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Home My WebLink AboutTRUSS PAPERWORKTRANSMITTAL LETTER A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946-9035 PHONE 772-409-1010 FAX 772-409-1015 To: JAAR ENTERPRISES Attention: Job Name: 5809 SPRUCE DRIVE Bldg/Model: 5809 SPRUCE DRIV&ANNED BY 74506 St. Lucie County WE ARE SENDING YOU Q Truss Engineering ❑ For Approval ❑ As Requested'.:,- 3 Raised 0 WetSeal 0 No Seal @( For Permit ❑ Sales Agreement 9 .Truss Placement Plans - I ❑ Const. Issue 0 Raised 1 0 WetSeal 1 3 No Seal I ❑ 50ft Span Letter ❑ 11X17 ❑ 24X36 O PICK UP IN PERSON COMMENTS ❑ Sign and Return SHIPPING INSTRUCTIONS ❑ Ground ❑ Alternate Shipping Address ❑ CC: ❑ Salesman ❑ Ovemight(Mngr Approval Req'd) ❑ Overnight A.M.(Mngr Approval Req'd) DATE SENT 2/7/19 ❑ U.P.S. ❑ Fed Ex ❑ U.S.P.S. SENT BY Adel Arias Perez Tracking # 4451 ST. LUCIE BLVD FORT PIERCE, FL 34946 PH: 772-409-1010 FX: 772-409-1015 www.AlTruss.com SCANNED St. Lo Be CoontY TRUSS ENGINEERING I BUILDER: JAAR ENTERPRISES PROJECT: 5809 SPRUCE DRIVE COUNTY: ST LUCIE LOT/BLK/MODEL: 5809 SPRUCE DRIVE JOB#: 74506 MASTERM B52048 OPTIONS: NO OPTIONS, >, C A-1 ROOF = TRUSSES A FLORIDA CORPORATION RE: Job 74506 Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 These truss designs rely on lumber Tr (6bl'i by others. copy A-1 Roof Trusses 445TS uct7Te Blvd Site Information: Fort Pierce, FL 34946 Customer Info: JAAR ENTERPRISES Project Name: 5809 SPRUCE DRIVE Lot/Block: Model: 5809 SPRUCE DRIVE Address: 5809 SPRUCE DRIVE, FORT PIERCE, FL Subdivision: City: County: St Lucie State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC 2017 RES / TPI 2014 Design Program: Alpine Engineered Products Wind Code: ASCE 7-10 Wind Speed: 163 Roof Load: 50.0 psf Floor Load: 0.0 psf This package includes 44 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 614375-31.003,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 2551 A01T 217119 13 3498 B06 217119 25 3146 CJ5T 217/19 2 3137 A02T 217119 14 2998 B07 217119 26 2516 GE 217ll9 3 2499 A03T 217119 15 2531 B08 217/19 27 3205 HJ5 217119 4 3124 A04T 2/7119 16 2987 B09 2/7/19 28 3054 HJ7 217119 5 2513 A05 217119 17 2542 C01 217119 29 3163 HJ7T 217119 6 2466 A06C 2RIl9 18 2496 CO2 217/19 30 3199 J5 217/19 7 2507 A07C W119 19 2489 CO3 2f7119 31 2495 J7 217/19 8 3079 BO1C 2/7/19 20 2545 C04 2/7/19 32 3143 J7i 2/7119 9 3075 B02C 217119 21 3045 CJ1 217119 33 3064 1-01 217/19 10 3550 B03C W119 22 3048 CJ3 217ll9 34 3042 L02 217/19 11 2522 B04C 217/19 23 3152 CJ3T 2/7/19 35 2548 P01 217119 12 12488 1 B05C 1217119 124 13051 1 CJ5 217119 136 12528 1 V12 217/19 The truss dmwng(s) reterenced have been prepared by Alpine Engineered Products, Inc. under my direct supervision based on the parametersprovided byA-1 Roof Trusses, Ltd. Truss Design Engineer's Name: Anthony Tombo III Mylicense renewal dale for the state of Florida is February 28,2021. NOTE:The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of components for any particular building is the responsibility of the building designer, perANSNTPI-1 Sec. 2. The Truss Design Drawing(s)(rDD[s]) referenced have been prepared based on the construction documents (also referred to at times as'Structuml Engineering Documents) provided by the Building Designer indicating the nature and character of the work. The design criteria therein have been transferred to Anthony Tombo III PE by [At Roof Trusses or specific location]. These TDDs; (also referred to at times as 'Structural Engineering Documents) are specialty structural component designs and may he part of the projects deferred or phased submittals. As a Truss Design Engineer (i.e.. Specialty Engineer), the seal here and on the TDD represents an acceptance of professional engineering responsibility for the design of the single Truss depicted on the TDD &I )DOIHeT- Building Designer is responsible for and shall coordinate and review the TDDs for compatibility with their written engineering requirements. Please review all TDDs and all related notes. Page 1 of 2 �- R ROOF - TU55E5 A FLORIDA CORPORATION RE: Job 74506 No. Seq # Truss Name Date 37 2534 V16 20/19 38 2480 V19 26119 39 2492 V20 2l7/19 40 2513 V4 217119 41 2525 V8 2///19 42 3260 VM2 2/7/19 43 3265 VM4 2/7/19 44 3268 VM6 2/7119 45 STDL01 STD. DETAIL 2/7119 46 STDL02 STD. DETAIL 2/7/19 47 STDL03 STD. DETAIL 2/7/19 48 STDL04 STD. DETAIL 217/19 49 STDL05 STD. DETAIL 217/19 50 STDL06 STD. DETAIL 2/7/19 51 STDL07 STD. DETAIL 2/7119 _ 52 STDL08 STD. DETAIL 2/7/19 53 STDL09 STD. DETAIL 217/19 54 STOL10 STD. DETAIL 217/19 55 ST01-11 STD. DETAIL 2/7/19 56 STDL12 STD. DETAIL 2/7/19 57 STDL13 STD. DETAIL 2/7119 58 STDL14 STD. DETAIL 2/7/19 59 STDL15 STD. DETAIL 2/7/19 60 STDL16 STD. DETAIL 2l7/19 Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 These truss designs rely on lumber values established by others. Page 2 of 2 Job I Truss Truss Type Oty I Ply 0210712019 74506 A01T JACK 1 2 6 2551 39W 24V US# 336#+ 238f1 14'1-20'0 �2' 22�2, 1'z 2-t-2 2-1-2'-{-A C T i 191 SEAT RATE REQ. 4021t 1301I 12W 130✓� 1� 135k 1� 135p 1350 135p Loading Criteria (pd) Wind Criteria Code I Misc Criteria DeflIGSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in too Udell L!# Gravity Non -Gravity TCDL: 20.00 Speed: 163 mph TPI Std: 2014 VERT(LL): -0.257 D 999 360 Loc R+ / R- I Rh 1 Rw 1 U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: No VERT(CL): 0.546 L 560 240 A 2769 1- 1- !- 11309 /- BCDL: 10.00 Risk Category: ll FT/RT:10(0)/10(10) HORZ(LL):-0.137 H - - H 3011 P /- !- 11784 P EXP: C Kzt: NA Des Ld: 50.00 Plate Type(s): HORZ(TL): 0.304 H - - Wind reactions based on MWFRS Mean Height: 15.00 it WAVE, HS Creep Factor. 2.0 A Br Width = 8.0 Min Re 1.5 9 Q = NCBCLL: 0.00 TCDL: 5.0 psi Max TC CSI: 0.951 H Brg Width =4.0 Min Req = 1.8 Load Duration: 1.25 BCDL: 5.0 sf p Max SC CSI: 0.982 Bearings A & H are a rigid surface. Spacing: 24.0' MWFRS Parallel Dist: 0 to h2 Bearing A requires a seat plate. C&C Dist a: ft Max Web CSI: 0.894 Loc. from dwa In 4,50 Maximum Top Chord Forces Per Ply (Ibs) Wg1291.2 lbs Chords Tens.Comp. Chords Tens. Comp. pi: 0.18vot GCpi: 0.18 Wind Duration: 1.60 VIEWVer. 18.02.00A.112fi.20 A-B 287 -604 D-E 2234 -4109 Lumber Puriins B-C 1642 -3371 E-F 2234 -4109 Top chord 2x8 SP 2400f-1.8E :T2 2x4 SP In lieu of structural panels or rigid ceiling use pudins C-D 2263-4169 F-G 1168 -2014 2400f--2.OE: to laterally brace chords as follows: :T3 2x4 SP #2: Chord Spacing(in oc) Start(ft) End(fl) Maximum Sot Chord Forces Per Ply (Ibs) Bot chord 2x4 SP M-30 :B2 2x4 SP #2: TC 24 4.30 23.47 Chords Tens.Comp. Chords Tens. Comp. Webs 2x4 SP #3 BC 104 0.11 12.11 BC 120 12.11 23.47 B - M 3264 -1589 K - I 115 -79 Nailnote Apply pudins to any chords above or below fillers M - J 3266 -1581 1 - H 18 -12 Nail Schedule:0.131'x3', min. nails at 24' OC unless shown otherwise above. L- K 0 0 Top Chord: 1 Row @11.50" o.c. Bot Chord: 1 Row @12.00' o.c. Maximum Web Forces Per Ply (Ibs) Webs : 1 Row @ 4" o.c. Webs Tens.Comp. Webs Tens. Comp. Use equal spacing between rows and stagger nails in each row to avoid splitting. C - M 107 0 J -1 1995 -1144 C - J 937 -708 F - 1 769 -1377 Special Loads D-J 323 -488 I-G 2346 -1359 -(Lumber Dur.Fac. 1.25/Plate Dur.Fac. 1.25) J-K 125 -82 G-H 837 -1422 TC: From 80 pit at 0.00 to 80 pit at 7.00 J - F 2229 -1131 TC: From 40 plf at 7.00 to 40 pit at 26.17 BC: From 20 pit at 0.00 to 20 pit at 7.03 _ ' BC: From 10 pit at 7.03 to 10 pit at 26.17 TC: 396lb Cone. Load at 7.03 TC: 242lb Cone. Load at 9.06,11.06,13.06 TC: 238lb Cone. Load at 15.06.16.94,18.94,20.94 22.94,24.94 BC: 402lb Cone. Load at 7.03 BC: 120 lb Cone. Load at 9.06.11.06,13.06 BC: 1351b Cone. Load at 15.06,16.94,18.94.20.94 22.94,24.94 Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. -WARNING^ Please Bwmughly miew the 'A-1 ROOF TRUSSES Vedy design peamelens and read noose on Ihis Truss Design DoI (ME GENERAL TERMS and CONDmONS of Vie Re. the IBC. lom1 (ER') ACKNOWLEDGMENT form. olh.W. slated on the MD. only N, n omnn..m,e.... i.11--s,a r...r., In o c A pIR A4 RDOF �TR055F5 Anthony T•Tombo III, P.E. # 80083 4451 St. Lurie Blvd. .Fort Pierce. FL 34946 Job Truss 74506 A02T Truss Type Oty Ply 02107/2019 JACK I 1 11 I „ 3137 I _ 9' SEAT PLATE REG. 262' Loading Criteria (,q TCLL: 20.00 TCDL: 20.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 50.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 163 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 it TCDL: 5.0 psf BCDL: 5.0 psi 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 2x6 SP 240Gf-2.OE :T2 2x4 SP M-30: :T3 2x4 SP #2: But chord 2x4 SP 42 Webs 2x4 SP #3 Pudins 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 6.67 23.84 BC 74 0.19 12.48 BC 120 12A8 23.84 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. 1' ITS' 17'2" i 1 Code / Misc Criteria DefI1CSl Criteria ♦ Maximum Reactions (Ibs) Code: FBC 2017 RES PP Deflection in loc Lldefl LN Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.330 M 939 360Loc R+ / R- / Rh / Rw / U / RL Rep Factors Used: Yes VERT(CL): 0.825 M 375 240 A 1325 P /- /905 /461 /248 FTfRT:10(0)/10(10)' HORZ(LL): 0.2101 - - H 1292 /- /- /829 /480 /- Plate Type(s): HORZ(TL): 0.524 1 - - Wind reactions based on MWFRS WAVE Creep Factor. 2.0 A Big Width = 8.0 Min Req = 1.5 Max TC CSI: 0.926 H Brg Width = 4.0 Min Req = 1.5 Max BC CSI: 0.985 Bearings A & H are a rigid surface. Bearing A requires a seat plate. Max Web CSI: 0.786 Maximum Top Chord Forces Per Ply (Ibs) Wgt: 154.0 lbs Ch0rd3 Tens.Comp. Chords Tens. Comp. VIEW Ver. 18.02.00A.1126.20 A-B 24 -578 D-E 1198 -2446 B-C 1089 -2461 E-F 1191 -2430 C - D 1201 -2450 F - G 636 -1335 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-M 2281 -1186 K-I 63 -30 M-J 2281 -1179 I-H 0 0 L-K 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Camp C - M 192 0 J -1 1337 -642 C - J 205 -179 F - I 704 -1194 E-J 244 -335 I-G 1703 -812 J- K 140 0 G- H 654 -1245 J - F 1246 -628 Please thoroughly review the -A.1 ROOF TRUSSES (-SELLER-). GENERAL TERMS and COND91ONS CUSTOMER ('BUYER-) ACKNOWLEDGMENT` form. m Cmtr .'nn,d PE. A A110�A-1 ROOF �TRIS5E5 Anthony T. Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job 74506 Truss A03T Truss Type JACK City IPly 02/07/2019 2499 SEAT PLATE REG. 13'6' -} i 1116'�I Loading Criteria usq Wind Criteria Code / Misc Criteria De81CSl Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc Udell LI# Gravity Non -Gravity TCDL: 20.00 Speed: 163 mph TPI Std: 2014 VERT(LL): 0.205 M 999 360 Loc R+ / R- 1 Rh / Rw 1 U 1 RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.511 M 598 240 A 1342 /_ /_ /927 1466 /263 BCDL: 10.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0-135 H - - H 1275 /- /- /808 /470 /- EXP: C Kzt: NA Des Ld: 50.00 Plate Type(s): HORZ(TL): 0.339 H - - Wind reactions based on MWFRS Mean Height: 15.00 R WAVE Creep Factor. 2.0 A Br Width = 8.0 Min Re 1.5 9 q = NCBCLL: 10.00 TCDL: 5.0 psf Max TC CSI: 0.528 H Brg Width =4.0 Min Req = 1.5 Load Duration: 125 BCDL: 5.0 psf Bearings A & H are a rigid surface. Spacing: 24.0' MWFRS Parallel h/2 to h Max CSI: 0.741 Bearing A requires a seat plate. C&C Dist a: 3A0 fi it We13C Max Web CSI: 0.741 Loc. from endwall: not in 9.00 Maximum Top Chord Forces Per Ply (Ibs) Wgt: 176.4 lbs Chords Tens -Comp. Chords Tens. Comp. - GCpi: 0 Wind Duration: 1..18 60 VIEW Ver 18.02.00A.1126.20 A-B 27 -571 D-E 960 -18N Lumber B-C 867-2055 E-F 614 -1167 Top chord 2x8 SP 2400f-1.8E :T2 2z4 SP #2: C-D 967-1842 F-G 35 -27 :T3 2x4 SP 24001-2.OE: Bot chord 2x4 SP #2 Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #3 Chords Tens.Comp. Chords Tens. Comp. Puffins B-M 1835 -919 K-1 42 -18 panels or rigid ceiling use pudins In lieulate M-J 1834 -914 I-H 314 -164 al ybracestructural to laterally brace chords as follows: L- K 0 0 Chord Spacing(in oc) Start(ft) End(fl) TC 24 8.34 22.01 Maximum Web Forces Per Ply (Ibs) BC 83 0.16 12.16 Webs Tens.Coni Webs Tens. Comp. BC 120 12.16 23.51 Apply pudins to any chords above or below fillers C - M 225 0 J -1 1175 -569 at 24' OC unless shown otherwise above. C-J 80 -132 E-1 637 -1069 D-J 174 -221 I-F ' 1259 -594 Wind J-K 117 0 F-H 628 -1203 Wind loads based on MWFRS with additional C&C J - E 882 -451 G - H 61 -59 member design. Right end vertical not exposed to wind pressure WARNING^ Pleau lhoroughry ievievlhe-A-1 ROOF TRUSSES -SELLER'), GENERALTERMS and CONDITIONS CUSTOMER (-BINEW) ACKNOWLEDGMENT' form. 'miry design parameters and read notes on Nis Tress Design Drawing(Too) and the Arimse, T. Tombo III, P.E. Reference Shmt before use, Unless ottewse sated an Me Too, only All annectorplatesshntlbeusedfm MOMDlobs 1W. As a Truss Design Ergineemg(.e. Spetialry Engineer), Me seal angry TOD represents, an nompame of Me read .sionalenginsen asponslbilily for Me design of the single Truss depicted on Me TDD only, under TPI-1. The design assumptions, loading mntligmls, suitability, and use of this Truss for any Building is the wilding is the responsibility oflhe Owneg the Owner's authorized agent or dw Building Designer, in the motion of the IRC, Me IBC, local buiWiy ends and TPl-1. TNeapprevaloi We nixani ilyof 0eOwner, Me Ownersauthanzed agent ortle Building Designer, in the mnteot ofthe IRC, Me IBC, loeal building earn as TPI-1. Theapprovalofthe TDDandmryf Id se ofMe Truss, Imludbig heading. storage, Installation and blac4g shall be the res,outuAily ofthe Building Designer and Contrapm. Mmtessetmtinae TODaMNapmal sand uWelines dM.BuildigComponenl5alery Warner. (BSCI)publshed by TPl and SBCA are Merenm.W for general guidual TPI-ldefules NerespovNlidesmddullesofdie Tress resigner,Tress Design Engineeras Truss seeing. Mcal unlessarms am sdefined by a Dontradegrets upon in wdt'vg by all parties ImrohreE. The Truss OesgnE�irimris NOTiha BUS iesgmrmTrues system Engmemofa T.Tairg.Mmpiafiudlenns era as defined inTPl-1. munaMO M1fi A.t Rmf Tnav%_ lnemr T. T,n,ly,lll, G.E. Ramn4Ylin Nmadmm�nt'v�wv(mn. u nMia'MI Winn IMwinu, rvevuvie, Na.1 RMTn�can_GnnmrT_TaN�, m n F. ��A-1 ROOF eTRD55F5 Anthony T•Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce.. FL 34946 Job 74506 Truss Truss Type A04T I JACK fly I Ply 10210712019 � 3124 Loading Criteria (Paq TCLL: 20.00 TCDL: 20.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 50.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0' 13'- -{- 9'a' r---3V--� %6Xe(R) 91.5X4 SEATPtATEREO. 267 Wind Criteria Wind Std: ASCE 7-10 Speed: 163 mph Enclosure: Closed Risk Category: If EXP: C 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 it Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 :T1 2x8 SP 2400f-1.8E: Bot chord 2x4 SP 24001-2.0E :B2 2x4 SP #2: Webs 2x4 SP #3 Tray Scab(s) (2) 2x8x10-5-8 x SP 2400f-1.8E scabs at left end. Attach one scab to each outer face of chord with: 0.131'x3', min, nails @ 8' oc, Plus additional nail clusters at: BRG.: (3), heel: (5), tsl panel point: (2). Puriins 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 10.30 19.97 BC 96 0.11 12.11 BC 120 12.11 23.47 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. Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 2017 RES PP Deflection in loc Udell L/# Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.093 C 999 360 Loc R+ / R- / Rh l Rw / U 1 RL A 1342 /_ (_ 1934 /463 1263 Rep Factors Used: Yes VERT(CL): 0.234 C 999 240 FT/RT:10(Ou10(10) HORZ(LL): 0.0561 - - H 1275 /- /- O96 /464 (- Plate Type(s): HORZ(TL): 0.139 1 - - Wind reactions based on MWFRS WAVE Creep Factor: 2.0 A Brg Width = 8.0 Min Req = 1.6 Max TC CSI: 0.891 H Brg Width = 4.0 Min Req = 1.5 Max BC CSI: 0.984 Bearings A & H are a rigid surface. Max Web CSI: 0.943 Bearing A requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Wgt. 254.8 lbs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 18.02.ODA.1126.20 A-B 41 -571 D-E 893 -1548 B - C 1223 -2565 E - F 895 -1548 C-D 8W-1816 F-G 409 -769 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B-M 2413-1313 K-1 - 62 -8 M-J 1518 -714 I-H 0 0 L-K 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - M 697 -1024 J -1 600 -298 D - M 683 -126 J - F 1096 -555 D-J 95 -265 I-F 533 -811 E-J 379 -522 1-13 1094 -519 J- K 183 0- G- H 660 -1254 -WARNING" Please thoroughly review the -A-1 ROOF TRUSSES (-SELLER'). GENERAL TERMS and CONDITIONS CUSTOMER (-BUYER') ACKNOWLEDGMENT- font. enly design parameters and read rwteson this Truss Design Drawing (TDD) eM the Anlha,y T. T= o III, P.E. Referema Sheet before use. UnkssoNervAse sWe m U TDD. ontymr snn.aar Nates shall be u.d fo the TDD b be vard. Asa Tessa Design E,wireennaf, w_ SneNxlh, Emil Me Al no. set.. wsigrg by ell paNea invdved. The Truss Design Ea ineerls NOTlhi IMwYbiriwn10.W�(N]41 nrvd Tn¢w�wnlMnV T.TmA"n,ll. PE. -4 A -I ROOF iETiD55E5 IF - Anthony T. Tombo III, P.E. # 80083 4451 St. Lucie Blvd. - Fort Pierce. FL. 34946 r . Job 1 74506 Truss Truss Type A05 IJACK Cry I Ply I0210712019 2513 15 S'a'--(-5'6'--� )-i Loading Criteria Mar, Wind Criteria Code I III Criteria De01CS1 Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code:FBC 2017 RES PP Deflection in too Udell L/# Gravity Non -Gravity TCDL: 20.00 Speed: 163 mph TPI Std: 2014 VERT(LL): 0.059 L 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.145 L 999 240 B 1445 /- P 11116 1277 /326 BCDL: 10.00 Risk Category. II FT/RT:10(Oy10(10) HORZ(LL): 0.022 1 - - H 1297 1- !- /809 1260 /- EXP: C Kzt: NA Des Ld: 50.00 Plate Type(s): HORZ(TL): 0.054 1 - - Wind reactions based on MWFRS Mean Height: 15.00 ft WAVE Creep Factor. 2.0 B Brg Width = 8.0 Min Req = 1.7 NCBCLL: 10.00 TCDL: 5.0 sf p Max TC CSI: 0.809 H Brg Width =4.0 Min Req = 1.5 Load Duration: 1.25 BCDL: 5.0 Bearings B & H are a rigid surface. Sparing: 24.0' MWFRS Parallel Dist: h to 2h rat Max BC CSI: 0.604 Bearing B requires a seat plate. C8C Dist a: ft Max Web CSI: 0.604 Lac. from dwall: not in 9.00 Maximum Top Chord Forces Per Ply (Ibs) Wgt: 152.6 IDS Chords Tens.Comp. Chords Tens. Comp. pl: 0.18 GCpi: 0.18 Wind Duration: 1.60 VIEW Ver. 18.02.00A.1126.20 A-B 56 0 D-E 683 -1356 Lumber a-C 877-2233 E-F 545 -791 Top chord 2x4 SP#2 C-D 654-1404 F-G 511 -968 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Bracing B - L 1888 -931 J -1 1132 -527 (a) Continuous lateral restraint equally spaced on L-K 1885 -933 I-H 0 0 member. K - J 1885 -933 Purlins In lieu of structural panels or rigid ceiling use puriins 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) TC 24 10.15 26.17 L- C 320 0 I - F 162 -104 BC 92 0.15 26lle C-J 463 -8W I-G 1039 -466 Apply to any chords above or below filers E-J 581 -160 G-H 673 -1251 CC unless at 24' CC unless shown otherwise above. E - I 294 -577 Wind Wind loads based on MWFRS with additional CSC member design. Right end vertical not exposed to wind pressure. —WARNING— Please momughly review the-A-1ROOF TRUSSES ("SELLER'). GENERAL TERMS and CONDITIONS CUSTOMER( U`(ER) ACKNOWLEDGMENT' tone. enlydesign pammemrsaM nail noteson Nis Tmss Design DraWng(TDD)endme MoaMyT. Tanbo ill, P.E.Reference$h tbefweuss.Unless.Newisestate mNa TOD.o yAll aMTPN. too M et, m Ibbc diry ofof the Budding Me IaC, loyal building code aM nes s The eplxeT of are t D and ens fled be die and SB a of Ne euAtling genemrantl Cont. TPI 1 dates set out m the TDO and to praaicee and byorned SaCnnr agTsdulor a wrifig byed e. ad in deedcesdlerespoosiblr,Enndtlriss ofT Tmss adorned in N Conba4 agreed upon in wntirg byall panics invoNetl. The Tmss Design Engineer is NOT Me Buik rs defined in 1P41. "- - ' ,dme�ml.Navfnmin ntleAlIMwIM011wwYl�n nermi[a4n NAlRmf Tnuvi��Anarary T.Tm,M I1LP E. a `�TR1 ROOF Jr� vTR1J55E5 Anthony T•Tombo III, P.E. # 80083 4451 St. Lurie Blvd. _ F.ort Pierce.fl- 34946 Job 74506 Truss Truss Type A06C JACK 1ty I Ply 102107/2019 1 2466 Loading Criteria (psq TCLL 20.00 TCDL: 20.00 SCLL: 0.00 BCDL: 10.00 Des Ld: 50.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0' SEAT MTE neQ. Wind Criteria Wind Std: ASCE 7-10 Speed: 163 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 it TCDL 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: IT 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 :T1 2x4 SP 24001-2.0E: :T4 2x4 SP M-30: Bot chord 2x4 SP 24001-2.0E :133 2x4 SP #2: Webs 2x4 SP #3 :W5 2x4 SP #2: (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 17.00 18.67 BC 107 0.15 17.83 BC 75 17.83 26.11 Apply pudins to any chords above or below fillers at 24' DC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Code / Misc Criteria Code: FBC 2017 RES TPI Std 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS "WARNING" Please thoroughly wlew the-A-1ROOF TRUSSES edify deslen wannetera and read notes on this Truss D aDrawian TOE I TI De01CS1 Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udell U# Gravity Non -Gravity VERT(LL): 0.171 D 999 360 Loc R+ I R- / Rh I Rw / U / RL B 1439 /- /- 11091 1245 1366 VERT(CL): 0.423 D 734 240 HORZ(LL): 0.0841 - H 1304 I- l- 1813 1203 I- _ HORZ(TL): 0.208 1 - - Wind reactions based on MWFRS Creep Factor. 2.0 B Brg Width = 8.0 Min Req = 1.5 Max TCCSI: 0.870 H Brg Width =4.0 Min Req=4.0 Max BC CSI: 0.986 Bearings B & H are a rigid surface. Max Web CSI: 0.892 Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Wgt: 137.21bs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 18.02.00A.1126.20 A-B 56 0 D-E 925 -2021 B-C 1608-3864 E-F 974 -1792 C - D 1532 -3549 F - G 940 -2034 Maximum Sot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-L 3438-1636 K-J 3148 -1480 L-K 3118-1488 J-1 29 -49 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C-L 173 -192 J-F 589 -234 L-D 461 -10 J-G 1738 -710 D-J 740-1345 I-H Gtl -1304 E-J 543 -239 I-G 659 -1228 RAL TERMS and CONDITIONS CUSTOMER ('BUYER') ACKNOWLEDGMENT' fora. Tombolll, P.E.Refere,xe Sheetb fine .UnleseoUenetsesUledon Ne TDD.MIy Alf padies lnry ad. The Truss Design Et., isf �wm NMl RM Tn,Rvx—Pnlliiai3T. hmhi III. PE. 2 �0A 1 ROOF OTRU55E5 IF — Anthony T•Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34946--. Job 74506 Truss Truss Type A07C IJACK ty Ply 102/07/2019 2507 Loading Criteria (pen TCLL: 20.00 TCDL: 20.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 50.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0' SFwale.e m . Wind Criteria Wind Std: ASCE 7-10 Speed: 163 mph Enclosure: Closed Risk Category: It EXP: C Kri: NA Mean Height: 15.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist If to 2h 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 M-30 Bat chord 2x4 SP M-30 :B3 2x4 SP #2: Webs 2x4 SP #3 :W5 2x4 SP #2: Bracing (a) Continuous lateral restraint equally spaced on member. Putting; 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 96 0.15 17.83 BC 75 17.83 26.11 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. Code / Misc Criteria DeBICSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 2017 RES PP Deflection in loc L/defl L#i Gravity Non -Gravity TPI Sid: 2014 VERT(LL): 0.186 L 999 360 Loc R+ / R- I Rh / Rw / U / RL Rep Factors Used: Yes VERT(CL): 0.460 L 675 240 B 1439 /- f- /1085 1229 /383 FT/RT:10(0)110(10) HORZ(LL): 0.093 I - - H 1304 f- /- /816 1201 /- Plate Type(s): HORZ(TL): 0.229 1 - - Wind reactions based on MWFRS WAVE, HS Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.6 Max TC CSI: 0.770 H Brg Width =4.0 Min Req = 4.0 Max BC CSI: 0.983 Bearings B 8 H are a rigid surface. Max WebCSI: 0.858 Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Wgt: 130.21bs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 18.02.00A.1126.20 A-B 56 0 D-E 1452 -3426 B - C 1592 -3852 E - F 885 -2020 C - D 1439 -3462 F - G 898 -2014 Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-L 3432-1624 K-J 3176 -1413 L-K 3146-1419 J-1 32 -47 Maximum Web Forces Per Ply (Ibs) .Webs Tens.Comp. Webs Tens. Comp. C-L 212 -245 J-G 1710 -661 L-E 392 0 I-H 610 -1304 ' E - J 711 -1374 I - G 643 -1228 F-J 981 -270 'WARNING— Please lhomughly room the'A.I ROOF TRUSSES('SELLER-), GENERAL TERMS and CONpmONS CUSTOMER ('BUYER-) ACKNOWLEDGMENT' hear. 'edfy design tammeters mad notes manotes on WTruss Design TruDesign DrabeforM evng (TDD) and the Anthony T. Tombo III, P.E. Refeeme Sheet e use. Unless odenMw attend an the MD. onN All stany Englreer), me seal on arty TOD mpmsenls an am gn assumptions, loading conditions, suitalon, and use e :r, in the mnlext of the IRC, the IBC, bral buildhg code t d of the IRC, the IBC. Intel building mde and T1,14. Tin >/Ne Bugling Desgner antl Contmaor. Adnotesselm lreferencedlagenemlguidance. TPI-idefiresthem rdegmMuponinw Vt byallpati inv 1. The Tn any �!A-1 ROOF ' �U SSE Anthony T•Tombo III, P.E. # 80083 4451 St. Lucie Blvd. FnA otnrrn FI 'leoea Job Truss Truss Type Qty Ply 0210712019 74506 B01C ICOMN I1 I1 I 3079 Loading Criteria (paq TCLL: 20.00 TCDL: 20.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 50.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " i 261WI2 SEAT PLATE RED. i�i Wind Criteria Wind Std: ASCE 7-10 Speed: 163 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL 5.0 psi BCDL: 5.0 psi MWFRS Parallel Dist: IT to 2h CAC Dist a: 3.57 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 M-30: Bot chord 2x4 SP 2400f--2.OE :B2 2x4 SP M-30: Webs 2x4 SP #3:W4 2x4 SP #2: Filler 2x4 SP #2 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 107 0.15 , 17.83 BC 120 17.83 35.52 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. Code / Misc Criteria Code: FBC 2017 RES TPI.Std: 2014 Rep Factors Used: Yes FT/RT:10(0Y10(10) Plate Type(s): WAVE, HS DeBICSI Criteria PP Deflection in roc L/defl L#t VERT(LL): 0.421 O 999 36 VERT(CL): 1-035 O 410 24 HORZ(LL): 0.300 K - - HORZ(fL): 0.737 K - - Creep Factor. 2.0 Max TC CSI: 0.986 Max BC CSI: 0.986 Max Web CSI: 0.799 Wgt: 180.6 Ibs VIEW Ver. 18.02.00A.1126.20 SEAT PLATE RED. 95'12 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity ' Loc R+ IR- /Rh /RW IU /RL 8 1912 P /- /1370 281 /412 J 1780 /- /- /1219 258 P Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 J Brg Width = 8.0 Min Req =- 1.5 Bearings B 8 J are a rigid surface. Bearings B & J require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp.. Chords Tens. Comp. A-S 56 0 F-G 1505 -3933 B-C 2191 -5715 G-H 2121 -5351 C - D 1959 -5261 H -1 2098 -5371 D - E 1982 -5226 I - J 2290 -6486 E - F 1478 -3936 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B-Q 5127-1892 N-M 4551 -1518 Q - P 4530 -1527 M - L 4479 -1529 P - O 4560 -1521 L - K 4928 -1952 O-N 4581 -1513 K-J 4851 -1944 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C-Q 337 -348 R-S 0 0 Q- E 548 -82 S- M 205 0 E-O 620-1013 S-J 50 -1 F - O 2946 -976 L -1 350 -129 O-G 642-1037 I-K 41 -301 G-L 606 -219 —WARNING" Please Bloroughty review Me-A-1ROOF TRUSSES('SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER (BUYER') ACKNOWLEDGMENT' 1prm. early design pa2meters eM read notes on this Truss Design Drimr,(TDD) and the Anthony T. Torabo Ill. P.E.Referema Sheet before use. Unless onerwse staled on vie MD. only Alp mneotm plates shall be used for the Too to he valid. As a Truss Design Engineer, (.e. specialty Ergineer), the seal on any TDD repre errs an erreplans of the pr feentanal engineell. sPmisLility for the design of the single Tress depicted on line TOD only, under TPl-1. The design assumptions, leading mldirers. suitability and use of this Truss for any Building is the wilding R the reeassuabiliN o/ line Owner. the Ou efs authorized acenl or the BuiWina Derionen In the mnletl M the IRC. she Inc. loud huihlins norin and TPl-1. Thw annmval nflM TimNils. PE. l .A-/ ROOF ananDwws6 Anthony T•Tombo III, P.E. # 80083 4451 St. Lucie Blvd. - - Fort Pierw-F.L. 34946 Job T 74506 Truss Truss Type B02C ICOMN City I Ply 102/072019 3075 i mT m l� SEAT PLATE RED. SEAT PLATE RED. 35'6' Loading Criteria (peq Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCOL: 20.00 Speed: 163 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: 11 EXP: C Kzt: NA Des Ld: 50.00 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: 3.57 fl 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 M-30 Bot chord 2x4 SP 2400f-2.OE :132 2x4 SP M-30: Webs 2x4 SP #3 :W4 2x4 SP #2: Filler 2x4 SP #2 Purling 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 107 0.15 17.83 BC 120 17.83 35.52 Apply purling to any chords above or below fillers at 24' OC unless shown otherwise above. .Wind _ rWind loads based on MWFRS with additional C&C member design. —1rur i8712 T 9.5.12 j�r9{ Code I Misc Criteria DeflfCSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 2017 RES PP Deflection in too L/defl LI# Gravity Non -Gravity TPI Std: 2014 VERT(LL): OA21 P 999 360 Loc R* I R- / Rh / Rw / U / RL Rep Factors Used: Yes - VERT(CL): 1.036 P 409 240 B 1909 1- A 11370 280 /437 FTIRT:10(0)110(10) HORZ(LL): 0.301 L - - J 1909 /- P /1370 282 1- Plate Type(s): HORZ(FL): 0.740 L - - Wind reactions based on MWFRS WAVE, HS Creep Factor. 2.0 B Brg Width = 8.0 Min Req = 1.5 Max TCCSI: 0.981 J Brg Width =8.0 Min Req=1.5 Max BC CSI: 0.987 Bearings B & J are a rigid surface. Bearings B & J require a seat plate. Max Web CSI: 0.791 Maximum Top Chord Forces Per Ply (Ibs) Wgt: 182.0 lbs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 18.02.00A.1126.20 A-B 56 0 F-G 13BB -3919 e - C 2094 -5702 G - H 1967 -5307 C - D 1858 -5249 H - 1 1944 -5328 D-E 1881 -5213 1-J 2079 -5413 E-F 1419-3922 J-K 56 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-R 5116-1711 O-N 4527 -1409 R - Q 4518 -1340 N - M 4455 -1420 Q - P 4548 -1334 M - L 4858 -1741 P-0 4557-1404 L-J 4776 -1728 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C-R 341 -348 S-T 0 0 R-E 549' -92 T-N 205 0 E-P 627-1014 T-J 50 -1 F-P 2934 -899 M-1 313 -102 P-G 636-1025 I-L 61 -310 G - M 594 -155 "WARNING" Please lbonughly MVM Me-A-1ROOF TRUSSES('SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER') ACKNOWLEOGMENT-roan. e Male iixc. Nea lmal bconesrage aMalass Tiloialbe Tl andTOOereanylire x No Building Drsi9neraM Donlydrtw. M roles sea artIn rnu TOO and Ne ssaires and :d agreed u,ssr in wrralg by all TPI-dead.. ire muss Design Enginduties ollbe Tr us ld agreed upon in wring by eA parties invoMed. The Truss Design Engineer is NOT Me Be iarvNW,iIM UMMaIMwem mrmM.aw,N<-1 RWT v-a-MMnv T:Tm JILP-E._ a =3A-1 HOOF TRUSSES Anthony T. Tombo III, P.E. # 80083 4451 St. Lucie Blvd. ,.-..Fort Pierce'-FL_34946 Job 74506 Truss B03C Truss Type SPEC Qty 5 I y 102107/2019 1 3550 J SEAT PLATE REM SEAT PLATE REM i Loading Criteria (pert Wind Criteria Code I Mist; Criteria DefIICSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc Udeg L/# Gravity Non -Gravity TCDL: 20.00 Speed: 163 mph TPI Std: 2014 VERT(LL): 0.391 L 999 360 Loc R+ I R- / Rh l Rw I U l RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.978 L 431 240 A 1773 I- /- /1214 /255 /369 BCDL: 10.00 Risk Category: II FT/RTAC(0Y10(10) HORZ(LL): 0.273 J - - 1 1773 /- /- 11214 /254 /- EXP: C Kzt: NA Plate Type(s): HORZ(TL): 0.683 J - - Wind mactions based on MWFRS Des Ld: 50.00 Mean Height: 15.00 It WAVE, HS Creep Factor. 2.0 A Brg Width = 8.0 Min Reg = 1.5 NCBCLL: 10.00 TCDL: 5.0 psf Max TC C51: 0.885 1 Brg Width = 5.7 Min Reg = 1.5 Load Duration: 1.25 BCDL: 5.0 sf p Bearings A & I are a rigid surface. Spacing: 24.0' MWFRS Parallel Dist: It to 2h Max BC CSI: 0.994 Bearings A & I require a seat plate. C&C Dist ft Max Web CSI: 0.813 Maximum Top Chord Forces Per Ply (Ibs) -Loc. from endwall: not in 9.00 Wgt: 163.8lbs Chords Tens.Comp. Chords Tens. Comp. pi: 0.18 GCpi: 0.18 Wind Duration: 1.60 VIEW Ver. 18.02.00A.1126.20 A-B 2343-5775 E-F 1504 -3916 Lumber B-C 2053 -5327 F-G 2145 -5468 C - D 2076 -5274 G - H 2121 -5503 Top chord 2x4 SP 2x4 SP M-302.0E, 4 D - E 1507 -3919 H -1 2337 -5915 -30 :12.0E Bot chord 2x4 SP M-30 :B1 2x4 SP 2400f-2.OE: S :84 2x6 SP 2400f-2.0E: Webs 2x4 SP #3:W4 2x4 SP #2: Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Purlins In lieu of structural panels or rigid ceiling use pudins A- N 6191 -2022 L - K 4575 -1651 to laterally brace chords as follows: N - M 4525 -1555 K - J 4537 -1555 Chord Spacing(in oc) Starl(ft) End(ft) M - L 4555 -1547 J -1 5351 -2006 BC 105 0.15 17.83 BC 120 17.83 35.33 Maximum Web Forces Per Ply (Ibs) Apply pudins to any chords above or below fillers Webs Tens.Comp. Webs Tens. Comp. at 24' OC unless shown otherwise above. B-N 415 -361 L-F 647 -1054 Wind N-D 599 -156 F-J 747 -229 Wind loads based on MWFRS with additional C&C D - L 645 -1024 . _ J - H 368 -581 member design. E-L 2939 -983 —WARNING— Please thoroughly review the-A-1 Verily devgn mremners and read rules an this Truss IN mmeaor plates shall ba used for Ne TDD to be v 1A. A Mthe TERMS and CONDITIONS CUSTOMER ("BUYER-) 4as III, P.E. Referenm Sheet before use. Unless Men Rm Tnji-AntMvr.. Tm ULPE. �A -1g" SeTRU5SES 6 Anthony T,Tombo III, P.E. # 80083 4451 St. Lucie Blvd. w.:Fon Pierce EL. 34946 - Job 1 74506 Truss B04C Truss Type HIPS 1ty I Ply 10210712019 2522 SEAT PLATE RED. SEAT PLATE RED. 177'12 X1 Loading Criteria Ipsq Wind Criteria Code I Misc Criteria DeflICSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in too Udell L/# Gravity Non -Gravity TCDL: 20.00 Speed: 163 mph TPI Std: 2014 VERT(LL): 0.401 L 999 360 Lee R+ 1 R- ! Rh ! Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 1.003 L 421 240 A 1775 /- /- /1221 1258 /336 BCDL: 10.00 Risk Category: II FT/RT:10(0)110(10) HORZ(LL): 0.288 J - - 1 1773 I- /- /1220 /255 P EXP: C KzD NA Plate Type(s): HORZ(TL): 0.719 J - - Wind reactions based on MWFRS Des Ld: 50.00 Mean Height: 15.00 It WAVE, HS Creep Factor. 2.0 q er Width = 8.0 Min R 9 eq = 1.5 NCBCLL: 10.00 TCDL: 5.0 sf p Max TIC CSI: 0.930 1 Brg Width =5.8 Min Req = 1.5 Load Duration: 1.25 BCDL: 5.0 psf Bearings A & I are a rigid surface. Spacing: 24.0' MWFRS Parallel Dist: h l0 2h Max BC CSI: 0.936 Bearings A & I require a seat plate. C8C Dist a: ft Max Web CSI: 0.936 Maximum Top Chard Farces Per Ply (Ibs) Loc. from dwa in 9.00 Wgl: 162.41bs Chords Tens.Comp. Chords Tens. Comp. pi: 0.1800t GCPi: 0.18 Wind Duration: 1.60 - VIEW Ver. 18.02.00A.1126.20 A -B 2260-5612 E-F 1720 -4032 Lumber - B-C 2445 -5509 F-G 2431 -5335 C - D 2473 -5450 G - H 2404 -5400 Top chord 2x4 SP 2400f-2.0E :72 2x4 SP M-30: D - E 1720 -4032 H - I 2220 -5513 :T3 2x4 SP #2: Bot chord 2x4 SP 24001-2.0E :B2, B3 2x4 SP M-30: Webs 2x4 SP #3 Maximum Bot Chord Forces Per Ply (Ibs) - Chords Tens.Comp. Chords Tens. Comp: Bracing (a) Continuous lateral restraint equally spaced on A-N 5026-1925 L-K 3802 -1212 member. N-M 3778-1222 K-J 3773 -1219 M - L 3808 -1216 J -1 4921 -1882 Purlins In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Stad(fl) End(ft) TC 24 16.21 19.46 BC 112 0.15 17.83 BC 116 17.83 35.35 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 thoroughly review Me'A-1 ROOF TRUSSES - Maximum Web Forces Per Ply (Ibs) = Webs Tens.Comp. Webs Tens. Comp. �- - B-N 501 -582 L-F 960 -236 - N-D 1504 -867 F-J 1389 -823 ' D-L 932 -225 J-H 496 -556 GENERAL TERMS and CONDITIONS CUSTOMER cr the Building Designer, in de canted of the nd b.6ng shag be did responsibility of the 8 BSCI) raWished by TPI and SBCA are return unfass o%e se defiled by a Contract agre ..l.nn —a. nefna In TPPI ...... E - L 323 -189 the 1EC, local building udeaMTP41. Theapprovalofths TDDandany Ig Designerand Conuvdor. Ag notes set wtin Ne TDD and Ne p2d.des forgenelelguidandl. TPI-ldefinestheresponsiblig..dduGesof Ue pan in venting by all parties inwbed. The Truss Design Engineer is NOT the Buildi 4451 St. Lucie Blvd. ._Eoft.PierceFL . 34946 O n. ;na 3 ^Apt aeon zA-1 ROOF le A _TRU55E5 Anthony T. Tombo III, P.E. truss # 80083 nlMu,l Nnwnnm,wn,inin,NA-1 RMTn�xww-AnllnnvS Tintln ILL PE Job Truss Truss Type 74506 1 B05C I HIPS O1ty I Ply 10210712019 2488 f fi %7X6(R) 01.5X4 87X6(R) D E F SEAT PLATE REO, SEAT PLATE REo. Loading Criteria (pep Wind Criteria Code / Misc Criteria TOLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES TCDL: 20.00 Speed: 163 mph TPI Sid: 2014 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes BCDL: 10.00 Risk Category: II FT/RT:10(0y10(10) EXP: C Kzt: NA Plate Type(s): Des Ld: 50.00 Mean Height: 15.00 ft WAVE, HS 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: 3.55 it Loc. from endwall: not in 9.00 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP M-30 :T2, T4 2x4 SP 2400f-2.OE Bot chord 2x4 SP 2400f-2.0E :B4 2x6 SP 2400f-2.0E: Webs 2x4 SP #3 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 14.21 21.46" BC 102 0.15 17.83 BC 120 17.83 35.33 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 memberdesign. "WARNING" Please thoroughly review Me-A-1ROOF TRUSSES e ify design i eemerens aM reed nines on Nis Truss Deegn Drawim (Mr on Me 1 uthoinu dorm¢ M DeFl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udell L N Gravity Non -Gravity VERT(LL): OA09 E 999 360 LOC R+ / R- ! Rh / RW / U / RL VERT(CL): 1.022 E 413 240 A 1773 /- /- /1224 1302 1294 HORZ(LL): 0.271 1 - - H 1773 /- !- 11224 1297 1- HORZ(TL): 0.676 1 - - Wind reactions based on MWFRS Creep Factor. 2.0 A Big Width = 8.0 Min Req = 1.5 Max TC CSI: 0.837 H Brg Width = 5.8 Min Req = 1.5 Max SC CSI: 0.997 Beadngs A & H are a rigid surface. Max Web CSI: 0.990 Bearings A & H require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Wgt: 166.6 lbs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 18.02.00A.1126.20 A-B 2362-5723 E-F 2289 -5464 B - C 2503 -5625 F - G 2560 -5786 C - D 2534 -5599 G - H 2394 -5858 D - E 2289 -5464 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-M 5134-2048 K-J 4148 -1484 M-L 4115-1493 J-1 4111 -1489 L - K 4145 -1483 I - H 5289 -2078 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. • B-M 415 -446 K-F 1861 -594 M - D 1206 -676 F - I 1362 -691 D-K 1876 -593 I-G 416 469 E-K 87 -83 GENERAL TERMS and CONDITIONS CUSTOMER ('eWFW) ACKNOWLEDGMENT -form. wry T. Tomb, III• P.E. Referees Sbeet before nee. UNees oMerwise staled on Me TDO, only Air . SPedally Engineer). Me seal on any TOD iepresenls an a=plawe of Me professional ergineen'. 1m ar PE. '400�A-1 ROOF �muiimm Anthony T•Tombo III, P.E. # 80083 4451 St. Lucie Blvd. .:.-Fod.Pierce. FL 34946- - Job I Truss Truss Type 74506 1 B06 I HIPS Oty Ply 1 I1 02/07/2019 349E SEAT PLATE RED. v5X6 ss3X4 -5X6 C D E =3X8 xm4X6 =4X6 e3X8 SEAT PLATE RED. P-7MI Loading Criteria (psn Wind Criteria Code I Misc Criteria DegICSI Criteria A Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc L/defi L#t Gravity Non -Gravity TCDL: 20.00 Speed: 163 mph TPI Std: 2014 VERT(LL): 0.127 D 999 360 Loc R+ / R- / Rh / Rw / U / RL SCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.315 D 999 240 A 1780 P !- /1241 1616 /295 BCDL: 10.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): 0.044 1 - - G 1912 /- !- /1392 /676 I- EXP: C Kzt: NA Plate Type(s): HORZ(TL): 0.108 1 - - Wind reactions based on MWFRS Des Ld: 50.00 Mean Height: 15.00 it WAVE Creep Factor. 2.0 A Big Width = 8.0 Min Re 1.5 9 q = NCBCLL: 10.00 TCDL: 5.0 psf MaxTCCSI: 0.655 G Brg Width = 8.0 Min Req = 1.6 Load Duration: 1.25 BCDL: 5.0 list Bear ngs A 8 G are a rigid surface. Spacing: 24.0' MWFRS Parallel Dist: hY2 to h Max BC CSI: 0.588 Bearings A 8 G require a seat plate. C8C Dist a: ft Max Web CSI: 0.588 Maximum Top Chord Farces Per Ply (Ibs) Loc. from dwa not in 9.00 1" 168.0Ibs Chords Tens.Comp. Chords Tens. Comp. pi: 0.18ll: GCpi: 0.18 Wind Duration: 1.60 VIEW Ver. 18.02.00A.1126.20 A- B 1536 -3301 E - F 1772 -2727 Lumber B - C 1281 -2737 F - G 1519 -3277 C - D 1244 -2358 G - H 56 0 Top chord 2x4 SP #2 D-E 1251 -2351 Bot chord 2x4 SP 24001-2.0E Webs 2x4 SP #3 Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) Continuous lateral restraint equally spaced on A- L 28B0 -1197 J -1 2547 -929 member. L-K 2547 -929 I-G 2853 -1209 Purling K-J 2547 -929 In lieu of structural panels or rigid ceiling use puffins to laterally brace chords as follows: Maximum Web Forces Per Ply (Ibs ) Chord Spacing(in oc) Stan(ft) End(ft) - Webs Tens.Comp. Webs Tens. Comp. TC 24 12.21 23A6 BC 98 0.15 35.52 - B - L 456 -591 0-1 230 -307 Apply puffins to any chords above or below fillers -- - C-L 723 -232 I-E 719 -203 at 24' OC unless shown otherwise above. - - - L - D 212 -299 I - F 440 -569 Wind Wind loads based on MWFRS with additional C8C member design. -WARNING- Please ltaroghly review the-A-1ROOF TRUSSES(`SELLER•), GENERAL TERMS and CONDITIONS CUSTOMER(RWER-) ACKNOWLEDGMENT•(aml. erily design parameters and mad notes on Nis Tress Design Drawing (MD) and Iba Anthony T. Tension Ill, P.E. Reference Sheet before use. Unless othanina. stated on the MD. arty Al, 1 or Bra BUYdbg Oeegner, N tM mnt¢rt of Ne IRC, Na IBC, loml builtling code aM TPl-1. The approval of the TDI and braatg shall be the respaaibilily of the Building Designer and! Contractor. Mnotesselwlindie TDDardiNe WCIImNishedWTPlar SBCAamrefemnadfncenemlmWanm. TPI4 defines the resmnsUlities and du rtkrvNu'MIM VAItwntlw wnnm runN�w,nMA1RMTnnew4r MlNnvT_LantluIILPE_ - _,_ d v_ A•1 ROOF �TRI155E5 Anthony T. Tombo III, P.E. # 80083 1451 St. Lucie Blvd. . Fort Pierce. -FL 34946 Job 74506 Truss B07 Truss Type HIPS 1ty I Ply 112/14/2018 2998 13'8' iill SEAT PLATE REQ. SEAT PLATE RED. 1-79 i 1 Loading Criteria (Pact Wind Criteria Code I Misc Criteria De111CS1 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: 20.00 Speed: 163 mph TPI Std: 2014 VERT(LL): 0.134 D 999 360 LOC R+ / R- / Rh I Rw ^ ! U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.332 D 999 240 A 1780 A /- 11236 1618 1270 BCOL: 10.00 Risk Category: II FT1RT:10(0y10(10) HORZ(LL): 0.047 1 - - G 1912 /- !- 11388 1677 A EXP: C Kzt: NA Des Ld: 50.00 Mean Height: 15.00 it Plate Type(s): WAVE HO : 0.116 1 - - Wind reactions based on MWFRS NCSCLL: 10.00 TCDL: 5.0 psf Creeepp Factor. 2.0 A B .Width = 8.0 Min R rg eq = 1.5 Load Duration: 1.25 5.0 psi Max TC CSI: 0.918 G Brg Width = 8.0 Min Req = 1.6 MWFBCORS Sparing: 24.0' MWFRS Parallel h/2 to h Max BC CSI: 0.999 Bearings A 8 G are a rigid surface. C8C Dist ft it Max Web CSI: 0.450 Bearings A 8 G require a seat plate. Loc. from endwall: not in 9.00 Maximum Top Chord Farces Per Ply (Ibs) pI: 0.18 GCpi: 0.18. Wgt: 176.4 lbs Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 VIEW Ver. 18.02.00A.1126.20 A -B 1466-3202 E-F 1372 -2809 Lumber B-C 1380 -2823 F-G 1461 -3182 Top chord 2x4 SP M-304001 :T2 2x4 C- D 1495 -2875 G- H 56 0 Bot chord 2x4 SP 2400f-2.OE :62 2 2x44 S SP #2: D - E 1495 -2875 Webs 2x4 SP #3 Maximum Bot Chord Forces Per Ply (Ibs) Purlins Chords Tens.Comp. Chords Tens. Comp. In lieu of structural panels or rigid ceiling use puffins to laterally brace chords as follows: A- M 2759 -1104 K- J 2444 -882 Chord Spacing(in oc) Start(ft) End(ft) M - L 2454 -863 J - I 2444 -882 TC 24 11.00 24.67 L-K 2454 -863 I-G 2444 -1129 BC 89 0.15 35.52 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 B-M 369 -440 K-E 555 -318 Wind loads based on MWFRS with additional C&C C - M 586 -177 E -1 575 -162 member design. C-K 542 -293 I-F 355 -4a21 D-K 412 -599 -- -WARNING•• Please Moroughty review the 'Wily design paalre[em and mad notes on Nis TIu ones., pales that be used for Ne TOD to be vat TERMS and CONDRIONS CUSTOMER ('BUYER-) ACKNOWLEDGMENT' Iona. ibo III, P.E. Refemnre Sheet before use. Unless oNe staled w Ne TOD, only Alf Y angle Tnns depicted on Na TDD only, under TPI-I. pled sign assumptions, loading conditions, suitability and use of this Truss for any Building MEW he Owner. Ina Owners auNnruod apetorthe Building Designer. in die contenofgm IRC,Ne IBC. Ideal buiMirgoodo and T131-1. TheapprovalofW Owner's aulMrired agent nettle Building Designer, In Ne eardeal of the IRC, the IBC, Ideal buiNirg code eMTPI-1. The appmral a/ do TDO and arty field (ling, sloage, installation and bracing shag be Out rsWuulol ty of the Building Desgner and Contractor. All notes eet gut in the TDD and Ne patlices am orient Seou" Infolmatlon (BSCI) puNished by TPI and SBCA are referenced for general guWanot. TPI-1 defines No mW slbiggs and duties of Ne Tors errand Tam Manufacturer,unlessoNenwieedefinedbya Cmn agreeduponinwritingbyallpWesInvolved. TheTruss Design Engineeris NOTife Bu anu,— bngdhg. All ®gal'v d tamR ane as dervred bl TPI-1. �AnINnu T. TivNnlll:PE nnmiliMYnNdu Mamwnr.Fwv(ulii w�nN(YSY uenntllMwnllsri rvvnsiiSi(NM atvJTnpini�lnlMnr T. TmM111.PE� _ e TRr155E$ SSES - Anthony T•Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce: FL 34946 Job 74506 Truss B08 Truss Type HIPS 1ty I Ply 102 O712019 2531 e II SEAT PLATE RED. Loading Criteria (piI Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 20.00 Speed: 163 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 50.00 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: 3.57 it Loc. from endwall: not in 9.00' GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP M-30 :T7.2x4 SP 24001-2.0E: :T2 2x4 SP #2: Bot chord 2x4 SP M-30 :B2 2x4 SP 24001-2.0E: Webs 2x4 SP #3 Puriins In lieu of structural panels or rigid ceiling use pur ins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 9.00 26.67 BC 87 0.15 35.52 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. 9' SEAT PLATE RED. f YN T to N T Code 1 Misc Criteria DeB/CSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 2017 RES PP Deflection in loc Udell L/# Gravity Non -Gravity TPI Sid: 2014 VERT(LL): 0.151 E 999 360 Loc R+ ! R- / Rh / Rw 111 1 RL B 1909 /- A 11375 /678 1253 Rep Factors Used: Yes VERT(CL): 0.371 E 999 240 FT/RT:10(0Y10(10) HORZ(LL): 0.051 J - - H 1909 P /- /1375 /678 !- Plate Type(s): HORZ(TL): 0.125 J - - Wind reactions based on MWFRS WAVE, HS Creep Factor. 2.0 B Big Width = 8.0 Min Req = 2.3 Max TC CSI: 0.921 H, Big Width = 8.0 Min Req = 2.3 Max BC CSI: 0.980 Bearings B & H are a rigid surface. Max Web CSI: 0.796 Bearings B & H require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Wgt: 161.O Ibs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 18.02.00A.1126.20 A 56 0 E-F 1642 -3393 B-C 1385-3143 F-G 1643 -3394 C-D 1386-2722 G-H 1405 -3132 D - E 1643 -3393 H -1 56 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B-N 2675 -990 L-K 2672 -1047 N-M 3319-1321 K-J 2672 -1047 M - L 3319 -1321 J - H 2667 -1048 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C-N 776 -191 E-L 309 -432 N-D 451 -772 L-G 898 -395 D-L 176 -28 J-G 291 0 -WARNING- Plea. thoroughly review tbe'A-1 ROOF TRUSSES('SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER') ACKNOWLEDGMENP form. erify design parameters and read newon lhls Teas Design brewing (Meand the ANhony T. Tanbo lll, P.E. Reference Sheet before ase. Unless olhemae staled on the MD. only All Iorthe Buadirg DmignMinther IeAOthe IRC,the IBC,ImalbuildingrodeaMTP 1. Theappmvalofthe TDDandanyrwJA and bmnrg sMll be Na respensibiliy of Ne BUWng DesigneraM Conbanor. AY notm sal oulin Ne TDD and the pmtlicesaM Tmss R�aTIROOF SSES Anthony T. Tombo III, P.E. # 80083 _ 4451 St. Lucie Blvd. , Fnrt Pi<rrs FI 1404R Job Truss Truss Type City Ply 0210712019 74506 B09 I HIPS 11 11 2987 J 3214 236Hy ,2�3gp` 2W �2,3gg/ 238# 238# ,2,38p♦ 238N --TO.6 206 2t'Tz._ '_z T �T'a -7 706 TO.6-�I I--T 010X10 T2 =H0510 53X5 alOX10 C D_. E F T3 G O N M L K J 04X4 aH0510v4X10 aaX14 aHO710 14X4 SEAT PLATE REQ 91Y'ii PT" SEAT PLATE REO. rM4 51fW 135p 1� 135N 1� 1354 1� 135N 1W 1 135# 511 Loading Criteria (pap Wind Criteria Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in too Udell U# Gravity Non -Gravity TCDL: 20.00 Speed: 163 mph TPI Std: 2014 VERT(LL): 0.381 F 999 360 LOG R+ / R- / Rh / Rw / U / RL SCLL: 0.00 Enclosure: Closed Rep Factors Used: Varies by Ld C F&RT(CL): 0.946 F 448 240 B 4070 /- /- /- /1678 /- BCDL: 10.00 Risk Category. II FT/RT:10(0)/10(10) HORZ(LL): 0.084 J - - H 4070 /- /- /- 11678 I- EXP: C Kzt: NA Plate Type(s): HORZ TL : 0.209 J - - Des 50.00 Wind reactions based on MWFRS Mean Height: 15.00 fl WAVE, HS Creep Factor. 2.0 B Brg Width = 8.0 Min Req = 3.4 N CLLd: ton: TCDL: 5.0 psf Max TC CSI: 0.971 H erg Width = Min = 3.4 ad Duration: Load Duration: 1.25 BCDL: 5.0 psf - re rigid surface. Bearings B 8 H are e. Spacing: 24.0' MWFRS Parallel Dist: 0 to h/2 Max BC CSI: 0.971 i Bearings B 8 H require a seal plate. C8C a: fl Max Web CSI: 0.977 from clu3. Loc. from not in 4.50 Maximum Tap Chord Forces Per Ply (Ibs) pi: 0.1l: Wgt: 205.8 Ibs GCpi: 0.18 Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 VIEW Ver. 18.02.00A.1126.20 A-B 56 -32 E. -F 4597 -11170 Lumber B-C 3380-8229 F-G 4599-11172 Top chord 2x4 SP 24001-2.0E :T2, T3 2x6 SP C - D 4557-110M G - H 3380 -8234 2400f-2.OE: D - E 4597-11170 H -1 56 -32 Bot chord 2x6 SP 24001-2.0E Webs 2x4 SP #3 :W2 2x4 SP #2: Maximum Sot Chord Forces Per Ply (Ibs) :Lt Wedge 2x4 SP #3::Rt Wedge 2x4 SP #3: Chords Tens.Comp. Chords Tens. Comp. Bracing B-O 72a5-2979 L-K 7256 -2975 (a) Continuous lateral restraint equally spaced on O - N 7252 -2975 K - J 7256 -2975 member. N-M 7252-2975 J-H 7290 -2979 M - L 11198 -4627 Special Loads -(Lumber Dur.Fac =1.25 / Plate Dur.Fac =1.25) Maximum Web Forces Per Ply (Ibs) TC: From 80 plf at -1.63 to 80 plf at 7.00 Webs - Tens.Comp. Webs Tens. Comp. TC: From 40 pit at 7.00 to 40 pit at 28.67 TC: From 80 pIf at 28.67 to 80 plf at 37.30 O - C 792 -90 F - L 820 -1231 BC: From 20 pit at 0.00 to 20 pit at 7.03 - C - M 4256 -1753 L - G 4326 -1192 BC: From 10 plf at 7.03 to 10 pit at 28.64 M - D 8211 -1252 G - J 804 BC: From 20 pit at 28.64 to 20 plf at 35.67 __-92 D - L 33 -31 - TC: 321 lb Conc. Load at 7.03,28.64 - TC: 238 lb Conc. Load at 9.06,11.06,13-06,15.06 17.06,18.60,20.60,22.60,24.60,26.60 BC: 518 lb Conc. Load at 7.03,28.64 BC: 135 lb Conc. Load at 9.06,11.06,13.06,15.06 17.06,18.60,20.60,22.60,24.60,26.60 Puriins 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 28.67 BC 55 0.15 35.52 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 review the'A-1 ROOF TRUSSES ( -SELLER-), GENERAL TERMS and CONDITIONS CUSTOMER('BUYER-) ACKNOWLEDGMENT•form. 3 Vadydeaign parameuri nd read noleson 11ils Truss Design Dorian, (Minified the AnthmyT, Tombo Ill, P.E.Refemnm Sheetbeforeuse.Unlewo eiwuestaledm Ne TOD.wyMpi mnne orplatessM1 llbeus fwMeTODtob wW. Asa Truss Desgn Engireadrg(e. Spetialry Engineer), Me seal on arty TOD repn'sents an acceplarceof Me responsibili for the ry design single Thera Too Theigner assumptions, loading mnd'Nons, suitability and use of Nis Truss for pmlessipnal engineenn Building is Me e =AA ROOF 2TRU556 Building is Me responvdliryoNM1a Owner; the Ownefs autM1aizetl agent orthe Building Designer in Ne mnteN OltM1e IRC, NeIBC,bml WiWirg potle and TP41. agent rtherendin Theapprpval o/tba r�ra�,a used T ss`ea Chaimr.thocifounes lorauthxrtsdtagnaM WaBuildsa tube Nne%intheretetlof Ne IRC, Me IBc, lomlbuit ingcateanoTPI-1. Theapprovaloftbe TDDandarrygeW ig g ga. rg bGryofft BOWing DasigneraMConbador. mnotesmtmlintre TDOandlialeactimsand Anthony•Tombo Ill, P.E. y gultlelinesofthe Buldirg Component5feylnfp bm(SSCp WUishedbyTlae SBCA mfemnmdfargenem1wu nm. TPI-ldefin Nerespmsibilidesandduti aM.Ttuss #80083 Designer, Truss Oelign Engineer and Truss Manufacturer, Mum tehenwim der ed by. Coneao agreetl upon in wdgrg byall parties involved. TheTruss Design Ergrveris NOTIM1e Suildi 4451 St. Lucie Blvd. Designer Truss System 2goee.W. MiTm g. MmlxUfeed temv are as defined in TP41. r..,wnamw<+rm✓rrta.::_a„mm.Trm,m. ,Flirt Plerce.FL 34946 ... Job Truss Truss Type Oty, I Ply 02/07/2019 74606 1 C01 I HIPS I 1 1 I 2542 321# � 2W 2 321# TO.6�j�2 gq-1Td 1T01--2o-fi-t TO'6� T� -- 05XG - -®6x6- - C T2 0 T 12 fi 2 71- -4X6(W)B Fed%8(B3) 1 A ..H ..cCvu F SEAT TE REQ. SEAT RATE REG. Loading Criteria (psq Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 20.00 Speed: 163 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C K2C NA Des Ld: 50.00 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: not in 4.50 GCpi:0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP M-30 :T2 2x6 SP 2400F2.0E Bot chord 2x4 SP 24001-2.0E Webs 2x4 SP #3 Special Loads -(Lumber Dur.Fac=1.25 / Plate Dur.Fac=1.25) TC: From 80 pif at -1.63 to 80 plf at 7.00 TC: From 40 plf at 7.00 to 40 plf at 14.33 TC: From 80 plf at 14.33 to 80 plf at 22.96 BC: From 20 pif at 0.00 to 20 pif at 7.03 BC: From 10 plf at 7.03 to 10 pif at 14.30 BC: From 20 pif at 14.30 to 20 pif at 21.33 TC: 321 lb Conc. Load at 7.03,14.30 TC: 238lb Conc. Load at 9.06,10.67,12.27 e BC: 518lb Conc. Load at 7.03,14.30 BC: 135 lb Gone. Load at 9.06,10.67,1227 Purling In lieu of structural panels or rigid ceiling use purling, to laterally brace chords as follows: Chord Spacing(in oc) Start(n) End(0) TC 24 7.00 14.33 BC 75 0.15 21.19 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind 4yind loads and reactions based on MWFRS. + 1351 i 13J + 51" 1. 518# Code / Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0p10(10) Plate Type(s): WAVE Deb/CSI Criteria PP Deflection in loc Udefl L/# VERT(LL): 0.094 G 999 361 W-RT(CL): 0.231 G 999 241 HORZ(LL): 0.040 G - - HORZ(TL): 0.100 G - - Creep Factor. 2.0 Max TC CSI: 0.605 Max BC CSI: 0'964 Max Web CSI: 0.321 Wg1: 99.4 lbs VIEW Vec 18.02.0OA.1126.20 I-T"--I I 1 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- 1 Rh l Rw 1 U 1 RL B 2407 1- b 1- /995 1- E 2407 /- 1- /- /995 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.0 E Brig Width = 8.0 Min Req = 2.0 Bearings B 8 E are a rigid surface. Bearings B 8 E require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 56 -32 D-E 1824 -4457 B-C 1824-4453 E-F 56 -32 C - D 1577 -3885 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 3885 -1577 G - E 3888 -1577 H-G 3853-1574 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C-H 842 -77 D-G 833 -77 H-D 35 -4 "WARNING- Pleasethateughlyreviewtbe-A-1 ROOF TRUSSES('SELLER7). GENERALTERMS and CONDITIONS CUSTOMER (BUYER-) ACKNOWLEDGMENP foot. only design Parameters and read notes on Nis Truss Design Dawing(TDD)and line Anthony T. Toros ill, P.E fteferenm SM1eel before use. UNeep RNewise slatdon the TDD, only Alr tract agreed upon in writing by all parties inv I ond. The Truss Design Erg'anaer is NOT the Bulk n.mrcNUNIM 4imnn pnwwm mmtlwvnd MtRm(Tn�cv-e.6NNnv T. TnmEn N. P_E .. .._ =A-1 ROOF vlAD55E5 Anthony T.Tombo III, P.E. # 80083 _ 4451 St. Lucie Blvd. -.Fort Pierce. FL 34946. Job 74506 Truss CO2 SEAT PLATE RED. 9. Truss Type HIPS City I Ply 02/07/2019 1 1 34' __.._ 9 SEAT PLATE RED. 2496 F- 17'9 -{ 1- 17'9 -� Loading Criteria (psq Wind Criteria Code I Misc Criteria DeflICSI Criteria ♦ 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: 20.00 Speed: 163 mph TPI Sid: 2014 VERT(LL): 0.076 I 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.160 I 999 240 B 1192 /_ 1- 1884 /422 1244 BCDL: 10.00 Risk Category: II FT/RT:10(0y10(10) HORZ(LL): 0.041 D - - E 1192 A P /884 /422 A EXP: C Kzt: NA Des Ld: 50.00 Plate Type(s): HORZ(TL): 0.077 C - - Wind reactions based on MWFRS Mean Height: 15.00 it WAVE Creep Factor. 2.0 B Brg Width = 8.0 Min Reg = 1.5 NCBCLL: 10.00 TCDL: 5.0 sf P Max TC CSI: 0.759 E Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 BCDL: 5.0 psf Bearings B & E are a rigid surface. Spacing: 24.0' MWFRS Parallel Dist: h/2 to h Max BC CSI: 0.100 Bearings B & E require a seat plate. CSC Dist a: fl Max Web CSI: 0.100 Loc. from dwa not in 9.00 Maximum Top Chord Forces Per Ply (Ibs) Wgt: 84.0 Ibs Chords Tens.Comp. Chords Tens. Comp. pi: 0.18ll: GCpi: 0.18 Wind Duration: 1.60 VIEW Ver. 18.02.00A.1126.20 A-B 56 0 D-E 689 -1566 Lumber B-C 689-1566 E-F 56 0 Top chord 2x4 SP 2400f-2.OE :T2 2x4 SP 92: C-D 717-1271 Bat chord 2x4 SP 2400f-2.0E Webs 2x4 SP #3 Maximum Sot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Plating Notes (++) -This plate works for both joints covered. B-I 1266 -377 H-G 1271 -377 I - H 1271 -377 G - E 1266 -379 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 Spacing(in oc) Stan(ft) End(ft) C-1 263 -52 G - D 260 -51 TC 24 9.00 12.33 BC 120 0.15 21.19 Apply puriins to any chords above or below fillers - at 24' OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional CSC member design. 'WARNING- Please thoroughly review the'A-1 ROOF TRUSSES('SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER (BUYER') ACKNOWLEDGMENT" form. 'wily Uesign paame(e5 antl matl notd on Uh Trvss Design Drawing (1DD)eM ale ANhmyT. Tgnpo till, P.E. Roseman, Sheet befareuse.Unless otherwise slaadl on the TDD. Dalymo annepor pates shall lea used forfieTODto be valid, Asa Truss Design Engineed,g#.a. Speelaly Engineer), Me seal an any TDD represents an aceeptanm of Me pmfessbnal ergineenn ROOF rsPsna lityfb, Ma design ofale single Truss depleted on ale TDD ONy, under TP4l. The design assumptia,s.leading mndtthns, suitability and use ofthis Tnss for any BuJdng is the _q_1 cA-1ROOF ullding is Meraspensielityofthe Owner, the Oumels eutlanzedagaearthe Build'mg Designer, in ale matted oftte IRC. Malec, local Wilding mtle and 7131-1. Theappmvaloftha .nuc,r+son:,n, rsponsibilityof the Omer, the Owners Wt arized agent or the Building Designer, in ale conand of Pe IRC, the 18C, laral Wilding rode and TPI-1. The eppmval of 0e TDD and any geld ale Trans. including handling.storage, Anthony T. Tombo Ill, P.E. se of installation and braWig shag W me responsibility of Me Building Designer and Contractor. Allrotesselwtinthe TDDaMthepradicesend uidelinesofihe Builoirg Components etylnfp agm(BSCI)publishMby TPI.NSBCAarereferenmdfargenemi,uN , TP4t defuses Ne responvLgities aM Ades of the Truss #80083 Iesigna, Tmss Design Eagiaeerand Truss Wnulactuan. unless othervrise defied by a Contract agreed upon in willing by all parties involved. The Truss Design Er,meer is NOT the Bulthfir 4451 St. Lucile Blvd, resgoerar Truss System 2gh,eerofan,Wildiry. Aura Iefedtemnareasdefeedin TPF1. mxbM1T Q'M1fi R-IFMTnuu�ann-Y.Yir ULFEwF,v�Miifim NXu'a,Lvi�nv,L lei zrv4nira ki�„MeiJiYTnT iI'a v1u1.�,r�.�rinWnNAf Fr�JTnau��Mlhnv T.Tmifn el. G,E. ' ��fForl Plerce.F.L. 34946 .. Job 74506 Truss Truss Type City Ply CO3 ICOMN I1 I1 02/07I2019 2489 low SEAT PLATE RED. 21'4' )-17'9—� Loading Criteria (paq Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 20.00 Speed: 163 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: 11 EXP: C Kri: NA Des Ld: 50.00 Mean Height: 15.00 it NCBCLL: 10.00 TCDL 6.0 psi 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 #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Putting 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 95 0.15 21.19 Apply puffins to any chords above or below fillers at 24' OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C8C —WARNING— Please Nomughly review the-A-1ROOF' orify design parameters and read notes on this Truss Design Or annuotcr plates shad be used for Ne TDD to be valid. As a Tms •sponsiblhty forrue deign of the single Tugs depicted on the TC oJding is the reslonrsibili y of the OwreA rue Owners auModzed SEAT PLATE REO. Code I Misc Criteria DefiICSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 2017 RES PP Deflection in loc Udell L#I Gravity Non -Gravity TPI Sid: 2014 VERT(LL): 0.051 1 999 360 Loc R+ / R- / Rh / Rw / U / RL B 1197 /_ A /877 1423 /253 Rep Factors Used: Yes VERT(CL): 0.126 1 999 240 FT/RT:10(Oy10(10) HORZ(LL): 0.019 G - - F 1061 !- /- 1726 /361 A Plate Type(s): HORZ(TL): 0.047 G - - Wind reactions based on MWFRS WAVE Creep Factor. 2.0 B Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.554 F Brg Width = 8.0 Min Req = 1.5 Max BC CSI: 0.977 Bearings B 8 F area rigid surface. Max Web CSI: 0.253 Bearings B 8 F require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Wg[: 100.81bs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 18.02.00A.1126.20 A-B 56 0 D-E 831 -1768 B-C 781 -1909 E-F 836 -1940 C - D' 777 -1729 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-1 1646 -629 H-G 1047 -317 I - H 1047 -317 G - F 1682 -657 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C-1 309 -353 D-G 658 -247 I-D 639 -214 G-E 321 -373 1('SELLER'), GENERAL TERMS end CONDITIONS CUSTOMER ('BUYER) ACKNOWLEDGMENT' fmm. D)end Na MNorry T.T.1solll, P.E. Relemnm Sheet below use. Unless oNe�wise sutetl on Ne TDD, only Alr mgineetlrg ( o design assumptions, the loading on airy TOD repfmy an an a ofthanoa of Ne any Buiional is meeed otter TPl-1. The design assvmptgns, loading mnditions, suitability and use of Nis Truss for any Building b rue the Builtling Designer, in lM1e mignon,nIRC,the IW,1poil building codeaMu WI-1N.dThe end TPl-1. The apprand any thgeeltl 1 _I gh^ior Truss System Engineer of any Wlltling. Micpiil Gzedlenne a am as defrelinTPI-1. mm�MW�a��M _ „• ._., .,.- _ n �C'Jn1R<A nMTnrsus-b TTm III rfw� • mwf mmrvlmn to _m,Maim MAl m-fTnnw->NMnv T. TrvMIILPE. ��A-1 ROOF eTR055E5 Anthony T•Tombo III, P.E. # 80083 4451.St..Lucie Blvd. . _ Fort Pierce. FL. 34946 --- Job Truss Truss Type Oty Ply 02/072019 74506 C04 I SPEC 15 11 I 2545 Loading Criteria (pall TCLL: 20.00 TCDL: 20.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 50.00 NCSCLL: 10.00 Load Duration: 1.25 Spacing: 24.0' SEAT PLATE REO. F YT9— ) Wind Criteria Wind Std: ASCE7-10 Speed: 163 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 it TCDL: 5.0 psf BCDL:.5.0 psf MWFRS Parallel Dist: h2 to It 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 42 Bot chord 2x4 SP 2400f-2.OE 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) BC 120 0.15 20.90 Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. Loading Truss passed Check for 20 psf additional bottom chord live load in areas with 42'-high x 24'-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. 10B' i10'4',j Code / Misc Criteria DeDICS1 Criteria Code: FBC 2017 RES PP Deflection in loc Udell L/# TPI Sid: 2014 VERT(LL): 0.056 G 999 361 Rep Factors Used: Yes VERT(CL): 0.132 G 999 241 FT/RT:1O(Ov10(10) HORZ(LL): 0.020 G - - Plate Type(s): HORZ(TL): 0.047 G - - WAVE Creep Factor. 2.0 Max TC CSI: 0.506 Max BC CSI: 0.553 Max Web CSI: 0.269 ZL 93.8 Ibs VIEW Ver. 18.02.00A.112620 H ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1221 /- /- /870 1418 250 F 1082 /- /- f7O9 1355 /- Wind reactions based on MWFRS B Big Width =8.0 Min Req=1.5 F Brg Width = 4.0 Min Req = 1.5 Bearings B & F are a dgid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 56 0 D-E 810 -1765 B-C 751 -19M E-F 773 -1908 C-D 788-1817 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-1 1684 -606 H-G 1064 -311 I-H 1064 -311 G-F 1629 -598 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C-1 307 -346 D-G 639 -237 1-0 707 -246 G - E 304 -325 -WARNING^ Please thoroughly review the-A-1ROOF TRUSSESCSELLER'). GENERAL TERMS and CONDITIONS CUSTOMER( BWEW) ACKNOVVLEDGMENT' is.. miry d.wn Mrinletereand react noes anaYa TrussD Sirnl Drewina RDDI antl Me AnUonv T. Tamin III P.E. Reference SMe.I Fefnnauw. Nnlncc Nnnnuico elarM nn rnr Tnn. ...All As wlldingeode Mh1TP41. Theappmva--1 M TPI-1. The approval of the MD and any field II notes sel out in Me Too and the practices and deame Me respensiGTdes and duties of Me Truss )Neci. The Truss Design Engineer is NOT Me auildi Prof Tn¢ui� � GnA'irivT. TNriMi III. P.£� e a TRD =TRI ROOF ��$$ES Anthony T- Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 Job 74506 Truss Truss Type CJ1 JACK 12 6 2X4(A1) B I A Loading Criteria fmU Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 20.00 Speed: 163 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: 11 EXP: C Kzb NA Des Ld: 50.00 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 C8C Dist a: 3.00 it Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top Chord 2x4 SP #2 got chord 2x4 SP #2 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 10 0.15 0.97 Apply pudins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional CSC member design. Left bottom chord exposed to wind. Oty Ply 18 1 C SEAT PLATE REQ. �-- 17`9 -- + 11"11 -� 0210712019 T 3045 Code / Misc Criteria Deb/CSI Criteria A Maximum Reactions (Ibs) Code:FBC 2017 RES PP Deflection in loc Udell L/# Gravity Non -Gravity TPI Std: 2014 VERT(LL): NA Loc R+ I R- / Rh f Rw I U / RL Rep Factors Used: Yes VERT(CL): NA B 323 f- A 1376 1174 162 FT/RT:10(0)/10(1O) HORZ(LL):-0.001 D - - D - A26 f- /22 126 A Plate Type(s): HORZ(TL): 0.001 D - - C - 1-74 I- /68 1110 /- WAVE Creep Factor. 2.0 Wind reactions based on MWFRS ' Max TC CSI: 0.561 B Brg Width = 8.0 Min Req = 1.5 Max SC CSI: 0.069 D Brg Width = 1.5 Min Req = - Max Web CSI: 0.000 C Big Width = 1.5 Min Req = - Beadng B is a rigid surface. Z5.61bs Bearing B requires a seat plate. VIEW Ver. 18.02.00A.1126.20 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 56 0 B-C 117 -58 Maximum got Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 "WARNING" PImse fhor Wy review he'A.1 ROOF TRUSSES TERMS and CONDITIONS CUSTOMER ('BUYER-) ACKNOWLEDGMENr form. to III, P.E. Refemnm Sbmt before use. Unless omervAm staled m me Too. only Alf :mineed. me seal on am TDD reoresenls an ameoMnm of Ile omfesslnnal enoinaen ad agreed upon In venting by ell DaNes NvpNed. The Truss Design Engineer is NOT the AA �rA-1 ROOF STRussFs Anthony T•Tombo III, P.E. # 80083 4451 St, Lucie Blvd. , .i oee.fe Job 74506 Truss; CJ3 Truss Type JACK Oty I Ply 16 1 02107/2019 3048 T3 �-- 17 9 C SEAT PLATE REQ. Loading Criteria (paq Wind Criteria Code / Misc Criteria TCLL: 20.00 Wind Std: ASCE7-10 Code: FBC 2017 RES TCDL: 20.00 Speed: 163 mph TPI Std: 2014 SCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes SCOL: 10.00 Risk Category: II FTIRT:10(0)/10(10) EXP: C Kzt: NA Plate Type(s): Des.Ld: 60.00 Mean Height: 15.00 it WAVE NCBCLL: 10.00 TCDL' 5.0 psi Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0' MWFRS Parallel Dist: 0 to hl2 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 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 34 0.15 2.97 Apply purling to any chords above or below fillers at 24• OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C8C member design. Left bottom chord exposed to wind. 2'111111 DeftIC81 Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc L/defl L N Gravity Non -Gravity VERT(LL): NA Loc R+ I R- / Rh / Rw / U / RL VERT(CL): NA B 323 /- /- 1361 1139 /118 HORZ(LL): 0.001 D - - O 49 /- /- 774 138 /- HORZ(TL): 0.001 D - - C 77 I• /- 159 156 !- Creep Factor. 2.0 Wind reactions based on MWFRS Max TC CSI: 0.324 B Brg Width = 8.0 Min Req = 1.5 Max BC CSI: 0.076 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. Will: 12.6 Ibs Bearing S requires a seal plate. Maximum Top Chord Forces Per Ply (Ibs) VIEW Ver. 18.02.00A.1126.20 Chords Tens.Comp. Chords Tens. Comp. A-B 56 0 B-C 35 -96 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 -WARNING— Pleasedloroughlyreview the-A-1ROOF TRUSSES ('SELLER-), GENERALTERMSaMCONDMONS CUSTOMER(-BUYEW)ACKNOWLEDGMENPforn. e ydesignparametersandreadnotesw Nis Truss Designoraxilg(MD)and Ne AndlmyT.Tombo III, P.E. Referenda SM1eel before use. Unless oNelwisa stated on Ne TDD, only All xlae plateasbatlbeuse (f McTDDtob wW. As a Truss Design Engineering (i.e.Spetlaly Engineer), to seal on any TDD repleentsan suceptarwe eldre gofassional engineed sponsildity far tine design of IM1e single Toss deptled on the Ten =. under TPl-1. The design assumptions, loading madnions, suilabildy and use of this Trans, forany Building is One uiltling islhe responsL'llity of Ilre Omer, ibe Orners auMorixed agent or tba Bugding Designer, in Ne lantexl of iM1e IRC, ale IBC. local buiMirg mde entl TPp1. The approval of Itle Truss Design Engineer and Truss Manufacturer, unless otberanse defined by a Corrand agreed upon 0 wdgrg by all p tans Involved The Truss Design Engineer is NOT die Buildi x Tnass System Elgircer of any WYding.All®ytatirettammareasd6nnedln TPl-1. _ IMtfl AA PmfTnaw_MamvT. T�ran III.P.E Riain'YVSiin-NTSM1nnimt nsrv(mn.wniYuRYFd"+Pnn NiwNiufromicwrMA:1N.iY Tnu,m-iglYrnvT.Tmi�III: ri3--" --. an =A-1 ROOF TRUSSE5 Anthony T. Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort.Pierce,-.FL 34946 - Job Truss Truss Type City Ply 02/07/2019 74506 CJ3T I JACK 12 I 1 I 3152 Loading Criteria (Psp TCLL: 20.00 TCDL: 20.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 50.00 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 D T sp 1 2X4(A1)B - ---HB-S"3— o m 1 " A G H EF Wind Criteria Wind Std: ASCE 7-10 Speed: 163 mph Enclosure: Closed Risk Category: II EXP: C ": NA Mean Height: 15.00 ft TCDL: 5.0 psf BCDL: 5.0 Pat MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 it Loc. from endwall: not in 4.50 GCpi: 0A8 Wind Duration: 1.60 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. Pudins In lieu of Structural panels or rigid Ceiling use pudins to laterally brace chords as follows: Chord Spacmg(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. Wind Wind loads based on MWFRS with additional C&C member design. SEAT PLATE REQ. 17"9 '1 2'6"8 1n'-� i 2'11"l1 —� Code / Misc Criteria CGde:FBC 2017 RES TPI Sld: 2014 Rep Factors Used: Yes FTIRT:10(0)/10(10) Plate Type(s): WAVE Deb/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in hoc Udell Ll# Gravity Non -Gravity VERT(LL): 0.003 G 999 360 Loc R+ / R- / Rh 1 Rw / U / RL VERT(CL): 0.007 G 999 240 B 323 !- 1- /312 M06 /118 HORZ(LL): 0.003 G - - E 28 /- !- /19 /5 A HORZCTL): 0.004 G - - D 82 1- !- /59 /46 /- Creep Factor. 2.0 Wind reactions based on MWFRS Max TC CSI: 0.324 B Brg Width = 8.0 Min Req = 1.5 Max BC CSI: 0.066 E Brg Width = 1.5 Min Req = - Max Web CSI: 0.046 D Brg Width = 1.5 Min Req = - Bearing B Is a rigid surface. Wgt: 16.8 has Bearing B requires a seat plate. VIEW Ver: 18.02.00A.1126.20 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 56 0 C-D 36 -57 B-C 8 -64 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-H 8 -13 G-E 0 0 C-G 23 0 H-F 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. G-H 67 -1 -WARNING• Please thoroughly arem the-A-1 ROOF TRUSSES -SELLER'). GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER`) ACMOALEDGMENT'(alm. 'enfy design paramete,s and read notes on this Truss Design Drawing (Tom and g,e Anthony T. Tombo Ill. P.E. Reference Sbeat before use. Unless a,benvise stated on the MD. only Atp onnector plates s1 l) be used for the TDD to be vaM. As a Tmss Desgn Egirmenlg (ue. specialty Engineer), the seal on any TOO repmss nis an acceptance ofthe Professional engineer :epaneihlly (M Il,a deaiVn of iM1e single Toss ded[led on iha TOD aNv. under TP41. The dexwn easumotims_ Isadino mnditiwe. suilaM1iliN and nw nI IM1tc Trines fnr anv RuilAinn In,M i a otheMse defined bya Contend agreed upon in wnling by all parties involved. Theht ..... D and the p stakes and es aM doles or the T. Tnrnha IL PE. Y _. a '4#�TR ROOF �_ TSOSES5E5 Anthony T. Tornbc, III, P.E. # 80083 4451 St. Lucie Blvd. , Fort Pierce. Fl- 34946— Job 74506 Truss CJ5 Truss Type Oty JACK 12 11Ply 02/07/2019 3051 Al Loading Criteria (Pap TCLL: 20.00 TCDL: 20.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 50.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 - Lumber Top chord 2x4 SP 42 Bot chord 2x4 SP #2 T3 SEAT PLATE REQ. �-- 179 1- 4'11"11 Wind Criteria Wind Std: ASCE 7-10 Speed: 163 mph Endosure: Closed Risk Category: II EXP: C 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 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 58 0.15 4.97 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 memberdesign. _- Left bottom chord exposed to wind. - C Code / Misc Criteria Def11CSl Criteria ♦ Maximum Reactions (Ibs) Code: FSC 2017 RES PP Deflection in loc Udefl L#1 Gravity Non -Gravity TPI Std: 2014 VERT(LL): NA Loc R+ / R- / Rh I Rw 1 U / RL B 406 1- /- 1449 1159 /173 Rep Factors Used: Yes VERT(CL): NA FT/RT:10(0Y10(10) HORZ(LL): 0.005 D - - D 92 /- /- 1149 177 /- Plate Type(s): HORZ(TL): 0.009 D - - C 161 /- /- /136 /111 /- WAVE Creep Factor. 2.0 Wind reactions based on MWFRS Max TC CSI: 0.416 B Brg Width = 8.0 Min Req = 1.5 Max BC CSI: 0.332 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: 18.2lbs Bearing B requires a seat plate. - Maximum Top Chord Forces Per Ply (Ibs) I VIEW Ver, 18.02.00A.1126.20 Chords Tens.Comp. Chords Tens. Comp. A-B 56 0 B-C 72 -166 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 "WARNING" Please M.gNy review the W1 ROOF TRUSSES("SELLER'), GENERAL TERMS and CONmnONS CUSTOMER ('BUYER') ACKNOWLEDGMENT' loan. eriydeslgn Daramsters and read notsea Nis Truss Design Drawtrg(TDD)erd the Anthony T. Tomho IN. P.E.RMererlce Sheetbeforeuss.UNessoNerwtsesWa mtha TDD,only All .ir,en J.ry Re shallbeused(ethe TDDesbevalid. Asa Truss Design Ergineedrg(.edesign as Engineer),theseal onairy TDD reDresemsaneofMinceof theany Sending ea Meeed 5ppng isMret,aEnsignof the single Tress .eaon the TDDonly,rMerTPdin The Ensignn We corMen, fMeIC,MeIO,ssalbiny and useaNis Truss fereny Buildingis Me Wilding ti NaresponsibiLy el Me Owner, the Owners aulnodzed agent ortM1e Building Designer, In me contetl of Pe IRC, Iha IBC, oral buiWmg rude end TP41. ThaeDPrerrul o/Ills spo^sibiliy of are Owner, Ne Owners autMrized agenlar Ne Buiding Designer, N me omtetl al We IRC, Ne IBC. Lxal building rude arM TPI-1. The apPreval of Na TDD aM any Feld :e of Truss. InGUSuy harMling,storage, Inslagation arM breGrg shall be Ne responslWiy or Ne Buis gDesigneraM Contmuor. Mrots seldxln me TDD arM Ne preclices end adelinesofM. BuiNirg Cemponent Safey lnlwmetbn(BSCIJ puNisM1ed by TPleM SaCA are referenced fa general guidarca. TP41 def sNe responsTili4es end tluuea ofNe Truss esigner, Tmsz Design EnglneerarM Truss ManNacMrer, uNass oNerwise tlefined by a Lontrad egreetl upon In wtlgr5 by all paths InwWatl. The Truss Desgn Errglneer is NOT Ne BuiF es'ryler_Tress System Ergmeerof any d,iMirg. Mrapibgze0lemss are as deNu.M In TPI-1. tiwh:N�.aA-1 :v(Tn�cn��Anerw T.hmivi 111.PE. Rniihl: ifimNB:zNn:im,f.fi--w,varm.tin,neifie WlrlallJ,"r:len Own:i�rt4Y,N/,:l1i,MJThaw�Pr:lrvnrT..Tm:M IIr.PE. ' It 3 �aA-1 HOOF �TRrLsSE$ Anthony T. Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierce. FL 34946 .. Job Truss 74506 CJ5T Truss Type JACK Oty, Ply 2 1 1 02/07/2019 3146 T_ 1 SEAT PLATE REQ. HB 2'3'3 E 7 1.7.9 -1- 28'8 - ^— 1-11.11 ---{ Loading Criteria (paq Wind Criteria TCLL: 20.00 Wind Std: ASCE7-10 TCDL: 20.00 Speed: 163 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 50.00 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: 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 Plating Notes All plates are 1.5X4 except as noted Puffins In lieu of structural panels or rigid ceiling use pudins to laterally breve chords as follows: Chord Spacing(in oc) Stari(ft) End(ft) BC 34 0.15 2.56 BC 34 2.56 4.97 Apply puffins to any chords above or below fillers bt 24' OC unless shown othenvise above. Wind Wind loads based on MWFRS with additional C&C member design. i 4'11'11 j Code / Misc Criteria DeBICSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 2017 RES PP Deflection in loc Udell L#t Gravity Non -Gravity TPI Std: 2014 VERT(LL): 0.044 F 999 360 Loc R+ / R- / Rh 1 Rw I U 1 RL B 406 A /- 1366 1118 1173 Rep Factors Used: Yes VERT(CL): 0.104 F 554 240 FT/RTA()(0)/10(10) HORZ(LL):-0.023 G - - E 77 1- /- 147 /1 1- PlateType(s): HORZ(TL): 0.053 G - - D 163 A !- 1131 /105 /- WAVE Creep Factor. 2.0 Wind reactions based on MWFRS Max TC CSI: OA23 B Brg Width = 8.0 Min Req = 1.5 Max BC CSI: 0.185 E Brg Width = 1.5 Min Req = - Max Web CSI: 0.156 D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Wgt: 22.4 Ibs Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) VIEW Ver. 18.02.00A.1126.20 Chords Tens.Comp. Chords Tens. Comp. A-B 56 0 C-D 73 -116 B-C 0 -143 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-H 44 -54 G-E 0 0 C-G 58 -30 H-F 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. G-H 80 -14 -WARNING" Please Mamughly review Me-A-1ROOF TRUSSES(*SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER(*BUYER') ACKNOWLEOGMENT- form. 'enfydesign parameterstnd read notesonthis Truss Design Draxing(TOD)and Vie AnM.yT.Twnbo lll, P.E. Referenm BM1eTl before use. Unless olM1ewise stated on ne TOD,onty Aipi onneaor plates sMil be usetl fro Me TDD to W vard. As a Truss Design Engineering Cie. Spedehy Ergineef), Me seal many TOO represents an acreptarwe of Me professional an seen q_s poDF UDIF :sMosibildy for Me design of Me single Truss depicted an the TDD only, under TOM. The design assumptions, leading condidons, suitability and use of Ois Truss far any BNWing is Une uJding is(ba resimsibitiry of Me Owner, the Ownels auMonzed agent ordw Buileing Designer, In Me mnletl of MaIRC, Me IBC, local buYdirg cotle antl TPN. The appvval olMe ETRIJ Eg Owner, n Owners agN Budding Designer, in Me wntenof NB MC IBC, bral buWing code arl . t TOD aM ll agenand so ofthe o'mD Anthony oIII, P.E. Truss, , includinghandling, n Kist blacks,Buildn nouns ut in an os anW seof Me Truss, Builds ig Caradoing,storage,Instahation(BSCi)sgsfuld be Maresp nd SBCA,yofne Budtling Designer guidance. Tone Building Component CAared sand dutirs of Me Trvss nnedCce. TPIAnrmtessetout in Melib anddutreof6eTw for TPI-tuhnsd. Me TPl adby all #80083 80083 middilliner, e"I �eslgnerw Design SariSuffety Manufacturer, Truss l unties otherwise a in making by Contm4egreetl upon in writing by all paNes involved. The Truss Design Engineer is NOT Me Build' agreed futures russD sign 4451 St. Lucie Blvd. . temeruisedalnedbya esgnero 1. System ErgineeAnf CviMing. .Ol Ja@edt ordnastlefeM in TpiL,r ...,.. .... _. ....-.-.. .. —,.. ..._. _,. �.. �... Tm EWineeraf ia.N iMpiWu onvnnMfldllRAt Profin�ays_AnIM1nv l.Tma�aL PE AwMiuYirundNUMamwn.nxrvlrvn�unNulnlM.u+evun OwwlXen mmYwtiOnNLiPmUn rtvne_Manry T_TnMnRIPE. _ Fo ... , _.. I.efL.Plerrie, FJ.,-34946 Job Truss Truss Type Qty Ply 02/07/2019 2516 74506 GE I GABL 11 I 1 Loading Criteria (pep TCLL: 20.00 TCDL: 20.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 50.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0' i 4'5-5 i 4E-6- -i 4'5*5 -{ Wind Criteria Wind Std: ASCE7-10 Speed: 163 mph Enclosure: Closed Risk Category. II EXP: C 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 ft Loc. from endwall: not in 4.50 GCpi: 0.18 Wind Duration: 1.60 Top chord 2x4 SP 2400f-2.0E :T2 2x4 SP #2: Bot chord 2x4 SP #2 Webs 2x4 SP #3 Plating Notes All plates are 1.5X4 except as noted. Purlins In lieu of structural panels or rigid ceiling use purtins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 4.44 9.14 BC 120 0.00 13.58 Apply purilns to any chords above or below fillers at 24' CC unless shown otherwise above. Loading Truss designed to support 2-0-0 top chord outlookers and cladding load not to exceed 8.00 PSF one face and 24.0' span opposite face. Top chord must not be cut or notched, unless specified otherwise. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Additional Notes See STD DETAILS for gable wind bracing requirements. 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 review one -A-1 ROOF MUSSES(SELL W), GENERAL TERMS and 'eafy design parametersend mad noteson this Truss DesgnDrawing(MD)and the Andany T. Tomb, 111. P.E.F onnedar pales sM1aO be used /a'Ne TDO to ha valid. Asa Tmss Davan Erlo'menam Aa. SnMaiN Fminenn n,e DegICSI Criteria ♦ Maximum Reactions (Ibs), or'=PLF PP Deflection in loc Udell L!# Graviy, Non -Gravity VERT(LL): -0.002 F 999 360 Loc R+ 1 R- ! Rh 1 Rw / U / RL H' 210 1- !- 1103 /88 /21 �iVERT(CL): 0.005 D 999 240 HORZ(LL):-0.003 B - - Wind reactions based on MWFRS HORZ(TL): 0.004 B - - H Brg Width = 163 Min Req = - Creep Factor: 2.0 Bearing P is a rigid surface. Max TC CSI: 0.283 Bearing P requires a seat plate. Max BC CSI: 0.045 Maximum Top Chord Forces Per Ply (Ibs) Max Web CSI: 0.179 Chords Tens.Comp. Chords Tens. Comp. A-B 100 -135 D-E 241 -5 B-C 289 -133 E-F 251 -89 C-D 240 -5 F-G 144 -112 Wgt: 113.41bs VIEW Ver. 18.02.00A.1126.20 Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp P-O 76 -76 L-K 196 -135 O-N 76 -76 K-J 250 -281 N-M 76 -76 J-1 250 -281 M-L 196 -135 I-H 250 -281 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp A-P 128 -244 U-K 91 -102 A-Q 125 -91 K-E 103 -300 Q-R 122 -89 K-V 155 -104 S-M 137 -96 W-X 140 -93 C-M 72 -233 X-G 142 195 C-T 89 -lot G-H 118 -204 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables e Tens. Comp. O-Q 9 -13 L-U 440 -588 R-B 496 -543 V-J 484 -531 N - S 484 -529 F - W 494 - 544 T-D 442 -590 X-1 9 -12 use. :, the IBG, local builtlirg catle aM TPI-1. The appro I banding code and WI-1. The approval of the TOO ar A Cmlbador. M notes set M In the TDD and the p. Manse. TPI-1 Defines the responsbili4es and Mies by an padies Involved The Truss Design Engineer is I a m. 4 mly Alp gmeed =A-1 RDaf �i=TRU55E$ IM1a M1e IF- ae�1° Anthony T. Tombo III, P.E. Tmss # 80083 n,ircmvcWndR.r PrcJin iaus�Ana�v�Y: Tm 111:P.E. �eauildirp 4451 St. Lucie Blvd .1-. —.Fort Pierce, FL 34946 Job Truss Truss Type City I Ply 74506 HJ5 HIP 2 1 1 -71# 5yy 1'4'8 --{ - 2715 C 02107/2019 4.24 p 0 m r fV N =2x4(A,)B 1 l A D SEAT PLATE RED. 2290 6'94 j f 4 97# -6# Loading Criteria (peq Wind Criteria TCLL: 20.00 Wind Sid: ASCE 7-10 TCDL: 20.00 Speed: 163 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 50.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 5.0 psi Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0MWFRS 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 Sot chord 2x4 SP #2 Special Loads -(Lumber Dur.Fac =1.25 / Plate Dur.Fac=1.25) TC: From 0 plf at -2.22 to 80 plf at -0.10 TC: From 2 plf at -0.10 to 2 Pf at 6.77 BC: From 2 plf at 0.00 to 2 Pf at 6.77 TC: -71 lb Conc. Load at 1.38 TC: 155 lb Conc. Load at 4.21 SC: -6 Ib Conc. Load at 1.38 BC: 97 lb Conc. Load at 4.21 Puriins 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 6.77 Apply pudins 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 lhamughly review IM'A-1 Vedfy design pa2melers and maa notes on Ws Truss M TDD Code / Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld FTIRT:10(0y10(10) Plate Type(s): WAVE 3205 De0/CSI Criteria ♦ Maximum Reactions IRIS) PP Deflection in loc Udell L/# Gravity Non -Gravity VERT(LL): NA. Loc R+ / R- - / Rh I Rw / U / RL €T:RT(CL): NA B 380 P /- I- 1336 I- HORZ(LL):-0.025 D - - D 126 P /- P 163 /- HORZ(TL): 0.026 D - - C 123 P P I- 183 /- Creep Factor. 2.0 Wind reactions based on MWFRS Max TC CSI: 0.581 B Brg Width = 10.6 Min Req = 1.5 Max BC CSI: 0.489 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. Wgl: 23.8IDS Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) VIEW Ver. 18.02.00A.112fi.20 Chords Tens.Comp. Chords Tens. Comp. A-S 29 -16 B-C 79 -40 Maximum Bot Chord Forces Per Ply (HIS) Chords Tens.Comp. B-D 0 0 GENERAL TERMS anal CONDITIONS CUSTOMER ('BUYER') ACKNOWLEDGMENT' loan. ianv T. Tombo III. P.E. Reference Sheet before use. Unless omenvlse stated m the TDD. a v Ah uesgner,1 mss usslgnragineer Sao Huss Manmasmmr, abless offia ise defined by a C mmsl agreed upon In wdbng by aff parries involved. The Tmss Desgn Engineer is NOT he St 1 Designer.T.. sysmm Ergmeer of any Wail, Nl capmuzetl terms are as defvxdn TPf-1.'• •• ^-•-••••+ '••-••-_•- .•.. ,.. I fimu MNIS MI RMTma[aa MaM XTmJn III.PE.R•uvM�•]Ynnl N'n MamnM1Aanvtrvm.hnMNMMuiIMnEw wnXrn roimFVYn•dMiRW[Tn�wt�-GpINmvT SevNv,n PE_ _.. ... ��A-1 ROOF Izia1J55E5 Anthony T. Tombo III, P.E. # 80083 4451 St. Lucie Blvd. .Fort Piece, -EL 349-46 ._ Job 74506 Loading Criteria (psq TCLL: 20.00 TCDL: 20.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 50.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0' Truss Truss Type City Ply 02/07/2019 3054 HR I HIP_ 6 1 w - V4T T- 29'15 --j-- 79115 rrio - { Wind Criteria Wind Std: ASCE7-10 Speed: 163 mph Enclosure: Closed Risk Category: II EXP: C 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: not in 4.50 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Sot chord 2x4 SP 2400f-2.OE Webs 2x4 SP #3 Special Loads -(Lumber Dur.Fac =1.25 / Plate Dur.Fac =1.25) TC: From 0 plf at -2.22 to 80 plf at -0.10 TC: From 2 plf at -0.10 to 2 plf at 9.84 BC: From 2 plf at 0.00 to 2 plf at 9.84 TC: -71 lb Conc. Load at 1.38 TC: 155 lb Conc. Load at 4.21 TC: 321 lb Conc. Load at 7.03 BC: -6 lb Conc. Load at 1.38 BC: 97lb Conc. Load at 4.21 BC: 184lb Conc Load at 7.03 Pudins In lieu of structural panels or rigid ceiling use purlingto laterally brace chords as follows: Chord Spacmg(in oc) Start((t) End(fl) 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. D SEAT PLATE RED. iJ l 1 4 grx Code / Misc Criteria Deg/CSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 2017 RES PP Deflection in loc Udefl L#t Gravity Non -Gravity TPI Sid: 2014 VERT(LL): 0.016 F 999 360 Loc R+ / R- / Rh / Rw / U / RL B 497 A 1- A /409 /- Rep Factors Used: Vanes by Ld C >yERT(CL): 0.056 F 999 240 FT/RT:10(0)110(10) HORZ(LL):-0.006 F - - E 383 /- I- I- /163 P Plate Type(s): HORZ(rL): 0.023 F - - D 83 I- P P /49 P WAVE Creep Factor. 2.0 Wind reactions based on MWFRS Max TC CSI: 0.621 B Brg Width = 10.6 Min Req = 1.5 Max BC CSI: 0.Max E Brg Width = 1.5 Min Req = - Web CSI: 0.59591 1 D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Wgt: 40.6lbs Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) VIEW Ver. 18.02.00A.1126.20 Chords Tens.Comp. Chords Tens. Comp. A-B 29 -16 C-D S7 -82 B-C 494 -573 -WARNING- Please thoroughly reylew Via NA-1 ROOF TRUSSES (-SELLER'). GENERAL TERMS and CONDITIONS edfydeS9 mma tmaMre nWeson Nk Truss Design Or ng(rDD)aMNe Anthony T.T=Wlll. P.E.Referenm Sheel nnnepwplatesshallbe dfwMeTDDtob wIW. As a Twss Design Eryimefing(e. Specialty Engineer), One seal on any Tr Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-F 573 -414 F-E 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 450 -622 ACKNOWLEDGMENT form. x the 9uibltg DeslgnereM Conhapp. M fwtm ml out In Iha TDD and the Grsrer•• and treferencedfmgeneralguidance. TPI-1 defineathernslaissildififes and duties oilhe Tfuss xt agreed upon N wdgnB Mall padlea involvM. The Truss Design Eiginmr is NOT No Bull 4 wtM' iu,rrWln�llNianniaievnv'.virviN YRmtTn-P.'w_NNmvT.Tman in. PE: �a ROOF TRzTno55E5 Anthony T.Tombo III, P.E. 480083 4451 St. Lucie Blvd. .;._:Fort Pieree,:FL._34946 Job Truss 74506 HJ7T e Tmss Type HIP_ 1ty I Ply 102/0712019 .719327# I-I-AT4T-TS15TiFI5 iZ 10-� SFAT RNE RED. t ssi 1 41 155e Loading Criteria leap Wind Criteria Code / Misc Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES TCDL: 20.00 Speed: 163 mph TPI Std: 2014 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Varies by Ld BCDL: 10.00 Risk Category: ll FT/RT:10(0)110(10) EXP: C KTh NA Plate Type(s): Des Ld: 50.00 Mean Height: 15.00 it WAVE NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 MWFRS Parallel Dist: 0 to h12 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 24001-2.0E Bat chord 2x4 SP 24001-2.0E Webs 2x4 SP #3 Special Loads -(Lumber Dur.Fac=1.25 / Plate Dur.Fac =1.25) TC: From 0 pit at -2.22 to 80 plf at -0.10 TC: From 2 pit at -0.10 to 2 pit at 9.84 BC: From 2 plf at 0.00 to 2 plf at 9.84 TC: -71 lb Conc. Load at 1.38 TC: 163 Ib Conc Load at 4.21 TC: 327 lb Conc. Load at 7.03 BC: -6lb Conc. Load at 1.38 BC: 561b Conc. Load at 4.21 .BC: 1551b Conc. Load at 7.03 Plating Notes All plates are 1.5X4 except as noted. 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 48 0.15 4.03 BC 81 4.03 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 lhond by review the'A-1 ROOF TRUSSES Verify design parameters and read note on Nis Truss Design Drmvinq (TGT Nli W12 - -ro I - 11 3163 DeflICSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udell L/# Gravity Non -Gravity VERT(LL): -0.285 K 408 360 Loc R+ / R- / Rh / Rw / U / RL 4qERT(CL): 0.396 K 293 240 B 497 P /- /- /393 /- HORZ(LL):-0.115 H - - G 282 /- /- 1- /132 A HORZ(TL): 0.167 H - - E 154 /- A P /73 A Creep Factor. 2.0 Wind reactions based on MWFRS Max TC CSI: 0.540 B Big Width = 10.6 Min Req = 1.5 Max BC CSI: 0.233 G Big Width =1.5 Min Req = - Max Web CSI: 0.479 E Big Width =1.5 Min Req = - Beadng B is a rigid surface. Wgt: 50.4 IDS Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) VIEW Ver. 18.02.00A.1126.20 Chords Tens.Comp. Chords Tens. Comp, A-B 29 -16 D-E 15 -42 B-C 214 -234 E-F 51 -25 C-D 469 -930 Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B-J 124 -96 I-H 882 -458 C-K 775 -368 H-G 0 0 K -1 894 -460 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. K-J 115 -56 D-H 528 -1017 1-0 211 -29 E-H 222 -122 RAL TERMS and CONDRIONS CUSTOMER (R WER-) ACKNOWLEOGMEIvr roan. T=W H. P.E. Reteranm Sheet Ware use. Unless clxervdse stated an the MD. onv Mr in. �TRI ROOF oTRrLR5F5 Anthony T•Tombo III, P.E. # 80083 4451 St. Lucie Blvd. Fort Pierre FL 44948 Job 74506 Truss J5 Truss Type EJAC Qry I Ply 4 1 02/07/2019 3199 1-7-9 SEAT PLATE REQ. Loading Criteria (psq Wind Criteria Code I Misc Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES TCDL: 20.00 Speed: 163 mph TPI Std: 2014 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes BCDL: 10.00 Risk Category. ll F URTAO(Oy10(10) EXP: C Kzt: NA Plate Type(s): Des Ld: 50.00 Mean Height: 15.00 ft WAVE 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: not in 4.50 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP 42 Bot chord 2x4 SP #2 Purling In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in Do) Start(ft) End(ft) BC 56 0.15 4.83 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 bottom chord exposed to wind. 4'10" C Def11CSl Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc L/deO L#i Gravity Non -Gravity VERT(LL): NA Loc R+ / R- ! Rh I Rw / U / RL VERT(CL): NA B 399 /- P /443 /157 /169 HORZ(LL): 0.004 D - - D 89 /- P 1144 (/4 /- HORZ(TL): 0.008 D - - C 155 !- P 1131 /107 1- Creep Factor. 2.0 Wind reactions based on MWFRS Max TC CSI: 0.392 B Brg Width = 8.0 Min Req = 1.5 Max BC CSI: 0.309 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. Will 18.2 lbs Bearing B requires a seal plate. Maximum Top Chord Forces Per Ply (Ibs) VIEW Ver. 18.02.00A.112620 Chords Tens.Comp. Chords Tens. Comp. A-B 1.56 0 B-C 69 -162 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 "WARNING" Please11,0=91dy review the -A-1 ROOF TRUSSES ('SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER (-BUYER') ACKNOWLEDGMENT- fora. any design pananete a and read rotes on this Treas Design Drawing (mD) and We AnlhonyT. Tombo 111, P.E. Rereranm Sheet helore use. Unless othewise stated on the TDD, only Ah a Iaee usedfw lha TOOtobe valid. As teTo Designndeireervg(aasign as Ergineins, Ne sealarnary TOD representsanacceptanceof forprofessional sthe en uiWisilty msmadesignibioflM1asingle Tus4d eesdan Na T00ant.r R.ild.t. "a design assumpg¢rs,loading d'ANdS, suinI IvAIandusealed4Tauss lnTI- Buildingf.i- uiMiagi5111ar85pon4ibiliNaltha OWneL the Umels authdlzetl aaenlorlFe RuiiCno DaS'wre[1n lM1e mnta,l of lM1e lRC tM1w IRG IrcaI N�iMinn rnln antl TP41 TM wnrvnminllM1w aw�bY uw.=<niliirivT. r,„,a;ar P't^ '. 4 La =A-1 RDOR vTRl155E5 Anthony T. Tombo III, P.E. # 80083 4451 St. Lucie Blvd. - -Fort Piercer FL 34946 7, Job 74506 Truss J7 Truss Type EJAC Dly Ply 02/0712019 26 I 1 2495 Loading Criteria (psf) TCLL: 20.00 TCDL: 20.00 BCLL: 0.00 BCDL: 10.00 Desid: 50.00 NCBCLL: 10.00 Load Duration: 1.25 SDacino: 24.0' Top chord 2x4 SP #2 Bot chord 2x4 SP #2 T3 SEAT PLATE RED. f---17.9 _1_ T Wind Criteria Wind Sld: ASCE 7-10 Speed: 163 mph Enclosure: Closed Risk Category: If EXP: C Kzl: NA Mean Height: 15.00 ft TCDL: 5.0 psf BCDL: 5.0 psi MWFRS Parallel Dist: h/2 to It C&C Dist a: 3.00 it Loc. from endwall: not in 4.50 GCpi: 0.18 Wind Duration: 1.60 Puriins In lieu of structural panels or rigid ceiling use purling to laterally brace chords as follows: Chord Spacing(in DO) Slari(ft) End(ft) BC 82 0.15 7.00 Apply pudins to any chords above or below fillers at 24' OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional G&C member design. Left bottom chord exposed to wind. C M 0 i+r io v Code / Misc Criteria DeOICSI Criteria ♦ Maximum Reactions (Ibs) Code: FSC 2017 RES PP Deflection in loc L/defl L/# Gravity Non -Gravity TPI Std: 2014 VERT(LL): NA Loc R+ / R- / Rh / Rw / U / RL B 500 /- P 1552 1186 1230 Rep Factors Used: Yes VERT(CL): NA FT/RT:10(0)/10(10) HORZ(LL): 0.018 D - - D 135 /- P 1221 1115 I- PlateType(s): HORZ(TL): 0.033 D - - C 238 /- P 1205 /162 (- WAVE Creep Factor. 2.0 Wind reactions based on MWFRS Max TC CSI: 0.897 B Big Width = 8.0 Min Req = 1.5 Max BC CSI: 0.737 D Big Width = 1.5 Min Req = - Max Web CSI: 0.000 C Big Width = 1.5 Min Req = - Bearing B is a rigid surface. Wgl: 23.8IDS Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) VIEW V.,18.02.00A-1126.20 Chords Tens.Comp. Chords Tens. Comp. A-B 56 0 B-C 106 -219 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 -WARNING" Please thoroughly review the-A-1ROOF TRUSSES ( -SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER(-BU)rER-) ACKNOWLEDGMENT- form. 'any design parameters and read notes on Nis Truss Design Does, (TOD) and the Mihany, T. Tambn III, P.E. Reference Sheet Were use. Unless otherwise stated on the MD. only Air onneaor pates shall be used lor Ne TDO to be ratio. M a Truss Design Engineering (e. Specially Engineer), Me seal on any ToD represents an a=ptanw of the pmfesslorul engineer nionssbiliy for the design or the single Truss depldted on the TOD only, under TPI4. The design assumptions, loading coMipons, suitability, and use of Nis Truss for any Building Is via Willing is fhe responsibility offM1e Owner, the Own es authorized agent or the Building Designer, in vie ooment ofine IRC, the IBC, asel building rode and TPl-1. Theapprovai of the sponsi Truss iha Owner, the Owne/s amhorized and M Bug an Designer, i pOnAdi y 0fthe B iRC. Me signarral bug Canvasser. atl roles . Thdin the at of ibe TDD a cross meld seoftha Truss, including handling,stafety NSUilatbn and I) puble1wil be the and SSibilityofthe Building Designer and Doat. TPIIdnotessetoutWvie TDDandviapraOfOo Tt uideline, Tmss offt Building Component Safetylanufation(BSCq published byefmMbSBCAarerefemedufninn filgbyage. TPI-ldegnes iherouss Debilnsand dutieso(Na Truss esi,W Truss Desgn Engmee r of Truss Manulaff.ph unless aMercnse daf ed bya Contract agreed upon In writing by ag Oodles Involved. The Truss Design Erg'meer is NOT Na Bugi osigne/'or Truss sjstem Engm-Anf—lgJGng. MrapllafRetl teams are as defmal in T 1 - - - m,nnMSlNfiS-1.RmfFuuex-AnitmvT.TrvnIn111.PE_R��mvovr.m.Ain..n..nmun�.na..l......k.....ennm..nrnr....n............��,n tee-✓ �_�.. ..r �-r-ree. 3 a yy �� NrD55E5 Anthony T. Tornbc, III, P.E. # 80083 4451 St. Lucie Blvd. Frvl Picrra I PI '1dOGR Job 74506 Truss RT Truss Type Qty Ply JACK 14 11 12/1412018 3143 Loading Criteria (p rl TCLL: 20.00 TCDL: 20.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 50.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0' rBI SEAT PLATE REG. �'-- 17-9 1 78-8 ----F14- —i Wind Criteria Wind Std: ASCE7-10 Speed: 163 mph Enclosure: Closed Risk Category. If EXP: C Kzt: NA Mean Height: 16.00 ft TCDL: 5.0 psf BCDL: 5.0 psi MWFRS Parallel Dist: h/2 to It CSC Dist a: 3.00 It Loc. from endwall: not in 4.50 GCPi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP M-30 But chard 2x4 SP M-30 Webs 2x4 SP #3 Plating Notes All plates are 1.5X4 except as noted. Puriins In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spaclng(in oc) Start(ft) End(ft) BC 34 0.15 2.56 BC 58 2.56 7.00 Apply pudins to any chords above or below fillers at 24" OC unless shown otherwise above. Code / Misc Criteria Code: FSC 2017 RES TPI Std: 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. Defl/CSI Criteria PP Deflection in loc Udell L/# VERT(LL): 0.140 F 585 361 VERT(CL): 0.338 F 243 241 HORZ(LL):-0.064 G - - HORZ(TL): 0.153 G - - Creep Factor. 2.0 Max TC CSI: 0.530 Max BC CSI: 0.241 Max Web CSI: 0.299 Wgt 28.0 His VIEW Ver. 18.02.00A.1126.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U I RL B 500 1- P /434 /135 1230 E 120 A /- /75 A I- D 242 A /- 1198 /160 P Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D 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. Comp. A-B 56 0 C-D 108 -156 B - C 0 -242 Maximum Bol Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-H 92 -89 G-E 0 0 C-G 90 -62 H-F 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. G - H 102 -32 —INARNINW- Please thoroughly review too-A-1ROOF TRUSSES ( -SELLER-), GENERAL TERMS and CONDITIONS CUSTOMER (-BUYER') ACKNOWLEDGMENP form. only design parameters and read notes on nis Tiuss Ossgn Dmxing (m0) aad dre Andany T. TomW III, P.E. Referene Sheet befom use. Unless oNen stated m i e TOO, Dory Mr r, in no mntextoft" IRC. the IBC, local WAM nc, cede and TPl-1. The approval of lha n ofdlelRC, McIBC, Ioral batingredo and TPN. The in noTOad no pm rryand If dre Guiding DesignerarL Cenimdar. Al rotes set M lo Me TOO and the przt9res and r ralare.saxteduM... nemn, by r TPI-ldefnes Truss Design Safrddudss of the Trvss Iq agreed upon in wdtiigby all padle9lnvolved The Truss Resign Eigineer is NOT iM1e Boil F nrldLM„e1riRVn„oN,n�PnirrH�itM14'JA-fRmfTn,uns-GnOyviJT.'TnNU I11: G.E :--.-- s �a sA-I ROOF �T1U55E5 Anthony T'Tombo III, P.E. # 80083 4451 St. Lucie Blvd. .,Fort P.ierce_FL 34946 Job 74506 Truss Truss Type L01 I HIPS 1ty 11Ply I02107/2019 3064 3ztn z3aq 331p )--roarrtt•to-T-1•tr10-�- ro'o--{ mop- - T 2 6 p o3X&A1)a E-3%B(At) 1 S A H G F 03%3 ad%d 113%3 SEAT PIATE REQ. )-17" Loading Criteria (aeq Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 20.00 Speed: 163 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C K t: NA Des Ld: 50.00 Mean Height: 15.00 it NCBCLL: 10.00 TCDL: 5.0 fist Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0" MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP M-30 :T2 2x4 SP #2 Bot chord 2x4 SP M-30 Webs 2x4 SP #3 Special Loads -(Lumber Dur.Fac.=1.251 Plate Dur.Fac =1.25) TC: From 80 plf at -1.63 to 80 plf at 7.00 TC: From 40 plf at 7.00 to 40 plf at 11.00 TC: From 80 plf at 11.00 to 80 plf at 19.63 BC: From 20 plf at 0.00 to 20 plf at 7.03 BC: From 10 plf at 7.03 to 10 plf at 10.97 BC: From 20 plf at 10.97 to 20 plf at 18.00 TC: 321 Ib Gone. Load at 7.03,10.97 TC: 238lb Cone. Load at 9.00 . BC: 5181b Cone. Load at 7.03,10.97 BC: 135 lb Cone. Load at 9.00 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 11.00 BC 77 0.15 17.85 Apply pudins 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. + 13J St&f Code / Misc Criteria Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Varies by Ld FT/RT:10(0)110(10) Plate Type(s): WAVE '•WARNING•• Please Namugbly review the'A.1 ROOF TRUSSES 3 Sim DefIICSI Criteria PP Deflection in loc Udell L1# VERT(LL): 0.088 G 999 36 �RT(CL): 0.246 G 865 24 HORZ(LL): 0.032 C - - HORZ(TL): 0.089 C - - Creep Factor: 2.0 Max TC CSI: 0.810 Max BC CSI: 0.962 Max Web CSI: 0.272 Wgt 70.0lbs VIEW Ver. 18.02.00A.1126.20 5EATPUTEREA. F 17" T to 1 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U IRL B 1951 /- /- /- /806 1- E 1951 /- i- I- /806 /- Wind reactions based on MWFRS B Brig Width = 8.0 Min Req = 2.3 E Brg Width = 8.0 Min Req = 2.3 Bearings B 8 E are a rigid surface. Bearings B 8 E require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 56 -32 D-E 1384 -3323 B-C 1384-3323 E-F 56 -32 C-D 1178-2889 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B -1 2862 -1174 H - G 2889 -1178 I - H 2889 -1178 G - E 2862 -1174 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C-1 713 -104 G-D 712 -104 GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER-) ACKNOWLEDGMENT- ro=. cony T.Tornfmlll, P.E.Refeme Sheethefamuse.UnlessoUeMw statedonsle TDD, oNy Air .SoadalNErmineerl.lhesealonanv TDDmDr nbana=Dlanraof Me Dmfe ionalenaineed pmWni,M WIMaa Mnvnnu,nnmiarimu[A.1flMTn�vm,-, RnIMnv T. TmNv�llly.E..�. • _ A 5 �� HUSSE5 Anthony T•Tombo III, P.E. # 80083 4451 St. Lucie Blvd._ 1 . _ FodPierce,.FL.349g6.,_- Job 74506 Truss Truss Type Qty Ply L02 I HIPS 11 11 02/07/2019 3042 8.10.8 —{(- 8'10.8 SEAT PLATE RED. SEAT PLATE REG. 18' I f-1T9 17.9 -{ J Ft Loading Criteria (pa8 Wnd Criteria Code! Misc Criteria DeB/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL' 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflecion in Ioc Udefl L/# Gravity Non -Gravity TCDL: 20.00 Speed: 163 mph TPI Std: 2014 VERT(LL): 0.023 H 999 360 Loc R+ 1 R- / Rh / Rw / U / RL BOLL: 0.00 Enclosure: Closest Rep Factors Used: Yes VERT(CL): 0.052 H 999 240 8 1025 !- I- 11026 1384 1247 BCDL: 10.00 Risk Category: II FT/RT:10(0y10(10) HORZ(LL): 0.011 H - - F 1025 /- 1- /777 /381 /- EXP: C Kzt: NA Des Ld: 50.00 Plate Type(s): HORZ(TL): 0.022 H - - Wind reactions based on MWFRS Mean Height: 15.00 it WAVE Creep Factor. 20. B B Width = 8.0 Min Re 1.5 r9 q = NCBCLL: 10.00 TCDL: 5.0 psf Max TC CSI: 0.198 F Width = Min = 1.5 Load Duration: 1.25 BCDL: 5.0 psf Max BC CSI: 0.675 m8. ing e. Bearings B & F are rigid sudace. Spacing:24.0' MWFRS Parallel Dist: h12 to h Bearings B 8,F require a seat plate. i C&C Dist a: ft Max Web CSI: 0.388 Loc. from dwa not in 9.00 Maximum Top Chard Forces Per Ply (Ibs) WgD 77.01bs Chords Tens.Comp. Chords Tens. Comp. pi: 0.1l: 18 Gatio Wind Duration: 1.60 : VIEWVer.18.02.00A.1126.20 A-B 56 0 D-E 1097 -1055 Lumber B-C 1100-1373 E-F 1174 -1373 Top chord 2x4 SP 2400f-2.0E- C-D 1123 -10555 F-G 56 0 Bot chord 2x4 SP 24001-2.0E Webs 2x4 SP #3 Maximum Bot Chord Forces Per Ply (Ibs) - Chords Tens.Comp. Chords Tens. Comp. Purlins In lieu of structural panels or rigid ceiling use purling B - H 1197 -754 H - F 1145 -974 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) Eri Maximum Web Forces Per Ply (Ibs) BC 120 0.15 17.85 Webs Tens.Comp. Webs Tens. Comp. Apply purling to any chords above or below fillers at 24' DC unless shown otherwise above. C - H 178 -378 H - E 392 -378 D-H 832 -971 Wind Wind toads based on MWFRS with additional C&C .. member design. _ Left bottom chord exposed to wind. 'RVARNING- Pleasethoroughlymviaw We-A-1 ROOF TRUSSES ('SELLER-), GENERALTERMS and CONDITIONS CUSTOMER(' ISiER)ACKNOWLEDGMENP fame. 'airy design pa2metem and read notes on Nis Truss Delon brewing(TDD)and he AnWoW,T. Tombo ill, P.E. Relerermo Sheet belore uu. Unless othervrise slated on he TDD, aNy Alp oruie platmshaYbeusedfwMeTDDtobevalk. Asa Truss Design ErOsee-W,ii.e. Specalty Engineer), We seal..,TDDummaenlsan acomM.&Mepmfessiored engineerin =A-y ROOF zsponsibility fa he design&Vm single Tmss demised an he TOOody under TPI-1. The design assumiumno, loading mudilans, sulloNlity and use of Nis Tress for any Builtling is he TRI155F5 wilding is ha responsibility of he Owoeq he Cwnefs auhsr and agent or he Building Designer, in he contest of lea IRC, the IBC, boar building rode and TPI-1. The oppmval of the "Ofre dityoflhe hha Dwnets Axedagantmllm Buns Designer, inheconteatoeBuiiUngD aluotes Anthony•Tombo ill, P.E. Y din ffie- DandTDOamaeyreW se oche Tmss,Buffdoghanlaxen SOO,,mstedadon and I)IsUshed belhe and SBCAa olha Builtling Dexgner aMance. a.Adnotestimmisinthe TOD and dig przrl Me Tsld ge. AneraaIWiaN dm. pdphesoflhe TPlandy CAtowtagen tlosefor genamlg Component Saueylanu[avon.unles arc a. TPI-lderinesim duties of the,Bui iloom #.Luca eiltl'eg otishedby es er Tmss Design Engineer and Truss ManufacM1rter. unless oNewlse defnedbya Contrast egreetl uponlnwn11ng 0y all parties Involved: The Truss Design Engineer Is NOT he BuiNi a Truss resign by Engid 4451 $S. Lucie Blvd. eai�era Tms3 $yslcn Elg4leer of any bolding. AO ®p Omd temvs are ae d¢fvatl In TPLI. mnYPfCMIFICf lirinl Tnvw�MlMrvT.TmmN,I11.n.E. Rstii,�Li9n,Nmit,Wamue.Amvlmrvwn:Mililiid4u np pwv',Tgi "mmuvv-n"N61FmrTnaata�Mninv TriNnlI1: P. F- Fort Plerce-EL-.34946 Job 7450.6 Truss P01 Truss Type HIPS try I l 10210712019 2548 Loading Criteria (part TCLL: 20.00 TCDL: 20.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 50.00 NCBCLL: 10.00 Load Duration: 1.25 Sparing: 24.0' �I (--4'10'61 y-ZO'fi � 2'0'fi--(-4'10'6-( (-4'Ur-}- 64'--1 W1m--) SEAT PLATE REO. -1'I'9 -I Wind Criteria Wind Std: ASCE 7-10 Speed: 163 mph Enclosure: Closed Risk Category II EXP: C Kzk 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: not in 4.50 GCpi: 0.18 Wind Duration: 1.60 Top chord 2x4 SP #2 :T2 2x4 SP M-30: But chord 2x4 SP #2 Webs 2x4 SP #3 Special Loads 4 8g# 4 21J 215# 89# 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 -(Lumber Dur.Fac =1.25 / Plate Dur.Fac =1.25) TC: From 80 pit at -1.63 to 80 plf at 4.83 TC: From 40 pit at 4.83 to 40 pit at 10.17 TC: From 80 pit at 10.17 to 80 pit at 16.63 BC: From 20 pit at 0.00 to 20 pit at 4.86 BC: From 10 pit at 4.86 to 10 pit at 10.14 BC: From 20 pit at 10.14 to 20 pit at 15.00 TC: 278 lb Cone. Load at 4.86,10.14 TC: 155lb Cone. Load at 6.90, 8.10 e BC: 216 In Cone. Load at 4.86,10.14 SC: 89lb Cone. Load at 6.90, 8.10 _ 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 4.83 10.17 BC 57 0.15 14.85 Apply pudins 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. DeBICSI Criteria PP Deflection in Ice L/defl L/# VERT(LL): 0.064 H 999 361 siERT(CL): 0.176 H 999 241 HORZ(LL):-0.030 G - - HORZ(TL): 0.065 C - - Creep Factor. 2.0 Max TC CSI: 0.683 Max BC CSI: 0.999 Max Web CSI: 0.147 Wgb 61.6 lbs VIEW Ver. 18.02.00A.1126.20 T 1 SEAT TE RED. �-175--j ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh 1 Rw / U / RL 8 1480 /- P P 1800 /- E 1480 /- P I- /800 P Wind reactions based on MWFRS e Big Width = 8.0 Min Req = 1.7 E Brg Width = 8.0 Min Req = 1.7 Bearings B 8 E are a rigid surface. Bearings B 8 E require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-S 56 -32 D-E 1427 -2468 B - C 1427 -2468 E - F 56 -32 C - D 1243 -2156 Maximum Sot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-H 2135-1233 G-E 2135 -1233 H-G 2156-1243 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C-H 395 -166 G-D 3a5 -166 "WARNING- Reese Nefwgby review Me-A.1 ROOF TRUSSESCSELLER-1 GENERAL TERMS and CONDmONS CUSTOMER( -BUYER') ACKNOWLEDGMENT- form. _ eny design panineters and real ate. an vds Tress Design Dr 'ng(TDD)aad Me Mindy T. Tienbo In. EX.Reference Sheet Were uss. Unless onewiae stated on Me MO. eny Alp' mnedrrpates stall be used forOre TDD to be valq. Asa TNss Design Eg'vlanrg(.e. Spedalry ErglneerJ, the seal on any TDO rapresems en ecceDlanca of Ne pafessional enginrenn Tmwdepid e //.-A-TRODF ETRUSS" mponsibliyforlhedesgnefihes%n mNe TDOoWy,under TPl4.Thedev'gnamump8ns,loedingoondidons,sui0bilityenduseof Nis Tmssfwany Bowilgisibe Willing is the resporeeiliyofMa OwnerMeO+aefs authanzed agent or Me Building Designer, in the contend ofthe MC, the IBC, Ideal building code and TPl-1. Theappneaiofthe �I of Ne IRC, Ne IBC, tonal W Yding code endTPl-1. The approval of tyre TDO and nny Aeld / see NeJTNss, indurdM'I Mining,storage, 4lslala�bon and bane sl�ial�bo Ne es lgrg pu vwlry of No Building Designer and Coriander. All neles set out in Ne TDD aM the practices and Anthony. Tombo III, P.E. y uidclinesoftheBuilding Component Safety lnfomauon(BSCI) published by TPI and SSCAare referencedfargeneml guidance. TPfbdefse Neresponsibilideswddutiesof Ne TNss #80083 edgner,TNss Design EngineeraM Trvss ManWadurvr, unless oClervdse dented bya CDnpad agreed upon in wn8ng byap paNes involved. The TNss Design Engineeris NOTNe BWNi 4451 St. Lucie Blvd. esgnern TNss System Engibeerof any Wldilg. Al rapitaYzed klms ara es defiredin TPl-t. 4 - mnmmb]p1eAl RMr.Tn0.�.a-Mm,nvT.TnrnnIll.R.E. 9MxeMu2na KIhL4MnvanL'vranvfrvm.MnMi1,iIMw,IwXnr:.urinan rw,Me[4n NMiRm[Tnnuw.vpnewrvT-TemM nI.P.E..- .- .Fort Pierce.. EL 34946 Job Truss 74506 V12 Truss Type Oty I Ply 02/072019 2528 VAL 12 1 r 6'1"12 1 B=4X4 12' 5.10'4 — Loading Criteria (ps0 Wind Criteria Code / Misc Criteria DefIICSI Criteria A Maximum Reactions (Ibs), or a=PLF TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc L/defl L#f Gravity Non -Gravity TCDL: 20.00 Speed: 163 mph TPI Sid: 2014 VERT(LL): 0.025 D 999 360 Loc R+ / R- / Rh / Rw / U I RL E• 100 /- /- /57 /30 /9 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.064 D 999 240 BCDL: 10.00 Risk Category. II FT/RT:10(Oy10(10) HORZ(LL):-0.010 D - - Wind reactions based on MWFRS Des Ld: 50.00 EXP: C Kzt: NA Plate Type(s): HORZ(TL): 0.026 D - - E Brg Width = 144 Min Req = - Mean Height: 15.00 it WAVE - Creep Factor. 2.0 Bearing A is a rigid surface. NCBCLL: 10.00 TCDL 6.0 psf , Load Duration: 1.25 BCDL: 5.0 psf Max TC CSI: 0.637 Maximum Top Chord Forces Per Ply (Ibs) Spacing: 24.0 MWFRS Parallel Dist: h2 to h Max BC CSI: 0.701 Chords Tens.Comp. Chords Tens. Comp. A-B 627 -393 B-C 62B -394 C&C Dist a: 3.00ft Max Web CSI: 0.188 Loc. from endwall: not in 9.00 Wgt: 40.6 Ibs - GCpi: 0.18 Maximum Bot Chord Forces Per Ply (Ibs) Wind Duration: 1.60 VIEW Ver, 18.02.00A.1126:20 Chords Tens.'omp. Chords Tens. Comp. Lumber A-D 461 -487 D-C 452 -488 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Purlins B - D 627 -857 In lieu of structural panels or rigid ceiling use puriins to laterally brace chords as follows: - - Chord Spacing(in oc) Stad(ft) End(ft) BC 75 0.00 12.00 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. Additional Notes - - - - See STD DETAILS for valley details. —WARNING— Please thoroughly review the W1 ROOF TRUSSES('SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER') ACKNOWLEDGMENT -(arm. edlydeagnpammetersand read rotesontM1S Trans Day. Drawin,(mD) and! rue Anthony T.Tombo ill, P.E: Referenm SM1eel hefom use. UNess oNanvise staled ar Ne mD, ohly Alr annedor plates shall be used Ip Ne TDD to be valid. Asa Truss Dsign Egbremg(.m SpM ty Engineer),ruesealmany TDDmpftanaaeptanmcfdmpmfessbnmenginears spo Wliryforxmdagnofthasingle Trussdepidedonthe TDDohly,under TPpi.Thedesignessumpd%loadingmndNms,suitabilitymNuseof Nis Tmss(orany Building mrue nry or me vwrer, me trwmers amronze0 agent or me tluuang uesgner, In toe rmtezldtae lRC, NeIBG,lopl building cetleaM TPI-1. TheaMnovaloflMTDDandany Leal Tmss,intludvg M1aMling, atomge, inslauatbn and bmtlrg sM1ag be the responsibility of the BUJd'mg Desynerard Conbed0. AHmtesaetmtin Me TDDmdWepra i aed f rue Buildrg Component Sefey lnipnatim(BSGI)paNUM1ed by TPl end SBCA are mlemncM fwgenarzl guidance. TPI-1 tlegms Na En Desi Tineer TM1e T responsii-E.gT dmiaaf Ne Tms russ gn geM Tmss ManWacNrer, unless oMervrise dednetl bye Commd agreed upon N writing byall paNea Involved mss Deasign Engineer is NOT Na Bu vtlu'EM winai,n,irmw�Ln NA.1 n,v/Tnu"w\-aglwrvT. Td,idnm. PE _t �—TRI ROOF zTR1155E5 Anthony T. Tombo III, P.E. # 80083 4451 St. Lucie Blvd. 'I'Ort:Plefce,:FC 34946- ... Job 74506 Truss V16 Tmss Type VAL Qty 2 11y 10210712019 2534 e.. Loading Criteria (,ri TCLL: 20.00 TCDL: 20.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 50.00 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 6 15 Wind Criteria Wind Std: ASCE 7-10 Speed: 163 mph Enclosure: Closed Risk Category: 11 EXP:C K& 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'. GCpl: 0.18 Wind Duration: 1.60 Pudins In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Stad(fl) End(ft) BC 75 0.00 16.00 Apply pudins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional CSC Member design. Additional Notes See STD DETAILS for valley details. 16' 10'1'12 610'4 Code I Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or •=PLF Code: FBC 2017 RES PP Deflection in loc Udell L/# Gravity Non -Gravity TPI Sid: 2014 VERT(LL): 0.028 F 999 360 Loc R+ / R- / Rh / Rw / U / RL Rep Factors Used: Yes VERT(CL): 0.071 F 999 240 E' 100 A 1- 158 131 /9 FTIRT:10(0)110(10) HORZ(LL): -0.010 F - - Wind reactions based on MWFRS Plate Type(s): HORZ(TL): 0.026 F - - E Brg Width =192 Min Req = - WAVE Creep Factor. 2.0 rigid Bearing A is a surface. Max TC CSI: 0.633 Maximum Top Chord Forces Per Ply (Ibs) Max BC CSI: 0.336 Chords Tens.Comp. Chords Tens. Camp. Max Web CSI: 0.111 A-B 254 -216 C-D 124 -34 Wg1: 56.OIbs B-C 124 -33 D-E 254 -217 VIEW Ver. 18.02.00A.1126.20 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-G 1259 -142 F-E 259 -148 G - F 268 -152 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B-G 373 -480 F-D 374 -479 —WARNING" Please thoroughly nerve the -A-1 ROOFTRUSSES('SELLER-)• GENERAL TERMS and CONDITIONS CUSTOMER (-BUYER") ACKNOWLEDGMENT' form. entydesign parametersend read neleson lh9 Toss DesYgn Drawi,g(rUD)a,ul Ne Mtllmry T. Tm,bo Ill. P.E.Relemnm Sheetbefareuse.UnlewoNerwiseetate wMTDD•only All ,nnecmr dates shall be used far the TOO to ba valid. Asa Truss Deswn Emineenm li.e. Snedaliv Eneineerl. Me ual en anv TOO m- mwntq an amnlm� of Me mnfn%gimal ennineen am and lad w.unlessoMeWmdery byaCmo agreeduponinwritingbyallm&esinvolved. TheTmss Oeslgn Engineeris NOT0e1 Au reglarxdtemsare as eemed in ror-1. ILP.ERegMwNu,nl�Mn,Lnvmn4yunvMm.nrcMIMM wIMp mnwnMx,mmJcg4nNAtFm(Tn,aanq..M�MovT. Tmotn 111 P.E. _. e �a A-/ ROOF aTRO55E5 Anthony T. Tornbc, III, P.E. # 80083 4451 St. Lucie Blvd. Fod Pierce,-FL..34946 Job Truss Truss Type City Ply 021072019 74506 V19 IVAL I 1 I 1 2480 j- 6 r9 I" 1-6.15 1 679 —j f- 17'8 —{ Loading Criteria (paq Wind Criteria Code / Misc Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES TCDL: 20.00 Speed: 163 mph TPI Std: 2014 SCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes BCDL: 10.00 Risk Category: ll FT/RT:10(0y10(10) EXP: C Kzt: NA Plate Type(s): Des Ld: 50.00 Mean Height: 15.00 it WAVE NCBCLL: 10.00 TCDL: 5.0 psi Load Duration: 1.26 BCDL: 5.0 psf Spacing: 24.0 MWFRS Parallel Dist: h2 to h 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 42 :T2 2x4 SP 24001--2.0E: Bot 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 cc) Start(ft) End(ft) TC 24 6.63 8.12 BC 120 0.00 14.75 Apply putting to any chords above or below fillers at 24' OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C8C member design. Additional Notes See STD DETAILS for valley details ,3DX4 T2 E X4 145'l De0/CSI Criteria PP Deflection in loc Udell L/# VERT(LL): 0.039 D 999 361 VERT(CL): 0.042 E 999 24( HORZ(LL):-0.058 B - - HORZ(TL): 0.079 B - - Creep Factor. 2.0 Max TIC CSI: 0.354 Max BC CSI: 0.204 Max Web CSI: 0.206 Wgh 67.2IDS VIEW Ver. 18.02.00A.1126.20 �— 1-r8 —{ ♦ Maximum Reactions (Ibs), or'=PLF Gravity Nan -Gravity Loc R+ ! R- / Rh / Rw / U / RL 1' 117 I- /- /71 /42 113 Wind reactions based on MWFRS 1 Brg Width = 177 Min Req = - Bearing L Is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 56 0 E-F 271 -119 B-C. 189 -120 F-G 188 -120 C-C, 271 -119 G-H 56 0 D - E 272 -28 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. L-K 113 -92 J-1 117 -96 K-J 111 -94 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B-L 434 -321 J-F 272 -394 C - K 272 -394 G -1 433 - 321 -WARNING- Please thoroughly review the-A-1ROOF TRUSSES PSELLEW), GENERAL TERMS ad CONDITIONS CUSTOMER(MB EW).ACKNOWLEDGMENr farm. 'eaN Design parameter aM reaa n�teswm¢Truss Design Drawing(mDlaM me Anmom T. Tanbo 111. P.E.Refeme Shoetbehveuse.UnksaoNewlseslateaw Ne TDO,ontyAp nt or aed agent Designer, in Oesgner, N me comet of me IRC, it Iig Ippal bu'Jaiy ooae ana TP41. Tee approval of me inl arms Building DoSigner, In me cgnmri a me IRC, to IaC, local hulloing rage ana TPI-1. The approval olme TOO and eny cola nrvd n¢w-AnunnvT. Tantn nl"PE a =A-1 ROOF TRr195E5 Anthony T. Tombo III, P.E. # 80083 4451 St. Lucie Blvd. w Fod.Pjeme..FL 34946-. - - Job 74506 Truss Truss Type V20 IVAL Cry I Ply 102107/2019 2492 i 1_ i 5'10'4 Loading Criteria buq Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 20.00 Speed: 163 mph BCLL: 0.00 Enclosure: Closed BCOL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 50.00 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 #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 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 75 0.00 20.00 Apply puffins 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. Additional Notes See STD DETAILS for valley details 9'5"1 8'3'8 -ti 5'10'4 �I Code / Misc Criteria DeBICSI Criteria ♦ Maximum Reactions (Ibs), or'=PLF Code: FBC 2017 RES PP Deflection in loc Udefl L/# Gravity Non -Gravity TPI Sid: 2014 VERT(LL): 0.022 1 999 360 Loc R+ / R- / Rh / Rw / U / RL Rep Factors Used: Yes VERT(CL): 0.055 1 999 240 J• 100 /- /- 159 132 /9 FT/RT:10(0)/10(10) HORZ(LL): 0.008 1 - - Wind reactions based on MWFRS Plate Type(s): HORZ(7L): 0.020 I - - J Big Width = 239 Min Req = - WAVE Creep Factor. 2.0 Bearing A is a rigid surface. Max TC CSI: 0.613 Maximum Top Chord Forces Per Ply (Ibs) Max BC CSI: 0.425 Chords Tens.Comp. Chards Tens. Comp. Max Web CSI: 0207 A-B 372 -178 C-D 326 0 Wg1: 77.0 lbs B-C 326 0 D-E 372 -179 VIEW V.,18.02.00A.1126.20 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chards Tens. Comp. A-1 221 -237 G-F 229 -250 I-H 230 -248 F-E 22D -241 H-G 230 -248 —WARNING' Please Mannishly review Me-A-1ROOF TRUSSES Truss ID or Me LER'), GENERAL TERMS and CONDITIONS CUSTC he AnMony T. Tom W III, P.E. Reference Sheel before, Mg (i.e. Spioaly Engineer), Me seal on any Too repw N. The design assumptions, loading condit ors, suitabili ling Designeq in Me contest of Me IRC, Me IBC. bceI In in Me caning of Me IRC, Me IBC, local Wilding We an sprnsibigtycf wre Building DaugnerandConvador. All MSBCAMereferencadforgenerelguidance. TPI-Id 1 by a Coutre4 agreed upon in vmurg by all parties iawl 1 M TPI-1...... Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B -1 367 -452 F - D 367 -451 C-H 145 -467 6EW) ACKNOWLEDGMENT- loan. .Mewls¢ staled on Me Too, *Al,o zptance of Me pmfesslooal engineer Mnr.T�TmNin IIIP�. �...� a �EA-ROOF 1=1 "IUS5ES Anthony T!Tombo III, P.E. # 80083 4451 St. Lucie Blvd. ._ FOtLPierce. FL' 34946 _. Job 74506 Truss Truss Type City Ply V4 I VAL 12 I 1 02/07/2019 2513 Loading Criteria(,, TCLL: 20.00 TCDL: 20.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 50.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0' Lumber. Top chord 2x4 SP #2 Bot chord 2x4 SP #2 1+_ 1 r5n1 1 r5rr1 _ 1� 12 6 B=3X4 02X4(D8R �2X4(DC ) 0 r 4' Wind Criteria Wind Std: ASCE 7-10 Speed: 163 mph Enclosure: Closed Risk Category: 11 EXP: C Kzb 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 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 48 0.00 4.00 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. Additional Notes See STD DETAILS for valley details. a] Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions.(Ibs), or a=PLF Code: FBC 2017 RES PP Deflection in loc Udefl L/# Gravity Non -Gravity TPI Sid: 2014 VERT(LL): 0.004 999 360 Loc R+ ! R- / Rh / Rw / U / RL D• 100 /- I- 147 /7 n Rep Factors Used: Yes VERT(CL): 0.009 999 240 F URTAO(Oy10(10) HORZ(LL):-0.001 - - Wind reactions based on MWFRS Plate Type(s): HORZ(TL): 0.004 - - D Brg Width =48.0 Min Req=- WAVE Creep Factor. 2.0 Bearing A is a rigid surface. Max TC CSI: 0.091 Maximum Top Chord Forces Per Ply (Ibs) Max BC CSI: 0.130 Chords Tens.Comp. Chords Tens. Comp., A-B 203 -226 B-C 203 -226 Max Web CSI: 0.000 Will: 11.21bs Maximum Bot Chord Forces Per Ply (Ibs) VIEW Ver. 18.02.00A.1126.20 Chards Tens.ns.Comp. A-C 218 -154 "WARNING- Please thoroughly review the-A-1ROOF TRUSSES CSELLER'), GENERAL TERMS and CONDITIONS CUSTOMER CBUYEW) ACNNOWLEDGMENrhare. 'edydesign p nonstarsend read notesonthk Truss Design Drawing(MO)and the MMmry T. Turbo ill, P.E.RWemn Sheetbefineuse.Unk othem statedonthe TOD,mIy All mnenmplat"shallW1 dforthe TDDWMvalid. Asa Truss Design Engineering (i.e.5pedalty Engineer), Meseal marry TDDrepresentsanaereptan¢ofthepmrassbrlal engineed :sporlvhdily for the design of elo single Truss depine l an the TDD only, under TPIA. The design assumpeans, loading conditions, sulfa milly and use of this Tmss fmany auMe, is the 'uuding is Ma responsiGlily of the Owner. the Ownefs auMorizetl agent or the Bugling Desyneq in the mnten of the lRC, theIBC, bcal6uYding code and TPM. Theappreval of the sporlsibldyof the Older, an Ownefs auewn,aar and ar Budding Designer, in Me m11Z.0of Na IRC, the IRC, IOW puibing mde aMales s The approval ofaelTDD aM osa and seofthe Truss,trinudig handling,tl ety,installationaMhraWgstunbeeu TPI an'aibiNy of Me auibing Designeram Canlrenm.Mrotessetoutin Me TDD and Mepran'resand esiguWdnes Toole Building GompmendTruss lanmeeaw. unless og, had byefired y acotat agneedopen IenaW, byailp es mohad, Me rose Design santlerls NOT Truss Iesigner, Truss Design Engineer and Truss ManNanurer, unless otherwise deMad by a contact agreed upon N writing by all pani" Involved. The Truss Design Engin"rig NOT the Bud. RMTn�V T. TmM In. PEA - �a A-f ROOF QTPD�5ERF5 Anthony T •Tombo III, P.E. # 80083 1 4451 St. Lucie Blvd. ;FortPierce: FL_34946 Job Truss 74506e V8 Truss Type VAL 1y 102/07/2019 2 1 2525 0 N P7151 3'5'1 12 6 F B=4X4 �- 1111.5X4 i 8' 3'5'1 16 'A i 3'10'4--}31 3'10'4 —j Loading Criteria (,q Wind Criteria Code / Misc Criteria De01CS1 Criteria ♦ Maximum Reactions (Ibs), or'=PLF TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in loc Udell L/# Gravity Non -Gravity TCDL: 20.00 Speed: 163 mph TPI Sid: 2014 VERT(LL): 0.007 D 999 360 LOG R+ 1 R- / Rh I Rw / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.018 D 999 240 E' 100 /- /- 154 /27 /8 BCDL: 10.00 Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): -0.003 D - - Wind reactions based on MWFRS Des Ld: 50.00 EXP: C Kzl: NA Mean Height: 15.00 it Plate Type(s): WAVE HORZ(TL): 0.007 D - - E Brg Width = 96.0 Min Req = - NCBCLL: 10.00 TCDL: 5.0 psi Creep Factor. 2.0 Bearing A Is a rigid surface. Load Duration: 1.25 BCDL: 5.0 psi Max TC CSI: 0.257 Maximum Top Chord Forces Per Ply (Ibs) Spacing: 24.0 MWFRS Parallel Dist: h/2 to h Max BC CSI: 0.245 Chords Tens.Comp. Chords Tens. Camp. CSC Dist a: 3.00it Max Web CSI: 0.122 A-B 282 -194 B-C 283 -194 Loc. from endwall: not in 9.00 Will: 252 Ibs GCpi: 0.18 Maximum Bat Chord Forces Per Ply (Ibs) Wind Duration: 1.60 VIEW Ver. 18.02.00A.1126.20 Chords Tens.Comp. Chords Tens. Comp. Lumber A-D 261 -206 D-C 261 -206 Top chord 2x4 SP#2 Bat chord 2x4 SP #2 Webs 2x4 SP #3 Maximum Web Forces Per Ply (Ibs) , Webs Tens.Comp. Purlins B - D 409 -440 In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(fl) 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 - Nember design. Additional Notes See STD DETAILS for valley details. - - - —WARNING- PleasegwroughVnnAmlhe'A-t ROOFTRUSSES GENERAL TERMS and CONDITIONS CUSTOMER (-BUYEW) ACKNOWLEDGMENT' foen. ropy T. Trxnbo III, P.E. Referees Sheet before use. Unless o en w stated on the TDD, only Np Lq wn iYlMUMNuaJM wnna,rvurnlvim NMtRW.Tnwwy..AmMnv.T'Tamb,lll. P E..., a A•I ROOF eTR055E5 Anthony T. Tombo III, P.E. # 80083 4451 St. Lucie Blyd. FotLP.ierte.FL 34546-_.. Job Truss Truss Type City Ply 02/072019 3260 74506 VM2 VAL 1 1 Loading Criteria (,q Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 20.00 Speed: 163 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: It EXP: C Kzt: NA Des Ld: 50.00 Mean Height: 15.00 it NCBCLL: 10.00 TCDL: 5.0 psi Load Duration: 125 BCDL: 5.0 psf' Spacing: 24.0 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 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Purlins In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(%) End(fl) BC 23 1 0.00 1.88 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. Additional Notes See STD DETAILS for valley details. 7C12 +- 1'4"9 12 6 B 1'10"8 �{ 1 Code I Misc Criteria Code:FBG 2017 RES TPI Std: 2014 Rep Factors Used: Yes _ Defl/CSI Criteria PP Deflection in loc Udell L#1 VERT(LL): 0.006 B 999 360 VERT(CL): 0.015 B 999 240 ♦ Maximum Reactions (Ibs), or •=PLF Gravity Non -Gravity Loc R+ I R- / Rh / Rw / U / RL D• 100 /- /- 164 !10 114 (10) Plate T HORZ(LL): 0.003 B - - Wind reactions based on MWFRS Plate Type(s): pe(s): HORZ(TL): 0.006 B - - D Brg Width = 22.5 Min Req = - WAVE Creep Factor. 2.0 Bearing A is a rigid surface. Max TC CSI: 0.066 Maximum Top Chord Forces Per Ply (16s) - Max BC CSI: 0.120 Chords Tens.Comp. Max Web CSI: 0.000 A-B 0 -30 Will: 5.6 Ibs Maximum Bot Chord Forces Per Ply (Ibs) 1 VIEW Ver. 18.02.00A.1126.20 Chords Tens.ns.Comp. A-C 71 -13 -WARNING— Please thoroughly reties lM-AA ROOF TRUSSES -SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER('BUYER-) ACKNOWLEDGMENT' form. Too M.0. e. matl Tnttw�PNluvry T. TmiN, III. P.E. a e - RO OF TRUSSES Anthony T•Tombo Ill, P.E. # 80083 4451 St. Lucie Blvd. ;_:Fort Pierce..FL 34946 Job Tmss 74506, VM4 Truss Type VAL Ory I Ply 1 1 0210712019 3265. .r 1—If T4'9 "I 19 C I S10'8 1 2�9'13 'I'•'I 9'4 -{ DF i 1 Loading Criteria (,q Wind Criteria Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or'=PLF TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in too L/defl L/# Gravity Non -Gravity TCDL: 20.00 Speed: 163 mph TPI Std: 2014 VERT(LL): 0.004 E 999 360 Loc R+ / R- I Rh / RW / U / RL BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.010 E 999 240 F• 100 I- I- 172 115 /17 BCDL: 10.00 Risk Category: II FTIRT:10(0)/10(10) HORZ(LL): 0.002 E - - Wind reactions based on MWFRS Des Ld: 50.00 EXP: C Kzt: NA Plate Type(s): HORZ(TL): 0.004 E - - F Brg Width = 46.5 Min Req = - Mean Height: 15.00 ft WAVE Creep Factor. 2.0 Bearing A Is 9 a ri Id surface. NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Max TC CSI: 0.114 Maximum Top Chord Forces Per Ply (Ihs) Spacing: 24.0' MWFRS Parallel Dist: h to 2h Max BC CSI: 0.099 Chords Tens.Comp. Chords Tens. Comp. C&C Dist a: 3.00it Max Web CSI: 0.087 A_B 45 -123 B-C 0 -28 Loc. from endwall: not in 9.00 Wgt: 12.6 Ibs GCpi: 0.18 Maximum Bot Chord Forces Per Ply (Ibs) Wind Duration: 1.60 VIEW Ver. 18.02.00A.1126.20 Chords Tens.Comp. Chords Tens. Comp. Lumber A-E 5 -7 E-D 0 0 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Purlins B - E 254 -169 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 47 0.00 3.88 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. --- Additional Notes See STD DETAILS for valley details- - -- - "WARNING^ Pleaselhoroughlyrmiewthe'A-1 ROOF TRUSSES('SELLER'), GENERAL TERMS end CONDITIONS CUSTOMER C11UNER')ACKNOWLEDGMENT'fean. eriryde4gn Parameters.nd read nines an Ws Truss Design Drawing (TDD) and Me Anthany T. Tombo Ill, P.E. Reference Sheet before use. Unless othewiss stated on Me TDO, only Or none" dates shall be used forlhe TDO to be valid. As a Twu Dmign EminseNwli.e. So alN Enaineerl.lhe seal on am Too rem ante an aeoe anew of the amfeesianal enainned naaon(NSDq published by TPl and Sti Aarereferemad fargasond guidance. TPI-ldefneslhems�Nlidesanddufre ofN.Tm Iadurer,unlassoNerwisedegnedbya ConbapaVr uponlnwdgrgbyallpaNesimro .The Truss Design Engineer is NOT Nea M Optathed Wnas are as ddhod in WI-1. ILkaMmaewmaam,wni mkt ,,"RWTn Jtrm+ T.Tm U.PE. _. _9 �A-1 ROOF MTRr155E5 T Anthony T. Tombo III, P.E. # 80083 4451 St. Lucie Blvd. -Fort Pierce, FL 34946 _ Job Truss 74506 VM6 Truss Type VAL Ory I Ply 1 1 02/0712019 3266 Loading Criteria (,q Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 20.00 Speed: 163 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzh NA Des Ld: 50.00 Mean Height: 15.00 it NCBCLL: 10.00 TCDL: 5.0 psf Load Duration: 125 BCDL: 5.0 psi Spacing: 24.0 MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 0 Loc. from endwall: not In 9.00 _ GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 But chord 2x4 SP #2 Webs 2x4 SP #3 Pudins In lieu of structural panels or rigid ceiling use puriins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(fl) BC 71 0.00 5.88 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. Additional Notes See STD DETAILS for valley details. 9-}— —54'9 j �31 Code / Misc Criteria Code: FSC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)!10(10) Plate Type(s): WAVE C DF P9'14 1 g3 I Defi/CSI Criteria PP Deflection in loc L/defl L#/ VERT(LL): 0.021 E 999 36( VERT(CL): 0.052 E 999 24( HORZ(LL):-0.010 C - - HORZ(TL): 0.025 C - - Creep Factor:2.0 Max TC CSI: 0.380 Max BC CSI: 0.300 Max Web CSI: 0.173 ♦ Maximum Reactions (Ibs), or'=PLF Gravity Non -Gravity Loc R+ ! R- / Rh / Rw / U / RL F• 100 /- 1- f75 /16 118 Wind reactions based on MWFRS F Brg Width = 70.6 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 62 -158 B-C 0 -27 Wgt 21.0 Ibs Maximum But Chord Forces Per Ply (Ibs) VIEW Ver. 18.02.00A.1126.20 Chords Tens.Comp. Chords Tens. Comp. A-E 18 -18 E-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. B - E 328 -236 —WARNING" Please thoroughly review the'A-1 ROOF TRUSSES("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER') ACKNOWLEDGMENT' form. s ifydesign pa2metersaM read notes an this Truss Oesgn Drawing CrDm and Na MNony T. Tpnbo III, P.E. Referenm Sheet before use. Unless othervise stated! on Ne MD. onlyAl; anneaarpates shag Ee used for Ne TDDbbe valid. Asa Tress Design Erryneedng(.e.Spetlaly Engineu), Na seal onaMT00 represents an acceplaneo(Nelwfessicrul engmeed. J builting cede aM lPl-1. l ml in the MD Na TDD a dices meld ld CaW gd.ldefie setoutin theMD NeP afteaeM txance. TP41 deeds the was Design s end duties of the Truss byall uaNes lrrvohed The Truss Design Engineer is NOT the suit n,mNCLn Aq.t it fT-An.T. Tnrtl HL PE. 3 �=A-1 ROOF aTRUssm IF - Anthony T. Tombo III, P.E. # 80083 4451 St. Lurie Blvd. a_Eort Pierce. FL .34946 -_ JANUARY 17, 2017 1 TYPICAL HIP / KING JACK CONNECTION I STDTLOI 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. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 Attach End Jack's w/ (4) 16d Toe Nails @ TC & (3) 16d Toe Nails @ BC Attach King Jack w/ (3) 16d Toe ,Nails @ TC & 24" Strap w/ (6) 1 Od x 1.5" ea. end @ BC i 0 r ttach Corner Jack's 1/ (2) 16d Toe Nails @ TC & BC (Typ) Attach Corner Jack's w/ (2) 16d Toe Nails @ TC & BC (Typ) e.,`Irvpa ma"ea mi"ai wr r,.yyay N�m'Wd)my«. rna�m+ae�N+erNn+elgi,><nu+s'.a>mm pam"yru a�..+eruab.a.mtmc+Pm�jmruyumti. Hart A"ttwny L YM, ba ill, OR. a en ntr amod ywtranlm0 mC wlm epa mHm,O^.�m aL amerY meimmblMega6c11Rl. berMemiNdpNebeblmieCagtrav,Mp 3mvlsagJOYmaptldhi +BM3 n taegniaM.i,w anssnur mRoaano- awre�e"Ww unim.mFT�"NaVantnea�i aaakbc.aMa ".fi r,: aoimsrkmamh.rzoa+.uwh�plawamimmmm,.w. "515L lisle Blvd. roTaVNF atm4rf . VhCNMMd t I+n&rPG,+nbrfmmNy4ge ai i4,ene 4bq 4maybm IM �1, - . • r.....wn• ,...... ,.. r..u. n.r , _. ... .:,:... �. ..... ... ......... Fmt Fe"e;ft 34946 FEBRUARY 17, 2017 ALTERNATE GABLE END BRACING DETAIL STDTL03 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772d094010 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD 1' - 3' MAX. OIAG. BRACE AT 1/3 POINTS IF NEEDED IT IS THE RESPONSIBILITY OF THE SLOG. DESIGNER OR THE PROJECT ENGINEER/ARCHITECT TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS. HORIZONTAL BRACE (SEE SECTION A -A) TRUSSSES r 24' D.C. 2XG DIAGONAL BRACE SPACED 4B' O.C. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, —AND ATTACHED TO' BLOCKING WITH (5) - lDd COMMONS. NAIL DIAGONAL BRACE TO PURLIN WITH TWO 16d NAILS. 2X4 PURLIN FASTENED TO FOUR TRUSSES WITH (2) - 16d NAILS EACH. FASTEN PURLIN TO BLOCKING W/ (2) - 16d NAILS (MIN.). PROVIDE 2X4 BLOCKING BETWEEN THE TRUSSES SUPPORTING THE \BRACE AND THE TWO TRUSSES ON \EITHER SIDE AS NOTED. TOENAIL \BLOCKING TO TRUSSES WITH (2) - \ 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH V(5) - 10d COMMON WIRE NAILS. END WALL CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAIL SCHEDULE. METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONG SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICAL NAILING SCHEDULE: - FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, 05). 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (131' X 3') NAILS SPACED S' OL. - FOR WINO SPEEDS GREATER 120 MPH (ASCE 7-99, D2, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (131'X3') NAILS SPACED 6' D.C. (2X4 STUDS MINIMUM). STRUCTURAL It GABLE TRUSS / MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALI 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 URAL I..�.. � __ 1TUD 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 I5 FOR VERTICAL/STUDS ONLY. JULY 17, 2017 A-1 ROOF TRUSSES 4451, ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 STANDARD PIGGYBACK TRUSS STDTL04 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 VAUD FOR ONE PLY TRUSSES SPACED 24. O.C. OR LESS. 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- D.C.) A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. aq.nmrn.�pl� MYIp WrNdell 4rWMgh,peal4v itmveV hr(.a 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. Anthony T. Tom3o B7, D.E. F 80083. 44S1 SL Lotie SM. Fod Pime, R 34946 JULY 17, 2017 1 TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL05 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 VALLEY TRUSS (TYPICAL) SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6' O.C. GABLE END, COMMON TRUSS, OR GIRDER TRUSS DETAIL A GENERAL SPECIFICATIONS: 1. NAIL SIZE =3'X 0.131'=10d 2. WOOD SCREW =4.5' WS45 USP OR EQUIVALENT. 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES (24' O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL'A7. 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. & NAILING DONE PER NDS- 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48'O.C. BASETRUSSES ^'_E END, COMMON 3S, OR GIRDER TRUSS TRUSS CRITERIA: WIND DESIGN PER ASCE 7-9B, 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 ATTACH 2X4 CONTINUOUS R2 MAX SPACING =24- O.C.(BASE AND VALLEY) SVP TO THE ROOF W/TWO USP MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. WS45 (1/4' X4.5-) WOOD SCREWS INTO EACH BASE TRUSS. Antlwmt L Tumho III, P.E: S9883 4451 St. Lucie NO. Fort Piece: fl. 34946 FEBRUARY 5, 2018 TRUSSED VALLEY SET DETAIL STDTL06 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34%6 772409-1010 VALLEY TRUSS (TYPICAL) SECURE VALLEY TRUSS W/ONE ROW OF 10d NAILS 6' O.C. GENERAL SPECIFICATIONS: 1. NAIL SIZE =3'X 0.131'=10d - 2. WOOD SCREW = 3' WS3 USP OR EQUIVALENT. 3. INSTALL VALLEY TRUSSES (24.O.C. MAXIMUM) AND SECURE PER DETAIL 'A'. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN DRAWINGS. S. BASE TRUSS SHALL BE DESIGNED WITH A PURUN SPACING EQUIVALENT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6. NAILING DONE PER NDS-01. GABLE END, COMMON 7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C. TRUSS, OR GIRDER TRUSS DETAIL A (NO SHEATHING) N.T.S. P r2 BASETRUSSES' GABLE END, COMMON TRUSS, OR GIRDER VALLEYTRUSS TRUSS (TYPICAL) .SEE DETAIL'A' BELOW 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 6112 CATERGORY II BUILDING EXPOSURE WIND DURATION OF LOAD INCREASE: 1.60 ATTACH 2X4 CONTINUOUS #2 MAX TOP CHORD TOTAL LOAD = 50 PSF SVP TO THE ROOF NUOUS # SP MAX SPACING = 24- D.C. (BASE AND VALLEY) WS3(lWX 3-)WOOD SCREWS MINIMUM REDUCED DEAD LOAD OF PSFON THE TRUSSES. INTO EACH BASE TRUSS. p'rt1020161I4AImus�k5ovyl.Imb®./.1. L•pdbbvdrtadw�rcl,uaplae;npold'aliu4on Qerimevpnvdtiva5wAlFedGnses.Avikvepl.leeb04/1 Anthony T. Tem008ho Ill. P.E. 83 St. ltide 01M. Fortd Pierce, R 34916 JULY 17, 2017 I I\IJJJLLJ V/1LLL I JL I VL_ I AIL (HIGH WIND VELOCITY) STDTL07 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 ATTA( WIND DESIGN PER ASCE 7-98, ASCE 74 WIND DESIGN PER ASCE 7-10: 170 MPI MAX MEAN ROOF HEIGHT If 30 FEET CATERGORY It BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE: 1 MAX TOP CHORD TOTAL LOAD =50 PSI MAX SPACING = 24- O.C. (BASE AND VA SUPPORTING TRUSSES DIRECTLY LINE _....._._... 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. `ryAv - I NON -BEVELED . BOTTOM CHORD FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE. CLIP MAYBE APPLIED TO THIS FACE UP TO A MAXIMUM 6112 PITCH NON -BEVELED BOTTOM CHORD CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6/12 (MAXIMUM 12/12 PITCH) a /� gW!'vl+rlebgw MIIIMIt4{g5(SCtEPyp4'W i Avl wYymilmYCNbNlIGYYralrtna4yi drvgMlmltr®I{.4apb4n pnYL,gml0mr,4C.n mwb,t gcdteprN UYss,bu srmmnr.ul menu kedhr(le`e^.OMM �'ghdwYlv4rIL 7f � ( Yfi ]BI()AiWir n�r.brJu�l f�trlll qt Anftny T. Tmbo 111,D.E. C 80083 4451 St Lucie Blvd. Fat Yierre,R. 34946 FEBRUARY 17, 2017 STANDARD GABLE END DETAIL STDTL08 VERTICAL 2X6 SP OR SPF •- STUDW2X4 #2 DIAGONAL TYPICAL 2X4 L-BRACE BRACE NAILED TO 2X4 VERTICALS -� - V/IDd NAILS, -6' O.C. - - (4) - 16d NAILS16d NAILS VERTICAL STUD SPACED 6' OZ. (2) IDd NAILS INTO 2X62X6 SP OR SPF #2 SECTION B-B 2X4 SP OR A-1 ROOF TRUSSES SPF #2 4451 ST. LUCIE BLVD. L HORIZONTAL FORT PIERCE, FL 34946 NAILED TO 772409-1010 RTICALS TRUSS GEOMETRY AND CONDITIONS SECTION A -A V/(4) - IDd NAILS SHOWN ARE FOR ILLUSTRATION ONLY. DIAGONAL BRACE 4' - 0' D.C. MAX. BEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. 12 PROVIDE 2X4 BLOCKING BETWEEN Q VARIES TO COMMON TRUSS THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES * WITH (2) - IDd NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - IDd NAILS (4) Bd NAILS MINIMUM, 3X4= PLYWOOD SHEATHING TO 2X4 STO SPF BLOCK * V DIAGONAL BRACING ** L - BRACING REFER REFER TO SECTION A -A TO SECTION B-B 24' MAX. NOTE- / 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. / 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO 12' MAX. / BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT SLOG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. 'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR 5. BETTER WITH ONE ROW OF IDd NAILS SPACED G' O.C. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM / AT W -O. OZ. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN WITH 16d NAILS SPACED 6' OZ. HORIZONTAL BRACE TO BE LOCATED AT THE MIOSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH (3) IDd NAILS THROUGH 2X4 (REFER TO SECTION A -A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEEOS L/240. B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAG. BRACE 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE p7 1/3 POINTS •10. TRUSSES IF NEEDED IDd AND 16d NAILS ARE 0131'X3.D' AND 0131-X35- COMMON WIRE NAILS RESPECTIVELY. 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 05-01-12 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 MAXIMUMSTUDLENGTH 2X4SP#318TUD 12'O.C. 3-8-10 5-6-11 6b-11 11-1-13 ,2X4SP#31STUD 16'O.C. 3.340 4.9-12 66.11 940.15 2X4SP#31STUD 24'O.C. 2-66 3.11-3 54-12 B-1-2 2X4 SP42 _ 12'O.C._ _110,15_ __5-6-11--. -6-6-11 11-8-14 2ZP#2 16.O.C. 3-6-11 4-9-12 6-6-11 10-H 2X4 SP#2 24'O.C. 3-14 3.11-3 6-2-9 9-313 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 90% OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2. ROOF SHEATHING (2) - IDd NAILS TRUSSES P 24' D.C. '2X6 DIAGONAL BRACE SPACED 48' D.C. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - lOd NAILS. HORIZONTAL BRACE (SEE SECTION A -A) END WALL _ MAX MEAN ROOF HEIGHT= 30 FEET EXPOSURE B OR C ASCE 7-10 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE: 1.60 CONNECTION OF BRACING IS BASED ON VMS. -... FEBRUARY 17, 2017 WITH 2X BRACE ONLY STDTL09 - i A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 VOTES: T-BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING :S IMPRACTICAL T-BRACE/ I -BRACE MUST COVER-90Y. OF WEB LENGTH. THIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I -BRACE WEBS TO :ONTINUOUS LATERAL BRACED WEBS. NAILING PATTERN T-BRACE SIZE NAIL SIZE NAIL SPACING 2X4-OR 2X6 OR 2X8 1Od 6' O.C. NOTE NAIL ALONG ENTIRE LENGTH OF T-BRACE / 1-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 1-BRACE 2X6 2X6 T-BRACE 2X6 1-BRACE 2X8 2X8 T-BRACE 2X8 I -BRACE BRACE SIZE FOR TWO-PLY TRUSS PECi-fffIfO-E0NfiINU0US-ROVS-0 LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 I -BRACE 2X6 2X6 T-BRACE 2X6 I -BRACE 2X8 2X8 T-BRACE 2X8 I -BRACE T-BRACE / I -BRACE MUST BE SAME SPECIES AND GRADE (OR BETTER) AS WEB MEMBER. NAILS WEB NAILS I -BRACE NAILS WEB T-BRACE SECTION DETAILS r.FEBRUARY17,2017 I LATERAL BRACING RECOMMENDATIONS I STDTL10 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2X6 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS-.-- -" - C_. NOTE 1: 2X6 STRUNG13ACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE jawTOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY A-1 ROOF TRUSSES OF THE METHODS ILLUSTRATED BELOW. 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 NOTE 2: STRONG13ACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE 772409-1010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM ENO TO ENO, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENOS. INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (00 NOT USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) ANCHOR TO ATTACH VEB WITH (3) - 10d SCAB WITH (3) - 10d TO TOP CHORD NAILS (0131' X 3') NAILS ((1131' X 31). ATTACH TO VERTICAL WEB WITH (3) - 10d NAILS (D131' X 3') �w a w ,•� w r �Flo, Iwrrrr�wr�r�r� 1 1 I �w��rrrr��wrr�r� t�wrrr,��r� BLOCKING BEHIND THE VERTICAL VEB IS RECOMMENDED WHILE NAILING THE STRONGBACK USE METAL FRAMING ATTACH TO VERTICAL ANCHOR TO ATTACH WEB WITH (3) - 10d �TO BOTTOM CHORD NAILS (D131' X 3') ATTACH 2X4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - 10d NAILS (0.131' X 3') IN EACH CHORD ATTACH TO VERTICAL SCAB WITH (3) - 10d NAILS (0.131' X 3') i TRUSS 2X6 r 4' - �' � WALL STRONGBACK(TYPICAL SPLICE) � (BY OTHERS) ATTACH TO CHORD WITH (2) #12 X 3' WOOD SCREWS (0216' DIA1 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' - D' LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0131' X 3') EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) - iDd NAILS (0131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). BLOCKING (BY OTHERS) FEBRUARY17,2017 I LATERAL TOE -NAIL DETAIL I STDTLI1 " o. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. - FORT PIERCE, FL 34946 772409-1010 NOTES: __-L_ TOE-NAILS_SHALLBE ORIVEN_AT_AN ANGLE OF 45' WITH THE -MEMBER -- AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER ENO AS SHOWN). 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL . BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE -NAIL SINGLE SHEAR VALUES PER NOS 2001 (LB/NAIL) .DIA SP OF HF SPF SPF-S .131 88.0 80.6 69.9 68.4 59.7 o J .135 93.5 85.6 74.2 72.6 63.4 ri .162 108.8 99.6. 86.4 84.5 73.8 U .128 74.2 67.9 58.9 57.6 50.3 - Z 0 .131 75.9 69.5 60.3 59.0 51.1 N ri .148 81.4 74.5 64.6 63.2 52.5 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0.162. OIA. X 35') WITH SPF SPECIES BOTTOM CHORD FOR LOAD DURATION INCREASE OF 115: 3 (NAILS) X 845 (LB/NAIL) X 115 (DOL) = 2915 LB MAXIMUM CAPACITY ANGLE MAY VARY FROM 30' TO 60' 45.00' ANGLE MAY VARY FROM 3V TO SO' THIS DETAIL IS ONLY APPLICABLE TO THE THREE ENO DETAILS SHOWN BELOW. VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY. SIDE VIEW (2X3) 2 NAILS NEAR SIDE FVT- NEAR SIDE SIDE VIEW (2X4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE 45.00' SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30' TO 60' 45.00° YEBRUARY 17, 2017 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 54946 7724094010 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 O J .135 60 48 33 30 20 U7 (7 .162 72 58 39 37 25 J :e O .128 54 42 28 27 19 LD L7 Z Z O .131 55 43 29 28 19 W .10 62 48 34 31 21 J Lo J 04 _ Q M Z .120 51 39 27 26 17 O Z .128 49 38 26 25 17 O J .131 51 39 27 26 17 0 .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 35') WITH SPF SPECIES TOP PLATE FOR WIND DOL OF 133: 3 (NAILS) X 37 (LB/NAIL) X 133 (DDL FOR WINO) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND FOR WIND OOL OF 1.60: 3 (NAILS) X 37 (LB/NAIL) X ISO IDOL FOR WINO) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WINO - IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LEIS (177 LBS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. *** USE (3) TOE -NAILS ON 2X4 BEARING WALL _ oo+ USE (4) TOE -NAILS ON 2XG BEARING WALL NEAR SIDE FAR S; r= TOP PLATE OF WALL L NAIL NAIL SIDE VIEW END VIEW FEBRUARY 5, 2016 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-099-161 a 1.5 x 4 TYP 2x2 NAILER ATTACHMENT I STDTL13 —2x2-NAILER ATTACHMENT GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 170 mph, ASCE 7-103 29'-0" Mean Height, Exp. B, C or D. 0 1.5x4 2x2 SP No. 3 2x4 SP No. 2 (Min) toe s k�pril 11, 2016 TYPICAL ALTERNATE BRACING DETAIL STDTLI4 FO EXTERIOR FLAT GIRDER TRUSS A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 . (4) 12d TRUSS 2411 O.C. 12 VARIES (4) 12d MAX 3011 (21-611) UPLIFT CONNECTION - J (SEE ROOF TRUSS) 2x6 #2 SP (Both Faces) 2411 O.C. EXTERIOR FLAT SIMPSON H5 GIRDER NUAryC.YIY,L,7ti..�wYYtltl](.Y6n1YY,MYlu4.lml;h#wliYlm.1.; FY,,,/Ylm,. LGyI .1/4ta,14 W' nfww+:/w M.w. VNw+nhmrulnihwMY1N W�1RIM,4�n�.YY,aItln�Y u.,myr..wx,:ltll.ya„1..aua,+rw.wM,nY+m mYwmm.,aw.mt 4/�WMimdlii,lamrt4w,ryls,xispili!'L-I.AeaTrminm Ma'niwhealA IMlmu, �kkmp lLab@,/t. A th.e, T. Tmn Ill. D.E. 80083 .51 6t. La W SNd. Fttt Plane, FL 34946 FEBRUARY 17 2017 I STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND I STDTL15 „ DAMAGED OR MISSING CHORD SPLICE PLATES A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 TOTAL NUMBER OF NAILS EACH SIDE OF BREAK • X (INCHES) .MAXIMUM FORCE (LBS) 15% LOAO DURATION __SP OF SPF HF 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 20 30 24' 1706 2559 1561 2342 1320 1980 1352 - 2028 26 39 30' 2194 3291 2007 3011 1697 2546 1738 2608 32 48 36' 2681 4022 2454 3681 2074 3111 2125 31B7 38 57 42' 3169 4754 2900 4350 '2451 3677 2511 3767 44 66 487 3657 5485 3346 5019 2B29 4243 2B98 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 lOd NAILS (TWO ROWS FOR 2X4, THREE ROWS FOR 2X6) SPACED 4' D.C. AS SHOWN (131' DTA. X 3'3. STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 3' MEMBER ENO DISTANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C • 10d NAILS NEAR SIDE + 10d NAILS FAR SIDE X' MIN �- 6' MIN THE LOCATION OF THE BREAK MUST BE GREATER THE REQUIREO X DIMENSION FROM ANY PERIMETER AND A MINIMUM OF 6' FROM ANY INTERIOR JOINT 00 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 UNOAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. S. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY THAN OR EQUAL TO BREAK OR HEEL JOINT (SEE SKETCH ABOVE). 4FEBRUARY 17, 2017 SCAB APPLIED OVERHANGS STDTL16 A4 ROOF TRUSSES - 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR: 115 SPACING: 24' D.C. TOP CHORD: 2X4 OR 2X6 PITCH: 4/12 - 12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL ENO BEARING CONDITION NOTES: 1. ATTACH 2X_SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS (1413' OIA. X 3') SPACED 6' Of. 2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2X SCAB (L) (2.0 x L) _ 24" MAX 2 " MI - - 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-(SPANSLESS THAN 401) 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