 69 /- /- 137 /34 !- WAVE Creep Factor. 2.0 Wind reactions based on MWFRS Max TC CSI: 0.182 B Erg Width = 8.0 Min Req = 1.5 Max BC CSI: 0.076 D Erg Width = 1.5 Min Req = - Max Web CSI: 0.000 C Erg Width -= 1.5 13 13' ' Id Min Req = - Wind Wind loads based on MWFRS with additional C&C member design. "WARNING" Please thoroughly mview tlre'A-1 ROOF TRUSSES entry design parameters and head notes on this Tmss Design pawing (TDr nnnedw ohnes shall be used for the TOD to be vapd. As a Tmss Design Ei eating Is a ng su ce. Wgt: 14.0 Ibs Beadng B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) VIEW Ver. 18.02.01A.0205.20 Chords Tens.Comp. Chords Tens. Comp. A-B 25 0 B-C 27 -71 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-E 0 0 GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER') ACKNOWLEDGMENT' fons. low T.'r mtw III. P.E. Reference Sheet beroa use. Unless otherwise stated on the MO. only Alr hmtl ... fibs. mrmi dAA",MTn.—Me T.T.IIIPE- A-11 ROOF Anthony T•Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 75584 I Iu» CJ3L I cuss I ype JACK City Ply 2 1 1 04/12/2019 2529 T 12 1.5X4(R) Loading Criteria (psq Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: B Kzt: NA Des Ld: 40.00 Mean Height: 15.00 it NCBCLL: 10.00 TCDL: 5.0 psi Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 ° MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 it Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Top chord 2x4 SP #2 Bot chord 2x4 SP 42 :Lt Level Return 2x4 SP 43: 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 34 0.15 2.97 Apply pudins to any chords above or below fillers at 24" OC unless shown otherwise above. SEAT PLATE REQ. �-- 1'4" Code I Misc Criteria Code:FBC 2017 RES TPI Sid: 2014 Rep Factors Used: Yes FT/RT:10(0y10(10) Plate Type(s): WAVE Wind Wind loads based on MWFRS with additional C&C member design. Left bottom chord exposed to wind. "WARNING" Please Nproughty revlew the-A-1 Bulding r ,or. in the C 2'11 "11 -i DeflICSI Criteria PP Deflection in Joe L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 D - - HORZ(TL): 0.001 D - - Creep Factor. 2.0 Max TC CSI: 0.213 Max SC CST: 0.088 Max Web CST: 0.000 Wgt: 14.0 Ibs VIEW Ver. 18.02.01A.0205.20 LO 1" l A Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ !R- /Rh /Rw /U IRL B 210 /- I- /178 /58 158 D 51 /- P /62 /23 !- C 69 /- !- /40 /32 /- Wind reactions based on MWFRS B Bing Width = 8.0 Min Req = 1.5 D Brg Width=l.5 Min Req =- C Brg Width = 1.5 Min Req = - Bearng B is a rigid surface. Bearing B requires seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 25 0 B-C 27 -75 Maximum Sot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-E 0 0 GENERAL TERMS and CONDmONS CUSTOMER (°BUYER') ACKNOWLEDGMENT form. Iony T.Tombolll, P.E. Refarenoe Sheet before use. Unless cthenviss stated on the MD, only All . Specialty Ergineerl, the seal on any TOO represents an acceptance of the professional engineed design assumptions, loading conditions. sultability and use of this Truss for anv Maine is the Ni 0M1 RMTnwvx_M vT Tv III. PE. 'AA-1 HOOF TItU$56 Anthony T•Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job Truss Truss Type Qty I Ply 04/122019 .2461 75584 1 CJ5 JACK 8 1 Loading Criteria (peq TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0" Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph .Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 15.00 It TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h2 C&C Dist a: 3.00 it Loc. from endwall: not in 4.50 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord N4 SP #2 Bot chord 2x4 SP #2 :Lt Level Return 2x4 SP #3: Purlins In lieu of structural panels or rigid ceiling use pur ins to laterally brace chords as follows: Chord Spacing(in oc) Start(g) End(g) BC 58 0.15 4.97 Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. C SEAT PLATE REQ. 1'4" 14'11"11 11 Code / Mlsc Criteria Deg/CSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 2017 RES PP Deflection in loc Udefl L/# Gravity Non -Gravity TPI Sid: 2014 VERT(LL): NA Loc R+ / R- / Rh / Rw / U / RL Rep Factors Used: Yes VERT(CL): NA B 285 /- /- 1193 AS -/88 FT/RT:10(0)/10(10) HORZ(LL): 0.005 D - - D 90 /- /- 150 /- /- Plate Type(s): HORZ(TL): 0.010 D - - C 129 /- /- 772 162 A WAVE Creep Factor: 2.0 Wind reactions based on MWFRS Max TCCSI: 0.321 B Brg Width =8.0 Min Req =1.5 Max BC CSI: 0.250 D Brg Width = 1.5 Min Req = - Max Web CSI: 0.000 C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Wgt: 19.6 Ibs Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) VIEW Ver. 11102 OIA 0205 20 Chords Tens.Comp. Chords Tens. Comp. A-B 25 0 B-C 50 -86 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-E 0 0 Wind Wind loads based on MWFRS with additional C&C member design. "WARNING" Please Nomughly r .the-A-1 ROOF TRUSSES('SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER (RUYEW)ACKNON 'edly design parameters and reed notes on this This Design Drawing (monad Ina Mihony T. Tombo III, P.E. Refesenra Sheetbefore use. Udess od,ewiae slated RmfTniwnn-M nvT.Tmm III. PE. VT' foml. ),only Npin edn man" I. tW I.1he GA1 ®niDe$E f of Ne ,,field Anthon T.Tombo III, P.E. y the Truss #80083 T be awildl 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job Truss Truss Type City Ply 04/12/2019 75584 CJ5C JACK 12 I1 2465 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE7-10 Speed: 160 mph Enclosure: Closed Risk Category. II EXP: B Kzt NA Mean Height: 15.00 It TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to 11/2 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 M-30 Bot chord 2x4 SP M-30 :Lt Level Return 2x4 SP #3: 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 30 0.15 2.24 BC 33 2.24 4.97 Apply pudins to any chords above or below fillers at 24" OC unless shown otherwise above. D T1 0 SEAT PLATE RED. �—.,'4"-1 2-8" i 2'3"11--{ f 4'11"11 Code 1 Mlsc Criteria Def11C81 Criteria ♦ Maximum Reactions (Ibs) Code:FBC 2017 RES PP Deflection in loc Udefl L/# Gravity Non -Gravity TPI SW: 2014 VERT(LL): 0.104 F 558 360 Loc R+ / R- / Rh / Rw ! U I RL Rep Factors Used: Yes VERT(CL): 0.208 F 277 240 B 285 !- /- 1193 /46 188 FT/RT:10(0)/10(10) HORZ(LL): 0.027 E - - E 59 !• /- /32 /- !- Plate Type(s): HORZ(TL): 0.052 E - - D 152 !- /- /90 /60 !- WAVE Creep Factor. 2.0 Wind reactions based on MWFRS Max TIC CSI: 0.256 B Brg Width = 8.0 Min Req = 1.5 Max BC CSI: 0.100 E Brg Width = 1.5 Min Req = - Max Web CSI: 0.000 D Brg Width =1.5 Min Req = - Bearing B is a rigid surface. Wgt: 22.4 Its Bearing B requires a seat plate. VIEW Ver. 18.02.01A.0205.20 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 25 0 C-D 58 -81 B-C 8 -95 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-F 0 0 C-E 2 -3 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-G 0 0 Wind Wind loads based on MWFRS with additional C&C member design. "WARNING" PleasethoroughlyreNewthe'A4 ROOF TRUSSES Very design parameters end read notes on Nis Twas Design Drawing (TDD in TERMS and CONDITIONS CUSTOMER ('BUYER') ACXNOWLEDGMENP form. Mill, P.E. Refneros Sheet before use. Unless otherwise stated on the Too, only All :noineer1 the sealon enVTDO reemsants an aW .—ofthw n.-innnl nnnin"nn a ma Inc, ma roc, lords noiiomg cme arm TPI-1. The approval of the TDD and ariyfield the Building Desfgnerand Conlrador. All notes est culin the TDD and the practices and eferenced for general guldaue. TPI-1 defines the responsisifNes and duties oldie Tros : agreed upon In whdng by all parties InvoNed. The Truss Design Engineer Is NOT the BI ornhU E Wnna lMwlnen mnn.eNm ds.l RW T.—o—Mai— . TrvM sh, P.E �Mt OF RO�TrNS$ H Anthony T . Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job Truss Truss Type Oty Ply 75584 I CJ5L I JACK 1 2 11 11 =1.5X4(R)A 12 5 F,-,- =2X4(A1) SEAT PLATE REQ. 04/12/2019 C � I T In -v 0 (V N D ,,,2534 s �- 1'4" 4'11"11 j Loading Criteria (psp Wind Criteria Code / Misc Criteria DegICSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc Udell L1# Gravity Non -Gravity , . TCDL: 10.00 Speed: 160 mph TPI Sid: 2014 VERT(LL): NA Loc R+ 1 R- ! Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): NA B 285 1- 1- 1244 171 /88 BCDL: 10.00 Risk Category: II FT/RT:10(Ou10(10) HORZ(LL): 0.005 D - - D 90 !- /- .1114 /44 /- EXP: B Kzt NA Plate Type(s): -' HORZ(TL): 0.010 D - - C 129 /- /- 178 160 !- Des Ld: 40.00 Mean Height: 15.00 R WAVE Creep Factor. 2.0 Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 5.0 sf p Max TC CSI: 0.321 Wi B Big Width = . Min Req = 1.5 Load Duration: 1.25 BCDL: 5.0 psf Max Be CSI: 0.282 D Brg Width = 11.55 Min Req = - Spacing: 24.0 ° MWFRS Parallel Dist: 0 to h/2 C Brg Width = 1.5 Min Req = - C8C Dist a: 3.00 it Max Web CSI: 0.000 Bearing B is a rigid surface. Loc. from endwall: not in 4.50 Wgt: 19.61bs Bearing B requires a seat plate. GCpl: 0.18 Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 VIEW Ver. 18.02.01A.0205.20 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 25 0 B-C 50 -94 Top chord 2x4 SP#2 But chord 2x4 SP #2 :Lt Level Return 2x4 SP #3: Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Purling - D 0 0 In lieu of structural panels or dgid calling use purlingB to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) Maximum Web Forces Per Ply (Ibs) Be 58 0.15 4.97 Webs Tens.Comp. Apply purling to any chords above or below fillers at 24° OC unless shown otherwise above. A - E 0 0 Wind Wind loads based on MWFRS with additional C&C member design Left bottom chord exposed to wind. "WARNING" Pleasethonoughlyreview Me "A-1 ROOF TRUSSES("SELLER"), GENERAL TERMSend CONDRIONS CUSTOMER fBIIYEW)ACI(NOWLEDGMENT-fona. verify design parematers and read notes on this Truss Design Dnswing(MD)and the Anthony T. Tombo III,P.E. Reference Sheet before use. Unless odme se stated on the TDO, only All connector dates shall be used tenths TDD to be valid. As a Truss Design EnglMedng (La. Spadapv Engineer), the seal on any Too represents an aueplance of Me pmfesslond en,la..d All rePiretircE terra, ere as defined I.P.E Rmmnes.-M.1nnno mnt TPI-1 a Mt RWTnurn°—Me vT. Tunrn el. P E. ,A-e ROOF ®iRI155E5 Anthony T. Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job Truss Truss Type Oty Ply 04/12/2019 75584 D01 I HIPM I 1 11 I 2495 16 r T'0'5--f To•s-)---zIBM zz'1'r-9 }'A SEAT PLATE RED. 546# ' 12M 129# IM 129# Loading Criteria (p rp Wind Criteria Code I Misc Criteria DefIlCS1 Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code:FBC 2017 RES PP Deflection In loc L/defl L#I Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.093 1 999 360 Loc R+ / R- / Rh / Rw l U I RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Varies by Ld C gq-:RT(CL): 0.186 1 999 240 B 1521 /- I- A 1333 !- BCDL: 10.00 Risk Category: 11 FTIRT:10(0)/10(10) HORZ(LL): 0.026 F - - K 1875 /- A /- /412 I- EXP: B Kzt: NA Plate Type(s): Des Ld: 40.00 Mean Height: 15.00 It WAVE, HS HORZ(TL): 0.052 F - - Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 5.0 psf Creep Factor: 2.0 B Big Width = 8.0 Min Req = 1.8 Load Duration: 1.25 psf Max TC CSI: 0.763 K Big Width = 8.0 Min Req = 2.2 Bearings B & K are a rigid surface. Spacing: 24.0 ° MWFRS Parallel MWFRS Parallel 0 to h/2 Max Be CSI: 0.631 Bearings B & K require a seat plate. C&C Dist a: 3.00 It Max Web CSI: 0.631 It Lac. from endwall: NA Maximum Top Chord Forces Per Ply (Ibs) gt: 88.2 We Chords Tens.Com Chords Tens. Coro GCpi: 0.18 P� P. VIEW Wind Duration: 1.60 Via, 18.02.01A.0205.20 A-B 25 -11 C-D 537 -2462 Lumber B-C 662-3060 D-E 537 -2461 Top chord 2x4 SP #2 :T2 2x4 SP M-30: But chord 2x4 SP #2 :62 2x4 SP M-30: Maximum Sot Chord Forces Per Ply (Ibs) Webs 2x4 SP #3 :W3 2x4 SP #2: Chords Tens.Comp. Chords Tens. Camp. :Lt Level Return 2x4 SP #3: B - I 2754 -581 H - G 2790 -580 Special Loads I-H 2790 -580 G-F 26 -6 -(Lumber Dur.Fac=1.25 / Plate Dur.Fac =1.25) TC: From 62 plf at -1.45 to 62 pit at 7.00 Maximum Web Forces Per Ply (Ibs) TC: From 31 pit at 7.00 to 31 plf at 17.50 Webs Tens.Comp. Webs Tens. Comp. BC: From 20 plf at 0.00 to 20 plf at 7.03 BC: From 10 plf at 7.03 to 10 pif at 17.50 A - J 0 0 D - G 353 -760 TC: 199 Ib Conc. Load at 7.03 C -1 732 0 G - E 2797 - 610 TC: 188 lb Conc. Load at 9.06,11.06,13.06,15.06 C-G 50 -377 E-F 441 -1684 16.69 BC: 546It, Conc. Load at 7.03 ' BC: 129 lb Conc. Load at 9.06,11.06,13.06,15.06 16.69 Purlins In lieu of structural panels or rigid ceiling use purilns to laterally brace chords as follows: ' Chord Spacing(in oc) Start(ft) End(ft) TC 24 7.00 17.50 BC 88 0.15 17.50 Apply pudins to any chords above or below fillers at 24° DEC unless shown otherwise above. I Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. "WARNING'* Please thoroughly review the "A-1 ROOF TRUSSES('SELLER7, GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER-) ACKNOWLEDGMENT' form. Verify design Parameters and read notes an this Tmaa Design Drawing (RED) and the Anthony T. Tombs III, P.E. Reference Sheet before use. Unless otheu so stated on the TDD, onlyArpin connector dates shall be used for the TDD to be valk. As a Truss Design Engineering(I.e. Spedalty Engineer), the seal on any Too represents an acceptance of the professional engines � A-t nnnp responsibility for the design of the single Truss depicted th on e TDD orgy, under TPI.I. The design assumptions, loading condilions, suitability and use of this Tmss for any BuEsing is the �TRD55E5 Building is the responsibiiy&the Owmr,the Ovmets authorised agent orthe Building Designer, to Me context of the ERG, the IBC, local building code and TPM. ❑leapprovalot the responsibility of the Owser,the 0wnersauthomed agent., Me Building Designer, in the content of Me ERG, the IBC, local building code and TPI-1. Theapprovaloftre TDDandaM6eld use of Me Truss, including handling.storage, Emblems and bracing shall be the responsitiity of Me Building DazMra lgnerand CoGar. AAnotessetoutin MaMD and the pradicesard Anthony T•Tombo Ill, P.E. guidelines of Me Building Component Safety bdormenon(6SCI) published by TPI and SSCA are referenced forgeneral guWance. TPI-ideEn Nemsponsibll'IbeswdduUwof Na Truss #80083 Designer, Tmss Design Engineer and Truss Manufacturer. unless olhr ce defied by a Contrail agreed upon In w drg by all Parties Involved. The Tmss Design Engineer is NOTMe Build Desgneror Tmss system Ergineeraf anybuilding. All caAta@ed lams are es defined NTPI-1. 4451 $t. LUCIB Blvd. f MMfOM1ft41 RMITnuvs-Mermv T.Trmn III.PE Rm„Mivllnnnf lhi�dm,mMr Nnmfmm.ly rmNhilM WgnalM wMnn rwm�icelMMA:1RMTmcraa-gnlMny T, TnmM ItI. PE. Fort Pierce, FL 34946 Job Truss 75584 D02 Truss Type COMN 1ty Iply 104/12MU19 ,2736 4 Y 1 9. 12 T 5� I or_-_v3X6(A7) B- 1 1 T, 03X3A 25'9° ,_7X8 C Oa4X6 a5X6 D a E F a5X8 G a7X10 EE7X10 T3 Ha7X10 I - p=H0714 4 =7X70 B3 a5X8 vv e, M a X6 Ea3X6 015X4 11I15X4 N4X8(R'. T :��Q4X6(Al)3X3Jn -L SEAT PLATE RED. SEAT PLATE RED. SEAT PLATE RED. 30'8' 1&1° -i Loading Criteria (psq Wind Criteria TCLL: 20.00 Wind Std: ASCE 7.10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: B Kzt: NA Des Ld: 40.00 Mean Height: 15.00 it 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: 4.38 It Loc. from endwall: NA GCpI: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP 2400f-2.0E :T2, T3 2x6 SP 2400f-2.OE: Bot chord 2x4 SP 24001-2.0E :B3, B4 2x6 SP 24001-2.0E: Webs 2x4 SP #3 :W2, W4, W7 2x4 SP M-30: :W8, W102x4 SP#2: :Lt Level Return 2x4 SP #3: :Rt Level Return 2x4 SP #3: 13'10'4 43'9° 12'V4 32'8'4 2' 2'-t--T092 356# 35 936# Code / Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads -(Lumber Dur.Fac =1.25 / Plate Dur.Fac =1.25) TC: From 62 plf at -1.45 to 62 pif at 32.69 TC: From 31 plf at 32.69 to 31 pif at 36.69 TC: From 62 pif at 36.69 to 62 pif at 45.20 BC: From 20 plf at 0.00 to 20 pif at 31.06 BC: From 10 plf at 31.06 to 10 pif at 36.69 BC: From 20 plf at 36.69 to 20 pif at 43.75 BC: 356 lb Conc. Load at 32.69,34.69 BC: 936 lb Conc. Load at 36.69 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) TC 24 9.00 34.75 BC 120 0.15 17.06 BC 47 17.17 30.98 BC 75 31.21 43.60 Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. "WARNING^ Please thoroughly review Me -A-1 ROOF TRUSSES to MD Deb/CSI Criteria PP Deflection in loc L/defl LN! VERT(LL): 0.616 Q 594 36 FART(CL): 1.238 Q 295 24 HORZ(LL): 0.134 P - - HORZ(TL): 0.269 O - - Creep Factor. 2.0 Max TC CSI: 0.769 Max BC CSI: 0.948 Max Web CSI: 0.676 Wgt: 261.8 Ibs VIEW Ver. 18.02.01A.0205.20 Wind Wind loads and reactions based on MWFRS. Right bottom chord exposed to wind. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1145 /- !- /- 1242 !- W 3300 /- /0 /- 7757 /- V 928. /- /- I- /228 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 W Brg Width = 8.0 Min Req = 2.7 V Brg Width = 8.0 Min Req = 1.5 Bearings B. W, & J are a rigid surface. Bearings B, W, & J require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 25 -11 F-G 749 -4013 B-C 420-2061 G-H 319 -125 C - D 1212 -6007 H - I 4805 -979 D - E 749 -4013 I - J 389 -1231 E-F 749-4013 J-K 25 -11 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B-T 1827 -353 P-0 166 -179 T - S 169 -27 O - M 2215 -10557 S-R 169 -27 N-L 21 -91 Q - P 6318 -1271 L - J 1063 -325 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp A-U 0 0 G-O 263 -948 C-T 201 -364 0-H 4628 -879 C - Q 4205 -864 H - M 344 -1569 T-Q 1755 -344 M-N 49 -77 Q-R 139 0 M-1 1242 -5515 Q- D 375 0 M- L 1393 -325 D - P 533 -2361 I - L 1359 -256 F-P 137 -421 V-K 0 0 P-G 4113 -817 TERMS and CONDITIONS CUSTOMER ('BUYEW) ACKNOWLEDGMENT' to ill, P.E. Reference Sheet before use. Unless otherwise stated on the TOD,e Engineer), the seal on any TOO mp,esenl , an acceptance of the professional enI h WMMW dMnwNmM MhnMMI RMTnu - AnMmvT. TunM III. RE. � TR1=OF Anthony T. Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job 755$4 Truss D03 Truss Type Qty COMN 1 I Ply 04112/2019 1 2748 -1r 217 -} 1018'-{ -5X12 a'-3X4 a3X6 =4X8 a4X12a6X8 12 D E F G H T3 I J TS p D S EH071 =8X8 K e T R Q B3 P N n toa3X6(AJ g a4X12 -3X10 L It, a3X6(Bl) 1 m %3x3A s=i L iNg 3 Bz s =4 o C1o= a5 (8 SEAT PLATE REQ. SEAT PLATE REQ. SEAT PLATE REQ. 30'8' 12'9' F4i 1T2'8 13'10'4 12'441 r 43'5- Loading Criteria (psfl Wind Criteria Code I Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in lac L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.276 R 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.565 R 647 240 B 1138 /- /- 1706 1228 /132 - BCDL: 10.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.069 Q - - W 2427 /- /- 11312 1426 /- EXP: B Kzt: NA Des Ld: 40.00 Plate Type(s): HORZ(TL): 0.142 Q - - X 277 /-185 /- 1344 1132 /- Mean Height: 15.00 it WAVE, HS Creep Factor. 2.0 Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 5.0 psf Max TC CSI: 0.861 B Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 BCDL: 5.0 psf W Brg Width = 8.0 Min Req = 2.9 Spacing: 24.0 ° MWFRS Parallel Dist: h/2 to h Max BC CSI: 0.974 X Brg Width = 8.0 Min Req = 1.5 C&C Dist a: 4.34 it Max Web CSI: 0.859 Bearings B, W, & L are a rigid surface. Loc. from endwall: not in 6.50 Wgt: 233.8 Ibs Bearings B, W, & L require a seat plate. GCpi: 0.18 Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 VIEW Ver. 113 02 01A 0205 20 Chards Tens.Comp. Chords Tens. Comp. Lumber Top chord 2x4 SP #2 :T3 2x4 SP M-30: A - B 25 0 G - H 828 -2020 Bol chord 2x4 SP 24001-2.0E:822x4 SP#2: B-C �925-2104 H-I 301 -90 :B32x4 SP M-30: C-D 729-1687 I-J 2972 -1099 Webs 2x4 SP#3:W72x4 SP#2: D-E 1395-3451 J-K 972 -312 :Lt Level Return 2x4 SP#3: E-F 828-2020 K-L 769 -317 F - G 828 -2020 Plating Notes All plates are 1.5X4 except as noted. Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Purlins In lieu of structural panels or rigid ceiling use pudins B - U 1894 -788 Q - P 248 -124 to laterally brace chords as follows: U -T 41 -15 P - N 28M -6509 Chord Spacing(in oc) Start(ft) End(ft) T-S 41 .15 0-M 28 -38 TC 24 11.00 32.75 R-Q 3496-1176 M-L 298 -671 BC 120 0.15 .17.06 BC 40 17.15 31.03 Maximum Web Forces Per Ply (Ibs) BC 75 31.21 43.27 Apply pudins to any chords above or below fillers Webs Tens.Comp. Webs Tens. Comp. at 24' OC unless shown otherwise above. A - V 0 0 Q - H 2255 -857 Wind C-U 318 -434 H-P 549 -1202 D - U 196 -309 P - I 2907 -1087 Wind loads based on MWFRS with additional C&C member design. D - R 2041 -693 I - N 602 -1420 Right bottom chord exposed to wind. U - R 1603 -528 N - O 401 -361 R-S 67 0 N-M 866 -1615 Additional Notes R-E 359 -42 N-J 1544 -3206 Negative reaction(s) of -185# MAX. from a non -wind load case requires uplift E - Q 637 -1617 M - J 1845 -1043 connection. See Maximum Reactions. G - Q 168 -262 M - K 438 -517 "WARNING" Please thoroughly nwim the'A.1 wEllry dB5 pa P.RT2ters and Red notes an th15 TNss DI Cr, GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER') ACKNOWLEDGMENT' to.. cony T.Tombolll, P.E. Reference Sheet befall use. Unless olhenMse stated on the TDD, only All .SwdalNEnainearl.dRsealonaw TOOrepresentsanamn nnrmnl ti Manmfeennnlcnnlnaod Too and the Potatoes and allies and duties ofthe Truss Ned. The Truss oasign Engineer is NOT R,nf TnLcw-Maimv T.Try III. PE. LITRU5OOF Anthony T. Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job Truss Truss Type Oty Ply 04/1212019 ., 2745 15584 I D04 I COMN 11 11 I =5X8 -04 0 E 12 _5 IZ8' =3X6 ®1.5X4 Za6X6 - F G H. V O�,t9 t T S R 0 N L 1-Iwy N M1.5X4 -3X6 -010 81.5X4 ®1.5X4 -3X4 SEAT PLATE RED. SEAT PLATE RED. SEAT PLATE RED. 3018' 12'9' F4=} 1T28 -) 13'10'4 )- 12'4'4-� Loading Criteria (psrl Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: B Kzt: NA Des Ld: 40.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psi Sparing: 24.0 ° MWFRS Parallel Dist: h/2 to h C&C Dist 14.34 ft Loc. from endwall: not in 13.0( GCpb 0.18 Wind Duration: 1.60 Lumbei Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B3 2x4 SP M-30 Webs 2x4 SP #3 :W8 2x4 SP #2: :Lt Level Return 2x4 SP I Code / Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RTAO(Op10(10) Plate Type(s): WAVE Bracing (a) Continuous lateral restraint equally spaced on member. Purling In lieu of structural panels or rigid ceiling use puffins to laterally brace chords as follows: Chord Spacing(in CC) Start(ft) End(ft) TC 24 13.00 30.75 BC 113 0.15 17.06 BC 38 17.14 31.21 BC 75 31.21 43.27 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. Right bottom chord exposed to wind. De8lCSI Criteria A Maximum Reactions (Ibs) PP Deflection in Ioc L/defl L/# Gravity Non -Gravity VERT(LL): 0.243 P 999 360 Loc R+ / R- / Rh I Rw I U / RL VERT(CL): 0.481 P 761 240 B 1190 /- P 1743 1244 /154 HORZ(LL): 0.103 L - - V 2246 /- /- /1257 /370 A HORZ(fL): 0.209 L - - W 337 /-61 /- /364 /113 A Creep Factor. 2.0 Wind reactions based on MWFRS Max TC CSI: 0.885 B Brg Width = 8.0 Min Req = 1.5 Max BC CSI: 0.994 V Brg Width = 8.0 Min Req = 2.6 Max Web CSI: 0.991 W Brg Width = 8.0 Min Req = 1.5 Bearings B, V, & K are a rigid surface. Wgt: 240.8lbs Beadngs B, V, & K require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) VIEW Ver. 18.02.01A.0205.20 Chords Tens.Comp. Chords Tens. Comp. A- B 25 0 F- G 545 -1227 B - C 883 -2258 G - H 545 -1227 C-0 717-1591 H-I„ 1752 -541 D - E 1142 -2761 I - J 1731 -576 E - F 546 -1227, J - K _ 620 -429 Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - T 2020 -744 P - O 2778 -874 T-S 2016 -746 O-M 1529 .3015 S-R 2016 -746 N-L 17 .21 R-D 15 -6 L-K 387 -501 "WARNING" Please thoroughlyrevlewlhe-A-1 ROOFTRUSSES('SELLER'), GENERALTERMS and CONDITIONS CUSTOMER Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp A-U 0 0 G-O 317 -460 T- C 268 0 O- H 2660 -943 C - R 325 -686 H - M 753 -1965 D - R 234 -578 M - N 119 -147 D - P 1627 -527 M -1 286 -345 R-P 1683 -542 M-L 422 -540 P- O 55 0 M- J 1098 -1468 P-E 373' -61 L-J 349 -183 E - O 676 -1700 Ign assurnxons, loading centaurs, supablllfy and use of this Tress for any Build s. in Ne conano of the IRC, the IBC, local building code and T13I-1. The eppror d of the IRC, the IBC. local building code and TPM. The approval of Me TDD an of Ne Building Designerand C011irapter. All notes set out in Me TDD and Ne pia a referenced for general guidance. TPI-1 defines the snslbilides and duties sot agreed upon in wining by all panes involved. The Tress Design Engineer is r �A-1 Hour TR1155B Anthony T.Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job 75584 Truss Truss Type D05 COMN City Ply 1 1 04/12/2019 2742 .. r 15, 'f' ITS' 'i • 101.SX4 =4X4 Z'5X6 Fs F G H T 12 ®5X8 T 5 (a) s43X6 C3X6D gX4 J Kbr3X4 m a) p=fiXB B3 P N 0; r a3X6(A1)B V =5X6 L=3X6(B1) III 1 at g36A 1Ng 115X4a3X6 N7 6(R)0I7.5X4 015X4 III sa X4 SEAT PLATE RED. SEAT PLATE RED. SEAT�PLIATE RED. i 30'8- 12'9'-- F4{ 1T2.8 r 43'5' Loading Criteria (ps6 Wind Criteria Code I Misc Criteria DeflICSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind S(d: ASCE 7-10 Code:FBC 2017 RES PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Sid: 2014 VERT(LL): 0.152 F 999 360 Loc R+ / R- / Rh / RW / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.309 F 999 240 B 1200 /- /- 1757 187 1175 BCDL: 10.00 Risk Category: II FT/RT:10(0Y10(10) HORZ(LL): 0.064 M - - W 2218 /- /0 /1255 /239 /- EXP: B Kzt: NA Plate Type(s): Des Ld: 40.00 HORZ(TL): 0.129 M - - X 341 /-35 /- /368 /109 I - Mean Height: 15.00 ft WAVE NCBCLL: 10.00 TCDL: 5.0 psf Creep Factor. 2.0 Wind reactions based on MWFRS Load Duration: 1.25 BCDL: 5.0 psf Max TC CSI: 0.913 B Brg Width = 8.0 Min Req = 1.5 Spacing: 24.0 ° MWFRS Parallel h to rah Max BC CSI: 0.999 W Brg Width = 8.0 Min Req = 1.8 It C&C Dist a: 4.34 ft Max Web CSI: 0.981 X Brg Width = 8.0 Min Req = 1.5 Bearings B, W, & L are a rigid surface. Loc. from endwall: not in 13.00 ft Wgt: 249.21bs Bearings B, W, & L require a seat plate. GCpI: 0.18 Wind Duration: 1.60 VIEW Ver. 18.02.OtA.0205.20 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Lumber Top chord 2x4 SP#2 A-B 25 0 G-H 321 -87 Bot chord 2x4 SP #2 :83 2x4 SP 2400r-2.OE: B - C 848 -2233 H -1 352 -112 Webs 2x4 SP#3 C-D 633-1433 I-J 1645 -574 :Lt Level Return 2x4 SP#3: D-E 654-1391 J-K 1524 -578 E-F 893-2081 K-L 612 -435 Bracing F-G 892-2100 (a) Continuous lateral restraint equally spaced on member. Maximum Bot Chord Forces Per Ply (Ibs) Purlins Chords Tens.Comp. Chords Tens. Comp. In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: B - U 1990 90 -701 Q - P 1-339 Chord Spacing(in oc) Start(ft) End(ft) 12334 --339 U -T 19-703 P - N TC 24 15.00 28.75 T-S 1985 -703 0-M 15 -17 BC 75 0.15 17.06 S - R 6 .14 M - L 385 -494 BC 58 17.06 31.08 BC 75 31.21 43.27 Apply pudins 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. Wind A-V 0 0 G-P 840 -1771 U-C 318 0 P-H 211 -349 Wind loads based on MWFRS with additional C&C member design. C - S 373 -826 P -1 1705 -495 Right bottom chord exposed to wind. E - S 403 -1271 I - N 715 -1970 E-Q 1725 -491 N-0 122 -148 S-Q 2116 -604 N-M 415 -534 F-Q 154 -175 N-K . 1115 -1437 Q-R 0 -35 M-K 307 -191 Q-G 1032 -314 "WARNING" Please thoroughly review the'A-1 ROOF TRUSSES ('SELLER'). GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER-) ACKNOWLEDGMENT' tome. Verily design parameters and react notes on this Tmss Design Dr ng(TDD)and the Andony T. Tombo III,P.E. Reference Sheet before use. Unless othaWas stated on the MD. only All SSCAarereferencedforgeneralguidance. TPI-tdellnesiheresponsib[tiesanddutiasofe y a Contract agreed upon in writing by all Padres inwl red. The Truss Design Engineer is NOT T13M. am4unn. k rvMindM UNMon Pn wntlu� m,miuun MA-1 RMTh.cw_MNmri TvnM III. PE. A -I ssus ®inniu 5E5 MOF Anthony T. Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job Truss Truss Type Qty I Ply 04/12/2019 75584 1 D06 I COMN 1 1 ,2701 eaSX6 E E3X4 sM5X6 F G 16'8' SEAT PLATE REQ. SEAT PLATE REG. SEAT PLATE RED. 30'8' 12'V i 4TS' Loading Criteria (psil Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: B Kzt: NA Des Ld: 40.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " MWFRS Parallel Dist: h to 2h C&C Dist a: 4.34 It Loc. from endwall: not in 13.0 GCpi: 0.18 Wind Duration: 1.60 Top chord 2x4 SP #2_ Bot chord 2x4 SP #2 :B1 2x4 SP M-30: :B3 2x4 SP 24001-2.0E: Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3: Code I Mlse Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Bracing (a) Continuous lateral restraint equally spaced on member. Purllns In lieu of structural panels or rigid ceiling use puriins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 17.00 26.75 BC 120 0.15 16.91 BC 63 16.91 31.08 BC 75 31.21 43.27 Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. Wind Wind loads based on MWFRS with addl0onal C&C member design. Right bottom chord exposed to wind. 13'10'4 Deft1CSl Criteria PP Deflection in loc Udefl L/# VERT(LL): 0.125 Q 999 36 VERT(CL): 0.251 Q 999 24 HORZ(LL): 0.053 L - - HORZ(TL): 0.107 L - - Creep Factor. 2.0 Max TC CSI: 0.893 Max BC CSI: 1.000 Max Web CSI: 0.962 Wgl: 246.4 Ibs VIEW Ver. 18.02.01A020520 IZ4"4� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh l Rw l U / RL B 1227 /- /- IT78 775 M97 V 2132 /- /- 11229 1137 /- W 369 /- I- /382 /110 1- Wind reactions based on MWFRS B Brg Width =8.0 Min Req =1.5 V Brg Width = 8.0 Min Req = 1.8 W Brg Width = 8.0 Min Req = 1.5 Bearings B, V, & K are a rigid surface. Bearings B, V, & K require a seal plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 25 0 F-G 303 -428 B-C 827 -2242 G-H 283 -512 C-D 794-2113 H-11327 -469 D - E 825 -2095 I - J 1231 .477 E - F 843 -1856 J - K 628 -466 Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B-T 1988 -670 Q-0 1293 -312 T-S 12 -3 O-M 1581 -2848 S-R 12 -3 N-L 19 -20 R-P 0 0 L-K 412 -509 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-U 0 0 O-G 12D -113 C-T 318 -491 0-H 1747 -684 C-Q 176 -145 H-M 738 -18M T-Q 2089 -703 M-N 122 -148 Q-R 139 0 M-L 441 -547 Q-E 435 -46 M-J 1062 -1271 Q-F 774 -283 L-J 254 -185 F-O 559-1189 "WARNING" Please thoroughty ravlew the°A-1 ROOF TRUSSES ('SELLER'), GENERAL TERMS and CONDMONS CUSTOMER ('BUYER-) ACKNOWLEDGMENT- Iona. d SBCA are referenced for general g byali p. TPI-1 de d. Ne respon Design Eand dunes In a CoatraG agreed aeon in writing byall paNes Involved. The Truss Oeslgn Engiceer is 1 n TPI.I. In omemm. k nnItiMIM uMluu,l BMwMan m,mtW,n MFt Fmi Tnivav-MIRVT, TnnM III. P.E. ROOF ��A-1 TRD55B Anthony T.Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job 75584 I mss Truss Type D07 I COMN Qty I Ply 1 04/12/2019 2758 98G (R) -SX6 H SEAT PLATE REQ _ SEATPIATEREQ. SEAT PIATE REQ. 1 Y4.4� 1'11.3y{ yy y+ yy yy yy yy yy yy yy yy� I--T18 3fib Z 1390p y 1400N Z 139fi% 3 1t25 r 13964 44.4 �{ 3fi)7k 1390p 14018 W"196p 1335& Loading Criteria (pep Wind Criteria Code I Misc Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Code:FBC 2017 RES TCDL: 10.00 Speed: 160 mph TPI Std: 2014 BCLL: 0.00 Enclosure: Closed Rep Factors Used: No BCDL: 10.00 Risk Category: 11 FT/RT:10(0)/10(10) EXP: B Kzt NA Plate Type(s): Des Ld: 40.00 Mean Height: 15.00 it WAVE 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: 4.34 ft Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 :Tt 2x4 SP 2400f-2.OE: Bot chord 2x6 SP 2400f-2.OE :B4 2x4 SP #2: Webs 2x4 SP #3 :W3 2x4 SP #2: 062x6 SP #2: :Lt Level Return 2x4 SP #3: Bracing (a) Continuous lateral restraint equally spaced on member. Nallnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bet Chord: 1 Row @ 3.50" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails In each row to avoid splitting. Special Loads -(Lumber Dur.Fac =1.25 / Plate Dur.Fac =1.25) TC: From 62 plf at -1.45 to 62 plf at 7.13 TC: From 31 plf at 7.13 to 31 plf at 18.86 TC: From 62 plf at 18.86 to 62 pit at 43.42 SC: From 20 plf at 0.00 to 20 pif at 7.13 BC: From 10 plf at 7.13 to 10 plf at 31.06 BC: From 20 plf at 31.06 to 20 plf at 43.42 SC: 3677lb Cone. Load at 7.13 BC: 13621b Cone. Load at 9.06 BC: 1390lb Cone. Load at 11.06.13.06 BC: 1401 lb Conc. Load at 15.06 BC: 1400 lb Conc. Load at 17.06,19.06 BC: 1396 lb Conc. Load at 21.06,23.06,29.06 BC: 1225lb Conc. Load at 26.06,27.06 Plating Notes All plates are 4X10 except as noted. "WARNING- Please thoroughly review the"A.1 ROOF TRUSSES DegICSI Criteria PP Deflection in loc Udell VERT(LL): 0.106 V 999 VERT(CL): 0.211 V 954 HORZ(LL): 0.020 R - HORZ(TL): 0.041 R - Creep Factor: 2.0 Max TC CSI: 0.485 Max BC CSI: 0.827 Max Web CSI: 0.954 Wgt: 586.6 Ibs ♦ Maximum Reactions (Ihs) L#/ Gravity Non -Gravity �cn I Loc R+ /R- /Rh /Rw /U /RL VIEW Ver. 18.02.01A.0205.20 Purlins In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(ln oc) Start(ft) End(ft) TC 24 18.86 24.89 BC 120 0.15 31.08 BC 120 31.21 43.27 Apply pudins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Right bottom chord exposed to wind. Blocking Full Height Blocking reinforcement required to prevent buckling of members over the bearings: bearing 2located at 16.83' W 3784 /- /- A /821 /- S 12860 /- /- /- 12281 A X 4696 A I- /- /371 A Y 375 A /- f- 175 A Wind reactions based on MWFRS W Brg Width = 8.0 Min Req = 1.6 S Brg Width = 4.0 Min Req = 4.0 X Brg Width =8.0 Min Req =1.9 Y Brg Width = 8.0 Min Req = 1.5 Bearings W, S, X, & L are a rigid surface. Bearings W, X, & L require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 13 -5 G-H 47 -1322 B - C 1005 -4674 H - I 69 -1455 C-D 274-1360 I-J 362 -71 D - E 267 -1343 J - K 326 -66 E-F 1354 -304 K-L 51 -218 F-G 1353 -307 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B- V 4275 -913 Q- P 86 • 0 V-U 4197 -896 P-N 150 -1017 U-T 4197 -896 O-M 1 -12 T-S 21 -2 M-L 172 -34 R-Q 87 -44 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp A-W 0 0 G-Q 1487 -222 V - C 2503 -519 G - P 1675 -167 C-T 716-3253 P-H 449 0 T - E 2674 -549 P -1 1654 -104 T-R 1472 -294 I-N 162 -1500 E- R 630 -2973 N- O 22 0 F-R 10 -63 N-M 203 -38 R-S 1138-6335 N-K 85 -473 R-G 533-3431 M-K 58 -14 TERMS end CONDITIONS CUSTOMER ('BUYER') ACKNOWLEDGMENT' form. 110 III, P.E. Reference Sheet before use. Unless oftmise stated on Me MD. only Xr RMTnawv_MI T.TN 111PE. �A-t ROOF TR1155[3 Anthony T. Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job Truss Truss Type Dty I Ply 04/12/2019 yw2510 75584 E01 HIPS 4 1 1 --3'0'6 1 2-0.6 7--t--j--ZO-604 1-(-3-0.6--� ^ T -- 1 T 11 m5x6 SEAT PLATE RED. SEAT PLATE RED. F-1.4- --{ Loading Criteria (n:q Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: B Kri: NA Des Ld: 40.00 Mean Height: 15.00 it NCBCLL: 10.00 TCDL: 5.0 psi Load Duration: 1.25 BCDL: 5.0 psi Spacing: 24.0 ° MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 it Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3, :Rt Level Return 2x4 SP #3 Special Loads -(Lumber Dur.Fac =1.25 / Plate Dur.Fac=1.25) TC: From 62 plf at .1.45 to 62 plf at 3.00 TC: From 31 plf at 3.00 to 31 plf at 7.67 TC: From 62 plf at 7.67 to 62 plf at 12.12 BC: From 20 plf at 0.00 to 20 plf at 3.03 BC: From 10 plf at 3.03 to 10 plf at 7.64 BC: From 20 plf at 7.64 to 20 plf at 10.67 TC: 114 lb Gone. Load at 3.03, 7.64 TC: 70 lb Cone. Load at 5.06, 5.60 BC: 123 lb Come' Load at 3.03, 7.64 BC: 51 lb Cone. Load at 5.06, 5.60 Purlins In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(tt) TC 24 3.00 7.67 BC 114 0.15 10.52 Apply puriins to any chords above or below fillers at 24° CC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Left bottom chord exposed to wind. 10'8- + 51k + 12J 123# 519 Code I Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE -'WARNING- Please thoroughly re. fhe'A-1 ROOF TRUSSES to Deb/CSI Criteria PP Deflection in roc Udell L/# VERT(LL): 0.030 G 999 36 �litRT(CL): 0.068 G 999 24 HORZ(LL): 0.011 G - - HORZ(TL): 0.021 G - - Creep Factor. 2.0 Max TC CSI: 0.537 Max BC CSI: 0.971 Max Web CSI: 0.078 Will'. 56.0lbs VIEW Ver, 18.02.01A.0205.20 1—1.4' --1 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- I Rh / Rw / U I RL B 765 I- I- /- /210 I- E 765 I- I- /- 1210 1- Wind reactions based on MWFRS -B Brg Width = 8.0 Min Req = 1.5 E Brg Width = 8.0 Min Req = 1.5 Bearings B & E are a rigid surface. Bearings B & E require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 25 -11 D-E 396 -1408 B-C 396-1415 E-F 25 -11 C-D 359-1319 Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 1280 -355 G - E. 1274 355 H-G 1302 -356 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-1 0 0 G-D 204 .17 C-H 199 -15 J-F 0 0 C-G 17 -3 GENERAL TERMS end CONDITIONS CUSTOMER (BUYER') ACKNOWLEDGMENP farm. lorry T. Tambo 111, P.E. Relerencs SM1eel hefore use. Unless aNervnse stated on Ne TOD, only A¢ N°wiMn Mm,iu4nNM RMTn�cw-MIMnv T. TNntn IIL PE. �HM1 mar MTRU55ER Anthony T. Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 uoc Truss Truss Type Qry Ply 04112121119 75584 E02 I HIPS 11 11 I 2507 5. 6i 5' »j T 12 =3X D 5 C N =3X6(C6) 3X4 E� 3X F=3X6(C6) =2 H4(C6 =2X I(C6) N =1.5X4 R A ( ) G=1.5X4(R) 1I �d - - r- L)S TPLATE REQ. SEATPL4 EIREQ. g. }_ 4 f - V 1 1018n 1r4- Loading Criteria (pep Wind Criteria Code I Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code:FBC 2017 RES PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): -0.018 729 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): -0.019 999 240 B 513 /- A /416 1135 /71 BCDL: 10.00 Risk Category: II FT/RT:10(Ou10(10) HORZ(LL): 0.009 E - - F 513 A /- 1234 /89EXP/- B Krt: Plate Type(s): Des Ld: 40.00 Mean 15. HORZ(TL): 0.012 C - - Height: 15.00 ft WAVE Wind reactions based on MWFRS NCBMean : 1 TCDL: 5.0 pi CreepFactor: 2.0 B Br Width = 8.0 Min Re 1.5 Load Du on: Max TC CSI: 0.301 Load Duration: 1.25 BCDL: 5.0 psf F Brig Width = 8.0 Min Req = 1.5 Spacing: 24.0MWFRS Parallel Dist: 0 to h/2 Max BC CSI: 0.648 Bearings B 8, F are a rigid surface. C8C Dist a: 3.00 It Max Web CSI: 0.333 Bearings B 8 F require a seat plate. Loc. from endwall: not in 4.50 Maximum Top Chord Forces Per Ply (Ibs) Wgt: 50.41bs GCpI: 0.18 Chords Tens.Com Chords Tens. Coro P� P� Wind Duration: 1.60 VIEW Ver. 18.02.01A.0205.20 H-C 197 -414 C-D 297 -324 Lumber I-G 27 0 D-E 271 -324 Top chord 2x4 SP #2 A - H 27 0 E -1 256 -454 Bot chord 2x4 SP #2 :Lt Slider 2x4 SP #3: BLOCK LENGTH = 1.500. Maximum Bot Chord Forces Per Ply (Ibs) :Rt Slider 2x4 SP #3: BLOCK LENGTH = 1.500' Chords Tens.Comp. Chords Tens. Comp. :Lt Level Return 2x4 SP #3: :Rt Level Return 2x4 SP #3: H - B 404 -116 B - F 263 .166 Parries In lieu of structural panels or rigid ceiling use puffins Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) A-H 0 0 E-F 587 -481 BC 75 0.00 10.67 B - C 518 -481 I - G 0 0 Apply puffins to any chords above or below fillers at 24' OC unless shown otherwise above. , Wind Wind loads based on MWFRS with additional C&C member design. Left and right cantilevers are exposed to wind Left bottom chord exposed to wind. "WARNING- Please thoroughly foulest the-A-1ROOF TRUSSES (-SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER(-BUYER-J ACMON-EDGMENI- teen. loriry design paremetereinl read notes on this Truss Design Drai Too) and the Andlony T. Tombo Ill, P.E. Reference Sheet before use. Unless whi ise slated on the TDD, only Alpi all nmleotorplatesshallbeusedfor Mo TDDtobew M. AsaTruss Design Erglnaering(I.e.Swdally Engineer,thesealonairy TDDrepresentsanacceptanceofmoprofessional an no esponsibilily fair Me design of the single Truss depleted on the TDD only, undef TPI-1. Thecla ign assure ions, leading mnd'Aons, suilai and use of Nis Truss fwarry Builtling tithe lailiing is the respor itiry of the Owneq the Owner's authorized agent orthe Building Designer, in the wntetdof the IRC, the IBC, peal buildre 'TheeB I in is sthe A-t RGDF TR1 MUM code and TPl-1. separability of the Owner, the Owners authorized agent orthe Building Designer, in the earbanot me IRC, Me IBC, local building code and VIA. The approval of lhaTDDend any field McTOD and Ise ofthe Truss, including handling,storage, Inslallabon and bredng shall be the responsibtliy otthe Building Designer and Contractor. Allnetessetout Anthony.•Tombo ill, P.E. y inthe TDD Iuldelines of the Building Component Safety ldormalion(BSCI) published by Viand SBCAare referenced for general guidance. VI-ldefnestherespoosibi Dfies and nddugesofthe Truss of Me .Tom #80083 Taw )esigner, Tmw Design Engineerand Truss Manufa=mr, unless othoWw EefmW by a Cmbad agreed upon in wrigng by an paaim imdved. The Truss Design Engineef ie )azinerwTruss Syslem ErlgMearolarry buildng. All eapilatuatl tem5 ere es tlafmadb TPM. 4451 St. Lucie Blvd. mynrlhnOMIRAA RMTnuvn_AgMrtr T_TunM fin. PE gnuMivlmdMl Nnlmmt b�envlMn.NmtlMXM wtlrwelMwnMnrwrm¢WnNAtgmlTnttern_pryMnv T. TvnM I11. PE Fort Pierce. FL 34946 Job 75584 Truss Truss Type E03 MONO 1ty 11y 104/12f2019 Loading Criteria (psp TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " V Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 15.00 it TCDL: 5.0 psi BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to It C&C Dist a: 3.00 it Loc. from endwall: not in 4.50 GCpl: 0.18 Wind Duration: 1.60 Top chord 2x4 SP #2 Bol chord 2x4 SP #2 Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3: Plating Notes (++) - This plate works for both joints covered. Purlins In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 29 0.00 2AO Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. d n f1 T 1 101,10 SEAT PLATE REQ. I - 1'6"4 --- �-- 1'3"6 -{ - 2'4"14 2488 a 4 Code / Mlsc Criteria De8ICS1 Criteria ♦ Maximum Reactions (Ibs), or'=PLF - Code:FBC 2017 RES PP Deflection in roc Udefl L/# Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.009 F 999 360 Loc R+ / R- I Rh l Rw / U / RL Rep Factors Used: Yes VERT(CL): 0.017 F 630 240 E' 170 /- I- /127 133 132 FT/RT:10(0v10(10) HORZ(LL): -0.004 D - - Wind reactions based on MWFRS Plate Type(s): HORZ(TL): 0.007 D - - E Big Width = 18.3 Min Req = - WAVE Creep Factor. 2.0 Bearing F is a rigid surface. Max TC CSI: 0.148 Bearing F requires a seat plate. Max SC CSI: 0.150 Maximum Top Chord Forces Per Ply (Ibs) Max Web CSI: 0.059 Chords Tens.Comp. Chards Tens. Comp, Wgb 16.8lbs A-B 26 0 C-❑ 6 -29 B-C 14 -70 VIEW Ver. 18.02.01A.0205.20 Maximum Bot Chord Forces Per Ply (Ibs) Chards Tens.Comp. Chords Tens. Comp. B-F 104 -18 F-E 129 -29 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-G 0 0 D-E 30 -33 C-F 197 -162 Wind Wind loads based on MWFRS with additional C&C member design. "WARNING" Pleaso Monoughly review Ne'A-1 ROOFTRUSSES('SELLERI, GENERALTERMS and CONDITIONS CUSTOMER ('BUYER-) ACKNOWLEDGMENT' roan. only design paremeten and read notes on this Truss Design DraWng (TDD) and Me Anthony T. Tombp Ill, P.E. Reference Sheet before use. Unless othervAse stated on the TDD, only All by a Contract agreed Olson in wilting by all partles Involved. The Truss Design Engineer Is I in TPIl mx frvm. Nry MM vi dWwlM rc is e0.1 RWTn�-Amff vT. Tm Is. PE. � TRU5GOOF Anthony T. Tombo 111, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce, FL 34946 75584 IE04 I runs type JACK Ury Fly 2 1 1 U4/12r2U19 2466 12 5 p c I -we �24.4�{ Loading Criteria (Iunp Wind Criteria Code I Misc Criteria DeflICSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Sid: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc L/defl L#f Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.024 I 429 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.024 B 431 240 G 296 /- /0 /323 /186 1161 BCDL: 10.00 Risk Category: ll FT/RT:10(0)/10(10) HORZ(LL):-0.210 C - - D - /-92 /- /206 /296 /- EXP: B Kzt: NA Des 40.00 Mean Height: 15.00 ft Plate Type(s): WAVE HORZ L : 0.2 C - - �) C 61 !- /29 CI- NCBCLL: 10.00 TCDL: 5.0 psf Creep Factor. 2.0 0 Wind reactions based on MWFRS o MWFRS Load Duration: 1.25 BCDL: 5.0 psi Max TC CST: 0.063 G Brg Width = 3.5 Min Req = 1.5 Spacing: 24.0' MWFRS Parallel Dist h/2 to It Max Max BC CST: 0.315 Brg Width = 1.5 Min Req = - C8C Dist a: 3.00 ft Max Web CST: 0.598 C Brg Width =1.5 Min Req = - Loc. from endwall: not In 9.00 Bearing G is a rigid surface. Gabon: 18 Wig' 30.81bs Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 VIEW Ver. 18.02.01 A.0205.20 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 27 0 B-C 24 -50 Top Chord 2x4 SP M-30 , Bot chord 2x4 SP #2 :B2 2x4 SP M-30: Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP 43:Wl 2x4 SP M-30: Chords Tens.Comp. Chords Tens. Comp. :Lt Level Return 2x4 SP #3: 1-13 301 -130 G-E 0 0 Purllns H-F 173 -493 F-D 191 -536 In lieu of structural panels or rigid Calling use purling 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 13 0.00 0.85 BC 27 0.85 2.21 A-J 0 0 I-H 171 .58 Apply Puffins to any chords above or below fillers B - H 172 -200 F.- G 330 -672 at 24. OC unless shown otherwise above. B - D 630 -224 Wind Wind loads based on MWFRS with additional C&C member design Left end vertical exposed to wind pressure. Deflection meets L/360 Left cantilever is exposed to wind "WARNING" Please lhomughly review Me-A-1ROOF TRUSSES ('SELLER-), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER') ACKNOWLEDGMENT' foml. Verify design gamnstomand need notes on this Truss Design DmWng CMD) and the Anthony T. Tombo ill, P.E. Reference Sheet before use. UNe, uth-1, cute—rM Tnn gym. el. The t wNe Building Designer.in Ne cootW of the IRC, Ne IBC.looal building code eM WF1. Thee; and bmdM abet be the meponsibllity of the Building Deslgner and Contractor. All notes set out in (BSCI) Published by TPI and SBCA are referenced for general guldance. TPI-1 def es tha rasps e, unless othemIss defined by a contract agreed upon In writing by au parties invPNed. Tha Tlusa rvMIM1RMv-0MaIMunnmmnni W of .l RWTutees-A vT. Tmdne1.PE. ,ak. ROOF A-1 ROOF Anthony T. Tombo III, P.E. # 80083 ' 4451 St. Lucie Blvd. Fort Pierce. FL 34946 mao , yyc ury ny orn ucu m 75584 E05 JACK 1 1 12 5 p B 3X3 A 77 �4X4 N Tm =3X3 G E C v 1111.5X4 fV 1 H F D 1113X3lllava F'ni-d 1, 42 [- 1-3°8 -{ Loading Criteria ban Wind Criteria Code I Misc Criteria • TCLL: 20.00 Wind Std: ASCE 7-10 Cade: FBC 2017 RES TCDL: 10.00 Speed: 160 mph TPI Std: 2014 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes BCDL: 10.00 Risk Category: If FT/RT:10(0)/10(10) EXP: B Kzl: NA Plate Type(s): ' Des Ld: 40.00 Mean Height: 15.00 ft WAVE NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 ° MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W 1 2x4 SP #2: Purling In lieu of structure[ panels or rigid ceiling use puffins to laterally brace chards as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 13 0.00 0.85 BC 27 0.85 2.21 Apply puffins to any chords above or below fillers at 24° OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets 11360. Left cantilever Is exposed to wind 2'4°4 -- Def[ICSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.028 H 357 36i VERT(CL): 0.038 H 269 24i HORZ(LL):-0.232 B - - HORZ(TL): 0.259 B - - Creep Factor. 2.0 Max TC CSI: 0.098 Max BC CSI: 0.580 Max Web CSI: 0.942 Wgt: 25.2lbs VIEW Ver. 18.02.01A.0205.20 12469 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ I R- / Rh I Rw / U / RL F 154 1- /0 1302 /175 /146 C 1 I-34 1- 1201 /261 1- B 72 I- I• /40 /34 /- Wind reactions based on MWFRS F Brg Width =3.5 Min Req=1.5 C Brg Width=l.5 Min Req=- B Bing Width =1.5 Min Req= - Bearing F is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-B 28 -55 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens, Comp H-F 266 -125 E-C 155 -445 G-E 137 -402 F-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-G 85 -213 H-G 153 -60 A-C 522 -182 E-F 249 -669 "WARNING" Please thoroughly review Me-A-1ROOF TRUSSES (-SELLER°), GENERAL TERMS and CONDITIONS CUSTOMER(BUYER-)ACKNOWLEDGMENT" form. edrydesign pmsmetem and mad notes on this Truss Design crossing (TDD) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless othervilse stated on the TDD, only All lnnesor plates shall be used for Me TDD to be said. As a Truss Deslgo Engineering fe. Spesalty Engineer), Me seal on any TDD represents an acceptance of Me professional engineer nponslbllM for the design of the single Truss depicted on Me TDD only, under TPl-1. The design assumptions, loading conditions, suitability and use of this Tress for any Sending is Me ending Is the responsibility&Me Omen Me Owner's authorized agent Miles Bantling Designer, In Me contester"IRC; be IBC, local building code and TPN. Theapprovalefthe Rponsibiliry of the Owner, Me Owner's autlwrized agent ordle Building; Designers, Me contest of the IRC, Me IBC, [oral building code and TPI-1. The approval of the TDD and anygeld so of Me Truss, including handling, storige. Installation and boasts, shall be the mapmsibluty of the Building Designer and Contractor. Ailnotessetoat Me TDDand Mepmctirasant uldelines ofthe Building Component Safety thfonnallon(BSCt) published by TPI and SBCA are referenced for general guidance. Tol-1 defined the responsiblli0as and dufiesoftle Trues dingier, Truss Design Englneeread Tross ManWasurar, unless othensise damned by a Contras agreed upon In writing by all paNes Involved. The Truss Design Engineerns NOT the Bull eagner or Truss System Engineer of any building. AllraryNlluadlerm5areasdefnedh TPI-1. WM20feM Rid Th�cva¢-Mff—T.Tnrnhn a. PE. RxruMivN,u,NMk CM A,MPmlmm. urm KMw AtM�rwmil MA-1R Tn2 -MIMnv T.T=Mtll PE. A•1R F TR11556 Anthony T.Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Plerce. FL 34946 aov I buss FWSS Type City Ply 04/12/2019 2463 75584 HJ3 I HIP_ 12 11 T, �-- T10°10 -74 F-1.4°8--�---- 2710 12 C SEAT PLATE RED. Loading Criteria (cso Wind Criteria Code 1 Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code:FBC 2017 RES PP Deflection in too L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): NA Loc R+ / R- ! Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Varies by Ld C VERT(CL): NA BCDL: 10.00 Risk Category: It FT/RT:10(0)/10(10) HORZ(LL): 0.001 D - - E 169 1- /- I- /51 /- D 72I- EXP: B Kzt: NA Plate Type(s): Des Ld: 40.00 Mean Height: 15.00 ft WAVE HORZ(TL): 0.004 D - - C 44 /-1 I- /- /3 !- ton: TCDL: 5.0 psf Creep Factor. 2.0 Wind reactions based on MWFRS Load Du: Load Duration: 1.25 5.0 psf Max TC CSI: 0.118 E Big Width = 10.6 Min Req = 1.5 Sparing:24.0 ° MWFRS Parallel Dist: 0 to h/2 MWFBCDRS Max BC CSI: 0.000 D Big Width =1.5 Min Req = - C8C Dist a: ft Max Web CSI: 0.000 C Brg Width = 1.5 Min Req = - Loc. from dwall: NA Bearing E is a rigid surface. pI: 0.18 GCpi: 0.18 - Wg[: 19.616s Bearing E requires a seal plate. Wind Duration: 1.60 VIEW Ver. 18.02.01A.0205.20 Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Chords Tens. Comp. Top chord 2x4 SP#2 A-B 15 -6 B-C 12 -7 Bot chord 2x4 SP #2 :Lt Level Return 2x4 SP #3: Maximum Bot Chord Forces Per Ply (Ibs) Special Loads Chords Tens.Comp. --(Lumber Dur.Fac =1.25 /Plate Dur.Fac. 1.25) B-D 0 0 TC: From 0 pit at -1.97 to 61 pit at -0.09 TC: From 2 pit at .0.09 to 2 plf at 4.18 Maximum Web Forces Per Ply (Ibs) SC: From 2 plf at 0.00 to 2 pit at 4.18 Webs Tens.Comp. TC: -71b Cone. Load at 1.38 BC: 19 to Cone. Load at 1.38 A- E 0 0 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 48 0.15 4.18 Apply puriins to any chords above or below fillers at 24' OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Left bottom chord exposed to wind. -WARNING^ Please thamughly review Me 'A-1 ROOF TRUSSES ('SELLER'). GENERAL TERMS end CONOmONS CUSTOMER (-BUYER') ACKNOWLEDGMENT' form. Vadfy design parameters and read notes on this Truss Design Dr ang (rDD) and Me Anthony T. Tomho ill, P.E. Reference Sheet before use. Unless otherMse stated an the MD. only All wnnedorplatessbellbeusedfw Me TDDMbevalid. Asa Truss Design Engineedng(.e.SaedalWEnalneerl.Mesealonam TDO reoresenbt annmenrnn-nne>n...m.°I... 1 e.,,a..°va In Me mntert of the IRC, the IBC, local building wtle anc 4 the IRC, the IBC, local building code and TPI-1. The at he Building DesignerandContracmr. All notes set out in awwNtm Nm M0.1 RWTnawe_A hoc T.TnmM I, PE. d �A-f ROOF TRU55F9 Anthony T. Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 75584 HJ7 HIP_ yP- t2751 N b .7# 259# I-1'4.8---2715 73 # 2715----$ 2'9'10--1 SEAT PLATE no. I--1-10.10 D I 19# 102N 180# Loading Criteria (peq Wind Criteria Code / Mlsc Criteria De61CSl Criteria A Maximum Reactions (Ibs) - TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.033 F 999 360 Loc R+ / R- / Rh I Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Varies by Ld C @AI5RT(CL): 0.072 F 999 240 G 354 1- I- I- /171 /- BCDL: 10.00 Risk Category. If FT/RT:10(0)/10(10) HORZ(LL): 0.011 F - - E 417 1- 11 I- /179 11 EXP: B Kzt: NA Plate Type(s): - HORZ(TL): 0.025 F - - D 11 P /- /- 10 /- Des Ld: 40.00 Mean Height: 15.00 ft WAVE Creep Factor. 2.0 Wind reactions based on MWFRSNCB_ : 10.00 TCDL: 5.0 psf Max TC CSI: 0.293 G Erg Width = 10.6 Min Req = 1.5 Load 5.0 psf Load Duration:401.25 E Brg Width = 1.5 Min Req = - MWFBCDRS Spacing: 24.0 - MWFRS Parallel Dist: 0 to h/2 ng Max BC CSI: 0.551 D Erg Width = 1.5 Min Req = - C&CDist a: 3.00 ft Max Web CSI: 0.346 Bearing G is a rigid surface. Loc. from endwall: not In 4.50 Wgt: 42.0 Its Bearing G requires a seat plate. GCpi: 0.18 Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 VIEW Ver. 18.02.01A.0205.20 Chords Tens.Comp. Chords Tens. Comp. Lumber A - B 15 -6 C -. D 32 .72 Top chord 2x4 SP M-30 B - C 256 -559 Bet chord 2x4 SP 2400f-2.0E Webs 2x4 SP #3 ' :Lt Level Retum 2x4 SP #3: Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Special Loads -(Lumber Dur.Fac=1.25/Plate Dur.Fac=1.25) B-F 543 -237 F-E 1 -1 TC: From 0 pit at -1.97 to 61 plf at -0.09 TC: From 2 pit at -0.09 to 2 plf at 9.84 Maximum Web Forces Per Ply (Ibs) BC: From 2 pit at 0.00 to 2 pit at 9.84 Webs Tens.Comp. Webs Tens. Comp. TC: -7 lb Conc. Load at 1.38 TC: 138 lb Conc. Load at 4.21 A- G 0 0 C- F 264 -603 TC: 259 lb Conc. Load at 7.03 BC: 19 lb Conc. Load at 1.38 BC: 102lb Conc. Load at 4.21 BC: 180 lb Conc. Load at 7.03 Purllns 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 116 0.15 9.84 Apply purling, to any chords above or below fillers at 24' OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Left bottom chord exposed to wind. "WARNING" Pleasethordugblyrevi"Une-A-1 ROOFTRUSSES(-SELLER-), GENERALTERMS and CONDITIONS ITPI and SECAaerefarenced targeneralguidance. TPI-ldefisas Lineresponeibuitiesandduaee Jarred by a COMract agreed upon h uniting by all parses Involved. The Trues Design Engineer is I dermed in TPI-1. n MNury Wm.LrueluMM WIMd PywlX,m ewnrtcWn R Tn+cwn-AnIMnv T_TrvN RLRF. A04 A-1=OF TRU55® Anthony T. Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 75584 HJ7 Truss type HIP_ Wry 4 I 1y I U4/17r1U18 2488 Loading Criteria (pa0 TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 ° , i Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B IQC NA Mean Height: 15.00 fl TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0to h/2 C&C Dist a: 3.00 fl Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP M-30 Bot chord 2x4 SP 2400f-2.OE Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3: Special Loads -(Lumber Dur.Fac. 1.25I Plate Dur.Fac. 1.25) TC: From 0 pif at -1.97 to 61 plf at -0.09 TC: From 2 pit at -0.09 to 2 plf at 9.84 BC: From 2 plf at 0.00 to 2 plf at 9.84 TC: -7 lb Conc. Load at 1.38 TC: 138lb Conc. Load at 4.21 TC: 25916 Conc. Load at 7.03 BC: 19 lb Conc. Load at 1.38 BC: 102lb Conc. Load at 4.21 BC: 180 lb Conc. Load at 7.03 Purlins In lieu of structural panels or dgid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 116 0.15 9.84 Apply pudins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. "WARNING" Please thoroughly tevIm the'A.1 ROOF 725 -1'4"8---2'9"15 1-�j�-2'9"15 i 2510--{ 0 SEAT PLATE RED. 1'10'90 910"1 T r 1 19q 102# 180# Code I Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 2017 RES PP Deflection In loc L/defl L 1# Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.033 F 999 360 Loc R+ / R- / Rh / Rw / U ! RL Rep Factors Used: Varies by Ld C stRT(CL): 0.072 F 999 240 G 354 !- /- /- /105 F FT/RT:10(0)/10(10) HORZ(LL): 0.011 F - . E 417 /- /1 /- /67 10 Plate Type(s): HORZ(TL): 0.025 F - - D 11 /- /- /- /11 !- WAVE Creep Factor.. 2.0 Wind reactions based on MWFRS Max TC CSI: 0.293 G Brg Width =10.6 Min Req =1.5 Max BC CSI: 0.551 E Brg Width = 1.5 Min Req = - Max Web CSI: 0.346 D Brg Width = 1.5 Min Req = - Bearing G is a rigid surface. Wgt: 42.O Ibs Bearing G requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) VIEW Ver. 18.02.01A.0205.20 Chords Tens.Comp. Chords Tens. Comp. A-B 15 -6 C-D 30 -72 B - C 199 -559 Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-F 543 -173 F-E 1 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-G 0 0 C-F 197 -603 GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER') ACKNOWLEDGMENT form. cony T.Tomlvlll. P.E. Reference Sheet before use. Unless dtr.n os stated on the TOO. nnly Aft treterenmmi5 arorgenerel9vaar. tPdefinestherespoaWHIesanddunes tct agreed upon In venting by all parries involved. The Truss Design Engineer Is f hnn I Wo-A tMw MTJceiM MM1 RWTn--AnUu T. T. In F.E. �pA"1 RGGF 6TRr155Ea Anthony T. Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 aou I fuss I I miss I ypu ury I rry 75584 HJ7C HIP_ 1 1 uef lulu Is 2472 -7N} 3W VeS-t--2'9'15 1�2'9'15t-29'10-� E SEATPLAT no. j airl 4 19p 1e2$ i lim Loading Criteria (PaD Wind Criteria Code I Mlsc Criteria Deb/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc Udell L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.222 J 523 360 Loc R+ / R- ! Rh l Rw l U I RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Varies by Ld C FART(CL): 0.452 J 257 240 K 349 A /- /- /105 I- BCDL: 10.00 Risk Category: ll FT/RT:10(0u10(10) HORZ(LL): 0.077 G - - F 472 /- !- /- /95 /- EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.156 ,G - - E - /-55 /- /17 1- Des Ld: 40.00 Mean Height: 15.00 ft WAVE Creep 20. based on MWFRS WindreactionsWidth NCBCLL: 10.00 7CDL:.5.0 psf Max TC CSI: 0.598 CSI: K Brg Width = 1.5 Min Req = 1.5 Load Duration: 1.25 BCDL: 5.0 psf F Brg Width 1.5 Min Req = - Spacing: 24.0 ° MWFRS Parallel Dist: 0 to h/2 Max BC CSI: 0.262 E Brit Width = 1.5 Min Req = - C8C Dist a: 3.00 ft Max Web CSI: 0.452 Bearing K is a rigid surface. Loc. from endwall: NA Wgb 47.6 lbs Bearing.K requires a seat plate. GCpi: 0.18 Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 VIEW Ver. 18.02.01 A.0205.20 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 15 -6 C-D 214 -1060 Top chrd2x4ord 2x4 SP240ff2.0E B-C 72 -248 D-E 5 -20 Bot chord 2x4 SP 2400i-2.OE Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3: Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Special Loads -(Lumber Dur.Fac=1.25/Plate Dur.Fac=1.25) B-I 155 -42 H-G 1025 -206 TC: From 0 plf at -1.97 to 61 plf at -0.09 C - J 895 .161 G - F 0 0 TC: From 2 plf at -0.09 to 2 plf at 9.84 J - H 1041 -204 BC: From 2 plf at 0.00 to 2 plf at 9.84 TC: -7 lb Cone. Load at 1.38 Maximum Web Forces Per Ply (Ibs) TC: 138lb Cone. Load at 4.21 Webs Tens.Comp. Webs Tens. Comp. TC: 304lb Cone. Load at 7.03 BC: 19 Ib Cone. Load at 1.38 A - K 0 0 H - D 207 0 BC: 102 lb Cone. Load at 4.21 J-1 154 0 D-G 228 -1132 BC: 118lb Cone. Load at 7.03 Plating Notes All plates are 1.5X4(R) except as noted. Purling 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 51 0.15 4.27 BC 80 4.27 9.84 Apply pudins to any chords above or below fillers at 24° OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. -WARNING- Please tomughiy review to-A-1ROOF TRUSSES(°SELLER-), GENERAL TERMS and CONDITIONS CUSTOMER('SUVERI ACKNOWLEDGMENT" form. 'enfydesign parameters and read notes on tis Truss Design DmvAng (MD) and the Antony T. Tombs III, P.E. Reference Sheet before use. Unless oteiufse stated on the MD. only All onneporplates shan be used lame TDO to be valid As a Truss Design Engine Bing (Le. Spedaly Engineer), to seal on any Too represents an a uxplance of to professional engineen nponsibliity for to design of to single Truss depicted on the Too only, undefTKI. The design assumptions, loading conditions, suitability and use of Ws Tmss forany Building b to Ix mmeihXM vMIwXIMxnXnn n,1mMVM MM1 RmlTmcem-Anll.T.Tryn III. PE A-1 ROOF T1USSE9 Anthony T. Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce, FL 34946 75584 u uss J3 I russ type EJAC Cry Ply 4 1 1 04/12/2019 2475 Loading Criteria (psq TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " I 12 1.5X4(R), Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzh NA Mean Height: 15.00 it TCDL: 5.0 pad BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 it 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 :Lt Level Return 2x4 SP #3: Purllns In lieu of structural panels or rigid ceiling use purling to laterally brace chords as follows: Chord Spacing(in oc) Starl(ft) End(ft) BC 34 0.15 3.00 Apply purling to any chords above or below fillers at 24" OC unless shown otherwise above. SEAT PLATE REQ. ---1'4" Code I Mlsc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(Ov10(10) Plate Type(s): WAVE Wind Wind loads based on MWFRS with additional CSC member design. Left bottom chord exposed to wind. —WARNING" Please thoroughly review the"A-1 ROOF TRUSSES arify design parameters and read notes on this Tmss Design Drawinq fill[ C 3' --{ DeflICSI Criteria PP Deflection In loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 D - - HORZ(TL): 0.002 D - - Creep Factor. 2.0 Max TC CSI: 0.122 Max BC CSI: 0.084 Max Web CSI: 0.000 Wgt 14.0 Ibs VIEW Ver. 18.02.01A.0205.20 T a- ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Lac R+ / R. / Rh / Rw I U I RL B 211 /- /- /179 159 158 D 51 /- /- /63 124 /- C 70 /- /- /41 /33 !- Wind reactions based on MWFRS B Brg Width =8.0 Min Req=1.5 D Brg Width =1.5 Min Req=- C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Camp. A-B 25 0 B-C 27 -55 Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-E 0 0 RAL TERMS and CONDITIONS CUSTOMER ('BUYER-) ACMOWLEOGMENT" form. Tombo III, P.E. Reference Sheet before use. UNess glheiwise stated cn Ne TOD. only Ah by TPI and SBDABrereterencedlorgenerel guidance. TP6l dermes Ne responsallitles and duties ofaleT se defined by a Contract agreed upon in wddng by all parties involved. The Truss Design Engineer is NOT Ne as dermed in TPM. •dmumnt in nrVI tnMNXM WX sIMunXM memLceW, 041 Rool`r —AnaunvT. TmmM In. P.E. -9 A-1 ROOF iR055E5 Anthony T. Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Jab Truss Truss Type Dty Ply 04/12r1019 1,2462 75584 J7 EJAC 41 1 e C SEAT PLATE REC. �-- 1'4" 7' Loading Criteria (paq Wind Criteria Code / Mist; Criteria Deg/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc Udell L1# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): NA Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): NA B 364 /- /- /241 /54 /119 BCDL: 10.00 Risk Category: II FT/RT:10(Oy10(10) HORZ(LL): 0.016 D - - D 129 /- /-R3 /- /- EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.031 D - - C 188 /• /- /106 /89 /- Des Ld: 40.00 Mean Height: 15.00 It WAVE Creep Factor. 2.0 Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 5.0 psf Maz TC CSI: 0.721 B Brg Width = Min Req = 1.5 Load Duration: 1.25 BCDL: 5.0 psf Max BC CSI: 0.514 D Brg Width = . Min Req = - 1.5 Spacing: 24.0' MWFRS Parallel Dist: h/2 to h Brg Width =1.5 Min Req= - C&C Dist a: 3.00 It Max Web CSI: 0.000 Bearing B is a rigid surface. Loc. from endwall: not in 4.50 Wgt: 26.6Ibs Bearing B requires a seat plate. GCpI: 0.18 Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 VIEW Ver. 18.02.01A.0205.20 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 25 0 B-C 72 -111 Top chord 2x4 SP #2 But chord 2x4 SP #2 :Lt Level Return 2x4 SP #3: Maximum Sot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Purilns B - D 0 0 In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) Maximum Web Forces Per Ply (Ibs) SC 75 0.15 7.00 Webs Tens.Comp. Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. A - E 0 0 Wind Wind loads based on MWFRS with additional C&C member design —WARNING** Please Momughly review the -A-1 ROOF TRUSSES( -SELLER•), GENERAL TERMS and CONDITIONS CUSTOMER('BUYER•) ACKNOWLEOGMENP fori y mrs design paraeteand read rotes on Mk Tuss Design Drawing(MO) and the Amhorry m T. Tabo III, P.E. Refree ry eSheet before use. Unless olheAse stated on Me To ody Pll oMdor olaies shall he used for Me Too to Na void. As a Truss Deslan Enolneedne ri.e. SoadaM Endneerl. Me seal on anv Too reorasents an arce eolaof the omfesslonal eneineetl I. RWTn.-snft'v T.Tn III. PE. s 'A10A4 n F 1rmU9uea Anthony T. Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job Truss Truss T� e O PI 04/12/2019 75584 RC EJACI4 Iy 1I 248s Loading Criteria (t,eq TCLL: 20.00 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 REG. �-- 1'4°---1-- 2'8° Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt NA Mean Height: 15.00 ft TCDL: 5.0 psf BCDL: 5.0 pat MWFRS Parallel Dist' h/2 to h C&C Dist a: 3.00 It Loc. from endwall: not in 4.50 GCpI: 0.18 Wind Duration: 1.60 Top chord 2x4 SP 2400f-2.0E Bot chord 2x4 SP 24001-2.0E Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3: Purlins In lieu of structural panels or rigid Ceiling use pudlns to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 30 0.15 2.24 BC 56 2.24 6.88 Apply pudins to any chords above or below fillers at 24" OC unless shown otherwise above. Code I Misc Criteria Code: FBC 2017 RES TPI Sid: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Wind Wind loads based on MWFRS with additional C&C member design. -WARNING- Please ihomughy review Me -A-1 7' Defl/CSI Criteria PP Deflection In loc Udefl L/# VERT(LL): 0.152 G 541 36 VERT(CL): 0.278 G 296 24 HORZ(LL): 0.044 F - - HORZ(TL): 0.086 F - - Creep Factor. 2.0 Max TC CSI: 0.337 Max BC CSI: 0.137 Max Web CSI: 0.114 Wgt: 32.2 Ibs VIEW Ver. 18.02.01A.0205.20 E ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ - /R- /Rh /Rw /U /RL 8 359 /- /- /238 /53 /119 F 322 /- !- /2.12 /83 1- E - /-44 /- /8 /29 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 F Brg Width = 1.5 Min Req = - E Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) A-B 25 0 C-D 126 -284 B-C 6 -128 D-E 6 -55 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B- G 0 0 C- F 283 -246 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-H 0 0 D-F 348 -394 GENERAL TERMS and CONDITIONS CUSTOMER (BUYER') ACKNOWLEDGMENT form. my T. Tambo ill, P.E. Referenm Sheet before use. Unlese olhewlee slated on the MD. only All b�wn-1 Na h-rw,micNm NA.1RMT--MAnnvT.T.III.P E. -4 ',04A-1 ROOF 6^1TU155E5 Anthony T•Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job Truss Truss Type City Ply 0411212019 �, 537 75584 RL I EJAC 11 I 1 C SEAT PLATE REQ. � -- 1-4- + T in a h m io Loading Criteria (psq Wind Criteria Code / Misc Criteria De111CS1 Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Sid: 2014 VERT(LL): NA Loc R+ I R- / Rh / Rw / U I RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): NA B 364 /- /- /314 /86 /119 BCDL: 10.00 Risk Category: II FT/RT:10(0y10(10) HORZ(LL): 0.016 D - - D 129 A A /164 /65 I- EXP: B Kzt: NA Des Ld: 40.00 Plate Type(s): HORZ(TL): 0.031 D - - C 188 A A /114 /86 /- Mean Height: 15.00 ft WAVENCB Creep Factor. 2.0 Wind reactions based on MWFRS ton: BCDL: 5.0 psf Max TC CSI: 0.721 B Brg Width = 8.0 Min Req = 1.5 Load Du: Load Duration: 1.25 BCDL: 5.0 psf D Brg Width = 1.5 Min Req = - Spacing:24.0'° MWFRS Parallel Dist h/2 to h Max BC CSI: 0.588C Brg Width = 1.5 Min Req = - - C&C Dist a: It Max Web CSI: 0.000 000 Bearing B is a rigid surface. Loc. from endwadwall: not in 4.50 Wgt: 26.6 lbs Bearing B requires a seat plate. GCpl: 0.18 Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 VIEW Ver. 18.02.01A.0205.20 Chords Tens.Comp. Chords Tens. Comp. Lumber Top Chord 2x4 SP#2 A-B 25 0 B-C 72 -123 Bot chord 2x4 SP #2 :Lt Level Return 2x4 SP #3: Maximum got Chord Forces Per Ply (Ibs) Chords Tens.Comp. Purling In lieu of structural panels or rigid ceiling use pudins B-D 0 0 to laterally brace chords as follows: Chord Spacing(in oc) Starl(ft) End(ft) Maximum Web Forces Per Ply (Ibs) Sc 75 0.15 7.00 Webs Tens.Comp. ' Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. A- E 0 0 Wind Wind loads based on MWFRS with additional C&C member design Left bottom chord exposed to wind. "WARNING" Please thoroughly review Me-A-1ROOF TRUSSES('SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER CB OVER-) ACKNOWLEDGMENT' form. oNenadse slated an Ne TDO. onIy Np .plane of Ne professional engineed of this Truss forany Building a to end TPl-1. Theepprovalofare le approval of fha TDD end any field a in Na Too and the inae loes and asponsibtlmes and dudes oflhe Truss russ Design Engineer is NOT the Built -Anauvn T. TrvnM III. RE ®A-111DUF TRU55E9 Anthony T.Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce, FL 34946 JVV 75584 Loading Criteria (paq TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 ° I Miss I cuss l ype L01 I HIPM T, Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: ll EXP: B Kzt: NA Mean Height: 15.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 it 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 Webs 2x4 SP #3 :Lt Level Return 2x4 SP 43: Special Loads -(Lumber Dur.Fac =1.25 / Plate Dur.Fac=1.25) TC: From 62 plf at -1.45 to 62 plf at 9.00 BC: From 20 plf at 0.00 to 20 plf at 9.00 TC: 199lb Conc. Load at 7.03 BC: 546 lb Conc. Load at 7.03 Purlins In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 7.00 9.00 BC 75 0.15 9.00 Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Left bottom chord exposed to wind. SFATPiAmmo. 1--1<•--1 Code / Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)/10(10) Plate Type(s): WAVE "WARNING" Please alaroughly review lhe'A.1 ROOF TRUSSES ('BE Vedy tlesign raremeters and reatl notes on tots Twss Design Draw,nu RDD) and City Pry 04/12/2019 1 1 low ®sxn T I l DeB/CSI Criteria PP Deflection in loc L/defl L#! VERT(LL): 0.020 F 999 361 I@tRT(CL): 0.040 F 999 24( HORZ(LL): 0.010 F - - HORZ(TL): 0.020 F - - Creep Factor. 2.0 Max TC GSI: 0.626 Max BC CSI: 0.733 Max Web CSI: 0.469 Wgt: 46.2 Ibs VIEW Ver. 18.02.01 A.0205.20 2754 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- !Rh !RW /U /RL B 610 I- /- /- /179 1- E 936 /- A A 1328 !- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E Brg Width=- Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 25 -11 C-D 202 -616 B - C 266 -767 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-F 644 -216 F-E 0 -1 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-G 0 0 F-D 1231 -404 C - F 139 -297 D - E 345 -1040 TERMS and CONDITIONS CUSTOMER ('BUYER-) ACKNOWLEDGMENT' farm. W iti, P.E.RMerenm Sheetbeforeuse.Ud..th,rv.s tatedonthe TDD,only VI :ngineen; the seal on.WTDD reoresen5 an amcntanm of mw nmfxelnnal nnnlnoorl a Con nxI agreed upon In valdng by at ponies ImWvad. The Tmss Design Ea ineer is r TI.i. ,mlmm. k rvMpHM uinw,l puiwlrtwl,wmicWn MA.1 RMTn,ww _MHwrvT.TrvnM III.O e `A-1 ROOF aTRusaeS Anthony T•Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 aoo 75584 I ruse Iruss type L02 I MONO l 11y I Donzlzu1a #.2559 u. v Loading Criteria (,q TCLL: 20.00 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 REO. 1'4' Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: It EXP: B Kzt NA Mean Height: 15.00 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 Top chord 20 SP 2400F2.OE Bot chord 2x4 SP 24001-2.0E Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3: Purlins In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.15 - 9.00 Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. Hangers I Ties (J) Hanger Support Required, by others Code I Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(Op10(10) Plate Type(s): WAVE Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Left bottom chord exposed to wind. 9' Defl/CSI Criteria PP Deflection in loc Udefl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.022 D - - HORZ(TL): 0.044 D - - Creep Factor. 2.0 Max TC CSI: 0.536 Max BC CSI: 0.476 Max Web CSI: 0.405 Wgt: 37.8 Ibs VIEW Ver. 18.02.01A.0205.20 r i 1 i 1 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ IR- /Rh /Rw /U /RL B 445 /- /- /385 /101 /149 D 356 I- I- 1314 /81 /- Wind reactions based on MWFRS B Big Width = 8.0 Min Req = 1.5 D Brg Width = - Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 25 0 B-C 57 -142 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 38 -42 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-E 0 0 C-D 248 -246 -WARNING- Please Morcughty reNew Me-A-1ROOF TRUSSES('SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER('aUNEW) ACMOWLEOGMENP to=. 'edty design peameters and read notes on this Truss Design 13 l ng (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the MD, only All ]armed W a DenbaG agreed upon N w+iWg by all paNes Involved. The Truss Design Englnearle r defined In TPl-1. vmun. In vf—LrmNMMu n IMunMnmmNrtwt&Al RiWT—c —Mtivnv T:TllmM1n III. PE. LMA-1 ROOF �Tw$5rs Anthony T•Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job 75384 I nlss L03 Truss Type Qty Ply SPEC 17 11 04/1212019 2526 Loading Criteria (esq TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0' z Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk. Category: II EXP: B Kzt NA Mean Height: 15.00 it TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 it 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 :Rt Bearing Leg 2x4 SP #3: :Lt Level Return 2x4 SP #3: Plating Notes (++) - This plate works for both joints covered. Purlins In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 85 0.15 7.21 Apply pudins to any chords above or below fillers at 24' CC unless shown otherwise above. T9'8 —� SEAT PLATE REO. SEAT PLATE REQ. T9'8 7'2'8 , 7' I Code / Mist; Criteria Code: FBC 2017 RES TPI Sid: 2014 Rep Factors Used: Yes DeflICSI Criteria PP Deflection in too L/defl L/#. VERT(LL): 0.026 E 999 360 VERT(CL): 0.051 E 999 240 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / RW I U / R. B 378 /- /- 1327 188 /1311 FT/RT:10(0)/10(10) HORZ(LL): 0.013 E - - D 313 /- /- /267 172 /- Plate Type(s): HORZ(TL): 0.026 E - - Wind reactions based on MWFRS WAVE Creep Factor. 2.0 B Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.576 D Brg Width = 6.5 Min Req = 6.5 Max BC CSI: 0.609 Bearings B & D are a rigid surface. Max Web CSI: 0.932 Bearings B & D require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Wgt: 37.8 lbs Chords Tens.Comp. Chords Tens. Comp. VIEWVer. 18.02.01A.0205.20 A-B 25 0 B-C 27 -163 Wind Wind loads based on MWFRS with additional C&C member design. Left bottom chord exposed to wind. "WARNING" Please toreughly eMmthe-A-1 ROOF TRUSSES er the Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-E 86 -89 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-F 0 0 D-C 510 .469 D-E 175 -205 C-D 948 -987 TERMS and CONDITIONS CUSTOMER ('BUYER') ACKNOWLEDGMENT- form. Will. P.E. Referenw Sheet before use. Unless nffi m cTMM nn thn Tnn. nnly At, RMT—MM VT. Tm III. P.E. any field +fie �gA-1 flnaF �TRD55t3 Anthony T:T-ombo , P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job Truss 75584 I VM02 Truss Type VAL City I ,(y 104/1212019 4,?472 Loading Criteria (p o Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 , TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: B Kzt: NA Des Ld: 40.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL; 5.0 psf Load Duration: 1.25 BCDL: 5.0 psi Spacing: 24.0 ° MWFRS Parallel Dist: h to 2h 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 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 24 0.00 2.00 Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. 8116 +-- 1'3"11 -- 12 5 I - 2- Code / Misc Criteria Code: FBC 2017 RES TPI Bid: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. DeflICSI Criteria PP Deflection in loc Udefl L#i VERT(LL): 0.004 B 999 360 VERT(CL): 0.008 B 999 240 ♦ Maximum Reactions (Ibs), or'=PLF Gravity Non -Gravity Loc R+ I R- 1 Rh / Rw I U / RL D° 81 I- I- I40 I- f7 HORZ(LL): 0.001 B - - Wind reactions based on MWFRS HORZ(TL): 0.002 B - - D Brg Width = 24.0 Min Req = - Creep Factor. 2.0 Bearing A is a rigid surface. Max TC CSI: 0.029 Maximum Top Chord Forces Per Ply (Ibs) Max BC CSI: 0.082 Chords Tens.Comp. Max Web CSI: 0.000 A-B 0 -15 Wgt: 5.6 Ibs Maximum Bat Chord Forces Per Ply (Ibs) I VIEW Ver. 18.02.01A.0205.20 Chords Tens.Comp. A-C 44 -5 "WARNING" Please thoroughly review the-A-1ROOF TRUSSES (-SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER') ACKNOWLEDGMENT' forte. Verity design parameters and read notes on this Truss Design DreWng Crop) and the Anthony T. Tombo ill, P.E. Reference Sheet before use. Unless othenmiss stated on Me TOO, only Ali connector plates shall be used forthe TDD to be valid. Asa Truss Design Engllreering o.e. Spedalty Engineer), Me seal on airy TDD represents an acwpmnw of Me pmfessional engineers Rm Tnavt°-Ann—T Tm,MI11.PE. L"A-1 ROOF �TRu$Sraz Anthony T. Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job TRISs 75584 VM04 Truss Type VAL 2 I Ply 104/12/2019 2464 Loading Criteria ns0 Wind Criteria TCLL: 20.00 Wind Std: ASCE7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: ll EXP: B Kzt: NA Des Ld: 40.00 Mean Height: 18.10 it NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " MWFRS Parallel Dist: IT to 2h C&C Dist a: 3.00 If Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP 43 Puriins In lieu of structural panels or rigid ceiling use purilns to laterally brace chords as follows: Chord Spacing(In oc) Start(ft) End(ft) BC 48 0.00 4.00 Apply pudlns to any chords above or below fillers at 24" OC unless shown otherwise above. r 8*6 "{' 3'3"11 —� 12 R ii 4' 11- 3!8n8 'P" Code / Misc Criteria Code: FBC 2017 RES TPI Sid: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. T m 1 DeflICSI Criteria PP Deflection in loc Udell L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.003 C - - HORZ(TL): 0.006 C - - Creep Factor: 2.0 Max TC CSI: 0.187 Max BC CSI: 0.152 Max Web CSI: 0.067 Wgt: 14.0 Ibs VIEW Ver. If "WARNING" Please thoroughly mM GENERAL TERMS ROOF TRUSSES CSELLER'). GENERTERMS and CONDITIONS CUSTOMER Ve}I/y dna pa211191am and lead noses on dlis Tmos Deslnn DmWna TODl and Ilan M1Mnv T Tmnhn 10. P F. Rerernma ShoM hnrnm — I I Designer TPI ♦ Maximum Reactions (Ibs), or •=PLF Gravity Non -Gravity Loc R+ / R- I Rh l Rw / U I RL D• 81 !- /- 146 13 /9 Wind reactions based on MWFRS D Brg Width =48.0 Min Req=- Bearing A Is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-B 27 -50 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-C 103 -8 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. B-C 127 -99 adding.M apaialized terms are as darted in TPI-I. - - - - r.TnonMIsPE.Rxv ,i of M'w tlmmnnl_ N anvm hn ,I,MVN dIMw mmm nn NA-1 RnnTne—s- ANMnv T. TrvnM 111. P E, A•1 ROOF TRU55E5 Anthony T. Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job 75584 Loading Criteria (Issp TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0" Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Trusts Truss Type VM06 VAL Wind Criteria Wind Std: ASCE 7.10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kri: NA Mean Height: 15.00 it TCDL: 5.0 psf BCDL: 5.0 psi MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 GCpI: 0.18 Wind Duration: 1.60 Purllns In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 72 0.00 6.00 Apply pudins to any chords above or below fillers at 24" OC unless shown otherwise above. Uty Ply U4/12/2U19 2 1 5'3"11 —{ R 1 6'-- �{ 1 5'8"8 ""I Code / Mlsc Criteria ,Code: FBC 2017 RES TPI Still: 2014 Rep Factors Used: Yes FT/RT:10(Ov10(10) Plate Type(s): WAVE Wind Wind loads based on MWFRS with additional C&C member design. Right and vertical not exposed to wind pressure. Additional Notes See STD DETAILS for valley details. -WARNING-- Please thoroughly review the -A-1 hlIN lesion aanvnet. and read notes an this Truss Di DefUCSI Criteria PP Deflection in Joe Udefl L#t VERT(LL): NA VERT(CL): NA HORZ(LL): 0.010 C - - HORZ(TL): 0.020 C - Creep Factor: 2.0 Max TC CSI: 0.443 Max BC CSI: 0.402 Max Web CSI: 0.157 Wgt: 19.6 Ibs VIEW Ver. 18.02.01A.0205.20 r E 1 .,2465 ♦ Maximum Reactions (Ibs), or a=PLF Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL D" 81 I- /- /48 /3 /10 Wind reactions based on MWFRS D Brg Width = 72.0 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-B 35 -75 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-C 136 -12 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. B-C 191 -153 RAL TERMS and CONDITIONS CUSTOMER ('BUYER') ACKNOWLEDGMENT (oral. Tonn w III, P.E. Reference Sheet lesions use. Unless otherwise stated on the Too. oNy Mr parties Involved. The Twss Design Engineer is I ss M11R Tn"—M T.Tm III. PE. 4EA-rR F ®wT USSER Anthony T•Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job 75584 Loading Criteria (pep TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 1 was VM07 Truss Type qry I Ply 04/12/2019 VAL 1 1 7'0"9 --� i 5'10.4 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 15.00 it TCDL: 5.0 psf BCDL: 5.0 pat MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 it Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Purlins In lieu of structural panels or rigid ceiling use puffins to laterally brace chords as follows: Chord Spacing(In DO) Start(ft) End(fl) BC 75 0.00 7.74 Apply pudins to any chords above or below fillers at 24" OC unless shown otherwise above. Code I MIscCriteria Code:FBC 2017 RES TPI Sid: 2014 Rep Factors Used: Yes FT/RT:10(0Y10(10) Plate Type(s): WAVE Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Additional Notes See STD DETAILS for valley details. 1,10"10 --- Defl/CSI Criteria PP Deflection In too L/defl L/# VERT(LL): 0.029 E 999 36( VERT(CL): 0.060 E 999 24( HORZ(LL): 0.007 E - - HORZ(TL): 0.013 E - - Creep Factor. 2.0 Max TC CSI: 0.387 Max BC CSI: 0.287 Max Web CSI: 0.089 Wgt: 29.4 Ibs VIEW Ver. 18 t 1 2466 ♦ Maximum Reactions (Ibs), or •=PLF Gravity Non -Gravity Loc R+ / R- / Rh l Rw l U I RL F• 82 /- /- 149 /13 114 Wind reactions based on MWFRS F Brg Width = 92.9 Min Rest = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 65 -142 B-C 12 -53 Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-E 179 -28 E-D 186 -31 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B - E 300 -328 C - D 33 -33 -WARNING- Please thonoughy review the -A-1 ROOF TRUSSES(°SELLER-), GENERAL TERMS and CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGMENT -(earn. edfy design parameters and read notes on this Truss Design Dhming (IDO) and the Anthony T. Tombo 111, P.E. Reference Sheet before use. Unless ofhervAse stated on the TDD, only All onnectorplates shall be used forihe MD to be valid As a Truss Design Eng1maileg(i.e. Spedaly Erginew), the seal oa any TOO represents an acceptance of the pmfassional engineer ns nslbilityfwthedesignofthesingle TmwdepictedongoTODonly,under TPF1.Thetleslgnaesumptlons.lp ingmndNons, sultelity and use ofthis Truss fnr env Rilldlnn in tie tsibmryofthe Bultling Designerand Conb dw. Allnotessetoutinthe TDDandthepmdiceaand BCA are rece refendfwgenemlguidance. TPI-1 tlefines the responsORues antl Julies of the Tmss a Cmnd agreed upon in wmdng by all pelves Invoked. The Tmss Design Engineeris NOT the Bus 91-0. mvlmm.4 rvNvbNM Wltw,l IM wino, mmJaWn NA.t RMTucvA _MynnvT TnmM III. RE 6 A-1=USSOF M flbnR u,m.awaum. Anthony T. Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job 75584 I russ VM08 l russ type VAL ury ely 1 1 U4f1zrzUta 2467 1 8.6+ T3°11 8' i 5'10°4- 1 21°12 —,-� F Loading Criteria lase Wind Criteria Code / Mlsc Criteria Do81CS1 Criteria ♦ Maximum Reactions (Ibs), or •-PLF TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PO DeOection In loc L/de9 L## Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph TPI Sid: 2014 VERT(LL): 0.030 E 999 360 Loc R+ / R- I Rh / Rw / U I RL F' 82 /- A AS /5 110 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.060 E 999 240 BCDL: 10.00 Risk Category: II FT/RTAO(0Y10(10) HORZ(LL): 0.007 E - . Wind reactions based on MWFRS EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.013 E - . F Brg Width = 96.0 Min Req = - Des Ld: 40.00 Mean Height: 17.26 it WAVE Creep Factor. 2.0 Bearin A is a rigid g NCBCLL: 10.00 TCDL: 5.0 psi Max TC CSI: 0.384 Chord rd For. Maximum Top Chord Farces Per Ply (Ibs) Load Duration: 1.25 BCDL: 5.0 psi Max BC CSI: 0.283 Chords Tens.Comp. Chords Tens. Comp. Spacing: 24.0 ° MWFRS Parallel Dist: h to 2h A - B 65 .147 B - C 5 -52 C&C Dist a: 3.00It Max Web CSI: 0.087 Loc. from endwall: not in 9.00 Wgt: 29.4 Ibs GCpi: 0.18 Maximum Bat Chord Forces Per Ply (Ibs) Wind Duration: 1.60 VIEW Ver. 18.02.01A.0205.20 Chords Tens.Corl Chords Tens. Comp. Lumber A-E 183 -27 E-D 190 -31 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 . Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. Purlins B-E 291 -324 C-D 38 -16 In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 8.00 Apply pudins 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 and vertical not exposed to wind pressure. Additional Notes See STD DETAILS for valley details. "WARNING" Please thoroughly review to -A-1 ROOF TRUSSES Me Ws shall be uaed forthe Too to forthe deslon of Me slnale Tms GENERAL TERMS and CONDITIONS CUSTOMER cony T. ToraW 111. P.E. Reference Sheet before use. U . Soedalb, Enaineefl. Me seal on env TDO moresents. use TPI-1. tl a MID AM1 RmlTn�-AmmnVT.Tn MITI. PE. foam. w my Alpin IineMin A-1 HDDF he TRU55E9 to sale Anthony T•Tombo III, P.E. Truss # 80083 a Bwdl 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job 75n4 Truss VM10 Truss Type VAL Oty Ply 1 1 1 04/12/2019 2468 Loading Criteria (asp TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0' Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 0 6 1 9711 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 16.85 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 it Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Purlins In lieu of stmctural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 10.00 Apply puriins to any chords above or below fillers at 24' CC unless shown otherwise above. Code I Misc Criteria Code:FBC 2017 RES TPI Sid: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Additional Notes See STD DETAILS for valley details. "WARNING" Please thoroughly review -A-1 only design parenreters and read notes on Nis Tmss DI onnedor Plates shag be used fa Ne MD to be valid. A 10, 41'12 De01CSl Criteria PP Deflection in loc L/defi L/# VERT(LL): 0.029 E 999 36( VERT(CL): 0.059 E 999 24( HORZ(LL): 0.006 E - - HORZ(TL): 0.013 E - - Creep Factor. 2.0 Max TC CSI: 0.434 Max BC CSI: 0.300 Max Web CSI: 0.085 ♦ Maximum Reactions (Ibs), or'=PLF Gravity Non -Gravity Loc R+ IR- /Rh /Rw /U /RL F' 82 /- /- /49 /5 /11 Wind reactions based on MWFRS F Brg Width = 120 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chards Tens.Comp. Chords Tens. Comp. A-B 63 -185 B-C 31 -65 Wgt: 39.2 Ibs Maximum Chord Forces Per Pie VIEW Ver. 18.02.01A.0205.20 Chards Tens.Comp. Chords Tens. Comp. A-E 214 -34 E-D 221 -38 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B-E 284 -354 C-D 127 -83 GENERAL TERMS and CONDmONS CUSTOMER ("BUYER') ACKNOWLEDGMENT' form. lorry T. Tambo III, P.E. R derenm Sheet before use. Unless aNenvlso stated on Memo. I'm, . Specialty Engineer), Me seal on any TDD represents an acceptance ofire, pranessional engina.d design assumptions, loading mndMo .. suitability and use of Ws Tmss for env Bugdino la me raaMeeauponlnwngngbyagpadiesinval . The Truss Design Ergareerisf 4, renhihltwl WXW,Itlw wiXpn m,nih NnNMI Rmu Tnlw -Ane nvT. Tn nn u. PE A ,d,OLA-1 ROOF Imius5E5 Anthony T.Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job Truss Truss Type Dry I Ply 04/12/2019 2469 75584 VM12 VAL 1 1 I ! i 10'1'9 55x6 111.5X4 C D �— 5'10'4 6'1'12 �( Loading Criteria(csp Wind Criteria TCLL: 20.00 Wind Sld: ASCE 7-10 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: B Kzt: NA Des Ld: 40.00 Mean Height: 16.18 it NCBCLL; 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 ° MWFRS Parallel Dist:'h to 2h 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 42 Sot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 10.82 12.00 BC 75 0.00 12.00 Apply pudins to any chords above or below fillers at 24° CC unless shown otherwise above. Code I Mlsc Criteria Code:FBC 2017 RES TPI Sid: 2014 Rep Factors Used: Yes FT/RT:10(0)110(10) Plate Type(s): WAVE Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Additional Notes See STD DETAILS for valley details. De01CSl Criteria PP Deflection in loc L/defl L#1 VERT(LL): 0.053 C 999 36i VERT(CL): 0.109 C 999 24i HORZ(LL): 0.018 C - - HORZ(TL): 0.037 C - - Creep Factor. 2.0 Max TC CSI: 0.697 Max BC CSI: 0.413 Max Web CSI: 0.108 Wgt 44.8 Ibs VIEW Ver. 18.02.01A.0205.20 ♦ Maximum Reactions (Ibs), or'=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U I RL G' 82 /- 1- 149 /6 /9 Wind reactions based on MWFRS G Brg Width = 144 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 69 -206 C-D 1 -1 B-C 28 -88 Maximum Sot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-F 222 -38 F-E 231 -42 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B-F 362 -435 D-E 167 -145 "WARNING- Pieria( roughly nnim the -A-1 ROOF TRUSSES('SELLER-), GENERAL TERMS and CONOTIONS CUSTOMER (-BUYER') ACMOWLEDGMENr farm. shall be used for Me TDD fo be valid. As u�5 LsmANM�dIMwlMnnvmtrum M a1 Rmr Tn,cw.e-Am VT.TU IR P.F. A-r ROOF TRUSSES Anthony T. Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 JANUARY 17, 2017 TYPICAL HIP / KING JACK CONNECTION I STDTL01 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 M409-1010 CORNERSET GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 175 mph, ASCE 7-10, Exp. B, C up to 60' Mean Roof Height and Exposure D up to 30' Mean Roof Height. Attach King Jack w/ (3) 16d Toe ,Nails @ TC & 24" Strap w/ (6) 10d x 1.5" ea. end @ BC Attach End Jack's Attach Corner Jack's w/ (4) 16d Toe Nails @ TC w/ (2) 16d Toe Nails @ TC & & (3) 16d Toe Nails @ BC BC (Typ) 0 r` ach Corner Jack's (2) 16d Toe Nails )) TC & BC (Typ) FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL I STDTL03 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD HORIZONTAL BRACE 2X6 DIAGONAL BRACE SPACED 48' (SEE SECTION A-A) O.C. ATTACHED TO VERTICAL WITH r,TRUSSSES 8 BLOCKING - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - lOd COMMONS. �I. NAIL DIAGONAL BRACE TO AdwPURLIN WITH TWO 1Sd NAILS. A-1 ROOF TRUSSES ' 4461 ST. LUCIE BLVD. __- 2X4 PURLIN FASTENED TO FOUR FORT PIERCE, FL 34646 TRUSSES WITH (2) - 16d NAILS nz-409-tm6 1' - 3' MAX. EACH. FASTEN PURLIN TO -BLOCKING W/ (2) - 16d NAILS (MINJ. PROVIDE 2X4 BLOCKING BETWEEN DIAG. BRACE THE TRUSSES SUPPORTING THE AT 1/3 POINTS BRACE AND THE TWO TRUSSES ON IF NEEDED `__; EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - \ \ 10d NAILS AT EACH ENO. ATTACH DIAGONAL BRACE TO BLOCKING WITH IT IS THE RESPONSIBILITY OF THE BLDG. (5) - 10d COMMON WIRE NAILS. DESIGNER OR THE PROJECT ENGINEER/ARCHITECT TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL , s. .c. _ 1.. •, OUT OF PLANE LOADS THAT MAY RESULTFROM THE BRACING OF THE GABLE ENDS. ENO 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 WINO SPEEDS 120 MPH (ASCE 7-9B,. 02, 05% 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (131' X 3') NAILS SPACED 6' O.C. - FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-99, 021 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d ' (.13PX3') NAILS SPACED 5' O.C. (2X4 STUDS MINIMUM). STRUCTURAL GABLE TRUSS MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE I ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. NOTE: THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. STANDARD GABLE I TRUSS STRUCTURAL GABLE TRUSS INLAYED STUD AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR VERTICAL/STUDS ONLY. JULY 17, 2017 STANDARD PIGGYBACK TRUSS STDTL04 ,,......�,.T.... �. �... THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS: ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 WIND STANDARDS UNDER ALL ENCLOSURE AND EXPOSURE CONDITIONS AS LONG AS NO UPLIFT EXCEEDS 377 LBS. REFER TO ACTUAL PIGGYBACK TRUSS DESIGN DRAWING FOR UPLIFTS. NOTE: THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 24- O.C. OR LESS. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 PIGGYBACK TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL PIGGYBACK TRUSS INFORMATION. SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS (SPACING NOT TO EXCEED 24' O.CJ A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2' X 8' TEE -LOCK MULTIUSE CONNECTION PLATES SPACED 48'O.C. PLATES SHALL BE PRESSED INTO THE PIGGYBACK TRUSS AT 48' O.C. STAGGERED FROM EACH FACE AND NAILED TO THE BASE TRUSS WITH FOUR (4) 6d (1.5- X 0.099-) NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM UPLIFT CAPACITY OF 377 LBS. AT EACH 2' X 8' TEE -LOCK MULTI -USE CONNECTION PLATE. (MINIMUM OF 2 PLATES) ATTACH EACH PURLIN TO THE TOP CHORD OF THE BASE TRUSS. (PURLINS AND CONNECTION BY OTHERS) BASE TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL BASE TRUSS INFORMATION. JULY 17, 2017 1 TRUSSED VALLEY SET DETAIL - SHEATHED STDTL05 . As GENERAL SPECIFICATIONS: 1. NAIL SIZE=3°X0.131'=10d � 2. WOOD SCREW =4.5' WS45 USP OR EQUIVALENT. 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES (24' O.C. MAXIMUM)AND O SECURE TO BASE TRUSSES AS PER DETAIL'A'. 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL-DESIGN.DRAWINGS— _ - A-1 ROOF TRUSSES 6. NAILING DONE PER NDS-01. 4461 ST. LUCIE BLVD. 7. VALLEY STUD SPACING NOT TO EXCEED 48° O.C. GABLUSS, OR COMMON FORT PIERCE, 2-409-FL 34946 TRUSS, OR GIRDER 1 T72309-1010 TRUSS 1 i BASE TRUSSES VALLEY7RUSS (TYPICAL) 11 SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6' O.C. DETAIL A P 12 SEE DETAIL'A' BELOW (IYP.) VALLEY TRUSS (TYPICAL) ATTACH 2X4 CONTINUOUS #2 SYP TO THE ROOF W/ TWO USP WS45 (1/4' X4.5') WOOD SCREWS INTO EACH BASE TRUSS. TRUSS CRITERIA: GABLE END, COMMON TRUSS, OR GIRDER TRUSS 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 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. iuu�aawmwiaarow,uiwa:nlw�vvlrvm�n+ce,un mm rmTaes�Y=s'nssac,emmaan,es aassuq bv.'.d0.vaTrmOss®"�9r°-a(�.SP�41�'�.EesEdmerryNOm.�^ha��Faaaike^9+�d IBm'Sn9eEamGo'a�91'dNeOxw.MaOa+n+sa�ovsleGa0mfia8mYs90es3v.hPamdPildMeNC,te@C.MebalEi � D:sy�acadCrmh3.r.F1M+sselMnfisNO:MBrepodsxsmE6WsLresdBa6�iGCunOaardlv�P7, Hhnn£m@�IF� wleaetsrae:h�5wEtye�aiagadepo �aasdr5 tgelTafxsnw.ffiTheb4aaTyFnmxr'src/tsBdSrg DsgrtcaL ApEi$Ei1C7eR1 Ridirams�Frrbrlmd"m dmem(m�Ybi4e W.4laiai+siha6�smbankl FmfTnsttv FEBRUARY 5, 2018 I TRUSSED VALLEY SET DETAIL STDTL06 GENERAL SPECIFICATIONS: 1. NAIL SIZE= 3- X0.131' = 10d C 2. WOOD SCREW = 3' WS3 USP OR EQUIVALENT. C 3. INSTALL VALLEY TRUSSES (24.O.C. MAXIMUM) AND SECURE PER DETAIL 'A'. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIM UAL 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 NOS -01. 4451 ST. LUCIE BLVD. GABLE END, COMMON - 7,. VALLEY STUD SPACING NOT TO EXCEED 48' O.C. FORT PIERCE, FL 34948 TRUSS, OR GIRDER 7 772-009-1010 TRUSS 1 SECURI W/( VALLEY TRUSS y II I II II I BASE TRUSSES (TYPICAL) II �� 11 DETAIL A (NO SHEATHING) N.T.S. GABLE END, COMMON TRUSS, OR GIRDER P r2 VALLEY TRUSS TRUSS /1\ (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 $112 MAXIMUM 6112 CATERGORY II BUILDING EXPOSURE WIND DURATION OF LOAD INCREASE: 1.60 ATTACH 2X4 CONTINUOUS #2 MAX TOP CHORD TOTAL LOAD = 50 PSF SYP TO THE ROOF W/TWO USP MAX SPACING =24- D.C.(BASE AND VALLEY) WS3 (1/4'X 3') WOOD SCREWS MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. INTO EACH BASE TRUSS. JULY 17, 2017 1 1N"""`'L' V r'LL.L.L- 1 "` 1 "` � MIL- STDTL07v. (HIGH WIND VELOCITY) 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 UNL�rt vnLL�T . n........ i .� DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2' - 10' ON AFFECTED TOP CHORDS. NOTES: 1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2. THIS DETAIL IS NOT APPLICABLE FOR SPFS SPECIES LUMBER. NON -BEVELED BOTTOM CHORD FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE. CLIP MAY BE APPLIED TO THIS FACE UP TO A MAXIMUM 6/12 PITCH NON -BEVELED BOTTOM CHORD CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6112 (MAXIMUM 12/12 PITCH) W, FEBRUARY 17, 2017 STANDARD GABLE END DETAIL STDTL08 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 341146 772-409-1010 TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS W/10d NAILS, 6' D.C. VER' STUC SECTION B-B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. VERTICAL 2X6 SP OR SPF STUDf8RACE #2 DIAGONAL BRACE (4) - 16d NAILS16d NAILS . SPACED 6' D.C. (2) IOd NAILS INTO 2X62X6 SP OR SPF #2 2X4 SP OR SPF #2L HORIZONTAL NAILED TO RTICALS SECTION A -A V/(4) - 10d NAILS DIAGONAL BRACE 4' - 0' D.C. MAX. SEE INDIVIDUAL ENGINEERING DRAWINGS FDR TRUSS DESIGN CRITERIA. 12 PROVIDE 2X4 BLOCKING BETWEEN Q VARIES TO COMMON TRUSS THE FIRST TWO TRUSSES AS NOTED. * TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. AB7ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS (4) Bd NAILS MINIMUM, ROOF 3X4= PLYWOOD SHEATHING TO SHEATHING 2X4 STD SPF BLOCK * DIAGONAL BRACING ** L - BRACING REFER I \, 1 V II REFER TO SECTION A -A TO SECTION B-B 24' MAX. NOTE: 1. 2. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. CONNECTION BETWEEN BOTTOM CHORD 10d OF GABLE END TRUSS AND WALL TO 12' MAX. NAILS BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF - SYSTEM. 4. L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR / BETTER WITH ONE ROW OF 10d NAILS SPACED 6' D.C. TRUSSES Q 24' O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM / AT 4' - 0' D.C. S. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN 2X6 DIAGONAL BRACE WITH 16d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO -BE LOCATED AT SPACED 48' O.C. ATTACHED THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE 4 TO VERTICAL WITH (4) - STUDS WITH (3) lOd NAILS THROUGH 2X4 (REFER TO SECTION A -A) 16d NAILS, AND ATTACHED 7. GABLE STUD DEFLECTION MEETS OR EXCEEEOS L/240. TO BLOCKING WITH (5) - B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAG. BRACE 10d NAILS. 9. OD NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS TRUSSES. IF NEEDED 10. 10d AND 16d NAILS ARE D131'X3.0' AND 0131'X35' COMMON WIRE NAILS HORIZONTAL BRACE RESPECTIVELY. (SEE SECTION A -A) 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSO. 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 2X4SP#31STUD 3-8-10 5-6-11 6&11 11-1-13 2X4 SP#31 STUD 3-3.10 4.9.12 fi&11 9-10-15 2X4SP#31STUD N24'O.C. 2-H 3-11-3 54-12 8-1-2 2X4SP#2 3-10-15 5&l1 6G-11 11-8-14 2X4 SP 42 3&11 4-9-12 6-6-11 10-8-0 2X4SP#2 3-14 3-11-3 6.2.9 93-13 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 IDd NAILS 6' O.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER 907 OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2 END WALL =30 FEET STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. :ABE: 1.60 CONNECTION OF BRACING IS BASED ON MWFRS. I -Drr MUr_ / 1-DI'C Ur_ Ur -I HIL FEBRUARY 17, 2017 WITH 2X BRACE ONLY STDTL09 NOTES: �. T-BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING �. IS IMPRACTICAL. T-BRACE / I -BRACE MUST COVER SIr/. OF WEB LENGTH. - --- - - - �.- _ THIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I -BRACE WEBS TO CONTINUOUS LATERAL BRACED-VEBS. 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 2XB 10d 6' O.C. NDTE. NAIL ALONG ENTIRE LENGTH OF T-BRACE / I -BRACE (ON TWO-PLY TRUSSES NAIL TO BOTH PLIES) 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 2X8 T-BRACE 2%B I -BRACE 2XB 2XB T-BRACE 2%8 I -BRACE BRACE SIZE FOR TWO-PLY TRUSS SPECIFIED CONTINUOUS ROWS LATERAL BRACING OF WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 I -BRACE 2X6 2X6 T-BRACE 2X6 I -BRACE 2X8 2X8 T-BRACE 2X8 I -BRACE T-BRACE / I -BRACE MUST BE SAME SPECIES AND GRADE (OR BETTER) AS WEB MEMBER. NAILS WEB NAILS I -BRACE NAILS WEB T-BRACE SECTION DETAILS FEBRUARY17,2017 LATERAL BRACING RECOMMENDATIONS I STDTL10 A-1 ROOF TRUSSES 4461 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2XG 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY B TO 10 FEET ALONG A FLOOR TRUSS. NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY .BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP DF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO ENO, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. USE METAL FRAMING ANCHOR TO ATTACH TO TOP CHORD BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK ATTACH TO VERTICAL WEBLS WITH (3) - 10d NAI USE METAL FRAMING ATTACH TO VERTICAL ANCHOR TO ATTACH WEB WITH (3) - 10d TO BOTTOM CHORD NAILS (0131' X 3') CATTACH TO VERTICAL SCAB WITH (3) - NAILS (0131' X 3').). INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (0D NOT USE DRYWALL TYPE SCREWS) rATTACH TO VERTICAL WEB WITH (3) - SOd NAILS (0131' X 3') ATTACH 2X4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - IOd NAILS (0131' X 3') IN EACH CHORD ATTACH TO VERTICAL SCAB WITH (3) - 10d NAILS (0131' X 3') TRUSS � r 2X6 — � —4' - 0' � WALL 1 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 (00 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 10.131' X 3') EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) - 10d NAILS 10131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). BLOCKING (BY OTHERS) FEBRUARY17,2017 LATERAL TOE -NAIL DETAIL STDTL11 r A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 450 WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER ENO AS SHOWN). 2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE -NAIL SINGLE SHEAR VALUES PER NOS 2001 (LB/NAIL) DIA SP OF HF SPF SPF-S .131 88.0 80.6 69.9 68.4 59.7 o .135 93.5 85.6 74.2 72.6 63.4 J in .162 108.8 99.6 06.4 84.5 73.8 ri .128 74.2 67.9 58.9 57.6 50.3 z o .131 75.9 69.5 60.3 59.0 51.1 J N • .148 81.4 74.5 64.6 63.2 52.5 ri VALUES SHOWN ARE CAPACITY PER TOE -NAIL APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0162' DIA. X 35') WITH SPF SPECIES BOTTOM CHORD FOR LOAD DURATION INCREASE OF 115: 3 (NAILS) X B45 (LB/NAIL) X 115 (DOL) = 2915 LB MAXIMUM CAPACITY ANGLE MAY VARY FROM 30' TO 60' 45.00' ANGLE MAY VARY FROM 30' TO 60' THIS DETAIL IS ONLY APPLICABLE TO THE THREE END DETAILS SHOWN BELOW. SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW SIDE VIEW (2X4) 3 NAILS (2X3) 2 NAILS 77NEAR SIDE FNEAR NEAR SIDE . NEAR SIDE 45.000 ANGLE MAY VARY FROM 30' TO 60' 45.00' ►+ FEBRUARY 17, 2017 iY A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-400-1010 UPLIFT TOE -NAIL DETAIL THIS DETAIL SHALL BE USED FOR A CONNECTION RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. STDTL12 TOE -NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) DIA. SP OF HF SPF SPF-S LD .131 59 46 32 30 20 z J .135 60 48 33 30 20 [7 .162 72 58 39 37 25 J a 0 .128 54 42 28 27 19 7 Z Z -1 .131 55 43 29 28 19 Ld .148 62 48 34 31 21 J L0 J CV Q M Z .120 51 39 27 26 17 CD Z .12B 49 38 26 25 17 O .131 51 39 27 26 17 .148 57 44 31 28 20 M NOTES: 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 ENO AS SHOWN. 2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE 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 359 WITH SPF SPECIES TOP PLATE FOR WIND DOL OF 133: 3 (NAILS) X 37 CLB/NAIL) X 133 COOL FOR WIND) = 148 LS MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND FOR WIND DOL OF LEM 3 (NAILS) X 37 (LB/NAIL) X 1.60 IDOL FOR WINO) = 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 2X6 BEARING WALL NEAR SIDE FAR S )E TOP PLATE OF WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY JAIL IAIL SIDE VIEW END VIEW FEBRUARY 5, 2016 TYP W NAILER ATTACHMENT STDTL13 A. Al A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 1.5 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. April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL STDTL14 FO EXTERIOR FLAT GIRDER TRUSS A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 (4) 12d TRUSS 2411 O.C. UPLIFT CONNECTION (SEE ROOF TRUSS) EXTERIOR FLAT GIRDER 12 VARIES (4) 12d MAX 3011(2'=611) 2x6 #2 SP (Both Faces) 2411 O.C. SIMPSON H5 FEBRUARY 17, 2017 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND STDTL15 DAMAGED OR MISSING CHORD SPLICE PLATES M1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 .j TOTAL NUMBER OF NAILS EACH SIDE OF BREAK * X (INCHES) MAXIMUM FORCE (LBS) 15% LOAD DURATION SP OF SPF HF 2X4 —2X8— 2X4— —2X6— --2X4— —2X6. 2X4_ 2X6 2X4 2X6 20 30 24- 1708 2559 1561 2342 1320 1980 1352 2028 26 39 30' 2194 3291 2007 3011 1697 2546 1738 2608 32 48 36• 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42• 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48' 3657 5485 3346 5019 2829 4243 P898 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' D.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 END 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 2 • IOd NAILS NEAR SIDE +10d NAILS FAR SIDE BREAK 6' MIN r 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 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. S. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. FEBRUARY 17, 2017 1 SCAB APPLIED OVERHANGS I STDTLI6 A-1 ROOF TRUSSES 4451 ST. LUCIE SLVD. _ FORT PIERCE, FL'34946 n2409-1010 TRUSS CRITERIA: LOADING: 40-10-D-10 DURATION FACTOR: 115 SPACING: 24' O.C. TOP CHORD: 2X4 OR 2XS PITCH: 4/12 - 12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL END BEARING CONDITION NOTES: 1. ATTACH 2X-SCAB (MINIMUM 02 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS (14B' DIA. X 3') SPACED S' 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 RECOM14ENOED 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 409 SPACED 24' D.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD LOADS NOT EXCEEDING 50 PSF. TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES