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HomeMy WebLinkAboutTrusser+• l�-9'1• 4 a'�' .. en'a TYPICAL END DETAIL r4jo�1 ON STRUCT DRAWINGS FOR CUPOLA WALL HEIGHT USSES FOLLOW ROOF PLANES ONLY DESIGNED FOR 4 POINTS OF CONNECTION AT CORNERS TO BOTT017CHORDOFA72GANDAI3G N10•-D' 8RG E13'-- R. LEDGER CONNECTIONS BY BOIL 'gZ ., (UNLESS NOTED OTHERWISE) NOTE:ALL CEILING DROPS BELOW BEAM ARE BY BUILDER, tUNLESS NOTED OTHERWISE a E^g.y ' NOTE: THIS TRUSS PLACEMENT DIAGRAM IS TO SHOW = ar='o = � TRUSS I.D. AND TRUSS LOCATION ONLY. THE BUILDING F g E DESIGNER IS RESPONSIBLE FOR THE STRUCTURAL n.� g 2 �. i 'a-�e STABILITY OF THE ENTIRE STRUCTURE. REFER TO THE F v'jj 'A INDIVIDUAL TRUSS ENGINEERING DRAWINGS FOR o & a o R GRAVITY AND UPLIFT LOADS. FOR BRACING &ERECTION DETAILS REFER TO SCSI-03 ANDIOR ENGINEER OF RECORD. vo.0=°gs�' ® REPRESENTS THE LEFT SIDE rovaa-a`se OF EACH TRUSS DRAWING a ?an•a=`Eel ( NOTE: REFER TO SIMPSON CONNECTOR 'B a ^ ^- € Z 2 CATALOG FOR INSTALLATION DETAILS) g12 ` s a* 5 g P �iS¢•Sp ep A LUS24 H HHUS46 g LUS26 J THA422 R _ o ,v HUS26 K MU526 a` ---s-5 S,m a 2 0`2185=50 � I HUS28 L THJA26 E HHUS26-2 M HGUS26-2 U F HHUS28.2 N --- V --- cm� r a LUS46 P --- X LSTA18 -"8 —9 ° U 8a -c2=H Em HBB HANGER BY BUILDER BBB BEAM BY BUILDER Z ' I; 9 m ..-` =_c �• .� mm'`'•L��o g` o=='=ya FaS & s s m-' me�r�°g =row=n2oD m b ` L ° gQ -; c S?" ° - m _ ; ` Z LSTA12 @ TC & BC • NOTE: LSTASTRAP INDICATED T08E USED IN CONCORDANCE WITH CORNERSET DETAIL. Zt LSTA12 @ TC Zb LSTA12 @ BC LOADING ROOF FLOOR WIND LOAD �¢ LIVE LOAD 20 - ASCE 7-16plor v DEAD LOAD 15 - 170 C p¢ O LIVE LOAD 0 - Residential-CATII 0o DEAD LOAD 10 Closed TOTAL LOAD 45 - FBC 7th Ed. 20PA Res. ' •' ' � � ^ � ° E° DURATION FACTOR 1?5 - TP12014 IEV DATE BY REMARKS o�t38�•aae It is understood that above ❑ APPROVED o o a =- conditions have been reviewed & are acceptable for the fabrication❑ APPROVED AS NOTED at busses, elevations,pitches,6 `$n E' overhangs, lascias,ceiling ❑ REVISEAND RESUBMIT „ _ v ^ '. elevations�pilches, bearing REJECTED conditions &all detail pertaining E]e 2- E' E a .E a a to this truss placement plan. No back charges will be accepted without previous written approval DATE from anR-1 Root Trusses _ b F e- s {sRl representative. REVIEWED BY a e ' c d c 2. 'Z' _oe+'�ta�2n PLAN DATE ARCH: --/-/-•• STRUCT: CUSTOMER HOMES SYABURTON JOB NAME VIDES RESIDENCE s g `s - _ m90 . n_ 3 ,V camt. .g 6 OPTION(S) �'` •^ z 0 a xg _oQa ` )OMMUNITY 1LOTp 1,; 82>¢n� i v r ana °o���F°g 4 ate' e'_fi 3oEbi �O �1- _ age - - ' b CITY COUNTY BLDG. BLDG. TYPE C-SF A - _ a, - a JOB If 85198 MASTER w nr = s DRAWN SCALE 617121 EDATE o o_- TF NTS "'�'I !.Ipjj• 1 's.. tom Lr r 11 1.ilry II •11 SI 4451 St Lucie Blvd Fort Pierce, FL 34946 2V u �-EE 2�g�R$ Ryan M1Bays .1 •'- • s.All `01 ;i; http://www.altrusS.com ^ a'. l �` Tel: 7724091010 m 'e Fix* 772- aVC�KTK aafi P£6Mel,tle NWY aB e[IX0.]waaDAne9 ea&onotmaEnimrsssa aaotauvfow 6DEKaoeF m „, F p_4• 6Pama� wam Ao1 HGT-3 ar,�avoolM aHiaussas A02 2-META 16 aaiFtiwaHHca ,naa•onw �latnr.v OVERH NG DET IL goo SCAM 1/4'=l'-T Stanley A Forrest Al2G 2-META 16 3 �pf 2021.05.1 412:33:41 -04'00' A13G 2-META 16 INTERIOR BLOCK TRUSSES DO NOT BEAR ON OR S' TRUSSES FLAT AT BEARING HEIGHT OVE C06 IS 11 C01 2-META 16 I A C61 2-META16 -1 M 1 o2B �1 X,r��. ��r�rlrrrvirWlr Im MAIN i ME Im A02 2-META 16 VERIFY MYER CLG IS AT 10-0• W/ ITV 24!< RECESS WALL BY BUILDER TOP AT 1'4 ,4 — ;: E , 0C 's Fasteners] DfAIP SFF/BF",: 61odel / Dm1 AllowableA1lowable- No � `Between Concretely Girder UpliRtoads UplittLoads: Anchots ' CMU (160) MGT 3% 2210d 3965 3330 HGT2 3a 5� 2-s/a 1610d 10980 6485 'F1GT 3 4'S s' 74'N = 2 3; ;7810d 10530 49035 .MG }6N�c'.," 9, , ,;.,Q3a 7610d 9250 9250 aW01Ne,, t4'iinEPANVOe aEIYJFHl siAlBAfA),N169 MSmAPSotmlaE ,.Auul aai,sMccral9menaMDSUMNETAn bEM'EIIe --,Rase ANa l,alRa5e ma.,sruns uelwtaouiAost•el, r-- Nd,Mapvhr eN Eovm (Tip) xAuraAtiEroiausscovc ramioeera�son wlstz ae,wEalerAaPAxaiauss PutoaztsNAza wuvmmlwos tamz Al2G 2-META 16 A13G 2-META 16 SEE STRUCT DRAWINGS FOR CUPOLA WALL HEIGHT TRUSSES FOLLOW ROOF PLANES ONLY ➢ESIGNED FOR 4 POINTS OF CONNECTION AT CORNERS TO BOTTOM CHORD OF A126 AND A13G m19um SCHEDULE USE CONNECTOR AI UN NOTED 0B6RWSE UAt El ONUILONNECTOR ela01 NIR am i%ISS AN a— Hem � y K, • m ®• can .12 u NSYD CR.NECn1R n91FS mm m��M rw C,oe ,�w�e pe®owlvtm sw Bm�� m• ®e�od'.a'P�•.�.i a"mw ,mac w®'a`.�ms�nau w.m'iwul�� ron•e V m2 Kt®P ®®wiwi¢ e. oum. m o-m-im .nab ro L- U aw AP cemtcros NOJSE M Eo 0 Pa•u wMm Pn.0 I amm am Oi latL59 fille2T w u'n� caAEC1MM6 m Rz - xx �Y c1et® yl �u V2 emu m fu q lu MT C rxi « r a W w4 M :— Au �u HE— ra v w1 A4(3 A WAS aVI1g AS 94aFD! ftNmFD a/ W6 YNA(KNIAIL wmusswY,v,el .w�.�i,a�aaa e��a„aamA� ama anexo e� ®zaon 1a " mm x VALLEY STRAP DETAIL ems• •••�� � C 43C 19 WALE. 3/4•=1-T nta "ao s•'mi�iun®,o ,a®y®®wn,w F6C VALLEY SET FRAMING 0 24 'Roof Nm'rng Pa6em' P.,r. Au 74 III sheallft re quires mlNmum 516' 2l (1W32) Plywood NAILING SCHEDULE FOR WALLS AND ROOF a00heim .h.3he tui dS'OC.elme ROOF. WITHIN 4 FT OF ALL EAVES , GABLES , RIDGES AND HIPS . ed0esendir O.C.ate,e Gdedvl � NAIL 6' O.C. ON EDGES AND INTERMEDIATE SUPPORTS ON EACH PANEL 160 Panel � 8 FegUIdt S' M sir tV Wililng to 160 MPH, D� 6,aquhea 6' on centernall ALL OTHER AREAS SHALL BE NAILED 6' O.C. AT THE EDGES AND 12' O.C. AT apaomgmedmum. az THE INTERIOR OF THE PANEL NAIL SHEATHING 4' O.C. INTO ALL GABLE '1-1 enm END. TRUSS CORDS struWaal sheathing (roof and wall (Table RM3AV(e)&12'(Q); 0fdmeea. na0 size and 10'-0' BRG AT PLATES q"jm end zone palam per SIDEWALLS AND GABLE ENDS ALL SHEATHING SIDEWAND GABLES 2304.6.17m03.3 (2020)FB[7Res den a R8032.3.1lR703.3ALLS t ENDWALLS SHALL BE NAILED 6' O.C. AT THE EDGES EDGES AND 12' O.C. AT INTERMIDATE SUPPORT. FULL DEPTH o l BLOCKING SHALL BE PLACED AT ALL SHEATHING JOINTS NOT OCCURING NAILS: NAILS USED IN ALL SHEATHING APPLICATIONS SHALL BE RING OR SPIRAL SHANK HOT DIPPED GALVANIZED SPACING SHALL REDUCE FROM 12' TO 10', 6' TO 5' AND 4' TO 3' IN THOSE APPLICATIONS t� stp�c,AaCO.ua�no'n'roaw �Ac �ttma TYPICAL TRUSS TO MASONRY WALL CONNECTOR DETAIL ROOF NAILING PATTERN (RING SHANK NAILS) ALL MASONRY TO TRUSS CONECTORS TO BE SIMPSON i1META12 BETWEEN STARP AND TRUSS A01 HGT-3 A02 2-META 16 A03 2-META 16 A04 2-META 16 Al2G 2-META 16 A13G 2-META 16 A23 MGT B01 2-META 16 C01 2-META 16 C06 2-META 16 THGB2 "W". FG1 MGT/THGB2 CODES IN EFFECT: FG2 MGT /THGB2 FLORIDABIALDING CODE2020 FLORIDA BUILDING RESIOENnAL 2020 ROOF PLAN T01 2-META 16 TRUS ZFLORIDA FLORIDA MECHANG2020 SCALE-1/4-1-U NATIONAL ELECTRICAL CODE 2017 N.E.C. _=1/8\-1Y2I-1/4[=a/4{=3/8]=7/81=518 ARCHITECT STANLEY FORREST PaG ,nem,a�. HEn ]mi � �amaw,LLaa,maea�,m,aYe£ oaaaam Flodda Reg. No. AR 0006867 6a,ewe wow vum °1P"'�O0 m'� "N0 O"a �� °�"ro�TMe ra,eeealnw,wmwioAem .m�er. flavAnaN 5000 AVE. OF THE STARS m�a„oee,e >< C m. anpn a lnro wm. 4 Homes Aburtda tz+aasspaarm nar.er tee •m• e.emnu KISSIMMEE , FL 34746 Jose & Lisa Vides Residence 2roA>Fs Br �• TRUSS -PLAN Na �� . �: „� am�, (407_997-8000 EXT.5153 A� SHEET "°"'"I,.t«Nm «, «,�, Commercial& Resldentail COnstrucUon Lott Johnson RoadLGURTON 85ONWF�neIBYf� Stdx 225 ��� a avm Nc Aa9®B emaata,ara.wum eeA tr dwnm,en m u�. . vwa0on of Ft. Pierce Florida �� 5 Fla 994 aP/Aou crw,•rae tn• u.s oo.n .yatom., ono .m w a,ro�a www.Infini yHomePla)7s.com l License #CGC1520713 OWIND LOADS - IMPACTS �a FROM ASCE 7-16 Aix 2020 CHANGESTOWINO LOADS IN TNElm EDITION ROZO FLORIDABLBLDING CODA BUILDING AND RESIDENTIAL -IMPACTS FROMASCE7-16 American Society of Ovil Engineer. ASCE 7- 16 The 7° Edition (Z020) Florida BuildinfiCode, Building (FBCB) and Florida Building Code, Residential (FBCR) haw been updated to reference ASCE -16 Minhoure 0esi (mils rndAuociatcd Gftar/a/- ud, 5n B d and Cgs OthuShvctums. Acardingly, the wind cdmria in the 7° Edition FOCBand FOCRhm been updated to oorrebtewith ASCE7-16. ASCE746inchul anumber of A few mtableManges te the wind Icotl prwisbns. key changesam Identifiedasfolk mandare summarized In th&het sheet • New Risk Category Nwind speed map • New wind load citeria for roohapsopr panels • Reviled (high-) design wind pressumsonmoh of buildings with mean roof heights 60 feet New wind load criteria for attached casepies • New guidance in the oxnmentaryfor deugnng Fort ..does DML41 t[ER-Thispiew U inhmia"1 togh.the rm time ofru15111,16-T7in pk-is nor asuhataurefar p -'dons sus 6'foes r.1arl to asprcifrc dagn orc cr the rapin..gfja0vgra-ran-, ggen-laora is 0.9-frAe tom- of auhorandsl-ddrot hard. more. However, this is pmerallynot the case for the high-pressure rotessuch as mmegand mofedges- Porpropw _ BASF f AfsetoLliesFzitSbeei'i coittoc; l em ASCE 7-10 was n. IIASF RoorMsemWxs Fct adoptedinthe 'Sheetprnvldaanwtitotnv ofthe_y 2010 FBC, fnipaceot the increasedroof. design wind :fim,-t,s n ASCE;74 oh roof ,peeds ail -tikes. The GA•_F sloof . decreased Assrinblies Fait Sheet -be substantially downio.ded at farmost.1tfe www.ReNdabuid' --- State of Florida.,:.:. Tl we re, It Is appmpretetocompare the rmfdesign loads in ASCE 7-16 to the design Imelsdeterromed tram ASCE 7-98 through ASCE-0S which eoliectim),, fanned the basis of the vAnd aiteela in the first three editions of the FBG The toilawingfigure ahowsthe netchange in the `worst -are" Zone3 design pressure fmmASCE 7-05 to AXE 7.26 (2007 Fe: to 7^ Edition (2020) FBCj. Ratio *fASCE7.16 to A5CE7-05 WindLoads or 'Wont -caw Zone 3 Design Wind Pressures While rmf bads haw iweased significantly compared to ASCE 7-10, due to the wind speed changes in ASCE 7- 10 for some areas, the-1 design pressures are lower when mmpared to ASCE 7.05. S)mpitfl d Component and Cladding loads - FBCR The simplified mmpm-It and daddng bad tables in the FBCR (Tables R30LVI and R301.213)) haw been Now Rish Category IV Wind Speed Map - 7" Edition 12020) FBCD.(ASCE 7.16 Figure 26.5-10) While the wind speed maps in ASCE 7.16 have been revised sgnI fan8 for the mnhart fanr r mre&'on . for the State of NorWa, the only significant change to the wind speed maps is the introduction of wind sPeed map f6rRilk Category M buildings ' Slgrdfka4Chaotesto ASCE andsuucmres. 7.16 Windspeedsfor task '.. .` Category 1, 1), and Ill A2omprolrcnsivere7ew of holdings.. ail tang OASCE746 unchanged from the . incl.rFnZdwd, live sn w, 6- Edition (2017) and a thquateluadsan be FBCR. In the.6° Ihund lnSgrJftrmm�tU-l4es EdlUon(2017)FBCB to the Mrninewn Design tens (and ASCE 7-10), DYsions ofASa 7-76 wind speeds for Risk pubintecl by ASCIL CategoryglaodN buildingswere the sameaMprovided onasinglemap. However, fGsk CategorylllandlV r representdlHerent levels of risk as Risk Category N includes essential fadbties whose Failure mukipose a subsumthil hazard ru a community, if they Failed. TheaddiU ofanewwindspeedmap specific to Risk CategoryAl buildings and structures recognizes the higher reliahlities required forthese bulidings and structures. The RiskCaegury IV.Adspeedmaph basedonameanre memeinterval(MRI)of3000 feroNl'gererdjapna) hj(omutian nurammTke alasima7 adrrz rend should rmf 6a cud for arstmaienP11rt Th. pk a is nor Mr.," to roettaront tdennfedIn his marzna6.,Lnvnpeon far - updated to comelale with AXE 7-16. The bad table has essentially doubled in she and includes new -fa- due to the changes In howroofmmponent and sodding loadsaredettemined in ASCE 7.16. The height and exposure adjustment table has aiso been raised slightly by reducing the adjustment factor mean roof heights less than 30 feet and located in Expmum CaleguryB, In the 6" Edition (2017) FDCR, there was no adjustment permitted for mean rmf heights less than 30 feet and looted in Exposure Category B. ExosprgTabkR3031f2) in it 7- EG'em(2020) FRLR IIIIIF�10®' gym® IIEf��110���® I©IIIIIIIIEII>♦III�®�� I©O�Tp�IIE}e7� ©O��Slmm III)E��I0112�lQi�� E�)OI�II�ii®® _IIIIIIIII�IIt'L3iIltEI�III� �l0®Iml�� E-,pto/TabreR302.2(3) in the 7°EdNon(2020) FRCR NIMROD; HEIGHT IXPOARIF B C D 16 L21 1.47 2a L29 359 25 QSi 13g 1.61 30 t.DD 1 1,40 ].6a swava P�._s r. s .� rs, xwwat years WhlletheimpaccofthenawoffJACategoryfJ winds speed varies throughout Pm P Ste the stale, wind speed mcreases for Risk Category IV buildings range from 2%m 6% throughoutcompmed to the 64 Edition (2017) FBCIL usu, h- ,.,., .tea FiGURE16093(3) ULTIMATE DESIGN WIND SPEEDS, V m FOR RISK CATEGORY IV BUILDINGS AND OTHER STRUCTURES NOTE: BesometheFBOlosdyaddrezesone-a de - Familydwelgngs and townhouses (Risk Category 11 buildings and other, structures) the Crew Risk Category IV windspeed mapwas notaddeelto the FBCR. The wind speed map in the FECR is unchanged from the 6- Edition (2017) FBCR In the High -Velocity Hurricane Zones, wherea single winelVeed for each Risk Category h specified for Mtami-Dade Countyand Broward County, the applicable Fisk Category W wind speedsare as fall- Mlunf-Dade County Risk Category N Buildings and Structures: 195 mph Bmward County Risk Category IV Buildings and Structures: IRS mph The addition of a separate wind speed map rot Risk Category IVbuilding and sUostmes also requi,ed a tweak to the definition of the LY d-borne Debris Attached Canopies on Buildings With Mean Roof Heights !SAD feet (ASCE 7.16 Section 30.11) NewcriMia bax been added to ASCE 7-16 to address Dads an aropiesatached ro Iwildings Altadled anopies ere a common Feature on modern buildings but prim editions of ASCE 7haw provided limited guidanmanhowthesestnabm shou!dbedesigned forwindloads. metolimitedguidance,raany engineers Foyer dtousingmofloadsand/orrmf evetung lands todet.-Ina loadsan amche l anopm& Hawewr,amchedanopresareunlgmin that a mof overhangis simplyan extension of the rmf. The new prWsioM apply to amched anopes thatare essentially horixandi (masknum slope of Z%) and tat re amchod tobuildings with mean rmf helghtsof 60 feetorlesa. TWomnditionsareaddressed-1) amdaed anopies with a mxringorwfRton the underside, and2l amdhcd umpieswiflwuta mwring or soffiton the uaderdde, .Designtng for Tornadoes (ASCE7-16 Section C26,14)_ T-..doeshawhWs ily tbeen dde--din ASCE 7-buildingcodesbea moFthehb pobahtltyof occurrence,paiUwtady omp mdtothwd rat r hurricanes. me to s an I-asing fows En!taMO`) Po1Ita Srafe. anmaHnSee, ) � s- rs buildings m-e 1 TKnt, mdnY. rra to -Ile .5 designers end % EFZ ltl-llt as ap-114 building owners dedreto minimise - - --- - the impacesoftornadoes on their buildings by spedficallyinduding them in their designs. The commentary of ASCE 7-16 new guidance for designing buildings to minimize damage fmm tornadoes. While the recommended methodology is similar to designing for other wind loads, din: to a lack of field pressure ea amemenh and other uncertainties related to tamadlewind loads, many of the parameters and -efficient, for normal wind load akuiaeons are loose-Medtob-sulk-btd. Therecommendcd Region (WBDB) in the FBCa The WBOR for the Risk rAte NhuDdin a snow gory 6 ndstruetures hasedon the new IuskCategory N wind speed map which will result in a moderate increase in the WBDR for Risk Category N buBdingsand other structures compared to the V Edition (2017) FBCD Sec11on2021nthe FBCEI WIND-BORNE DEBRIS REGION. Amos within hurricane prone regions located: 1. Within I mile (1.61 inn) of the coastal mean high water line where the ultimate design wind speed, V ,is 130 mph (S8 m/s) or greater; or 2. In areas here the ultimate designwind,ps d,V is Ph63.6m I /) or greater, 140m z For Risk Caregary11 buildings and other structures and Risk Cahrpry, lit bulldmgsand othoratructures, except health rare facilities, the wind-borne debris reglenshall be based an Figure 16D9.311). For Risk Category III health rare facilities, the wind -home do" region shag be basedm Figure 1609.3 ). fa+,e� il gs hdc h. a ctbes t teed �,1 ten ad: s re 1 adiustments in the AXE7.16--tary arc summarUedasfollows: Windweed- use,thetrPperrangewindspeed elated with Um targeted Enhanmd Pojics (EF) ...her NPMUMCategory- use Esposure CategoryC Direetomiity Fador- use R.=LO Gust ERestfsctor- usoG-0.90 Internal Pressure- use GCp= 1-0.55 Velocity Pressure- alwlategatmeanmofheight forall Procedures MWFRT- deter.1-indloadsmthe Main W hod -Ponce Resisting System (MWFIG) using the Directional Procedure In Clupter27 A simplified tornado factor ffn is also provided for several conditions that opium all the remmrxnded adjustments Into single multiplier thatis applied to design pressures used for the manual wind toad aleaiations u.,nx yjaLi'a:,aut Wind Loads on Rooftop Solar Panels 1ASC E n .4.4 7-16 Se on>29 4 3 anti ctl 29 ) New pravisbns for _ detemdninRW.d '.Rooftop Solar Pa 4ASCE,7-_ badson rooftop 16 Exompie CArelations solar panels haw Wropto calculations for using been added to the +w oron n< ASCE 7- F ASCE 7-16. Prior 1G for tktermmingwrpd loads versionsofASCE7 sm hmho, wbf parch we haw not presided In the,epurt PV2 specifically :2017 Wind Design for Solar addressedbadsen AnayspubRAiedirythe -ft.psalar shuchnal Enybesrs Panels. Two AstociatiopofCanl-nia' methods for spec types (mysrseaor wpj•. du of panels haw, beenadded. The first method applies anaysonbwabped-f.e-tha Tlwith Omitatians on panel length, filtand heightabove the mof. The amangementand limitations ofthis typo of array have been wbk b d towind tunnel toting and ace in widespread use, This method Iassp-Tic pressure coefficients to he used and ncludesadjua6nene for the preen of parapets, length of the panels, and proximity to the edge efthe of, These is dmethodappHestowhrpanelsthata,e Instilled <lom to and paraad to the roof which would be typical afsotarparcls InsGlkd m orc• and two- fzmilydwellings. Lmdsforth'nsysteneareniwlated using the musmal,00fmmpo...tand dadding ulculationswith adjustments for preszure equalization and pmxlmityrothe edge of the rmf. Pressure egnolkztlen lowers the wind pressures on the panels. Revlsod (Higher) Design end Pressures on Roofs of Buildings with Mean Roof Height <- 60 feet (ASCE 7-16 Section BOA) Roof component ate cladding loads for buildings with mean mof Mightsof 60 factor hsshave been revised signifianlly bons AXE 7.10. Whereas ASCE 7.10 contained pressure coef&Tent (GCW graphs for roof sl-P-of 0' W 4S', ASCE 7-16ncludes 9 new figures igduding 5 new figures specific Whip roofs and hip mof overhangs. In addition to the mm, figures, there area cripple of oth er no table change, to the figures. I n AXE 7.10 for elf-tiwwind areas of 10 square feet or less, Pressurecoeff'e t-recons"'t. Fersorn-of slopes in ASCE 7.16, pressure c"'RI'lents are caaont for effective wind areas loss than 10 square fret (2 sgw,efeetlnsomecases). Roof-shavealw .1-god. A new2me 1 has been addod for low skpe roofs and thewidth and shape of Zehes 1 and 3 how than ed. For i f h ersb rook the width o the a gh Fed tunes has notchan but tlhc rune deli a' Red gn rums hare. Far example, cornermrhes include Zane 3es (caw) and 3r(ridgo). Simitarty, Iheotheredgetone irModes Zones 2r (ddge), 2n (rake), and 2e (eave), E.-,Peo/Fk.--l.2(7)/rwn the 7e EdFCwn (2020) Firm The changes mostly resultln significant increases in design wind pressureson roofsmmpared to AXE7•S0, In some ores, the -fp,-- I.-- by 300%- 3 ROV DIAPHRAGM N0T4 1. ROOF SFEATH!NG ACTS AS A HORIZONTAL D'APHRACM 7. C,YPSUV 'ATM i ROARD ACTS AS THE "FII ING DIAPHRAG.Wt 3. AS PER SCCLON 206.3 SSTD 10-99 .1 ! c 4 A_ ROCFlI G N R' 1 h G-, A_ 1O S 1. ALLLTTAL ROOF= SHALL DE 2E CA. STEEL M. N. 2. DESIGN LOAD = 1G8 P.S.F. 3. ATTACH V11 (5) 2" % nit SCREt4S e`t 24" o/C NOTES' 1, THS 1S A TRUSS C:R RAFTER STRAP PLACENENT FLAN. ITS INTE,CED TO Q 11, THE :NSTALLAF.0 l OF TRUSS OR RAFTER STRAPS ONLY. ThE AKH:2CT'S OR EAG NEER'S SEAL DOES « cl NOT R 1 J. 1: THE MUSS _ GN R OF TrIEIR CO. TRUSS DESIGNER S iFU_ - o c ' Rc5 GW EI T S THEE TRUSS 10 \ THE i TY @ T _ h5S E SURE E NTEGRI SiRJCTLR VERIFY THE TRUSS CO. SE -LBO TRUSS PLACEf1ETiT F I wed° SEALED PROILES. 2. THIS DACRA.I IS NTSOED FOR USE BY PERSONS KNO'BcECCEASLE IN AND F. ,LAR tyiTH M ERALY ADCEPicD 1'CTr:ODS AID STANDARDS OF TRUSS EP,ECTQt AND HASD FR:.4i#:O. 7RJSS ERECT-04 AND HACD FRAMING SF,0LFD NOT DE ATTE!dPiED 9Y ANY PERSON WThOUT T+ECE OUALT.CATDI,S. 3. TRESS ERECTION AN`. BRAONO RESPONSD LIKES MUST ! IC 'NTH THE BUILDER. IT IS THE SCSPONSB:UTY OF THE BUILDER TO WtRYY ALL CRAWN6'S. 4. ANY AND ALL RPAIRS/AL7ERARONS 10 ANY TRUSS VLS1 EE APPROCD AND ACCEPTED BY A REPRESvYTAIV OF THC TRUSS CO. 5. ALL TRUSS TO TRUSS HANGERS SHALL FIE SPICIRED ,§ SUPPLIED DY 111E TRUSS. CO. UNLESS OTH'fch4 NOTED CA ',!Is TRJ S LAYOUT BY THE SIGNk ARCH'TECT. jROOF DRY IN & 15 SLIP SHEET J/rai Prat vea rtsxna �\ •e'.u•Icha -�`s, TYPICAL VALLEY FLASHING DETAIL oars a MMIN.. LAP /- 0\ METALS _ R ! srmthtwnn TCRICKET AND FLASHING DETAIL mz aaxmxwaros�,.era<rxawzr ssswwnnoxvs. aeewwrratxerurauseorwalare TYPICAL TRUSS TO MASONRY WALL CONNECTOR DETAIL Stanley A Forrest °iR,- rrw 2021.05.14 12:29:29 -04'00' CODES IN EFFECT: FLORIDA BUILDING CODE 2020 FLORIDA BUILDING RESIDENTIAL 2020 FLORIDA PLUMBING 2020 FLORIDA MECHANICAL 2020 NATIONAL ELECTRICAL CCFDE2D17 N.E.C. ARCHITECT - STANLEY FORREST raa ahEsw t m a Nan an Florida Reg. No. AR 0006667 >+� r`mm1OfmNnx11eJaslmm awwol°`oaom�sa1°�irareiras`muaroam ion onaaaeuorvwn 5000AVE,OFTHESTARS wauanraahnrhraltilw® ,acswttY TRUSS -PLAN ElB'aNa, ,,r�e� al te:, k aOa NCaEmE © ar u. • , r•-r-a I4SSIMMEE , FL 34746 Jose & Lisa Vides Residence------J//xomes syAb tltDn wwaDE a onw� `y "` "' (407.997-SON EXT. 5153 tiOlfEg aP i era axes uneu oa sv A a, liv ,.• ,. W lva g:a,av t „� S7' T7-17-ITT' .L7 o?=v;;rl c•.,:<_r_,. oiy rr„ of <aa•<, Lot 2 Johnson Road /� ,, B50 )�M'17tdemlI{ spite 226 ora+me'la¢[RErut r Im>w,nmc�r 1~11HJ1~J 11. ]coGm <I Ink h < limat'M ar Commercial 8 Rosidental CDnstruction Ain RTON (�, tao,gnmr,uq,Menr, www Afro' HomeMw com Ft Pierce,1[ Florida '- Li rSeDse#Cc3C19947)3 Ineee',g. mar; iHle�a -c .:1 0< mla'red fir_xnYalhtlBepi GI a.. msrRsnmmxa7xiure Lumber design values are in accordance with ANSI1TP11-2014 section 6.3 These truss designs rely on lumber values established by others. 9,01 RE: Job 85198 A-1 Roof Trusses 4451 St Lucie Blvd Site Information: Fort Pierce, FL 34946 Customer Info: HOMES BY ABURTON Project Name: VIDES RESIDENCE Lot/Block: Model: Address: PORT ST. LUCIE, FL. Subdivision: City: County: St Lucie State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: General Truss Engineering Criteria Design Loads (individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC 7th Ed. 2020 Res. / TPI 2014 Design Program: ALPINE ENGINEERED PRODUCTS Wind Code: ASCE 7-16 Wind Speed: 170 Roof Load: 45.0 psf Floor Load: 0.0 psf This package includes 99 individual, dated Truss Design Drawings and 16 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. No. Seq # Truss Name Date No. Seq # Truss Name Date No. Seq # Truss Name Date 1 2598 A01 5/20121 13 2995 A13G 5/20121 25 2794 B05 5/20/21 2 2601 A02 5/20121 14 2659 A14 5120/21 26 2797 B06 5/20/21 3 2604 A03 5/20/21 15 2662 A17 5120121 27 1 3001 C01 5120121 4 2607 A04 5120121 16 2665 A18 5/20/21 28 2893 CO2 5/20121 5 2610 A05 5/20121 17 2668 A19 5/20121 29 2896 CO3 5120/21 6 2613 A06 5/20/21 18 2671 -A20 5/20/21 30 2899 C04 6120/21 7 2627 A07 5/20/21 19 2676 A21 5/20/21 31 2902 C05 5/20/21 8 12644 A08 5/20/21 20 2683 A22 5120/21 32 2890 C06 5120/21 9 2653 All 5/20/21 21 12847 A23 5120/21 33 12914 C07 5/20121 10 2639 Al2 5/20121 22- 2951 B01 5/20/21 34 2975 C10 5120/21 11 2998 Al2G 5/20/21 23 2854 B02 6/20/21 35 2857 CJ1 5120121 12 2656 A13 5/20191 24 2850 903 5/20121 36 2954 CJ1 B 5120/21 The truss drawing(s) referenced have been prepared byAlpine Engineered Products, Inc. undermydirect suoervision based on the Darameters orovided bvA-1 RoofTrusses, Ltd. Truss Design Engineer's [dame: Ryan Bays My license renewal date for the state of Florida is February 28,2023. NOTE. -The seal on these drawings indicate acceptance of professional engineering responsibility sofeiyforthetruss components shown. The suitability and use of components for any par icuiarbuilding is the responsibility of the building designer, perANSITPi-1 Sec. 2. TheTruss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction documents (also referred to attimes as'Structural Engineering Documents') provided bythe BuildingF Designerindicating the nature and characterofihe work The design criteria therein have been transferred to Ryan Bays PE by [A1 Roof Trusses orspecif>c location]. TheseTDDs (also referred to at times as'Structural Delegated Engineering Documents) arespecialty structural component designs and maybe part of the pmjecfs deferred or phased submittals. As a Truss Design Engineer(ie.,specialty Engineed, the seal here and on the TOD represents an acceptance of professional engineering responsibility forthe design of the single Truss depicted on the TDD only. The Building Designeris responsible forand shall coordinate and review the TDDsfor compatibilitywkh theirwritten engineering requimtnents. Please review all TDDs and all related notes. 7hT3 tem iin item ebejwk*slred end cwl byRpn Bays, RE, onliPltirll usNadi'dawratm. Pahted cappbs clM daumlem m1crnshavc! ell mW mmkdll a s 1" 11YVTFF"oln�myek�ctm'k . �t 6�4- �A No. :91� 1. 22r I a f�a 0. Ryan Bays, P.E. 4451 St Lucie Blvd. Suite201 Fort Pierce, FL 34946 wa Page 1 of 2 Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 These truss d9signs rely on lumber values established by others. RE: Job 86198 No. I Seq # Truss Name Date No. Seq # Truss Name Date No. Seq # Truss Name Date 37 2963 CJ1C 6/20/21 75 2884 RD 5/20/21 113 STDL14 STD, DETAIL 6120/21 38 2583 CJ1P 6120/21 76 2881 RE 5/20/21 114 STDL15 STD. DETAIL 5/20/21 39 2755 CJ1PA 5/20121 77 2878 J7F 5/20121 115 STDL16 STD. DETAIL 6/20/21 40 2860 CJ3 5120/21 78 2875 RG 5/20121 41 12586 CJ3P 6120121 79 2872 J7H 5120121 42 12761 CJ3PA 5120121 80 3007 HP 5/20/21 43 2863 CJ5 6/20/21 81 2630 PBO1 5/20/21 44 2589 CJ5P 5/20121 82 2627 PB02 5/20/21 45 2764 CJ5PA 5/20121 83 2978 PB03 5/20/21 46 2740 DOI 5/20121 84 2559 PB04 5/20/21 47 2695 D02 5/20/21 85 2656 P805 5120121 48 2692 D63 5/20/21 86 12779 T01 5/20/21 49 2785 FG1 5120/21 87 12770 T02 6/20121 50 2791 FG2 6120/21 88 12689 T03 5/20121 51 2969 HJ2 5/20/21 89 2686 T04 5120/21 52 2908 J HJ3 5120/21 90 2482 VO4 5/20/21 53 2737 HJ6 5/20/21 91 2791 VO4A 5120/21 54 2722 HJ6A 5/20/21 92 2485 V08 5/20/21 55 12704 HJ6B 5/20/21 1 93 12794 V08A 5/20121 56 2940 HJ7 5/20/21 1 94 12488 V12 5/20121 57 2595 1-1J713 6/20/21 95 2788 V13 5/20/21 58 2773 HJ7PA 5/20121 96 2494 VM02 5120/21 59 2960 J1 5/20/21 97 2497 VM04 5/20/21 60 2911 J2 5120/21 98 2808 VM06 5120/21 61 2716 J3 5/20/21 99 2503 VM08 5120/21 62 2719 J3B 5/20/21 100 STDL01 STD. DETAIL 5/20/21 63 2728 J3C 5/20/21 101 STDL02 STD. DETAIL 5/20/21 64 12731 J3D 5/20/21 102 STDLO3 STD. DETAIL 5/20/21 65 2734 J3E 5/20/21 103 STDLO4 STD. DETAIL 5120/21 66 2569 J4 5/20121 104 SML05 STD. DETAIL 5120/21 67 2698 J4A 5/20/21 105 STDLO6 STD. DETAIL 5/20/21 68 i 2707 J49 5/20/21 106 STDL07 STD. DETAIL 5/20/21 69 2713 J5 5/20/21 107 STDLO8 STD. DETAIL 5/20121 70 2710 J6 5/20/21 108 STDL09 STD. DETAIL 5120121 71 2725 MA 5/20121 109 STDL10 STD. DETAIL * 5/20/21 72 2920 J7 5120121 110 STDL11 STD. DETAIL 5/20121 73 12475 HA 5/20/21 111 STDL12 STD. DETAIL 5/20/21 74 12472 J7B 6/20121 1112 ISTDL13 STD. DETAIL 15120121 Page 2 of 2 Ryan Bays, P.E. # 91231 4451 St, Lucle Blvd, Suite 201 Fort Pierce, FL 34946 Job: Truss Truss Type Qty I Ply 1 06/07/2021 85198 A01 HIPS 1 3 '. Seal #: 2598 268# 226#8 228# 228#b 228# 226#b 228# 228#� 228# 228 b 28 228#b 228# 2281� 228, 226# 228# 228 b 228#268# 228#8 b , �- TO' 6 --, �-- 7' 7' h 39'4° -7X6 a4X4 1112X4 =3X4 =3X4 =04 =7X6 maxlo(C5) mH0510 =H0510 "A3X4 12 23X4 6 D E F G H I J K L ofiBg =3eXT C3X46 =X(C5)C N ian � AZ O AKI L 1" fl Y XW V U T S RQ P - 4�, H mHO510 =3X4 m3X10(•') 1111.5X4 =3X10(••) a4X10 mH0510 =4X4 =HO510 1111.5X4 SEAT PLATE REG. SEAT PLATE REQ. 534" �- 7'0"6 0„6 1'7 2 2 2 0„6 .7:#ib 13 577# 0 13 t 130# 0 130# 130 130# 1301 130# 130 130# 130 3 130t 1301 1 130# 130# 130# 130# 130# 57 i Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 15.00 Speed: 170 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category:11 EXP: C Kzt: NA Des Ld: 45.00 D Mean Height: 26.00 It NCBCLL: 0.00 TCDL: 5.0 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 5.33 ft Loc. from endwall: not In 6.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x6 SP 2400f-2.0E; T1 2x4 SP #2; Bot chord: 2x6 SP 2400f--2.OE; Webs; 2x4 SP #3; W2 2x4 SP 42; Lt Slider. 2x6 SP #2; block length = 3.261' Rt Slider. 2x6 SP #2; block length = 3.261' Lt Level Return: 2x4 SP #3; Rt Level Return: 2x4 SP #3; Nailnote Nall Schedule:0.131"xW, min. nails Top Chord: 1 Row @11.25" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Repeat nailing as each layer is applied. Use equal spacing between rows and stagger nails in each row to avoid splitting. (1)112" bolts may be used for (2) 0.131"x3", min, nails on The Bottom Chord Only. Special Loads ----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac. 1.25) TC: From 74 pif at -1.33 to 74 pif at 7.00 TC: From 37 pif at 7.00 to 37 plf at 46.33 TQ From 74 pif at 46.33 to 74 pif at 54.67 BC: From 20 plf at 0.00 to 20 pif at 7.03 BC: From 10 pif at 7,03 to 10 plf at 46.30 BC: From 20 plf at 46.30 to 20 plf at 53.33 TC: 268 lb Conc. Load at 7.03,46.30 TC: 228 lb Conc. Load at 9.06,11.06,13.08,15.06 17.06,19.06,21.06,23.06,25.06, 26,67,28.27,30.27 32.27,34.27,36.27,38.27,40.27,42.27,44.27 BC: 577 lb Conc. Load at 7.03,46.30 BC: 130 lb Conc. Load at 9.06,11.06,13,06,15.06 17.06,19.08,21.06,23.06,25.06,26.67,28.27,30.27 32.27,34.27,36.27,38.27,40.27,42.27,44.27 Snow Criterla (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT. NA PP Deflection in loc L/defl L/# Pf: NA Ce: NA VERT(LL): -1.214 H 521 360 Lu: NA Cs: NA VERT(CL): 1.252 H 505 316 Snow Duration: NA HORZ(LL): -0.194 D - - HORZ(TL): 0.201 D - - Building Code: Creep Factor. 2.0 FBC 7th Ed. 2020 Res. Max TC CSI: 0.797 TPI Std: 2014 Max BC CSI: 0.994 Rep Fac: Yes Max Web CSI: 0.632 FT/RT:10(0)/10(10) Mfg Specified Camber: Plate Type(s): VIEW Ver: 20.02.01A.1209.10 1AWIP: u.c Plating Notes ("`) 2 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Puriins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(In oc) Start(ft) End(ft) TC 24 7.00 46.33 BC 87 0.29 53.04 Apply puriins to any chords'above or below filters at 24" OG unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. ♦Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL AS 5905 A /- A 15810 A AA 5905 A I- A 15810 /- Wind reactions based on MWFRS AS Brg Width = 7.6 Min Req = 1.6 AA Brg Width = 7.6 Min Req = 1.6 Bearings AS & N are a rigid surface. Bearings AS & N require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 12 -9 H-1 828D -8D45 B - C 4126 -4079 I - J 7704 -7495 C - D 4093 -4035 J - K 7704 -7495 D - E 6149 - 5993 K - L 6148 - 5992 E - F 7738 -7527 L - M 4093 -4036 F - G 7738 -7527 M - N 4126 -4079 G- H 7738 -7527 N- O 12 - 9 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - Y 3594 -SW T - S 7546 -7759 Y- X 3582 -3634 S - R 6089 -6251 X - W 609D -6251 R - Q 6089 -6251 W - V 609D -6251 Q - P 3582 -3634 V- U 8052 -8289 P - N 3594 -3645 U - T 8052 - 8289 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A- Z 0 0 T- I 656 -592 Y - D 282 - 260 I - S 632 -596 D - X 2741 -2859 S - K 1595 -1650 X - E 1203 -1144 K - Q 1205 -1146 E - V 1623 -1679 Q - L 2740 -2858 F - V 336 - 313 L - P 283 - 261 V- H 622 -693 AA- O 0 0 H-T 103 -85 '•WARNING•• Please thoroughly review the 11A•1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Dravting (TOO) and the Specialty Engineer reference sheet bstore use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss De -sign Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional enginaerinS Ryan Bays, P.E. responsibility for the design of the single Truss depicted on the TDD only, under TPI.1.The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 91231 responsibility of the Ovmer, the Owner's authorized agent or the Building Designer, in the context of the IRC, the iBC, local building code and TPIA, The approval of the TDD and any field use of the Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and 4451 St, Lucie Blvd, Suite 201 guidelines ofthe Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise dented by a Contract agreed upon In writing by all parties involved. The Specially Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms areas defined In TPIA. Copyright 0201GA-1 Roof Trusses- Reproduction or Ws document, In any form, is prohibited wehout tho written permiislon or A-1 Roof Trusses. Job; Truss Truss Type Qty Ply 05/07/2021 85198 A02 HIPS 1 1 Seal #: 2601 �--- 9' 354" vH0710 1114X4(R) e1-10510 1111.5X4=HO510 1114X4(R) `=H0710 m3X4 12 C D E F G H I J e —0e(A81R) T (a) (a =08(A8R) a3X4 91 o3X4 (a) o (a) (a r� a () (a to v B AV K n W L a+ 1"8 U T S R Q P O N M 1 1"8 fl fl =3X10 11104-6X6=5X6 =4X4 s1-110510=5X6=5X6 11104 SEAT PLATE REQ. SEAT PLATE REQ. 5T4" Loading Criteria (pso Wind Criteria Snow Criteria (Pg,Pf in PSF) 0e1111CS1 Criteria A Maximum Reactions (Ibs) ' TCLL: 20.00 Wind Std: ASCE 7-16 , Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefi U# Gravity Non -Gravity TCDL: 15.00 Speed: 170 mph Pf: NA Ce: NA VERT(LL): -0.749 G 850 360 Loc R+ / R- / Rh / Rw / U / RL B 2577 A 1- /2642 /1789 /278 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 1.269 G 501 318 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.161 C - - K 2577 /- /- /2156 /1741 !- Des EXP: C Kzt. NA HORZ L : 0.266 C - - ) Wind reactions based on MWFRS Building Code: .00 NCBCLL: 10.00 Mean Height: 25.00 ft TCDL: 5.0 psf Creep Factor: 2,0 B Brg Width = 7.6 Min Reg = 3.1 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.928 K Brg Width = 7.6 K Min Reg = 3.0 Load Duration:1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.982 Bearings B & are rigid surface, Bearings B & K require a seat plate. Spacing: 24.0 " C&C Dist a: 5.33 ft Rep Fac: Yes Max Web CSI: 0.992 Maximum Top Chord Forces Per Ply Loc. from endwall: not in 6.50 ft FT/RT:10(0)/10(10) Mfg Specified Camber: Chords Tens.Comp. Chords Tens.s. Comp. GCpi: 0.18 Plate Type(s); VIEW Ver. 20.02.01A.1209.10 A - B 37 0 B - C 7902 -4832 G - H 12701 - 7263 H -1 12701 -7263 Wind Duration: 1.60 WAVE HS Lumber C - D 10784 -6186 I - J 10838 -6197 To chord: 2x4 :SP 2400f-2.0E + SP M-31:; p D- E 12662 -7250 J- K 7995 -4831 T3 2x4 SP M-30; Bot chord: 2x6 SP #2; B2,B3 2x6 SP 2400f-2.OE; E - F 12-72 K - L 37 0 Webs: 2x4 SP #3; W2 2x4 SP 42; F - G 12770101 -723 6 Lt Level Return: 2x4 SP #3; Rt Level Return: 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens,Comp. Chords Tens. Comp. Bracing (a) Continuous lateral restraint equally spaced on B - U 4351 - 6878 Q - P 7283 -12387 member. U - T 4375 - 6903 P - O 6271 -10637 T- S 4375 -6903 O - N 4213 -7016 Purlins S - R 6271-105M N - M 4213 -7016 In lieu of structural panels or rigid telling use purllns R - Q 7283-12387 M - K 4205 - 6990 to laterally brace chords as follows: Chord Specing(1n oc) Start(ft) End(ft) Maximum Web Forces Per Ply (Ibs) TC 24 9.00 44.33 Webs Tens.Comp. Webs Tens. Comp. BC 47 0.15 53.19 Apply purlins to any chords above or below fillers A- V 0 0 G - P 698 -499 at 24" OC unless shown otherwise above. C - U 741 -789 P -1 1203 -2090 C - S 2350 - 4231 1-0 1847 -1153 Wind S-D 1892 -1161 O-J 2352 -4164 Wind loads based on MWFRS with additional C&C D - R 1176 -2124 M - J 672 -815 member design. R- F 720 -601 W- L 0 0 Wind loading based on both gable and hip roof types. F - P 214 -194 Left bottom chord exposed to wind. Additional Notes WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specially Engineer reference sheet before use. Unless otherwise stated on the Too. only Alpine _ connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin Ryan Bays, P.E. rasponsibilily for the design of the single Truss depicted on the TOD only, underTPl•1. The design. assumptions, loading conditions, suitabiliy. and use of this Truss for any Building is the responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code an TPF1. The approval of the TDD and any field # 91231 use of the Truss, Including handling, storage, Installation and bracing shall be the reaponsibillly of the Building Designer and Contractor. All notes set out In the TOD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In wdting by all parties Involved, The Specialty Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms areas defined In TPI.1, copydphl020 a A-1 Roof Trusses— Reproduction of this documeni. In any form, is prohibited without the wdllon pernrisslon of A.i Roof Trumco. Job: Truss Truss Type Qty [Ply 1 05/07/2021 85198 A03 HIPS 1 1 ,. - Seal #: 2604 �---- —11' 314" 11' --- �H0710 M4X4 mH0510 =4X4 Es; H0710 1.5X4 o 1.5X4 12 D E F G H m m4 0 03X to 1 A 04 U K 1 S R Q P O N M L 1"8 =F10510 N =4X6 Ea5X6 =4X6 =3X8 -06 EaSX6 =4X6 SEAT PLATE REQ. SEAT PLATE REQ. 534" 6 � C �8(A8R) TB I (a) (a) (a AV-4X8(fi J fo io ding Criteria (pso Wind Criteria Snow Criteria (Pg,Pf in PSF) Defi/CSI Criteria ♦ Maximum Reactions (Ibs) L: 20.00 Wind Std: ASCE 7-16 Fig: NA Ct: NA CAT: NA PP Deflection In loc Udell L/# Gravity Non -Gravity L: 15.00 Speed: 170 mph Pf: NA Ce: NA VERT(LL): 0,563 F 999 360 Loc R+ ! R- / Rh / Rw / U / RL B 2577 /- !- 12674 /1728 /328 L: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.963 F 661 318 iL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.136 L - - J 2577 /- A /2135 /1732 /- EXP: C Kzt: NA HORZ TL : 0.221 L - - ) Wind reactions based on MWFRS Building Code: CLL: 10.00 .00 Mean Height: 25.00 it( Creep Factor: 2.0 B Brg Width = 7.6 Min Req = 2.2 t: 0.00 TCDL: 5.0 sf p BCDL: 5.0 pat FBC 7th Ed. 2020 Res. Max TC CSI: 0.864 J Brg Width = 7,6 Min Req = 2.1 I Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Sid: 2014 Max BC CSI: 0.955 Bearings B & J are a rigid surface. Bearings B & J require a seat plate. :ing: 24.0 " C&C Dist a: 5.33 ft Rep Fee: Yes Max Web CSI: 0,984 Maximum Top Chard Forces Per Ply (Ibs) Loc. from endwall: not in 6.50 ft FT/RT:10(Vl0(10) Mfg Specified Camber, Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Plate Type(s): VIEW Ver. 20.02.01A,1209.10 A - B 37 0 F - G 10526 -6064 Wind Duration: 1.60 WAVE HS Lumber Top chord: 2x4 :SP 2400f-2.0E + SP M-31 % Bot chord: 2x6 SP 2400f-2.0E; B2,B3 2x6 SP #2; Webs: 2x4 SP #3; W3 2x4 SP M-30; W5 2x4 SP #2; Lit Level Return: 2x4 SP #3; Rt Level Return: 2x4 SP #3; Bracing (a) Continuous lateral restraint equally spaced on member, Puriins In Ileu of structural panels or rigid ceiling use purins to laterally brace chords as follows: Chord Spacing(In oc) Start(ft) End(ft) TIC 24 11.00 42.33 BC 42 0.15 53,19 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42%high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member deslgn. ' Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Additional Notes WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. I B - C 7641 -4827 G - H 9595 -5530 C - D 7567 -4514 H -1 7659 -4515 D-E 95M -5531 I-J 7746 -4828 E- F 10526 -6064 J- K 37 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - S 4399 -6619 O - N 5581 - 9287 S - R 4247 -6474 N - M 3989 -6571 R - Q 4247 -6474 M - L 3989 -6671 Q - P 5582 - 9247 L - J 4218 - 6751 P - 0 5581 -9287 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A- T 0 0 P- G 729 -1074 C - S 432 -376 G - N 1460 - 956 D - S 1040 -1099 N - H 1884 -3273 D - Q 1887 - 3338 H - L 738 -1157 Q - E 1490 -956 L - I 472 -350 E-P 594 -1123 U-K 0 0 F - P 739 - 529 **WARNING*' Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD,) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TOO to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineednE Ryan Bays, P.E. responsibility for the design of the single Truss depicted an the 700 only, under TPI.1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 91231 responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building coda and TPI.1. The approval of the TOD and any field use of the Truss, Including handling, storage, installaltan and bracing shall be the responsibility of the Building Designer and Contractor. All notes sat out In the TDD and the practices and 4451 St, Lucie Blvd, Suite 201 guidelines of the Building Component Safely Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibiliities and duties of tho Truss Fort PierceFL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Specialty Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms areas defined In TPI.1. Ccpyriphl02016 A-1 RootTrussoa—R"production of this document, In any form, is prohibited without the writton pcnnissionof A•1 Roof Trussos. Job: Truss Truss Type Qty Ply 05l07/2021 85198 A04 HIPS 1 1 J. Seal #: 2607 ----- IT 274" OH0510 �4X6 =5X8 m4X6 ZzH0510 03X4 E F G H I k13X4 12 6 � ooX4 (A8R) l� AV e 1113X4 s5X8 =H0510 =04 SEAT PLATE REQ. 534" Loading Criteria (psi) Wind Criteria Snow C*Iterla (Pg,Pf in PSF) TCLL: 20.00 Wind Sid: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 15.00 Speed: 170 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA EXP: C Kzt: NA D Des Ld: 45.00 NCBCLL: 10.00 Mean Height: 25.00 ft Building Code: Soffit: 0.00 TCDL: 5.0 psf BCDL: 5.0 psf FBC 7th Ed. 2020 Res, Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 5.33 ft Rep Fac: Yes Loc. from endwall: not in 13.00 ft FT/RT:10(0)/1000) GCpl: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE_ 1•IS Top chord: 2x4 :SP 2400f-2.OE + SP M-31:; T2 2x4 SP #2; Bot chord: 2x6 SP #2; Webs: 2x4 SP #3; Lt Level Return: 2x4 SP #3; Rt Level Return: 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 13.00 40.33 BC 44 0.15 53.19 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind, Additional Notes WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses, See "WARNING" note below. r =6X6 =6X6 1113X4 T m4X8(A43X4 !n 1N6 � SEAT PLATE REQ. Defl/CSI Criteria ♦Maximum Reactions (Ibs) PP Deflection in loc L/defl U# Gravity Non -Gravity VERT(LL): 0.480 G 999 360 Loc R+ / R- / Rh / Rw / U 1 RL VERT(CL): 0.802 G 793 318 B 2577 !- /- 12701 11670 /377 HORZ(LL): 0.156 N - - L 2577 I- !- 12118 11719 1- HORZ(fL): 0.254 N - - Wind reactions based on MWFRS Creep Factor: 2.0 B Brg Width = 7.6 Min Req = 3.2 Max TC CSI: 0.908 L Brg Width = 7.6 Min Req = 3.0 Max BC CSI: 0.952 Bearings B & L are a rigid surface. Bearings B & L require a seat plate, Max Web CSI: 0.981 Mfg Specified Camber: Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 20.02.01A.1209,10 A - B 37 0 G - H 8469 -4900 B - C 7546 -4851 H -1 6479 -3775 C - D 7013 -4281 I - J 7102 -4255 D - E 7031 -4255 J - K 7083 -4280 E - F 6399 - 3799 K - L 7645 -4852 F- G 8444 -4900 L- M 37 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - V 4606 - 6559 R - Q 5140 -8320 V - U 4695 -6549 Q - P 4535 -7283 U - T 4584 -7232 P - O 4535 -7283 T - S 45B4 -7232 O - N 4228 -6679 S - R 5140 -8320 N - L 4231 -6690 Maximum Web Forces Per Ply (ibs) Webs Tens.Comp. Webs Tens. Camp. A- W 0 0 G- Q 634 -423 V - C 530 -550 Q - H 1060 -1408 C - U 925 - 833 H - O 2194 -1312 E - U 1778 -2942 0-1 1672 -2935 U - F 2246 -1311 O - K 985 -655 F - S 833 -1453 K - N 478 -669 S- G 635 -423 X- M 0 0 "WARNINW* Please thoroughly review the "A4 ROOF TRUSSES ("SELLER"), GENERALTERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes an this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet berore use. Unless olhenvise staled on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As aTruss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents on acceplenco of the professional anginocrinS Ryan Bays P.E. responsibility for lha design of the single Truss depicted on the TOO only, under TPI.1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 91231 lily of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI.1. The approval ofthe TOD and any field use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (SSCO published by TPI and SBCA are referenced for general guidance. TPI-1 dennes the responsibilities and duties ofthe Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon br writing by all parties Involved. The specialty Engineer is NOT the Bunding Designer orTruss System Engineer of any building. An rapllalized terms are as defined In TPIA. Copyrie rt0 2a 10 A-1 Roof Ti=os—Rapmduaeon or this dowmcat, In arty corm, is prohibited %ilhaut the wvitlon pormission of A-1 Roof Trusses. Job: Truss I Truss Type Qty Ply1 /15/0712021 85198 A05 HIPS 1 1 Seal #: 2610 15, 234" i15, --{ ding Criteria (psi) Wind Criteria L: 20.00 Wind Sid: ASCE 7-16 L: 15.00 Speed: 170 mph L: 0.00 Enclosure: Closed ,L: 10.00 Risk Category; II EXP: C Kzt: NA Ld: 45.00 Mean Height: 25.00 ft CLL: 10.00 TCDL: 5.0 psf t: 0.00 BCDL: 5.0 psf I Duration: 1.25 MWFRS Parallel Dist: h/2 to h ;Ing: 24.0 " C&C Dist a: 5:33 ft Loc. from endwail: not in 13.00 ft GCpl: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; T3,T4 2x4 SP M-30; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Lt Level Return: 2x4 SP #3; Rt Level Return: 2x4 SP #3; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 3X4 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Starl(ft) End(ft) TC 24 15.00 3B.33 BC 115 0.15 53.19 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes WARNING: Fumish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. ===5X6 ==4X6 1111.5X4 c c n u r Snow Criteria (Pg,Pf in PSF) Pg: NA• Ct: NA CAT: NA PF NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI 5td: 2014 Rep Fac: Yes FT/RT:10(0)110(10) Plate Type(s): DefI/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.021 N 999 360 VERT(CL): 0.043 N 999 271 HORZ(LL): 0.021 N - - HORZ(TL); 0.027 V - Creep Factor. 2.0 Max TC CSI: 0.892 Max BC CSI: 0.976 Max Web CSI: 0.684 Mfg Specified Camber. Ver: 20.02.01A.1209.10 T io fo cc I A Maximum Reactions (Ibs), or `=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 539 /- A /396 /308 1426 V 88 /- /- /52 /43 /- U /-100 O /-122 Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 L Brg Width = 632 Min Req = - Bearings B & B are a rigid surface. Bearings B & B require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 37 0 G-H 177 -79 B - C 322 -419 H -1 177 -79 C - D 366 -259 1- J 296 -179 D - E 394 -220 J - K 267 -202 E - F 358 -117 K - L 302 - 398 F-G 177 -79 L-M 37 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - V 382 -243 R - Q 259 -120 V - U 389 -249 Q - P 291 -97 U - T 389 - 249 P - O 272 -57 T - S 248 -141 O - N 272 -57 S - R 259 -120 N - L 264 - 51 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-W 0 0 H-Q 862 -618 V - C 494 -447 Q -1 277 -168 C - T 293 -219 J - P 257 -283 E - T 312 -307 P - K 359 -280 E - S 149 -102 K - N 426 -412 S- F 663 -509 X- M 0 0 F - Q 303 -168 **WARNING'* Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specially Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TOD to be valid. As a Truss Design Engineering (Le, Spatially Engineer), the seal on any TOD represents an acceptance of the professional englnearinS Ryan Bays, P.E. responsibility for the design of the single Truss depicted on the TDD only, under TPI.1. The design assumptions, loading conditions, suitebility and use of this Truss for any Building is the # 91231 responsibility of the Owner, the Owner's authorized agent or the Building Designer, In lire context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer Is NOT the Building Designer or Truss System Engineer of any building, All capitalized terms am as defined In TPIA. Cepyrig d 0 2010 A•1 RoorTrussos— Rroraduclion or this document, In any form, is prohibited without,ho wrilten pa misslon of-A-1 Roof bassos. Job: Truss Truss Type Qty Ply 05/07/2021 85198 A06 HIPS 1 1 Seal #: 2613 17' -i 194" 17' 55X8 =3X4 =HO308 =3X4 S5X8 D E F G H T 12 t F X6r6 g5X6 C (a) (a(ac"o >(a Be °' =4X6(A8R_) 8 "X8(ABR) TT U KX4 03X4A 1 e 1p8 012X4 SEAT PLATE REQ. z X6 =3WX8 = X4M5X6 =3X8 M5x6 1112X4 SEATP1ppL'ATEREO. 534" ling Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) DeRICSI Criteria ♦Maximum Reactions (Ibs) L: 20.00 Wind Sid: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defi L/# Gravity Non -Gravity L: 15.00 Speed: 170 mph Pf; NA Ce: NA VERT(LL): 0.278 P 999 360 Loc R+ / R- / Rh / Rw / U / RL B 2577 A /- 11795 11292 /475 L: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.633 P 999 318 L: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.100 L - - J 2577 /- /- /1795 11292 /- Ld: 45.00 EXP: C Kzt: NA HORZ TL 0,232 L - - ( ) Wind reactions based on MWFRS Building Code: CLL: 10.00 {Kean Height: 25.00 ft Creep Factor: 2.0 B Br Width = 7.6 Min Re 3.0 9 q = t: 0.00 TCDL: 5.0 psf p FBC 7th Ed. 2020 Res. Max TC CSI: 0.822 J Brg Width = 7,6 Min Req = 3.0 I Duration: 1.25 BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.993 Bearings 8 & J are a rigid surface. Bearings B & J require a seat plate. :ing: 24.0 " C&C Dist a: 5.33 ft Rep Fac: Yes Max Web CSI: 0.708 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: not in 13.00 ft FT/RT:10(0)/10(10) Mfg Specified Camber: Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Plate Type(s): VIEW Ver 20.02.01A.1209.10 A- B 37 0 F - G 3505 -3870 Wind Duration; 1.60 WAVE HS Lumber Top chord: 2x4 SP M-30; Bot chord: 2x6 SP #2; Webs: 2x4 SP #3; Lt Level Return: 2x4 SP #3; Rt Level Return: 2x4 SP #3; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purllns to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 17.00 36.33 BC 60 0.15 53.19 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas With 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes WARNING: Fumish a copy of this DWG to the Installation contractor, Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. B - C 3691 -4871 G - H 3157 -3426 C - D 3318 -3955 H -1 3318 -3955 D - E 3157 -3426 I - J 3691 -4871 E- F 3505 -3870 J- K 37 0 Maximum Sot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - S 4255 -3137 O - N 3822 -2839 S - R 4251 -3138 N - M 4251 -3098 R - Q 4251 - 3138 M - L 4251 -3098 Q - P 3823 -2879 L - J 4255 -3097 P - O 3822 -2839 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-T 0 0 P-G 273 -117 S- C 359 0 G- N 843 - 736 C - Q 742 -945 N - H 1226 -904 D - Q 1226 - 905 N - I 742 - 945 Q - E 844 -736 1- L 359 0 E-P 274 -117 U-K 0 0 "WARNING" Please thoroughly raviewthe "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and rend notes on Oils Truss Design Drawing (Too) and the Sperlally Engineer reference sheaf before use. Unless otherwise slated on the TDD, only Alpine connector plates shall be used (or the TOO to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn responsibility for the design of tho single Truss depicted on the TDD only. undar TP14. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is Ilia Ryan Bays, RE, responalbglly of the Ownar, the Owners authorized agent or the Building Designer, In the vented of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, Including handling, storage, installation and bracing shall be the responsibility or the Building Designer and Contractor. All notes set out In the TDD and the practices and # 91231 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance, TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI.1. Copyright 0 201e A-1 Roof Tnrsoos— Reproducdon or No document, In any form, is prohibilad without Iho wdlim permisslon of A-0 Roof Trusses. Job: Truss Truss Type 85198 A07 I HIPS Qty I Ply 1 05i07/2021 Seal #: 2627 19' 15'4° i19' 95X8 111.5X4 o5X8 H I J SEAT PLATE REQ. SEAT PLATE REQ. 53'4" 2'- 9'4"15 - -1 44"9 1 2015"7 16'S"1 ---{ 4� A Loading Criteria (psi) Wind Criteria TCLL: 20.00 Wind Sid: ASCE 7-16 TCDL: 15.00 Speed: 170 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: Il EXP; C Kzt: NA Des Ld: 45.00 D Des d:: Mean Height: 25.00 ft .00 NCBTCDL: 5.0 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 5.33 ft Loc, from endwall: not in 13.00 ft GCPI: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 :SP 2400f--2.OE + SP M-31:; Bat chord: 2x6 SP 2400f--2.OE; B12x4 SP 2400E 2.0E + SP M-31; B2 2x8 SP 2400W .8E; Webs: 2x4:SP 2400f-2.OE + SP M-31:; Rt Slider: 2x6 SP #2; block length = 1.833' Lt Level Return: 2x4 SP #3; Rt Level Return: 2x4 SP #3; Bracing (a) Continuous lateral restraint equally spaced an member. Plating Notes All plates are 3X4 except as noted. (++) - This plate works for both Joints covered. ('•) 3 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Purlins In i(eu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 19.00 34.33 BC 30 0.15 2.67 BC 70 1.23 12.23 BC 47 12.23 16.17 BC 100 16.20 37.05 BC 88 37.06 53.04 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA ding Code: 7th Ed. 2020 Res. Std: 2014 Fac: Yes ZT:10(0)/10(10) e Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.316 Y 999 360 VERT(CL): 0.730 Y 869 317 HORZ(LL): 0.152 Q - - HORZ(TL): 0.352 Q - - Creep Factor. 2.0 Max TC CSi: 0.706 Max BC CSi: 0.998 Max Web CSI: 0.760 Mfg Specified Camber: Ver. 20.02.01A.1209.10 Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes WARNING: Furnish a copy of this DWG to the Installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. AMaximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 2570 !- /- 11805 /1287 1525 AG 2584 /- /- /1813 /1294 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 2.1 AG Brg Width = 7.6 Min Req = 2.1 Bearings 8 & O are a rigid surface. Bearings B & O require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 37 0 ) - J 3420 -3910 B - C 2581 - 3731 J - K 3427 -4034 C - D 5022 - 7198 K - L 3524 -4435 D - E 3845 - 5184 L - M 3498 -4515 E-F 3851 -4971 M-N 3413 -4719 F- G 3665 -4568 N - O 3455 -4819 G- H 3394 -4005 O- P 37 0 H -1 3420 -3910 Maximum Sot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B -AE 3123 -2133 W - V 3578 -2398 C -AD 6517 -4477 V - U 3578 -2398 AE-AC 3074 -2096 U-T 3561 -2340 AD -AB 6449 -4434 T-R 3922 -2646 AB- Z 6416 -4420 S - Q 177 -117 AA- Y 16 -29 Q - O 4148 - 2824 X - W 3972 - 2711 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A -AF 0 0 G- W 898 -1132 C -AE 380 -495 H - W 980 - 646 C -AC 2474 -3632 H - U 574 -580 AD -AC 1701 -1145 I - U 860 - 610 AB- D 783 -344 U - J 560 - 599 D - Z 1307 -1915 J - T 1060 - 744 Z -AA 77 0 T - K 878 -1036 Z - F 468 -162 K - R 777 -462 Z-Y 77 -33 R-S 123 0 Z - X , 4440 - 3074 R - Q 4006 - 2727 F - X 651 -847 R - M 357 -436 Y- X 67 0 Q- M 448 -370 X- G 1191 -822 AG- P 0 0 "WARNING" Phase thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference, sheet before use. Unless otherwise slated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a7tuss Design Engineering (i.e. Specially Engineer), the seat on anTDD represents an ncceptanco of the professional anginoerint responsibility for the design of the single Truss depicted on (fie TOD only, underTPi-1. The design assumptions, loading condil ons, suitability and use of this Truss for any Building is the Ryan Bays, P.E. responsibility of the Owner, The Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building rude and TPI.1. The approval of the Too and any field # 91231 use o1 the Truss, Including handling, storage, Installation and bracing shall be the responsibility o1 the Building Designer and Contractor. All notes set out In the TDD and the ppractices and duties Truss 4451 St. Lucie Blvd, Suite 201 guidelines of the BuIlding ComponentSafery Information (eSCI) pubi(shed by TPI and SBCA are rofsroncedior general guidance. TPI-1 defines the responslbililies and of the Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer Is NOT the Building Designer or Truss System Engineer of any building, All capitalized terms are as defined In TPIA. Copyright 02010A-1 Roof Trussos Reproduction of Ihlo document,fn any form. Is piohibiledwilhouttho "non permission or A-t RoorTnssses. Job: Truss Truss Type Qty I Ply 1 06/07/2021 .� 85198 A08 HIPS 1 1 Seal #: 2644 21' i 1 V4" 55XB 10I.5X4 az5X6 H I J 12 6 p F 0H0308� N06 21' %4X6 L AL8"1 Z_"" Y X W VU RS �` �ra\0-4X6(C5 A AH AF AB AA 141.5X4=5X6=3X8 m4X41111ISX4 i%P 1"8 AK AhAJ 1113X6 113X' •`) AE ACAD 1113X6 1113 Q 1"8 p SX6(••) N4X6(R) =12X14 SEAT LATE REQ. SEATP TE REQ, 53W 2�-- 8-'i--- 94"15 44"9 1 2 16'67 2'tj1--44 h1'4� i 1 Loading Criteria '(psf) Wind Criteria Snow Criteria (Pg,Pf In PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Sid: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl ,L/# Gravity Non -Gravity TCDL: 15.00 Speed: 170 mph Pf: NA Ce: NA VERT(LL): 0.364 AE 999 360 Loc R+ / R- / Rh / Rw / U / RL B 2570 /- /- 11813 11284 1674 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.843 AE 763 317 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.196 Q - - AM 2584 /- /- /1822 11291 /- Des Ld: 45.00 EXP: C Kzt: NA HORZ RL ): 0.453 Q - - Wind reactions based on MWFRS Building Code: NCBCLL: 10.00 Mean Height: 25.00 ft TCDL: 5.0 psf Creep Factor. 2.0 B Brg Width = 7.6 Min Req = 2.1 Soffit: 0.00 BCDL: 5.0 psf F$C 7th Ed. 2020 Res. Max TC CSI: 0.876 AM Brg Width = 7.6 Bearings B & O are rigid Min Rey = 2.1 surface. Load Duration:1.25 MWFRS Parallel Disth/2 to h TPI Std: 2014 Max BC CSI: 0.988 Bearings B & require a seat plate. Spacing: 24.0 " C&C Dist a: 5.33 it Rep Fac: Yes Max Web CSI: 0.937 Maximum Topp Chord Forces Per Ply (Ibs) Loc. from endwall: not In 13.00 ft FT/RT:10(0)/10(10) Mfg Specified Camber: Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Plate Type(s): VIEW Vet. 20,02.01A.1209.10 A - B 37 0 B - C 2364 -3654 J - J 3193 -3892 J - K 3281 -4208 Wind Duration, 1.60 WAVE HS Lumber Wind C - D - 252 K - L 3749 -5310 To chord: 2x4 :SP 2400f--2.OE + SP M-31:; p Wind loads based on MWFRS with additional C&C 3558 5162 D- E 3558 -5162 L- M 3749 -5310 Bot chord: 2x6 SP 2400f--2.OE; member design, E - F 3572 -4991 M - N 3210 -4735 B1 2x4 SP 2400f-2.0E + SP M-31; Webs: 2x4 :SP 2400f-2.0E + SP M-31:; Wind loading based on both gable and hip roof types. F - G 3948 -5400 N - 0 3233 -4833 Rt Slider. 2x6 SP #2: block length = 1.833' Additional Notes G - H 3270 -4184 4184 O - P 37 0 Lt Level Return: 2x4 SP -43; H - I 3270 - Rt Level Return: 2x4 SP #3; WARNING: Furnish a copy of this DWG to the , Installation contractor. Special care must be taken Maximum Bot Chord Forces Per Ply (Ibs) Bracing during handling, shipping and installation of trusses. See "WARNING" note below, Chards Tens,Comp. Chards Tens. Comp. . (a) Continuous lateral restraint equally spaced on member. B -AK 3025 -1919 Z - Y 3682 - 2230 C -AJ 6905 -4463 Y - X 3682 -2230 Plating Notes AK -AI 2979 -1897 X - W 3680 -2177 All plates are 3X4 except as noted. AJ-AH 6742 -4366 W - U 4628 -2884 (++) - This plate works for both Joints covered. AH-AF 6700 -4350 V - S 58 -42 AG-AE 0 -31 U - R 4574 -2844 (") 3 plate(s) require special positioning. Refer to AC -AB 4645 -2928 T - Q 122 -79 scaled plate plot details for special positioning AD -AA 63 -46 0-0 4167 -2646 requirements. AB- Z 4701 - 2972 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(In oc) Start(ft) End(ft) TC 24 21.00 32,33 BC 30 0.15 2.67 BC 63 1.23 12.23 BC 47 12.23 16.17 BC 27 16.20 18.46 BC 89 16.23 37.04 BC 26 34.91 37.05 BC 88 37.08 53.04 Apply puffins to any chords above or below fillers at 24" OC unless shown otherwise above. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A -AL 0 0 AB -AA 88 -28 C -AK 334 -465 H - Z 1133 -725 C -AI 2232 -3530 H - X 523 -439 AJ-AI 1653 -1032 I- X 619 -436 AH- D 860 -344 X - J 521 -448 D -AF 1473 -2217 J - W 1193 -777 AF-AG 77 0 W - K 1172 -1571 AF- F 678 -877 V - U 87 -30 AF-AE 119 -57 K-R 1245 -686 AF-AC 4667 -2995 R - S 118 0 F -AC 495 -137 R - Q 4187 - 2654 AE-AD 59 0 R - M 680 - 259 AC -AD 88 -28 S -T 127 0 -WARNING" Plosse thoroughly reviow the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parametam and reed notes an this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet borate use. Unlocs otherwise stated an the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on enyTOD represents an acceptance of the professional engineefin rosponsbility for the design of Iho single Truss depicted on the TDD only, under TPI-I. The design assumptions, loading condit ens, suitability and use of this Truss for any Building is the Ryan Bays, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local bLilding code and TPIA. The approval of the TDD and any field # 91231 use of the Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safely Information tSSCI) published by TPI and SBCA are referenced for general guidance. TPI.1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless othetwdse defined by o Contract agreed upon In writing by all parties involved. The Specialty Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-I. Copydehl 0 2010 A-1 RoetTruscos- Rcproducaon of this document, in any tong 13prohlblled'Ahout the nrilten permisslon of A-0 Roof Trussco. Truss Truss Type Qty Ply 05/07/2021 A08 HIPS 1 1 2644 AC- G 1665 -1026 Q - M 779 - 939 G- Z 1239 -1700 AM- P 0 0 `"WARNING"" Please thoroughly revlew the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TOD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TOD. only All Ino connector plates shag be used for the TOD to be varid. As a Truss Design Engineering (i.e. Specially Engineer), the seal on any TOD represents an acceptance of the professional engineerin responsibli ty for the design of the single Truss depicted on the TDD only, under TPl-1. The design assumptions, loading conditions. suitability and use of this Truss for any Building is the0orteroelL responsibility of the Owner, the Ownet's authorized agent or the Building Designer, In the context of the IRC, the IBC, local btilding code and TPI.1. The appraval of the TDD and any field use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes sot out In the TDD and the practices andguidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI.1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined bya Contract agreed upon In writing by aft parties Involved. The Specialty Engineer Is NOT the of A•1 Roof Torsos, Job: Truss as Type Qty Ply 85198 A11 HIPS 4 1 2010"1 117"l4 55X8 1111.6X4 �-5X8 H I J 0068 12 KS 6 p F go4X6 te) (e) (a) (a 0 1114X12(° D X4 =6X1 =4X6(A-)GX14 a) �10X1 N AL B 4 2m Y X W VU R ixy A AH AF AB AA 101,5X4 =5X6m3X8 111�Xgg1111.5X4T 1pp8 A5 6(1114X6 1113X ") A1114X6(R) 1111.5X4 u SEAT ALATE REQ. 5V4" 2�-= �^-- 9'4115 --�+- 4-4°9 2 16'5"7 2, I' 4� Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf In PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Lldefl U# TCDL: 15.00 Speed: 170'mph Pf: NA Ce: NA VERT(LL): 0:416 AE 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.964 AE 65B 317 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.223 Q - - Des Ld: 45.00 EXP: C Kzt: NA HORZ(TL): 0.517 Q - - NCBCLL: 10.00 Mean Height: 25.00 ft Building Code: Creep Factor; 2.0 TCDL: 5.0 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.981 Load Duration:1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.996 Spacing: 24.0 " C&C Dist a: 5.33 ft Rep Fac: Yes Max Web CSI: 0.976 Loc. from endwall: not In 13.00 ft FT/RT:10(0)/10(10) Mfg Specified Camber: GCpl: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE. HIR IVIEW Ver: 20.02.01A.1209.10 Lumber Top chord: 2x4 SP #2; T1 2x4 SP 2400f-2.0E + SP M-31; T4,T5 2x4 SP M-30; Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:; 82 2x8 SP 2400f-1.8E; B3,B6,B7 2x6 SP #2; B5, B8 2x6 SP 2400f-2.0E; Webs: 2x4 SP #3; W9 2x4 SP M-30; W17 2x4 SP #2; Rt Slider. 2x6 SP #2; block length = 1.833' Lt Level Return: 2x4 SP #3; Rt Level Return: 2x4 SP #3; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 3X4 except as noted. (++) - This plate works for both Joints covered. (°•) 3 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in DO) Start(ft) End(ft) TC 24 20.84 32.50 Be 30 0.15 2.67 Be 69 1.23 12.23 Be 47 12.23 16.17 Be 27 16.19 18.46 Be 64 16.23 37.04 Be 26 34.91 37.05 Be 88 37.06 53.04 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design, Wind loading based on both gable and hip roof types. Additional Notes WARNING: Furnish a copy of this DWG to the Installation contractor, Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. 05/07/2021 Seal #: 2663 20'10"1 14H0308 L M _ � e) N a3X12(C5) O=4XB(C5) -H1 19 100"8 �' SEAT PLNTE REQ. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 2666 /- b /1813 11284 /570 AM 2583 !- P /1 B21 11291 1- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 2.1 AM Erg Width = 7.6 Min Req = 2.1 Bearings B & O are a rigid surface. Bearings B & O require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 37 0 1-1 3235 - 3927 B - C 2366 -3630 J - K 3317 -4229 C - D 4885 -7401 K - L 3813 -5234 D - E 3616 -5198 L - M 3787 -6317 E - F 3621 -4971 M - N 3220 -4721 F - G 3978 -5404 N - O 3248 -4821 G- H, 3307 -4206 O- P 37 0 H -1 3235 -3927 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens,Comp. Chords Tens. Comp. B -AK 3015 -19Z Z - Y 3705 -2266 C -AJ 6743 -4389 Y - X 3705 -2266 AK -AI 2964 -1894 X - W 3704 -2213 AJ-AH 665E -4342 W - U 4634 -2909 AH-AF 6619 -4328 V - S 53 -3B AG-AE 4 -44 U - R 4584 -2872 AC -AB 4666 -2968 T - Q 84 -54 AD -AA 47 -35 Q - O 4150 -2651 AB-Z , 4708 -3001 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A -AL 0 0 AB -AA 62 -4 C -AK 365 -514 H - Z 1140 -734 C -Al 2247 -3522 H - X 537 -453 AJ-AI 1670 -1052 I- X 638 -449 AH- D 797 -299 X - J 533 -459 D -AF 1408 -2103 J - W 1195 -781 AF-AG 78 0 W - K 1179 -1577 AF- F 647 - 824 V - U 63 - 8 AF-AE 98 -47 K-R 1278 -716 AF-AC 4726 -3057 R - S 139 0 F -AC 466 -124 R - Q 4215 -2689 AE-AD 61 0 R - M 699 -282 AC -AD 83 0 S - T 123 0 `*WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDO, only Alpine connector plates shag be used for the TDD to be valid. As a Truss Design Englneodng (l.e. Specially Engineer), the seal on anyTDD represents an acceptance of the professional enginaorin responsibility for the design of the single Truss depicted on the TOD only, undorTPI-1. The design assumptions, loading condi ons, suitability end use of this Trues for any Building Is the Ryan Bays, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the Too, and any field # 91231 use of the Truss, Including handling, storage, installation and bracing shag be the responsibility of the Building Designerand Contractor. All notes set out in tho TOD and the practices and 4451 St. Lucie Blvd, Suite201 guidelines of the Building Component Safely Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI.1 defines the responsibilities and duties of tho Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise dafined by a Contract agreed upon In writing by all parties involved. The Specially Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI.1. copyright 02010 A-1 Roof Trussos-Reproduction of eds documont, in any form, is prolfNIod without the written permission of A-1 Roof Trusoos. Truss Truss Type Qty Ply 05/07/2021 2653 Al 1 HIPS 4 1 1 AC- G 1680 -1044 Q - M 799 -964 G- Z 1256 -1713 AM- P 0 0 "WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.08F1'd"3S=1 � Verify design parameters and road notes on this Truss Design Drawing (TOO) and the specialty Engineer reference shoot before use. Unless otherwise stated on the TOO, only All Ine connector plates shell be used for the TOD to be valid. As a Truss Design Engineering (Le, Specially Engineer), the seal on any TDD represents an acceptance of the professional enytneerhl responsibility for the design of the single Truss depicted an Ilia TOO only, undorTPI-1. The design assumptions, loading conditions, suitability and use or this Truss for any Building Is theresponsibility of the Owner, the Owner's authorized agent or tale Building Designer, in the centexl or the IRC, the IBC, local building code and TPI.1. The approval of the 70D and any field��use or the Truss, Including handling, storage, Installation and bracing shall be the responsibifty of the Building Designer and Contractor. All notes set out In the TOO and the practices and guldelinas of lha Building Componenl3afety Informadon (BSCq published byTPIandSBCAarereferencedforgeneral guidance. TPI-1 donnas the responsibilities and duties of the Truss 41�fi Designer, Specialty Engineer and Truss Manufacturer, unless otherwise donned by a Contract agreed upon In writing by all parties involved. The Specially Engineer is NOT the Building Designer or Truss System Engineer of any building. Ali n1taliied terms areas defined In TPI-1. CoWSM 0 2010 A•1 Roaf Trusses—RcproduWion of Ihis docummi, in any (mn, Is prohibiled without the urittan parmiss'.on of Ad Root Trusses, Job: Truss Truss Type Qty Ply 85198 Al2 HIPS 1 3 1 1 Seal #: 2639 20'10"1 i 117"14 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Sid: ASCE 7-16 TCDL: 15,00 Speed: 170 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 45.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf soffit: 0.00 BCDL: 5.0 psf Load Duration:1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 6.33 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration:1.60 Lumber Top chord: 2x4 :SP 2400f-2.0E + SP M-31:; T2 2x4 SP M-30; T3 2x4 SP #2; Bat chord: 2x6 SP #2; B3 2x4 SP #2; Webs: 2x4 SP #3; W2,W11 2x4 SP #2; Lt Level Retum: 2x4 SP #3; Rt Level Return: 2x4 SP #3; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 3X4 except as noted. Purlins In lieu of structural panels or rigid ceiling use puriins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 20.84 32.50 BC 60 0.15 16.31 BC 26 16.32 18AS BC 64 16.34 37.04 BC 26 34.91 37.05 BC 60 37.06 63.19 Apply puriins to any chords above or below fillers at ZV OC unless shown otherwise above, Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42%high x 24%wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. r-5X8 111.5X4 :SXB F G H 20'10"1 534" 21 2 -tj---`i114; Snow Criteria (Pg,Pf In PSF) Pg: NA Ct: NA CAT: NA Pf. NA Ce: NA Lu: NA Cs: NA, Snow Duration: NA ding Code: :71h Ed. 2020 Res. Std: 2014 Fac: Yes 2T:10(0)/10(10) e Type(s): Defl/CSI Criteria PP Deflection in [or. L/defl L/# VERT(LL): 0.366 G 999 360 VERT(CL): 0.847 G 751 318 HORZ(LL): 0,183 N - - HORZ(TL): 0.424 N - - Creep Factor: 2.0 Max TC CSi: 0,854 , Max SC CSI: 0.991 Max Web CSI: 0.998 Mfg Specified Camber: Ver. 20.02.01 A.1209.10 Additional Notes WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and Installation of trusses. See "WARNING" note below. A Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / LI / RL B 2577 /- /- /1817 /1288 /570 L 2577 /- /- /1817 /1288 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 3.0 L Brg Width = 7.6 Min Req = 3.0 Bearings B & L are a rigid surface. Bearings B & L require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- B 37 0 G- H 3250 -3951 B - C 3275 -4870 H -1 3340 -4267 C - D 3824 - 5358 I - J 3825 - 5263 D - E 3851 -5279 J - K 3798 - 5343 E - F 3350 -4264 K - L 3276 -4871 F- G 3250 - 3951 L- M 37 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp, Chords Tens. Comp. B -AC 4254 -2760 U -T 3738 -2234 AC -AB 81 - 52 T - R 4652 .2920 Z - Y 4613 -2944 S - P 50 -35 AA- X 53 - 38 R - O 4603 - 28M Y - W 4664 -2982 Q - N 79 -50 W - V 3736 -2282 N - L 4255 -2720 V - U 3736 -2282 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Camp. A -AD 0 0 U-H 521 -448 C -AC 817 .951 H - T 1227 - 802 C - Z 638 -244 T -1 1162 -1548 AC- Z 4317 -2798 S - R 58 - 3 Z -AA 147 0 1-0 1249 -699 Z- E 1294 - 736 P- Q 127 0 AA -AB 127 0 0 - P 148 0 E - W 1195 '-1586 O - N 4316 -2757 Y-X 60 -5 O-K 628 -220 F - W 1224 - 806 N - K 798 - 940 F- U 525 .450 AE- M 0 0 G - U 646 -453 "WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verity design parameters and read notes an this Truss Design Drawing (Too) and the Specially Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TOD.to be valid. As a Truss Design Engineering (i.e. Specially Engineer), the seal on any TDD represents an acceptance of the professional engineerin Ryan Bays, P.E. responsibility for the design of the single Truss depicted on the TOD only, under TPI.1. The design assumptions, loading condit Cris, suitability and use of this Truss for any Building Is the # 91231 responsibility of the Owner, the Owner's authorized agent or the Building Dosigner,.in the context of the IRC, the IBC, local building code and TPI.1. The approval of the TDD and any field use of tho Truss. Including handling, storage, installation and bracing shall be the responsibility of the Buth ing Designer and Contractor, All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI.1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specially Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in wdfing by all parties Involved. The Specially Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms areas defined in TPI.1. Capoght 02e16 A-1 Raorlfrussos- Reproduction of thio document in any form, is prohibited w,droul rho vrtiuen permission of A4 Roof Trusses, Job: Truss Truss Type Qty Ply 05/07/2021 e 85198 Al2G HIPS 1 1 Seal #: 2998� 2040"1 1ITI4 1- 2010"1 --10X10 EZ-10X10 H I J s3'4" Ai 114+ 16'5"8 2 I&S"7 2 16'5"1 14 24'2" 15' 247' 1386# 13861 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASIDE 7-16 TCDL: 15.00 Speed: 170 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category:11 EXP: C Kzt: NA Des Ld: 45.00 Mean Height: 26.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration:1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 5.33 it Loc. from endwall: not in 13.00 it GCpi: 0.18 Wind Duraffon: 1.60 Lumber Top chord: 2x6 SP 2400f--2.OE; T1 2x4 SP 2400f-2.0E + SP M-31; Bot chord: 2x6 SP 2400f-2.0E; B3 2x4 SP #2; B4, 85 2x8 SP 2400f-1.8E; Webs: 2x4 SP #3; W5,W15 2x4 SP 2400f-2.OE + SP M-31; W6 2x4 SP #2; Lt Slider: 2x6 SP 02; block length = 4.18V Rt Slider: 2x6 SP #2; block length = 4.170' Lt Level Return: 2x4 SP #3; Rt Level Return: 2x4 SP #3; Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads ----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac =1.25) TC: From 74 plf at -1.33 to 74 plf at 54.67 BC: From 20 pif at 0.00 to 20 plf at 53.33 BC: 1386 lb Conc. Load at 24.17,29.17 Plating Notes All plates are 3X4 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 20.64 32.50 BC 65 0.29 16.31 BC 26 16.32 18.46 BC 69 16.33 37.05 BC 26 34.91 37.05 BC 65 37.06 53.04 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT; NA PE NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std. 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): Defl/C51 Criteria PP Deflection In Ioc L/defl L/# VERT(LL): -0,382 1 999 360 VERT(CL): 0.971 1 651 316 HORZ(LL): 0.180 R - - HORZ(TL): 0.472 R - - Creep Factor. 2.0 Max TC CSI: 0.635 Max BC CSI: 0.995 Max Web CSI: 0.988 Mfg Specified Camber: 20.02.01A.1209.10 Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes WARNING: Furnish a copy of this DWG to the Installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. i 1 ♦Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL AN 3963 /- /- /1819 11573 /569 AM 3963 /- /• /1819 11573 /- Wind reactions based on MWFRS AN Brg Width = 7.6 Min Req = 3.3 AM Brg Width = 7.6 Min Req = 3.3 Bearings AN & P are a rigid surface. Bearings AN & P require a seat plate, Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 37 -27 I-J 4085 -8132 B - C 3823 -7889 J - K 4149 -8285 C - D 3826 -7740 K - L 4664 -9497 D - E 3708 -7478 L - M 3752 -7382 E - F 3717 -7352 M - N 3746 -7607 F - G 4641 - 9524 N - O 3839 -7737 G - H 4109 -8276 O - P 3835 -7886 H -1 4085 -8132 P - Q 37 -27 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-AK 6904 -3190 - AA-Z 7292 -2972 AK-AJ 6901 - 3190 Z - X 8401 -3634 AJ-AI 6901 -3190 Y - V 46 -23 AI-AH 79 -36 X-U 8352 -3611 AG -AD 48 -23 W - T 76 - 35 AF-AE 8371 -3534 T-S 6896 -3234 AE-AC 8423 - 3558 S - R 6896 -3234 AC -AB 7290 -2927 R - P 6899 -3234 AB -AA 7290 -2927 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp, Webs Tens. Comp. A -AL 0 0 AA- J 1605 - 533 AK- D 234 0 J - Z 2015 -916 D -Al 340 -404 Z - K 1086 -1789 AI- F 1250 - 2759 Y - X 52 0 AI-AF 7263 -3211 K - U 1713 - 827 F -AF 2213 - 749 U - V 122 0 AG-AH 79 0 U - L 2049 -706 AF-AG 109 0 U-T 7181 -3243 AF- G 1835 - 691 V - W 91 0 G -AC 1091 -1848 L - T 1157 -2480 AE-AD 52 0 T - N 306 -377 AC- H 1999 - 859 N - R 222 0 H -AA 1609 - 612 AM- Q 0 0 "WARNING- Please thoroughly review lho "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes an this Truss Design Drawing (TOD) and the Specially Engineer referencesheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TOD to be valid. As a Truss Design Engineering (Le. Specially Engineer), the seal on apyyTDD represents an acceptance of the professional engineerin responsibility forthe design of tho single Truss depicted on the TOD only, under TPI-I. The design assumptions, loading condiliens, suitability and use of this Truss for any Building is the Ryan Bays, RE. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPIA, The approval of the TOD and any field # 91231 use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TOD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safely Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties ofthe Truss Designer, Specially Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Specially Engineer is NOT the Fort Pierce FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1. Copyright 0201e A-1 Roof Trusses- Reproduction or this doeumail, in any form, is prohibited without ihovmtlen permission of A.1 Roof Trusses. Truss Truss Type city Ply 05/07/2021 2998 A120 HIPS 1 1 I -AA 610 -325 3 r **WARNING- Please thoroughly review fho "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form, v Verify design parameters and read notes on this Truss Design Drawing (MD) and the Specialty Engineer reference sheet before use. Unless othervAse stated on the TDD, only All Inaeerce,BFL connector plates shall be used for the TOD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on ony TDD represents an acceptance of the professional enginearin responsibility for the design of the single Truss depicted on the TDD only, under TPI.1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the responsibllity of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval or the TOO and any field �. use ofthe Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes act out in the TDD and the practices and SO= guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss 49 6�'r Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties involved. The Specialty Engineer is NOTtha Building Designer or Truss System Engineer of any building, Ali capitalized terms are as defined In TPI.1. Copydahl G 20ge A-1 Roof Trusses—Ropmducdon of this dommonl, In any form, is protdhiled without the wrillen pmmissicn of A-1 RoarTmases. Job; Truss Truss Type Qty I Ply 05/07/2021' 85198 A13 COMN 1 1 Seai #: 21i56 AI A I 2010"1 i vr14 114"{-------16'5"8 ling Criteria (psf) Wind Criteria L: 20.00 Wind Std: ASCE 7-16 L: 15.00 Speed: 170 mph L: 0.00 Enclosure: Closed L: 10.00 Risk Category: II EXP: C Kzt: NA Ld: 45.00 Ld: 46.00 Mean Height: 25.00 ft TCDL: 5.0 psf L 0.00 BCDL: 5.0 psf I Duration: 1.25 MWFRS Parallel Dist: h to 2h :Ing: 24.0 " C&C Dist a: 5.33 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 :SP 2400f--2.OE + SP M-31:; T2 2x4 SP M-30; T3 2x4 SP #2; Bot chord: 2x6 SP #2; Webs: 2x4 SP #3; W2,W10 2x4 SP #2; Lt Level Return: 2x4 SP #3; Rt Level Return: 2x4 SP #3; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use pudlns to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 20.84 32.50 Be 76 0.15 16.31 Be 90 16.33 37.05 Be 83 37.06 53.19 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes WARNING: Fumish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. a55X8 1111I.5X4 g5X8 F G H Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Sid: 2014 Rep Fac: Yes FT1RT:10(0U10(10) Plate Type(s): 20'10"1 53'4" 20'S"7 Defl/CSI Criteria PP Deflection in loc Udell Ll# VERT(LL): 0.299 G 999 360 VERT(CL): 0,693 G 918 318 HORZ(LL): 0.134 N - - HORZ(TL): 0.310 N - - Creep Factor: 2.0 Max TC CSI: 0.776 Max Be CSI: 0.978 Max Web CSI: 0.955 Mfg Specified Camber: Ver: 20.02.01A.1209.10 ABR) 3X4 i 1 A Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 2577 /- /- /1817 /705 1570 L 2577 /- /- /1817 /705 1- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 3.0 L Brg Width = 7.6 Min Req = 3.0 Bearings B & L are a rigid surface. Bearings B & L require a seat plate, Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- B 37 0 G- H 2986 -3525 B - C 3258 -4836 H -I 3078 -3831 C - D 3338 -4582 I - J 3361 -4521 D - E 3365 -4516 J - K 3334 -4588 E - F 3083 - 3830 K - L 3269 -4839 F- G 29M -3525 L- M 37 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - W 4215 - 2734 R - Q 3351 -2004 W - V 146 -94 Q - O 3985 -2499 U - T 3978 -2541 P - N 146 -93 T - S 3351 -2048 N - L 4219 -2696 S - R 3351 -2048 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. Webs Tens. Comp. A-X 0 0 R-H 473 .413 C - W 459 -404 H - Q 1051 - 693 C - U 262 -346 0-1 930 -1187 W - U 4110 - 2663 1-0 891 -482 U-V 116 0 O-P 117 0 U - E 893 -488 O - N 4114 - 2626 E - T 933 -1186 O - K 360 - 442 F - T 1052 -697 N - K 454 -405 F-R 473 -413 Y-M 0 0 G - R 644 -452 -WARNING" Please thoroughly review tho "A•1 ROOF TRUSSES ("SELLER"), GENERALTERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Englneer.reference sheet before use. Unless otherwise stated an the TDD, onlyAlpine connector plates shall be used for the TOO to be valid. As aTruss Design Engineering G.e. Specially Engineer), the seal on any TDD represents an acceptance of the professional engineerinE Ryan Bays, P.E. responsibility for the design of the single Truss depicted on the TOD only, under TP14. The design assumptions, loading condlUons, suitability and use of thle Truss for any Building is the # 91231 responsibgity of the Own the Ovmer's authorized agent or llre..Bit Iding Deslgnor, in the co ext of the IRO, the IBC, local bullding code and TP"" The approval of the TDD and any (laid use of the Truss, Including handling, storage, Installation and bracing shall bo the rosponslblfity of lho Building pesigner end Contractor. All notes set out in lho TDD and the pracl ces and 4451 St. Lucie Blvd, Suite 201 guldelines of the Buildin Component Safety Information MCI) published by TPI and SBCA are referenced for general guldanco. TPI-1 defines the responsibilities and duties of the Truss Deslgnor, 5peualty Engineer and Truss Manufacwrer, unless otherw se defined bye Contract ograed upon in vMting by all parties Invalvad. Tha Specialty En Ineer Is NOT1ha Fart Pierce, FL 34946 Builit Designer orTruss System Engineer M any bullding. All capitalized temrs are as defined In TPI.1, Copyright O2a1a A•1 Rool Trusses-Reprcducuon of uds dorvmenL in any farm, Is pmhiblted without Ihs wdtlen pemtlsslon of A-1 Raef Tnusas. Job: Truss Truss Type Qty I Ply 1 06/07/2021 85198 A13G HIPS 1 1 Seal #: 2995 2010"1 -i- 11714 1 i 2010"1 a8X8 2:78X8 H I J :5) 0. 534" F j 16'S"8 .20'67 1'4" 247" 1 5' --1 247 1466# 1466 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Sid: ASCE 7-16 TCDL: 15.00 Speed: 170 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP. C Kzt: NA Des Ld: 45.OD Des Ld:: 45.00 Mean Height: 25.00 ft TCDL: 5.0 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 5.33 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x6 SP 2400f 2.0E; T1 2x4 SP 2400f-2.0E + SP M-31; Bot chord: 2x6 SP 2400f-2.0E; Webs: 2x4 SP #3; W4,W14 2x4 SP M-30; W6, W13 2x4 SP #2; Lt Slider: 2x6 SP #2; block length = 4.368' Rt Slider. 2x6 SP #2; block length = 4.310' Lt Level Return: 2x4 SP #3; Rt Level Return: 2x4 SP #3; Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads --(Lumber Dur.Fac.=1.25 / Plate Dur.Fac. 1.25) TC: From 74 pif at -1.33 to 74 pif at 54.67 BC: From 20 pif at 0.00 to 20 pif at 53.33 BC: 1466lb Conc. Load at24,17,29.17 Plating Notes All plates are 3X4 except as noted, (1) - plates so marked were sized using 0% Fabrication Tolerance,10 degrees Rotational Tolerance, and/or zero Positioning Tolerance. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 20.84 32.50 BC 65 0.29 16.31 BC 68 16.32 37.05 BC 65 37.06 53.04 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection In too L/defi U# Pf. NA Ce: NA VERT(LL): -0.333 1 999 360 LU: NA , Cs: NA VERT(CL): 0.657 1 738 316 Snow Duration: NA HORZ(LL): 0.143 R - - HORZ(TL): 0.373 R - - Building Code: Creep Factor: 2,0 FBC 7th Ed, 2020 Res, Max TC CSI: 0.975 TPI Std: 2014 Max BC CSI: 0.993 Rep,Fac: Varies by Ld Case Max Web CSI: 0.971 FT/RT:10(0)/10(10) Mfg Specified Camber: Plate Type(s): VIEW Van 20.02.01A.1209.10 IArevF u.c Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes WARNING: Furnish a copy of this DWG to the Installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. i 1 ♦Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL AF 4043 /- /- /1819 11615 1569 AE 4043 /- !• , /1819 11615 /- Wind reactions based on MWFRS AF Brg Width = 7.6 Min Req = 3.3 AE Brg Width = 7.6 Min Req = 3.3 Bearings AF & P are a rigid surface. Bearings AF & P require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-S 37 -27 I-J 3710 -7414 B - C 3820 -8050 J - K 3770 -7544 C - D 3824 -7896 K - L 4005 - 8188 D - E 3724 .7646 Lf M 3975 .8232 E - F 3939 -8211 M - N 3745 -7696 F - G 3969 -8181 N - O 3846 -7920 G - H 3740 -7541 O - P 3845 -8072 H-I 3710 -7414 P-Q 37 -27 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B -AC 7039 -3178 W - V 6633 -2629 AC -AB 7036 -3178 V -T 7314 -3094 AB -AA 235 - 99 U - S 248 -107 Z - Y 7303 - 3018 S -'R 7056 -3246 Y - X 6634 -2590 R - P 7059 -3246 X - W 6634 - 2590 Maximum Web Forces Per Ply (Ibs) Webs Tens,Comp. Webs Tens. Comp. A -AD 0 0 W- J 1469 -520 AC- D 213 -13 J - V 1662 - 809 D -AB 342 - 383 V - K 886 -1221 AB- E 380 - 863 K - T 869 -443 AS- Z 6672 - 2898 T - U 120 0 E - Z 594 -153 T - M 536 -246 Z -AA 115 0 T - S 6691 -2973 Z - G 874 -452 M - S 418 -840 G - Y 882 -1210 S - N 293 -343 Y- H 1657 -759 N- R 189 0 H- W 1468 - 594 AE- Q 0 0 I- W 620 -338 "WARNING" Please thoroughly review the "A4 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes an this Trusc Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise slated on the TDD, only All Ina connector plates shall be used forthe TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional englneedn Ryan Bays, P.E. responsibility forthe design of the single Truss depicted on the TOD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 91231 responsibility of the Owner, the Owners authorized sppent or the Building Designer, In the context of the IRO, the IBC, local building code and TPIA. The approval of the TOD and any geld use of the Truss, including handling, storage, inslallatlon and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines Df the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties or the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT Building Designer or Truss System Engineer of any building, All capitalized terns are as defined In TPI-1. Copyright 0 2e1S A-1 Roof Totems- Reproduction of this dommenl, In any farm, is prohbitcd vAlhout the vaillcn pomieslan of A.1 Roof r=sos. Job: Truss Truss Type Qty Ply 1 05/07/2021 d 85198 A14 COMN 5 1 Seal #: 2659 "'Oo 1 20'10"1 117"14 12 6 p ,3X,4 c 46 \\\?5XX4 C =4XB(ABR_) B �+ g3X4A V 1P�J =3X4 oHO510 SEAT PLATE REQ. 44 a5X8 141.5X4 BE�6X8 F G H 20'10"1 3X4 �4X6 .5X4 L =4X8(A8R) �M 3X4 E3 X4 X845X6 =3X4 =H 510 X4 1"p8 SEAT PLI4TE REQ. 53'4" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Sid: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 15.00 Speed: 170 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL• 10.00 Risk Category: II Snow Duration: NA EXP: C Kzt: NA Des Ld: 45.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Building Code: Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPi Std: 2014 Spacing; 24.0 " C&C Dist a: 5.33 ft Rep Fac: Yes Loc. from endwall: not in 13.00 ft FT/RT:10(0)/10(10) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WnvF Wz Lumber Top chord: 2x4 SP M-30; T3 2x4 SP #2; Bot chord: 2x6 SP #2; Webs: 2x4 SP #3; Lt Level Return: 2x4 SP #3; Rt Level Return: 2x4 SP #3; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins in lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 20.84 32.50 BC 77 0.16 53,19 Apply purins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes WARNING: Furnish a copy of this DWG to the Installation contractor, Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below, i 1 Defl/CSI Criteria ♦Maximum Reactions (Ibs) PP Deflection in loc L/deft U# Gravity Non -Gravity VERT(LL): 0.254 G 999 360 Loc R+ / R- / Rh / Rw i U / RL VERT(CL): 0.595 G 999 318 B 2577 /- /- /1817 /705 /570 HORZ(LL): 0,093 N - - L 2577 I- l- /1817 /705 I- HORZ(TL): 0.216 N - - Wind reactions based on MWFRS Creep Factor: 2.0 B Brg Width = 7.6 Min Req = 3.0 Max TC C81: 0.818 L Brg Width = 7.6 Min Req = 3.0 Max BC CSi: 0.972 Bearings B & L are a rigid surface. Max Web CSi: 0.985 Bearings B & L require a seat plate. Mfg Specified Camber: Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 20,02.01A.1209.10 A- B 37 0 G - H 2770 -3228 B - C 3268 -4878 H -I 2791 -3597 C - D 3286 -469D I - J , 3304 -4622 D - E 3304 .4649 J - K 3291 -4690 E - F 2791 - 3597 K - L 3268 -4876 F- G 2770 - 3228 L- M 37 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - U 4275 -2757 Q - P 3115 -1825 U - T 3802 -2465 P - O 3802 -2425 T- S 3802 -2465 O - N 3802 -2425 S - R 3115 -1865 N - L 4275 - 2717 R-Q 3115 -1825 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A- V 0 0 R- H 422 -373 C - U 409 -386 H - P 897 - 389 U - E 713 - 322 P -1 772 -926 E - S 772 - 926 I - N 713 -322 F - S 897 -389 N - K 410 -386 F- R 422 - 373 W- M 0 0 G - R 552 .370 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERALTERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specially Engineer reference shoat before use. Unless otherwise stated an the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering 0.e. Specially Engineer), the seal an any TDD represents an acceptance of the professional enginearinE Ryan Bays, RE. responsibility for the design of the single Truss depicted on the TDD only, underTPI.1. The design assumptions, loading conditions, suilabilily and use of this Truss for any Building is the # 91231 responslbinty of the Owner, the Owner's authorized agent or the Bullding Designer, In the context or the IRC, the IBC, local building code and TPI-1. The approval of the Too and any field use of the Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Buildingg Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCO published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specially Engineer and Truss Manufacturer, unless olherwise defined by a Contract agreed upon In wriling by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. Ali capitalized terms are as defined in TPI-1. Copyright 02010 A-1 Roof Trusses— Reproduction of this document, in arty tam, It pmhiblred v4thout the wdnen permission of A•f Roof Tmmos. Job: Truss Truss Type Qty I Ply 05/07/2021 85198 A17 COMN 1 1 '. Seal #: 2662 204 0" I '4� 05xe F 1118" -}- 20'10" -1 III1.5X4 es5X8 G H 53'4" F 44 A8R) 3X4 1 1 Loading Criteria (psi) Wind Criteria Snow Criteria (P9,Pf in PSF) Defl/CSI Criteria A Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection In too L/defl Lf# Gravity Non -Gravity TCDL: 15.00 Speed: 170 mph Ph NA Ce; NA VERT(LL): 0.254 G 999 360 Loc R+ / R- / Rh / Rw / U / RL B 2577 /- i- /1817 /705 /570 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.589 G 999 318 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.093 N - - L 2577 /- I- 11817 /705 /- Des Ld:EXP: C Kzt: NA HORZ L : 0.214 N - - �) Wind reactions based on MWFRS Building Code: � CL 10.00 NCBCLL: 10.00 Mean Height: 25.00 ft Creep Factor: 2.0 B Br Width = 7.6 Min Re 3.0 9 q = Soffit: 0.00 TCDL: 5.0 psf BCDL: 5.0 FBC 7th Ed. 2020 Res. Max TC CSI: 0.818 L Brg Width = 7.6 Min Req = 3.0 Load Duration: 1.25 psf MWFRS Parallel Dist: h to 2h TPI Sid: 2014 Max BC CSI: 0.972 Bearings B & L are rigid surface. Bearings B & L require a seat plate. Spacing: 24.0 " C&C Dist a: 5.33 ft Rep Fac: Yes Max Web CSI: 0.986 Maximum Top Chord Forces Per Ply (ibs) Loc. from•endwall: not in 13,00 ft FT/RT:10(0)/10(10) Mfg Specified Camber: Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Plate Type(s): IVIEWVer:20.02.01A.1209.10 A-B 37 0 G-H 2771 -3176 B - C 3268 -4866 H -1 2792 -3546 Wind Duration:1.60 WAVE Lumber C - D 3286 -4649 I - J 3305 -4570 Top chord: 2x4 SP M-30; T3 20 SP #2; D - E 3305 -4601 J - K 3291 -4649 Bot chord: 2x6 SP 012; Webs: 2x4 SP #3; E - F 2792 - 3546 K - L 3269 -4867 Lt Level Return: 2x4 SP #3; F - G 2771 - 3176 L - M 37 0 Rt Level Return-, 2x4 SP #3; Bracing (a) Continuous lateral restraint equally `spaced on member. Purlins In lieu of structural panels or rigid ceiling use puffins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 20,83 32.50 BC 77 0.15 53.19 Apply puffins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes WARNING: Furnish a copy of this DWG to the Installation contractor. Special care must be taken during handling, shipping and installation of trusses. See 'WARNING" note below. Maximum Sot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - U 4252 - 2768 Q - P 3054 -1826 U - T 3772 -2466 P - O 3772 -2425 T- S 3772 -2466 O - N 3772 -2425 S - R 3054 -1866 N - L 4252 -2718 R - Q 3054 -1826 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A- V 0 0 R- H 422 =373 C - U 409 - 386 H - P 818 -389 U - E 707 - 322 P -1 772 - 925 E - S 772 - 925 I - N 707 -323 F-S 818 -389 N-K 410 -387 F- R 422 -373 W- M 0 0 G - R 552 - 370 "WARNING- Please thoroughly review tho "A-1 ROOF TRUSSES ("SELLER"), GENERALTERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verity design parameters and read notes an this Truss Design Drawing (TDD) and the %pdaily Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As aTruss Design Engineering (IA. Specialty Engineer), the seal on any Too represents an acceptance of the professional engIneaflnE Ryan Bays, P.E. responsibility for the design of the single Truss depicted an the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building lathe # 91231 responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes sal out In the TOO and lho practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI.1. Copyd0hl 02016Ad RealTru =s— Repmdudon of His documenl, in any farm, Is pmhibiled without the wdllen permission or A4 Roof Tmcsos. Job: T;1S8S Truss Type Qty Ply 05/07/2021 85198 COMN 1 1 '. Seal #: 2665 m W 18,10" 15'8" 18'10" 1117 F6(R) (111.5X4 ///7 X6(R) 12 6 p 03X4F ta) ta) (a) 51,,3X4 6a11..5X4 C 0 (a)(a v1.5X4 0 L=4X8(ABR) M e3X4 =3X4 =6X6 = X4=3XBe5X6 =3X4 =6X6 =3X4 1p8 SEAT PLATE REO. SEAT PLATE REQ. 53'4" ding Criteria (psf) Wind Criteria Snow Criteria (Pg,Pt in PSF) L: 20.00 Wind Sid: ASCE 7-16 Pg: NA Ct: NA CAT. NA L: 15.00 Speed: 170 mph Pf; NA Ce: NA L: 0.00 Enclosure: Closed Lu: NA Cs: NA L: 10.00 Risk Category: II Snow Duration: NA EXP: C Kzt: NA Ld: 45.00 CLL: 10.00 Mean Height: 25.00 It Building Code: TCDL; 5A psf t: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. I Duration: 1.25 MWFRS Parallel Dist: h to 2h TPi Std: 2014 :ing: 24.0 " C&C Dist a: 5.33 ft Rep Fac: Yes Loc, from endwall: not in 13.00 ft FT/RT:10(0)/10(10) GCpi: 0.18 Plate Type(s); Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP M-30; Bot chord: 2x6 SP #2; Webs: 2x4 SP #3; Lt Level Return: 2x4 SP #3; Rt Level Return: 2x4 SP #3; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 18.83 34.50 BC 77 0.15 53.19 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes WARNING: Furnish a copy of this DWG to the Installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. Defl/CSl Criteria PP Deflection In loc L/defl L/# VERT(LL): 0.262 G 999 360 VERT(CL): 0.607 G 999 318 HORZ(LL): 0.095 N - - HORZ(TL): 0.220 N - - Creep Factor. 2.0 Max TC CSI: 0.853 Max BC CSI: 0.998 Max Web CSI: 0.815 Mfg Specified Camber: VIEW Ver. 20.02.01A.1209.1 ♦Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw I U / RL B 2577 /-' /- /1808 1733 /521 L 2577 /- 1- /1808 /733 /- Wind reactions based on MWFRS, B Brg Width = 7.6 Min Req = 3.0 L Brg Width = 7.6 Min Req = 3.0 Bearings B & L are a rigid surface. Bearings B & L require a seat plate, Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- 8 37 0 G- H 3180 -3541 B - C 3508 -4899 H -1 3071 -3777 C - D 3470 -4657 I - J 3480 -4605 D - E 3480 -4605 J - K 3470 -4657 E - F 3071 -3777 K - L 3508 -4899 F- G 3180 -3541 L- M 37 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - U 4295 -2990 Q - P 3253 - 2163 U -T 4063 -2840 P - O 4063 -2800 T - S 4053 -2840 O - N 4063 - 2800 S - R 3253 -2203 N - L 4295 -2949 R- Q 3253 -2163 Maximum Web Forces Per Ply (Ibs) Webs Tens,Comp. Webs Tens. Comp. A- V 0 0 R- H 522 - 547 C - U 268 - 246 H - P 728 -289 U - E 506 -122 P -1 737 -937 E - S 737 - 937 I - N 506 -122 F - S 728 -289 N - K 268 -246 F- R 522 - 547 W- M 0 0 G - R 803 - 551 -WARNING" Please thoroughly review tho "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. verily design parameters and read notes an this Truss Design Drawing (TDD) and the Specialty Engineer reference shent before use. Unless otherwise staled an the TOD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (Le, Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerinE Ryan Bays, P.E. responsibility for the design of the singly Truss depicted on the TDD only, under TPI-I. The design assumptions, foodfng conditions, suitability and use of this Truss for any Building is the # g1231 responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI.1. The approval of the TOO and any field use of Me Truss, Including handling, storage, installation and bracing shell bathe responsibility of the Building Designer and Contractor. M notes set out In the TOO and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI.1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved, The Specialty Engineer Is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. Ali capitalized terms are as defimed In TPI-1. Cepyrlght ®2016 A4 RoDITm:soa— Roprodua6on of this documunl, in any lam, is prohibiled without the %wiltan permtssion of A•1 Roof Trusses. Job: Truss Truss Type City I Ply 1 05/07/2021 85198 A19 COMN 1 1 Seal #: 2668 19'8" 16'10" — e35X8 =3X4=4X6 =3X4 z35X8 D E F G H 12 I 6 � 05X6 C (a) (a) (a) (a I Co yr (a) (a =4X8(ABR) g ,1=4X8(A8R} 23X4 A UK 1 4 1p""8 Iti X4 =X6 =3X8 ==3X4-m5X6 = XS = X6 I92X4 1pp8 SEAT KIATE RED. SEAT PLATE RED. 53'4" `T44 I14� Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) 0efi1CSI Criteria A Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 15.00 Speed: 170 mph Pf: NA Ce: NA VERT(LL): 0,284 P 999 360 Loc R+ / R- / Rh / Rw / U / RL B 2577 A A /1794 /756 1471 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.658 P 967 318 BCDL: 10.00 Risk Category: If Snow Duration: NA HORZ(LL): 0.100 L - - J 2577 /- /- /1794 /756 A Des Ld: 45.00 EXP: C Kzt: NA HORZ L : 0.232 L - - �) Wind reactions based on MWFRS Building Code: NCBCLL: 10.00 Mean Height: 25.00 ft Creep Factor. 2.0 B Br Width = 7.6 9 Min Re q = 3.0 Soffit: 0.00 TCDL: 5.0 psf BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0,958 J Brig Width = Min = 3.0 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.964 Bearings B & J are re a rigid surface. Bearings B & J require a seat plate. Spacing: 24.0 " C&C Dist a: 5,33 ft Rep Fac: Yes Max Web CSI: 0.456 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: not in 13.00 ft FT/RT:10(0)/10(10) Mfg Specified Camber. GCpI: 0.18 Plate Type(s): I I Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 20.02.01A.1209.10 A - B 37 0 B - C 3711 -4875 F - G 3544 -3901 G - H 3177 -3442 Wind Duration: 1.60 WAVE Lumber C - D 3341 -3970 H - I 3342 -3971 Top chord: 2x4 SP M-30; T3 2x4 SP #2; D - E 3175 - 3441 I - J 3711 -4875 Sot chord: 2x6 SP #2; E - F 3544 -3901 J - K 37 0 Webs: 2x4 SP #3; Lt Level Return: 2x4 SP 93; Rt Level Return: 2x4 SP #3; Maximum Sot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Bracing (a) Continuous lateral restraint equally spaced on B - S 4260 -3157 O - N 3858 -2886 member, S - R 4256 -3158 N - M 4256 -3117 R - Q 4256 - 3158 M - L 4256 - 3117 Puriins Q - P 3857 - 2924 L - J 4259 -3116 In lieu of structural panels or rigid ceiling use purlins P - 0 3858 -2886 to laterally brace chords as follows: Chord Specing(in oc) Start(ft) End(ft) Maximum Web Forces Per Ply (Ibs) TC 24 16.83 36.50 Webs Tens.Comp. Webs Tens. Comp. BC 75 0.15 53.19 Apply purins to any chords above or below fillers A - T 0 0 P - G 274 -114 at 24" OC unless shown otherwise above. S - C 353 0 G - N 868 - 723 C-Q 738 -935 N-H 1196 -916 Wind D - Q 1196 -913 N -1 735 -933 Wind loads based on MWFRS with additional C&C Q - E 865 -722 I - L 353 0 member design. E- P 276 -114 U- K 0 0 Wind loading based on both gable and hip roof types. Additional Notes WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and Installation of trusses. See "WARNING" note below. **WARNING*.* Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENr' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Englnnor reference sheet before use. Unless otherviise stated on the TDD, only Alpino connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specially Engineer), the seal on any TDD represents an acceptance of the professional angInearIns Ryon Bays, P.E. responsibility for the doe Ign of the single Truss depicted on the TDD only, under TPb1. The design assumptions, Ion ding conditions, suitability and use of this Truss for any Building is the # 91231 responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context or the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes sat out In the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of tho Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise dofined bye Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Building Designer orTruss System Engineernf any building. Ali capitalized terms are as defined In TPI-1. Copyright 02016 A4 Roof Trusses— Reproduction of this dacummi. In ony form, In pmhibllcd rddioul the %Viten permission of A•1 RootTmssas. Job: Truss Truss Type Qty Ply 05/07/2021 .4 • 85198 A20 COMN 1 1 Seal #: 2671 A -------14'10" 23'8" 14'10" m5X8 =3X4 mH0308 101.5X4 ®5X8 D E F G H T'2T45X6 6 � (a) (a) (a 1 �5X6 ,n mX 9) 034X4B(ABR) ffl s4X8(Ao3X4 m 1 ALB JVK 1" T S R Q P O N M L H =3X4 m5X6 911,5X4 E5X6 s3X4 =6X6 s3X10 m3X4 IIII.SX4 SEAT PLATE REQ. SEAT PLATE REQ. 534" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT. NA PP Deflection In loc L/defl L/# Gravity Non -Gravity TCDL: 15,00 Speed: 170 mph Pf: NA Ce: NA VERT(LL): 0.320 G 999 360 Lac R+ / R- / Rh / Rw / U / RL B 2577 /- A /1775 /1293 /421 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.741 G 858 318 BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.100 L - - J 2577 A /- /1775 /1293 A Des Ld: 46.00 EXP: C Kzt: NA HORZ(TL): 0.232 L - Wind reactions based on MWFRS Building Code: NCBCLL: 10.00 Mean Height: 25.00 It Creep Factor. 2.0 B Brg Width = 7.6 Min Req = 3.0 Soffit: 0.00 TCDL: 5.0 psf BCDL: 5.0 FBC 7th Ed. 2020 Res. Max TC CSI: 0.961 J Brg Width = 7.6 Min Req = 3.0 Load Duration: 1.25 psf MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.976 Bearings B & J are rigidsurface. Bearings B & J require a seat plate. Spacing: 24,0 " C&C Dist a: 5.33 It Rep Fee: Yes Max Web CSI: 0,953 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: not in 13.00 It FT/RT:10(0)/10(10) Mfg Specified Camber: Chords Tens.Comp. Chords Tens. tromp. GCpi: 0.18 Plate Type(s): Ver: 20.02:01A.1209.10 A - B 37 0 B - C 3919 -4895 F - G 4160 -4407 G - H 4151 -4407 Wind Duration:1.60 WgVE HS jViEW Lumber C - D 3645 -4158 H -I 3645 -4158 Top chord: 2x4 SP M-30; T2 2x4 SP #2; D - E 4134 -4392 I - J 3919 -4895 Bot chord: 2x6 SP #2; E - F 4150 -4407 J - K 37 0 Webs: 2x4 SP #3; Lt Level Return: 2x4 SP #3; Rt Level Return: 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Bracing (a) Continuous lateral restraint equally spaced on B - T 4281 -3349 P - 0 4415 -3572 member. T - S 4278 -3350 O - N 3615 -2785 S - R 4278 -3350 N - M 4278 -3310 Purlins R - Q 3615 -2826 M - L 4278 -3310 In lieu of structural panels or rigid ceiling use purlins Q - P 4415 -3572 L - J 4281 - 3309 to laterally brace chords as follows: Chord Specing(in oc) Start(ft) End(ft) Maximum Web Forces Per Ply (Ibs) TC 24 14.83 38.50 Webs Tens.Comp. Webs Tens. Comp. BC 60 0.15 53.19 Apply purlins to any chords above or below fillers A - U 0 0 G - O 817 -574 at 24" OC unless shown otherwise above. T - C 308 0 O - H 1081 -1148 C - R 599 -75B H - N 596 -232 Wind D - R 591 -228 N -1 600 -758 Wind loads based on MWFRS with additional C&C D - Q 1070 -1132 I - L 304 0 member design. Q- E 859 -578 V- K 0 0 Wind loading based on both gable and hip roof types. E - O 174 -174 Additional Notes WARNING: Furnish a copy of this DWG to the Installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. "WARNING" Please thoroughly review the "A•1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes en this Truss Design Drawing (TOO) and the Specially Engineer reference sheet before use. Unless otherwise stated an the TDD, only Alpine connector plates shall be used for the TOO to be valid. As aTruss Design Engineering (i.e. Specidlly Engineer), the seal on any TOO represents an acceptance of the professional angliriecrini Ryan Bays, P.E. responsibility for the design of the single Truss depleted on the TOO only, under TPiA. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 91231 responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TOD and any field use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Buiiding Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in willing by all panics Involved. The Specialty Engineer Is NOT the Fort Pierce, FL 34946 Building Designer crTruss System Englneeror any building, All capitalized terms areas defined In TPIA. Copyriyhl O 2010 AA Roof Trussos— Rcptoduelion of this doeumonL In any roan, Is proMiled Without the written pcnnisoion of A•1 RoorTn,sscs. Job: Truss Truss Type Qty I Ply 05/0712021 A 85198 A21 COMN 1 1 Seal #: 2676 AA -----1210" 27'6' =8X8 =4X4 1111.5X4 =5X6 =5X8 =4X6 D E F G H I J N ;n O� rD 1NI A BR) M MM 1"8 Y X W U S R 0 P O N 1I N =H0714 =4X4 1111.5X4 =BX12 1111.5X4 113X6 =12X14 =6X6 =5X6 1111.5X4 SEAT PLATE REQ. SEAT PLATE REQ. 534" t -,3'81'9 337"15 _11'44 ling Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) L: 20.00 Wind Sid: ASCE 7-16 Pg: NA Ct: NA CAT: NA L: 15.00 Speed: 170 mph Pf. NA Ce: NA L: 0.00 Enclosure: Closed Lu: NA Cs: NA L: 10.00 Risk Category: II Snow Duration: NA EXP: C Kzt: NA Ld: 45.00 CLL: 10.00 Mean Height: 25.00 ft Building Code: t: 0.00 TCDL: 5.0 psf BCDL: 5.0 psf FSC 7th Ed. 2020 Res. I Duration.1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 hng: 24.0 " C&C Dist a: 5.33 ft Rep Fac: Yes Loc. from endwall: not in 13.00 ft FT/RTANW/1000) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 InralrF ua Lumber Top chord: 2x4 :SP 2400f--2.OE + SP M-31:; Bot chord: 2x6 SP 2400f-2.0E; Webs: 2x4 SP #3; W4, W5 2x4 SP M-30; W6, W8 2x4 SP 2400f-2.0E + SP M-31; Lt Level Return: 2x4 SP #3; Rt Level Return: 2x4 SP #3; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 3X4 except as noted. (1) - plates so marked were sized using 0% Fabrication Tolerance, 10 degrees Rotational Tolerance, and/or zero Positioning Tolerance, Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 12.83 40.50 BC 86 0.15 15.81 BC 47 15.86 19.82 BC 85 19.82 53.19 Apply purlins to any chords above or below fillers at 24 OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. T !9 1� l Defl/CSI Criteria ♦Maximum Reactions (Ibs) PP Deflection In loc L/defl L/# Gravity Non -Gravity VERT(LL): 0.465 F 999 360. Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 1.075 F 591 318 B 2577 /- /- 11752 /1295 /372 HORZ(LL): 0.157 N - - L 2577 /- /- /1752 /1295 A HORZ(TL): 0.363 N - - Wind reactions based on MWFRS Creep Factor. 2.0 B Brg Width = 7.6 Min Req = 2.1 Max TC CSI: 0.727 L Brg Width = 7.6 Min Req = 2.1 Max BC CSI: 0.989 Bearings B & L are a rigid surface. Bearings B & L require a seat plate, Max Web CSI: .0.959 Mfg Specified Camber: Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 20.02.01A.1209.10 A - 8 37 0 G - H 4940 -5181 B C 4101 4864 ` H -I 4940 -5181 Additional Notes C - D -4391 1- J 869 -4317 WARNING: Furnish a Copy of this DWG to the D - E 5887 -6391 5W7 J - K 3952 -4317 3952 installation contractor. Special care must be taken E - F 6754 -7309 K - L 4099 -4861 during handling, shipping and installation of trusses, See F - G , 6735 -7266 L - M 37 0 "WARNING" note below. Maximum Sot Chord Forces Per Ply (ibs) Chords Tens.Comp. Chords Tens. Comp. B - Y 4246 -3500 R - Q 4906 -4150 Y - X 4244 - 3502 Q - P 3786 -3081 X- W 69 -59 P - O 4237 -3455 V - T 6440 -5411 O - N 4237 -3455 U - S 92 -81 N - L 4240 -3454 S - R 4906 - 4150 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-Z 0 0 T-G 2516 -2139 Y- C 272 0 T- S 5453 -4653 C - X 527 - 627 G - S 1919 -1944 D-X 1853 -2151 S-1 372 -404 D - V 4622 - 3988 i - Q 1074 - 819 X - V 4522 -3717 Q - J 1445 -1486 V - W 34 -5 J - P 542 -284 V - E 1272 -1156 P - K 492 - 591 E- T 1285 -1304 K- N 269 0 F- T 504 - 356 AA- M 0 0 T-U 101 0 "WARNING" Pleaao thoroughly review the "A-1 ROOF TRUSSES ("SELLER"). GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specially Engineer reference shoat before use. Unless otherwise stated on the TOD, only Alpine connector plates shall be used for tbeTDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engincerins Ryan Bays, P.E. responsibility for the design of Ilia single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 91231 responsibilily of the Owner, the Owners authorized agant or the Building Designer, In the context of the IRC, the IBC, la cal building coda and TPI.1. The approval of the TOD and any field use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safely Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise donned by a Contract agreed upon in writing by all parries Involved. The Specially Engineer is NOT the Building Designer orTruss System Engineer of any building, All capitalized terms are as defined in TPI.1. Copyright 0 2016 A-1 Roof Trusses- Rcprodudon or Ills documonl, In any form. Is pmhlbibd wQhoul Iha wrillen pcnniss:on of A-1 RoofTnrasas. Job: Truss Truss Type Qty I Ply 1 05/07121121 85198 A22 COMN 1 1 '. Seal #: 2883 ' �►---- 10,10" 31'8" 10,101,----� ca7X8 =4X4 1111.5X4 =-8X8 m3X4 =6X6 a1.5X4 12 D E F G T 0 So rn I NT III1.5X4 H I 6 p C (a J 3X4 (A8R} >-r1014 (a) (a (a =4X8(A�3 aAWB T R KX 1fl8 = v u s H1319 =8X14 1111.5X4 1113X6 SEAT PLATE REQ. 4;. 15'11"8 -1 &8"g Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 15.00 Speed: 170 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category:11 Snow Duration: NA EXP: C Kzt: NA Des Ld: 45.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Building Code: Soffit: 0.00 BCDL: 5.0 psf FBC 71h Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 6.33 ft Rep Fac: Yes Loc. from endwall: not in 13.00 ft FT/RT.10(0)/1000) GCpI: 0,18 Plate Type(s): Wind Duration: 1.60 WAIF W_Q Lumber Top chord: 2x4 :SP 2400f-2,OE + SP M-31:; T2 2x6 SP 2400f-2.OE; Bot Chord: 2x6 SP 42; B2 2x8 SP 2400f-1.8E; Webs: 2x4 SP #3; W3,W8 2x4 SP M-30; W4,W7, W9 2x4 SP #2; Lt Level Return: 2x4 SP #3; Rt Level Return: 2x4 SP #3; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 10.83 42.50 BC 60 0.15 15.81 BC 47 15.87 19.82 BC 54 19.82 53.19 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. Wind loading based on both gable and hip roof types. Additional Notes WARNING: Fumish a copy of this DWG to the Installation contractor. Special care must be taken during handling, shipping and Installation of trusses. See "WARNING" note below. R_) 4 L Q P O N M 1.8 =H1014 imHO510 m4X6 =SX6=3X4 SEAT PLATE REQ. - 534" 337„15 _ i s 4 Defl/CSI Criteria A, Maximum Reactions (Ibs) PP Deflection in loc L/defi L./# Gravity Non -Gravity VERT(LL): 0.597 F 999 360 Loc R+ / R- / Rh / Rw 11.1 / RL VERT(CL): 1.382 F 460 318 B 2576 /- 1- 11725 /1298 /323 HORZ(LL): 0.210 M - - K 2576 /- /- /1725 /1298 /- HORZ(TL): 0.487 M - - Wind reactions based on MWFRS Creep Factor., 2.0 B Big Width = 7.6 Min Req = 3.0 Max TC CSI: 0,578 K Brg Width = 7.6 Min Req = 3.0 Max BC CSI: 0,981 Bearings B & K are a rigid surface. Max Web CSI: 0.976 Bearings B & K require a seat plate. Mfg Specified Camber: Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens, Comp. VIEW Ven 20.02.01A.1209.10 A - B 37 0 G - H 6039 -6252 B - C 4361 -4866 H -1 5498 -5672 C - D 4231 -4540 I-J 4511 -4835 D - E 8132 -8652 J - K 4312 -4924 E- F 9271 - 9847 K- L 37 0 F - G 9249 - 9820 Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - V 4266 - 3746 P - O 5725 - 5071 V - U 77 -70 O - N 3958 -3401 T- R 8710 -7737 N - M 3958 -3401 S - Q 127 -114 M - K 4307 - 3655 Q - P 5725 -5071 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A- W 0 0 R- G 3850 - 3457 C - V 463 - 364 R - Q 6493 - 5808 V - D 1170 -1187 G - Q 2235 -2187 V - T 4293 -3661 Q - H 637 - 679 D - T 5449 -490 H - O 1283 -1001 T- U 44 0 0-1 2089 -2064 T - E 1432 -1293 I - M 647 -446 E - R 1457 -1470 M. - J 457 .331 F-R 473 -313 X-L 0 0 R-S 119 0 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes an this Truss Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless olhervilse staled on the TDD, only Alpine connector plates shall be used for the TOD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Trues depicted on the Too only, under TPI-1, The design assumplions, loading condi ens, suitability and use of this Truss for any Building is the Ryan Bays, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TP1-1. The approval of lha Too and any field # 91231 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucle Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34948 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in waiting by all parties Involved, The Specialty Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms areas defined in TPIA. Copyright 0 2010 A•1 Roof Trusses- Reproduction of udo docomani, In any form, to prof ibilod without 1ho wddon ponnl=Ion DIM Roof lr=sco. Job: Truss Truss Type Qty Ply 05l07/2021 85198 A23 COMN 1 4 '. im Seal #: 2847 T ZT:= -6X6 411-11014(R) =3X41112X4 =H1014 192x4 -1­10510 12 C D E F G H E 3U4 e4X6 =6X6 =5X6 KL M PPPPPWi ��14MA001=1 IVA AC AB AA Y W V U T S R =H1319 =1-10510 m8X14 M7X10 =3X8 =4X6 =06 =5X6 A I 18 X4, SEAT PLATE REQ. SEAT PLATE REQ, 53'4" �4-}---15111"83'8"9 SN7"15 1'4" - 12'10"5 197' 20'10"11 3947# 4213 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Bid: ASCE 7-16 TCDL: 15.00 Speed: 170 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 45.00 Mean Height: 25.00 It NCBCLL: 0.00 TCDL: 5.0 psf Soffit: 0,00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 5.33 It Loc. from endwall: not In 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x6 SP 2400f-2.0E; Ti 2x4 SP 2400f-2.0E + SP M-31; Bat chord: 2x6 SP 2400f-2.0E; Webs: 2x4 SP #3; W2,W3 2x4 SP #2; W4, W9 2x4 SP 2400f-2.0E + SP M-31; W5,W6, W8 2x6 SP 2400f-2.0E; Lt Level Return: 2x4 SP #3; Rt Level Return: 2x4 SP #3; Naiinote Nail Schedule:0.131"x3", min, nails Top Chord:1 Row @12.00" o.c. Bat Chord: 1 Row @ 9,50" o.c. Webs :1 Row @ 4" o.c. Repeat nailing as each layer is applied. Use equal spacing between rows and stagger nails in each row to avoid splitting. In addition, apply (1) 0.22"-0,25" min/max dia. X 6.0" length wood screw at each Joint location. (1)112" bolts may be used for (2) 0.131"x3", min. nails on The Bottom Chord Only. Special Loads ----(Lumber Dur.Fac. 1.25 / Plate Dur.Fac.=1.25) TC: From 74 pif at -1.33 to 74 plf at 54.67 BC: From 20 pif at 0.00 to 20 plf at 53.33 BC: 3947 lb Cone. Load at 12.86 BC: 4213 lb Cone, Load at 32.44 Plating Notes All plates are 1.5X4 except as noted. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) DeflfCSl Criteria Pg: NA Ct NA CAT: NA PP Deflection in [cc Udefl L/# Pf: NA Ce: NA VERT(LL): -0.719 X 885 360 Lu: NA Cs: NA VERT(CL): 1.577 X 403 318 Snow Duration: NA HORZ(LL): -0.208 Q - - HORZ(TL): 0.456 Q - - Building Code: Creep Factor: 2.0 FBC 7th Ed. 2020 Res, Max TC CSI: 0.580 TPI Std: 2014 Max BC CSI: 0.617 Rep Fee: Yes Max Web CSI: 0,768 FT/RT:10(9)/10(10) Mfg Specified Camber: Plate Type(s): Ver: 20,02,01A.1209.10 ,AfAVF- HiR IVIEW Purlins In lieu of structural panels or rigid ceiling use purins to laterally brace chords as follows: Chord Spacing(in cc) Start(ft) End(ft) TC 24 8.83 44.60 BC 120 0.15 15,73 BC 50 15.73 19.90 BC 120 19,90 53,19 Apply purlins to any chords above or below fillers at 24' OC unless shown otherwise above. Additional Notes WARNING: Furnish a copy of this DWG to the Installation contractor, Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. 11 l AMaximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw 11.1 / RL B 7226 /- 1- 1- /3855 /- O 6089 A /- /- 13087 /- Wind reactions based on MWFRS B Brg.Wldth = 7.6 Min Req = 1.5 O Brg Width = 7.6 Min Req = 1.6 Bearings B & O are a rigid surface. Bearings B & O require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- B 9 - 7 I- J 3021 -5908 B - C 2033 - 3801 J - K 3021 - 5908 C - D 2559 -4788 K - L 3040 -6008 D - E 5545-10489 L - M 3040 -6008 E - F 5704-10791 M - N 2261 -4476 F - G 587& 11263 N - O 1608 -3173 G- H 5875-11263 O- P 9 - 7 H -I 5717-10960 Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens, Comp. B -AC 3377 -1800 V - U 6007 -3043 AC -AB 3377 -1801 U - T 6007 - 3043 AB -AA 315 -166 T - S 4557 - 2303 Z - X 11174 -5870 S - R 2813 -1419 Y-W 334 -174 R-Q 2813 -1419 W - V 5739 -2969 0-0 2814 -1419 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A -AD 0 0 X- W 6793 - 3511 AC- C 22 0 X -1 6575 -3460 C -AB 2075 -1116 W -1 2193 -4204 AB- D 2224 -4228 I - V 228 -70 AB-Z 5917 -3163 J-V 57 -76 D - Z 6898 - 3613 V - K 30 -135 E-Z 158 -74 K-T 48 0 Z-AA 22 -7 T-M 1801 -914 Z - F 229 - 530 M - S 634 -1201 F - X 126 -8 S - N 2069 -1047 H-X 245 -117 N-Q 42 . 0 X-Y 16 -24 AE-P 0 0 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specialty Engineer reference shoal before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TOO to be valid. As a Truss Design Engineering (i.e. Specially Engineer), the seal on any TOD represents an acceptance of the professional ensIneerinE Ryan Bays, P.E. responsibility for tha design of the single Truss depicted an the TOD only, under TPI-1. Tha design assumptions, loading conditions, suitability and use of this Truss for any Building is vie # 91231 responsibifity, of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TOD and any field use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TOD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA ere referenced for general guidance. TPIA defines the responsibilitlos and dulios of tho Truss Fort Pierce, FL 34946 Designer, Specialty Engineerand Truss Manufaclurer, unless otherwise defined by a Conlractagreed upon In writing by all parties involved. The Specially Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized teens are as definetl In TPI 1, Copyright 02078 A4 RoofTrussos-Rcpredudlon of this documm�t, In any form, Is prolubiled without the written por6mlon of A-1 Roof Twsws. Job: Truss Truss Type 11ty I Ply 1 05/07/2021 85198 801 HIPS 1 1 Seal #: 2951 ,,,A 6291f 457#+ 457 b 457!{ 629#{ i- 7 7'4" 67'12 -( wH0710 1113X6 eH0710 D E F T 12 cn 6 03X4C GQ3X4 0 �TX (C5 m7X10(C5) aa3X4(CS B H a2X4(C51 .IL s,1.5X3(R) A . M 113XS -H0510 m010 13xa C _ Y 1tl SEAT PLATE REQ. BEAT PLATE REQ. 20'11'12 {-1'4- ------�-TO'y0-•-----�-20'26 1'74-t17-4+-202--� 10604 20 2600 260 10609 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 15.00 Speed: 170 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: it Snow Duration: NA EXP: C K7t: NA D Des Ld: 45.00 Mean Height: 25.00 It NCBCLL: 10.00 TCDL: 5.0 psf Building Code: Soffd: am BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Varies by Ld Case Loc. from endwall: not In 4.50 ft FTIRT:10(0)11000) GCpI: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE. HS Lumber Top chord: 2x4 :SP 2400f--2.OE + SP M-31:; T2 2x6 SP 2400f-2.0E; Bot chord: 2x6 SP 2400f--2.OE; Webs: 2x4 SP #3; Lt Slider: 2x6 SP #2; block length = 3.261' Rt Slider. 2x6 SP #2; block length = 3.261' Lt Level Return: 2x4 SP #3; Special Loads ----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 74 plf at -1.54 to 74 pif at 7.00 TC: From 37 plf at 7.00 to 37 pif at 14.33 TC: From 74 pif at 14.33 to 74 plf at 20.98 BC: From 20 plf at 0.00 to 20 pif at 7.05 BC: From 10 plf at 7.05 to 10 plf at 14.28 BC: From 20 pif at 14.28 to 20 plf at 20.98 TC: 629 lb Conc. Load at 7.05,14.28 TC: 457 lb Conc, Load at 9.06,10.67,12,27 BC: 1060 lb Conc. Load at 7,05,14.28 BC: 260 lb Conc. Load at 9.06,10.67,12.27 Purlins In lieu of structural panels or rigid ceffing use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 7.00 14.33 BC 53 0.29 20.70 Apply puriins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Defl/CSI Criteria ♦Maximum Reactions (Ibs) PP Deflection in loc L/defl L/# Gravity Non -Gravity VERT(LL): -0.208 E 999 360 Loc R+ / R- / Rh / Rw / U / RL N 3633 /- /- A /2743 I- VERT(CL): 0.292 E 839 240 HORZ(LL): -0.058 1 - - O 3612 /- 1- /- /2709 P HORZ(TL): 0.081 1 - - Wind reactions based on MWFRS Creep Factor: 2.0 N Brg Width = 7.6 Min Req = 3.0 Max TC CSI: DA80 O Brg Width = 3.4 Min Req = 3.0 Max BC CSI: 0.976 Bearings N & O are a rigid surface. Max Web CSI: 0.580 Bearings N & O require a seat plate, Mfg Specified Camber. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 20.02.01A.1209.10 A - B 44 -42 E - F 5494 -7241 B - C W8 -7189 F - G 6270 -6965 ID-E C- D 5341 -7065 G - H 5378 -7079 5494 -7241 Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 6291 -4751 J -1 6122 -4646 L- K 6238 -4728 I- H 6172 -4666 K - J 6238 -4728 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-M 0 0 E-J 1485 -1275 L - D 1236 - 542 J - F 1522 -1151 D - J 1364 -1038 F -1 1143 -477 "WARNING" Please thoroughly review the "A-1ROOF TRUSSES ("SELLER"),GENE RAL TERMS and CON DITIONSCUSTOMER ("BUYER")ACKNOWLEDGMENT form. Verify design parameters and read notes an this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise staled on the TDD, only Alpina connector plates shall be used for the TDD to he valid. As a Truss Design Engineering (i.e. Specially Engineer), the seal on am TDD represents an acceptance of the professional engineerin for the design of the single Truss depicted on tho TDD only, undarTPl•1. The design assumptions, loading condil ens, suitability and use of this Truss for any Building is the Ryan Bays, RE,responsibility responsibility of the Ovmer, the Owner's authorized agent or the Building Designer, In the context of tits IRC, the IBC, local building code and TPIA. The approval of the TDD and any field # 91231 use of the Truss, Including handling, storage, Installation and brading shall be the responsibility of the Buildingg Designer and Contractor. All notes set out In the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced forgeneral guidance. TPI-1 donnas the responsibilities and duties of the Truss 4451 St. Lucie Blvd, Suile 201 Designer, Specially Engineer and Truss Manufacturer, unless otherwise defined by Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms areas defined in TPI-1. Copyright 02016 A-1 RoorTrusaos-Roprcduckn of IhL^ dccummt:In any form, Is prohibited nMew the -111cn parntlWon of A-1 RoorTwouts. Job: Truss Truss Type Qty Ply 05/07121121 85198 B02 HIPS 1 1 '. Seal #: 2864 1 73 =3X4(A 9'J.3'4" i 874 —1 o5X6 =6X6 B C III 1.6X3=4X6 III 1.5X3 SEAT PLATE REQ. 20'11"4 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7.16 TCDL: 15.00 Speed: 170 mph BOLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA D Des Ld: 45.00 Des d 45.00 Mean Height: 25.00 ft : NGBTCDL: 5.0 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration:1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not In 9.00 ft GCph 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP M-30; T2 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 9.00 12.33 BC 57 0.15 20.79 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA PF NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): Defl/CSI Criteria PP Deflection In loc L/defl L/# VERT(LL): -0.129 G 999 360 VERT(CL): 0.244 G 999 240 HORZ(LL): -0.071 B - - HORZ(TL): 0.124 B - Creep Factor: 2.0 MaxTC CSI: 0.926 Max BC CSI: 0.995 Max Web CSI: 0.097 Mfg Specified Camber: Ver: 20.02.01A.1209.10 m3X4(B2) SEAT PLATE REQ. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 983 /- /- 1634 1652 /193 D 976 /- /- /622 /648 / Wind reactions based on MWFRS A Brg Width = 7.6 Min Req = 1.5 D Brg Width = 2.9 Min Req = 1.5 Bearings A & D are a rigid surface. Bearings A & D require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 1237 -1445 C --D 1239 -1451 B - C 1269 -1178 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-G 1173 -915 F-E 1178 -913 G-F 1178 -913 E-D 1173 -914 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B - G 246 -59 E - C 255 -55 *'WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER°), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT` form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference shoot before use. Unless ogiervitse stated an the TDD, only Alpine connector plates shall be used for the TDD to be valid. Asa Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents on acceptance of the professional anginearint Ryan Hays, P.E. responsibility for the design of tha single Truss depicted on the TDD only, under TPI.1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 91231 responsibility of the Owner, the Owners authorized agent or the Building Designer, to the context of the IRC, the IBC, local building coda and TPI-1. The approval of (lie TDD and any geld use of the Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes sot outin the TDD and the practices and 4451 St. Lucia Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Trues Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all pantos involved. The Specially Engineer Is NOT the of A4 Roof Trusses. Job: Truss Truss Type Qty Ply 06/07/2021 . 85198 B03 SPEC 1 1 Seal #: 2850 1018" 10'3"4 C 1114X61R) =3X4(A 1 T m3X4(B2) =3X4 =3X6 =3X4 SEAT PLATE REQ, Loading Criteria (psf? TCLL: 20.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 45.00 D NCBCLL: 10.00 Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA n NA Ce: NA Lu: NA Cs:'NA Snow Duration: NA Building Code: Soffit: 0.00 gCDI.: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Loc, from endwall: not in 9.00 ft FT/RT:10(0)/10(10) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2; Bat chord: 2x4 SP #2; Webs: 2x4 SP #3; 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 72 0.15 20.79 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. Wind loading based on both gable and hip roof types. SEAT PLATE REQ. 20'11 "4 T Deft/CSI Criteria AMaximum Reactions (Ibs) PP Deflection in too L/defl L/# Gravity Non -Gravity VERT(LL): -0.069 F 999 360 Loc R+ / R- / Rh / Rw / U / RL A 983 /- 1- /628 1650 /229 VERT(CL): 0.132 F 999 240 HORZ(LL): -0.026 F - - E 976 /- /- 1616 /646 /- HORZ(TL): 0.057 F - - Wind reactions based on MWFRS Creep Factor: 2.0 A Big Width = 7.6 Min Req = 1.5 Max TC CSI: 0.599 E Brg Width = 2.9 Min Req = 1.5 Max BC CSI: 0.980 Bearings A & E are a rigid surface. Max Web CSI: OA75 Bearings A & E require a seat plate, Mfg Specified Camber. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens,Comp, Chords Tens. Comp. VIEW Ver. 20,02.01A.1209.10 A - B 1213 -1773 C - D 1204 -1564 B - C 1263 -1650 D - E 1153 -1689 Maximum Sot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Camp. A- H 1630 -1025 G - F 952 -527 H - G 952 - 527 F - E 1437 - 937 Maximum Web Forces Per Ply (Ibs) Webs Tens,Comp. Webs Tens. Comp. B - H 463 -337 C - F 563 -383 H - C 655 -460 F - D 435 - 295 "WARNING" Please thoroughly reviewthe "AA ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. verify design parameters and read notes on this Truss. Design Drawing (TDD) and the Specially Enginoar reference sheet before use, Unless otherwise stated an the TDD, only Alpine connector plates shall be used for The TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seat on any TDD represents an acceptance of the professional englneerin Ryan Bays, P.E. responsibility for the design of the single Truss depicted on the Too only, underTPl-1. The design assumptions, loading conditions, suitabifity and use of this Truss for any Building Is the # 91231 responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the Too and any field use of the Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and 4451 St, Lucie Blvd, Suite 201 guidelines of tho Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 dollies the responslbilttias and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise dolinad by a Contract agreed upon In writing by all parties involved. The Specialty Engineer Is NOT the Building Dealggnor or Truss system Engineer of any building, All capitalized terms are as defined in TPI-1. Copydghl9 2016 A-1 Roof Tmssos— Repmduceon of this document, In onyform, 12 pmhibhod without the wrtten permission of AA Roof Trusses. Job: Truss Truss Type Qty I Ply 1 05/07/2021 85198 B05 SPEC 2 1 Seal,*: 2794 cq cc rn =3X4(A y'3 10'8" Cm4X4 10'1 "2 =3X4=3X6 =-3X4 15X6(E1) SEAT PLATE REQ. AIV 20'9"2 Loading Criteria (psi] Wind Criteria Snow Criteria (Pg,Pi in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/deft U# Gravity Non -Gravity TCDL: 15.00 Speed: 170 mph Pf: NA Ce: NA VERT(LL): 0.044 1 999 360 Loc R+ / R- / Rh / Rw / U / RL A 978 /- /- /626 /395 /229 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL); 0.102 1 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.014 B - - F 964 /- /- 1606 1389 1- Des Ld: 45.00 EXP: C Kzl: NA HORZ(TL): 0.032 B - - Wind reactions based on MWFRS Building Code: NCBCLL: 10.00 Mean Height: 25.00 ft TCDL: 5.0 psf Creep Factor: 2.0 A Brg Width = 7.6 Min Req = 1.5 soffit: 0.00 BCDL: 5.0 psf FBC 71h Ed. 2020 Res. Max TC CSI: 0.4fa4 F Brg Width = - Min Req = - Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.984 Bearing A a rigid surface. r Bearing A requires a seat plate. Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fee: Yes Max Web CSI: 0.473 Loc. from endwall: not in 9.00 ft FT/RT:10(0)/10(10) Mfg Specified Camber: Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s); I I Chords Tens.Comp. Chords Tens. Comp. Ver: 20.02.01A.1209.10 A - B 1209 -1759 D - E 1155 -1651) B - C 1260 -1635 E - F 1174 -1696 Wind Duration: 1.60 IVIEW Lumber Top chord: 2x4 SP #2; C-D 1213 -1571 Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Rt Slider. 2x4 SP #3; block length = 1.500' Chords Tens.Comp. Chords Tens. Comp. A -1 1518 -1030 H - G 942 -532 Purlins In lieu of structural panels or rigid ceiling use purlins I - H 942 -532 G - F 1442 -951 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) Maximum Web Forces Per Ply (Ibs) BC 116 0.15 20.76 Webs Tens,Comp, Webs Tens. Comp. Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. B - I 468 -342 C - G 577 -394 I - C 648 -458 G - D 438 - 299 Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. "WARNING. Please Verify design parameters and the and Truss review the "A-1 ROOF TRUSSES Q'SELLER"), GENERAL on this Truss Design Drawing (TOO) and the Specialty Engln� D to be valid. As a Truss Design Engineering 0.e. spaclalty E Truss depicted on the TDD only, under TPI.1.The design ass authorized agent or the Building Designer, In the context of thi ego, Installation and bracing shall be the responsibility of the E lely Informallon (SSCI) published by TPI and SBCA are refer: Janufaclurer. unless otherwise defined by a Contract earned and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. into sheet before use. Unless otherwise stated on the TDD, only Alpine the seal on any TDD represents an acceptance of the professional angineering Ryan Bays, P.E. loading conditions, suitabillty and use of this Truss for any Building is the # 91231 a IBC, total building code and TP14. The approval of the TOO and any field eslgnor and Contractor. All notes set out In the TOO and the practices and 4451 St. Lucie Blvd, Suite 201 general guldance. TPI-1 defines the responsibilities and duties or the Truss filling by all parties Involved. The Specially Engineer is NOT the Fort Pierce, FL 34946 Job: Truss Truss Type Qty I Ply 85198 1 B06 I SPEC 2 1 05/0712021 Seal #: 2797 10'B" 10'1"2 DMAX4 SEAT PLATE REQ. 2072 P4" -j Loading Criteria (psf) Wind'Criteria Snow Criteria (Pg,Pf in PSF) DefI1CSl Criteria TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/deft L/# TCDL: 15.00 Speed: 170 mph Pf: NA Ce: NA VERT(LL): 0.044 JL 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.099 J 999 240 BCDL: 10.00 Risk Category:11 Snow Duration: NA HORZ(LL): 0,014 C - - Des Ld: 45.00 EX : C Kzt: NA ei ei Mean Height: 25.00 ft HORZ (TL) 0.032 C - - NCBCLL: 10.00 TCDL: psf Building Code: Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.462 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.970 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.449 Loa from endwall: not in 9.00 ft FT/RT.10(0)/10(10) Mfg Specified Camber: GCpl: 0.18 Plate Type(s): VIEW Ver 20.02.01A.1209.10 Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; Rt Slider. 2x4 SP #3; block length = 1.500' Lt Level Return: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 117 0.15 20.76 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers 1 Ties (J) Hanger Support Required, by others Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. ♦Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ i R- / Rh / Rw / LI / RL B 1063 /- !- 1733 /439 /254 G 961 /- /- /606 1388 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 G Brg Width = - Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- B 37 0 D- E 1205 -1565 B - C 1183 -1738 E - F 1149 -1645 C-D 1234 -1615 F-G 1163 -1715 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - J 1496 -1003 I - H 937 - 525 J -1 937 - 525 H - G 1437 - 943 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A- K 0 0 D- H 577 - 397 C - J 457 -333 H - E 437 -299 J - D 637 -435 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES f'SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes an this Truss Design Drawing (TOD) and the Specially Engineer reference shoot before use. Unless otherwise stated on the TDD, only Alpine connector piales shall be used for the MD to be valid. As a Truss Design Enginaering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineers responsibility for the design or the single Truss depicted on the TDD only, under TPI.1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the responsibility of the Owner, the Owner's authorized aggent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI.1. The approval orthe TDD and anyfietd Lisa of the Truss, Including handling, storage, Installation and bracing shall bathe responsibility of the Building Designer and Contractor. All notes act out In the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and BOCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss a Col re as Ryan Bays, P.E. # 91231 ' 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 or Truss System MY Roof Trumm, Job: Truss Truss Type Qty Ply 05/07/2021 85198 C01 HIPS 1 1 '. Seal #: 3001 314# 231# 231f� 232# 232 2328 2321 L 314 �+ --- T 14' i 7' -� Loading Criteria (psf) TCLL: 20.00 TCDL; 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 45.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " ssH0710 IQ3x8 d1-10710 C D E r SEATPLATE REO. SEAT PLATE REO. 28' i'10"B J r 70"8t +i---2�213 13 213 2 20530# 630# 133# 133# 133# Wind Criteria Wind Sid: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 It Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP M-30; T2 2x6 SP 2400f-2.0E; Bot chord: 2x6 SP 2400f-2.OE; Webs: 2x4 SP #3; Lt Level Return: 2x4 SP #3; Rt Level Return,, 2x4 SP #3; Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads ---(Lumber Dur.Fac.=1.25 / Plate Dur.Fac =1.25) TC: From 74 plf at -1.33 to 74 plf at 7.00 TC: From 37 plf at 7.00 to 37 pif at 21.00 TC: From 74 pif at 21.00 to 74 pif at 29.33 BC: From 20 plf at 0.00 to 20 pif at 7.03 BC: From 10 plf at 7.03 to 10 plf at 20.97 BC: From 20 plf at 20.97 to 20 plf at 28.00 TC: 314 lb Conc. Load at 7.03,20.97 TC: 231 lb Conc. Load at 9.06,11.06,13.06,14.94 .16.94,18.94 BC: 530 lb Conc. Load at 7.03.20.97 SC: 133lb Conc. Load at 9.06,11,06,13.06,14.94 16.94,18.94 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 7.00 21.00 BC 60 0.15 27.85 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Cat NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res, TPI Std: 2014 Rep Fact Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s); Defl/CSI Criteria PP Deflection in loo L/defl L/# VERT(LL): -0.324 D 999 360 VERT(CL): 0.467 D 711 240 HORZ(LL): -0.074 H - HORZ(TL): 0.109 H - Creep Factor. 2.0 Max TC CSI: 0.736 Max BC CSI: 0.995 Max Web CSI: 0.791 Mfg Specified Camber: Ver. 20.02.01A.1209.10 Wind Wind loads and reactions based on MWFRS. Wind loading based an both gable and hip roof types. P-I ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw 11.1 / RL B 3004 /- /- /- 12250 1- F 3004 /- /• /- 12250 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 2.5 F Brg Width = 7.6 Min Req = 2.6 Bearings B & F are a rigid surface. Bearings B & F require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp, Chords Tens. Comp. A - B 37 -35 D - E 5394 - 7123 B - C 4495 - 5994 E - F 4495 -5994 0-1) 5394 -7123 F - G 37 -35 Maximum Sot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - J 5289 - 3950 I - H 5255 - 3939 J -1 5255 -3939 H - F 5289 - 3950 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp, Webs Tens. Comp. A-K 0 0 I-E 2076 -1616 J - C 806 -257 E - H 806 -257 C-1 2076 -1616 L-G 0 0 D -1 1415 -1225 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specially Engineer reference sheet before use. Unless othenvise stated on the TOD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engInearins Ryan Bays, P.E. responsibility for the design of the single Truss depicted on the TDD only, under TPI.1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 91231 responsibility of the Ovmer, the Owneds authorized agent or file Building Designer, in the context of the IRC, the IBC, local building coda and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the respansibility, of the Building Designer and Contractor. Al notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. 7PI.1 defines the responsibilities and dudes of tho Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless othanvise defined by a Contract agreed upon In writing by all parties Involved. Thu Specialty Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms areas defined in 7PI.1. CoWghl0201e A-1 RoofTruacs Reprududion or 0d.documont. In any foen, is prohibltcd%ilhoulthoynillcnpcmn.,:on of A-1 RoofTruscos. Job: Truss Truss Type Qty I Ply 1 05/07/2021 A $5198 CO2 HIPS 2 1 Seal #: 2893 %"1 9' —� e6X6 WX4 c6X6 C D E SEAT `PLATE REQ. SEAT PLATE RED. `' 28' py— P"" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf In PSF) DeflICSI Criteria A Maximum Reactions (Ibs) TCLL: 20.00 , Wind Sid: ASCE 7-16 Pg: NA Ct: NA CAT; NA PP Deflection In loc Udeff U# Gravity Non -Gravity TCDL: 15.00 Speed: 170 mph Pf. NA Ce: NA VERT(LL): -0.072 D 999 360 Lao R+ / R- / Rh / Rw / U / RL B 1392 !- /- 1945 /946 /246 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.160 D 999 240 BCDL: 10.00 Risk Category: it Snow Duration: NA HORZ(LL): -0.034 H - - F 1392 /- 1- /945 /946 !- Des Ld: 45.00 EXP: C Kzt: NA HORZ(TL): 0.079 H - - Wind reactions based an MWFRS Building Code: NCBCLL: 10.00 Mean Height: 25.00 ft TCDL: 5.0 psf Creep Factor: 2.0 B Brg Width = 7.6 Min Req = 1.6 Soffit: 0:00 BCDL: 5.0 psf FBC 7fh Ed. 2020 Res, Max TC CST: 0.889 F Br Width = 7.6 Min Re 1.6 9 q = Load Duration:1.25 MWFRS Parallel Dist: 0 to h/2 TPI Sid: 2014 Max BC CSI: 0.978 Bearings B $ F are a rigid surface. Bearings B & F require a seat plate. Spacing: 24,0 " C8C Dist a: 3.00 it Rep Fac: Yes Max Web CSI: 0.183 Loc.. from endwall: not in 9.00 ft FT/RT:10(0)/10(10) Mfg Specified Camber. Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s); Chords Tens.Comp. Chords Tens. Comp. VIEW Ver, 20.02,01A.1209,10 A - B 37 0 D - E 1903 -1834 B - C 1924 -2161 E - F 1924 -2161 Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 :SP 2400f--2.OE + SP M31:; C - D 1903 -1834 F - G 37 0 T2 2x4 SP #2; Bot chord: 2x4 SP #2; Maximum Bot Chord Forces Per Ply (Ibs) Webs: 2x4 SP #3; Chords Tens,Comp. Chords Tens. Comp, Lt Level Return: 2x4 SP #3; Rt Level Return-. 2x4 SP #3; B - J 1813 -1491 I - H 1957 -1735 J -1 1957 -1735 H - F 1813 -1487 Purlins In lieu of structural panels or rigid ceiling use purins Maximum Web Forces Per Ply (Ibs) to laterally brace chords as follows: Webs Tens,Comp. Webs Tens. Comp. Chord Specing(In oc) Start(ft) End(ft) TC 24 9.00 19.00 A - K 0 0 D - H 423 - 216 SC 57 0.15 27.85 C - J 440 -213 H - E 440 -213 Apply purlins to any chords above or below fillers J - D 423 -216 L - G 0 0 at 24" OC unless shown otherwise above, Wind Wind loads based on MWFRS with additional C$C member design. Wind loading based on both gable and hip roof types. "WARNING" Please thoroughly review the "A•1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER') ACKNOWLEDGMENT" fans. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specially Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid, As a Truss Design Engineering (Le. Specialty Engineer), the seal on any TDD represents an acceptance or the professional engInaarInS Ryan Bays, P.E. responsibility for the design of the single Truss depicted an the TOD only, underTPi•1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the the Owner, Owner's # 91231 responsibility of the authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPIA The approval of the TDD and any field use of tho Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the 7raclices and guidelines of Ilia Building Component Safety Information by TPI SBCA 4451 St. Lucie Blvd, Suite 201 (BSCU published and are referenced forgeneral guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specially Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI.1, Copyrighl02010 A4 Roof Trusses— Rcproduedon arthis document. In any form, is prohlbilad without Inc written pemlission of A•i RaorTmoscs, Job: Truss Truss Type Qty Piy 05/0712021 85198 C,03 HIPS 2 1 '. Seal #: 2896 11' i 6' 1 11' 5X6 m 1 2X4(R) �e SEAT PLATE REQ. SEAT PLATE REQ. 28' Loading Criteria (psf) TCLL: 20.00 TCDL; 15.00 BOLL: 0.00 BCDL: 10.00 Des Ld: 45.00 NCBCLL: 10.00 Wind Criteria Wind Std; ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25,00 It Snow Criteria (Pg,Pf In PSF) Pg: NA Ct: NA CAT: NA PF. NA Ce: NA Lu: NA Cs: NA Snow'Duration: NA Building Code: Soffit. 0.00 TCDL: 5.0 psf BCDL: 5.0 psf FBC 71h Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Sid: 2014 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Loc, from endwall: not in 9.00 It FT/RT:10(0)/10(10) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 :SP 2400f-2.0E + SP M-31:; T2 2x4 SP #2; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; Lt Level Return: 2x4 SP #3; Rt Level Return: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Specing(in oc) Start(ft), End(ft) TC 24 11.00 17.00 BC 76 0.15 27.85 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Defl/CSI Criteria PP Deflection in loc Udell U# VERT(LL): -0.072 1 999 360 VERT(CL): 0.131 K 999 240 HORZ(LL): -0.030 1 - - HOR2(TL): 0.063 I - - Creep Factor., 2.0 Max TC CSI: 0.617 Max BC CSI: 0.981 Max Web CSI: 0.224 Mfg Specified Camber. Ver. 20.02.01 A.1209.10 P1 I ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / Ll / RL S 1392 A !• /949 1944 /289 G 1392 /- I- /949 1944 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.6 G Brg Width = 7.6 Min Req = 1.6 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- B 37 0 E- F 1626 -1837 B-C 1719 -2186 F-G 1720 -2185 C- D 1635 -1848 G- H 37 0 D - E 1532 -1588 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 1859 -1336 J -1 1585 -1061 K - J 1585 -1061 I - G 1858 -1332 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-L 0 0 I-E 518 -319 C-K 515 -425 I-F 518 -428 D-K 517 -325 M-H 0 0 D-1 t 170 -164 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verily design parameters and read notes on this Truss Design Drawing (TDD) and The Specialty Engincor roforonce sheet before use. Unless othervrise slated an the TDD, only Alpine connector plates shall be used for the TOO to bo valid. As a Truss Design Engineering (Im. Specialty Engineer), the seal on any TDD represents an acceptance of the professional englnoarin responsibility for the dosign of tho single Truss depicted on the TDD only, under TP1-1. The design assumpllons, loading conditions, sullability and use of this Truss for any Building is f a Ryan Bays, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and anyfield # 91231 use of the Truss, Including handling, storage, Installation and bracing shall be the responsibility ofthe Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and dudes of the Truss Fort Pierce, FL $4946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Specialty Engineeris NOT the Building Designer or Truss System Engineer or any building. All capitalized terms are as defined In TPI.1. Copyright O201a A•1 Roof Trussos— Reproduction of lhb doaanont. in any form, is prohibited without tho wdlten permission of A•f RoorTrusses. Job: Truss Truss Type Qty I Ply 1 05/07/2021 85198 C04 HIPS 2 1 �. Seal #: 2899 0 rD -I- :45 =2X4i 13' i 2' a5X6 Z25X6 D E 13' SEAT PLATE REQ. SEAT PLATE REQ. 26' Loading Criteria (pst) Wind Criteria Snow Criteria (Pg,Pfin PSF) Defl/CSI Criteria ♦Maximum Reactions (Ibs) TCLL: 20.00 Wind Sid: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in tot: L/defl L1# Gravity Non -Gravity TCDL: 15.00 Speed: 170 mph Pf: NA Ce: NA VERT(LL): 0.064 J 999 360 Loc R+ / R- / Rh / Rw / U / RL B 1392 /- 1- 1944 /570 1331 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.147 L 999 240 BCDL: 10.00 Risk Category: If Snow Duration: NA HORZ(LL): 0,034 1 - - G 1392 I- I• /944 /570 /- Des EXP: C Kzt: NA HORZ L 0.077 1 - - )' Wind reactions based on MWFRS Building Code: .00 NCBCLL: 10.00 Mean Height: 25.00 ft Creep Factor: 2.0 B Brg Width = 7.6 Min Req = 1.6 Soffit: D,00 TCDL: 5.0 psf BCDL: 5,0 psf FBC 71h Ed. 2020 Res. Max TC CSI: 0.936 G Brg Width = 7.6 Min Req = 1.6 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.988 Bearings B & G are rigid surface, Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.00 It Rep Fac: Yes Max Web CSI: 0.649 Loc, from endwall: not in 9.00 ft FT/RT:10(0u10(10) Mfg Specified Camber, Maximum Top Chord Forces Per Ply (Ibs) GCpt: 0.18 Plate Type(s): I Chords Tens.Comp. Chords Tens. Comp. Ver 20.02.01A.1209.10 A - B 37 0 B - C 1382 -2191 E - F 1266 -1622 F - G 1382 -2191 Wind Duration: 1.60 WAVE IVIEW Lumber Top chord: 2x4 SP #2; T1 2x4 SP 2400f-2,0E + C - D 173 -1 D - E 1173 -1335656 G - H 37 0 SP M-31; Sot chord: 2x4 SP 42; Webs: 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Lt Level Return,. 2x4 SP #3; Chords Tens.Comp. Chords Tens. Camp. Rt Level Return: 2x4 SP #3; B - M 1846 -1021 K - J 1356 -629 Purlins M - L 1843 -1021 J -1 1843 -1017 In lieu of structural panels or rigid ceiling use puffins L - K 1356 - 629 I - G 1846 -1017 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) Maximum Web Forces Per Ply (Ibs) TC 24 13.00 15.00, Webs Tens.Comp. Webs Tens. Comp. BC 77 0.15 27.85 A - N 0 0 E - J 523 - 354 Apply puffins to any chords above or below fillers at 24" OC unless shown otherwise above, M - C 315 0 J - F 557 -730 C-L 557 -730 F-I 315 0 Wind D- L 523 - 354 O- H 0 0 Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes an this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpina connector platesshall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specially Engineer), the seal on any TDD represents an acceptance of the professional englneorin Ryan Bays, P.E. rasp onsibilityfor the design of the single Truss depictod on tha TDD only, under TP1-1. Tha design assumptions, loading conditions, suitability and use of this Truss for any Building Is the # 91231 responsibility of the Owner, the Owner's authorized agent or the Bullding Designer, in the context of die IRC, Ilia IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St, Lucie Blvd, Suite 201 guidelines of the Building Component Safely Infaimatlon (BSCD published is TPI and SBCA are referoncod for general guidance TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Spec ally Engineer and Truss ManufaGurer, unless otherwise dagnad by a ConVBe agreed upon In wdting by all parties Involved, The Specially Engineer is NOT die Building Designer arTruss System Engtneer of any building. All capitalized terms areas dented In TPI.1. rthe CopyrieNO2a76 A-0RoorTmssac—RapraduG[onof this document, to orry form,Is prohibited x4 wittier parmL-slonerA-1Rool Trum s. Job: Truss Truss Type Qty Ply 1 05/07/2021 85198 C05 COMN 1 1 Seal #. 2902 A004 14' -{ 14' 12 i`43X6 6 1,111 03XB D F a1.5X4 C G 01.5X4 A ro a4X4(A2) B HH4X4(A2) Z5 e2X4(R) A L K J Im2X4(R) 1 =3X4 =3X6 M3X4 No 4 SEAT PLATE REQ, SEAT PLATE REQ. 28' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) DefllCSI Criteria ♦ Maximum Reactions (Ibs) TCLL. 20.00 Wind Bid: ASIDE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Gravity Non -Gravity TCDL: 15.00 Speed: 170 mph Pt NA Ce: NA VERT(LL): 0.084 L 999 360 Loc R+ / R- / Rh / Rw / Ll / RL g 1392 /- /- /940 /573 /354 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.192 L 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.035 J - - H 1392 /- /- /940 /573 P Des Ld: 45.00 EXP: C Kzt: NA (T ): 0.080 J - - HORZ L Wind reactions based on MWFRS Building Code: NCBCLL: 10.00 Mean Height: 25.00 ft Creep Factor: 2.0 B Brg Width = 7.6 Min Req = 1.6 Soffit: 0.00 TCDL: 5.0 psf BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.835 H Brg Width = 7.6 Min Req = 1.6 Load Duration:1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.989 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.376 Maximum Top Chord Forces Per Ply (Ibs) Lom from endwall: not In 9.00 ft FT/RT:10(0)/10(10) Mfg Specified Camber: l Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Plate Type(s): VIEW Ver: 20.02.01A.1209.10 A - B 37 0 E - F 1218 -1878 B - C 1420 -2343 F - G 1185 -1928 Wind Duration: 1.60 WAVE Lumber C - D 1185 -1928 G - H 1420 -2343 Top chord: 2x4 SP #2; D - E 1218 -1878 H - I 37 0 Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Lt Level Return: 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Rt Lever Return: 2x4 SP #3; Chords Tens.Comp. Chords Tens. Comp. B - L 2034 -1121 K - J 1317 - 512 Purlins In lieu of structural panels or rigid ceiling use purlins L - K 1317 - 512 J - H 2O34 -1117 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) Maximum Web Forces Per Ply (Ibs) BC 78 0.15 27.85 Webs Tens.Comp. Webs Tens. Comp. Apply purlins to any chords above or below fillers at 24" CC unless shown otherwise above. A - M 0 0 E - J 608 -291 C - L 575 -530 J - G 575 -530 Wind L-E 608 -291 N-I 0 0 Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. -WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" fern. Verify design paramelere and read notes an this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise staled on the TDD, only Alpine connector plates shall be used for thaTDD tobe valid. As o7russ Design Engineering (i.e. Specialty Engineer), the east on any TDD represents an acceptance of the professional onflinearint Ryan Bays, RE. responsibility for the design of the shgle Truss depicted on the TDD only, underTPl-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the # 91231 responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPIA. The approval of the TDD and any field use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. Al notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 donnas the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specially Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI.1. CopydghL ©2016 A-1 Roof Twuo--R.pmd.ttio. of this dam..k In any roan, is prol,lblrcd without rho wiiltcn parmis:ion of A•1 Roar Tru.eoo. Job: ' Truss Truss Type Qty Ply 05/07/2021 d 85198 C06 HIPS 1 1Seal #: 2890 49 317# 228fF 228# 2201 2284 22� 228b 228# 2 - -$-0# 2 �0# 2 0#11°A 6 - ' - --�- aCXB Ihp 8 ZZ7EX8 T l; in SEAT PLATE REQ. SEAT PLATE REQ. 28' oy-{ Loading Criteria (psf) Wind Criteria TCLL: 20,00 Wind Std: ASCE 7-16 TCDL: 16.00 Speed: 170 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 45.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Soffit: 0.00 BCDL; 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwali: not in 4.50 ft GCpI: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP M-30; T2 2x6 SP 2400f-2.OE; Bat chord: 2x6 SP 2400f--2.OE; Webs: 2x4 SP #3; Lt Level Return: 2x4 SP #3; Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads ---(Lumber Dur.Fac.=1.25 / Plate Dur.Fac =1.25) TC: From 74 pif at -1.33 to 74 plf at 7.00 TC: From 37 pif at 7.00 to 37 plf at 21.00 TC: From 74 plf at 21.00 to 74 pff at 28.00 BC: From 20 plf at 0.00 to 20 pif at 7.03 BC: From 10 pif at 7,03 to 10 pif at 21.06 BC: From 20 pif at 21.06 to 20 plf at 28.00 TC: 317 lb Conc. Load at 7.03 TC: 228 lb Cono. Load at 9.06,11.06,13.06,15.06 17.06,19.06,21.06 TC: 0 lb Conc. Load at 23.06,25.06,27.06 BC: 528 lb Conc. Load at 7.03 BC: 130 fir Conc. Load of 9.06,11.06,13.06,16.06 17.06,19.06,21.06 Purllns In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 7.00 21.00 BC 62 0.15 27.85 Apply purlins to any chords above or below fillers at 24" CC unless shown otherwise above. 202 --�- 2313 T x2 � 2130 VW4 130ft 1 528# 130# 130# 1309 Snow Criteria (Pg,Pf fn PSF) Pg: NA Ct: NA CAT: NA Pf; NA Ce; NA Lu; NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Sid: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defi L/# VERT(LL): -0.293 D 999 360 VERT(CL): 0.428 D 776 240 HORZ(LL): -0.065 G - - HORZ(TL): 0.097 G - - Creep Factor: 2.0 Max TC CSi: 0.704 Max BC CSI: 0.997 Max Web CSI: 0.853 Mfg Specified Camber: Ver: 20.02.01A.1209.10 Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. T N is a 1 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / Ll / RL B 2859 /- /- /- /2128 /- F 2540 /- /- /- /1866 Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 2.4 F Brg Width = 7.6 Min Req = 2.1 Bearings B & F are a rigid surface. Bearings B & F require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - 8 37 -35 D - E 4911 -6543 B - C 4222 - 5671 E - F 3839 -5165 C - D 4911 - 6543 Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Camp. B - J 4999 -3706 H - G 4529 -3365 J -1 4965 -3695 G - F 4548 -3365 f- H 4529 -3365 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens.. Comp. A-K 0 0 D-1 1379 -1190 J - C 803 -253 1- E 2238 -1717 C -1 1753 -1349 E - G 433 0 **WARNING- Please thoroughly review the "A-1 ROOF TRUSSES rSELLER"), GENERAL TERMS and CONDITIONS CUSTOMER (°BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes an this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine conneclorplalessholi be used for iheTDD to be valid. As aTruss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the pfolessional angIneerint Ryan Bays, P.E. responsibility for the design ofthe single Truss depleted on the TDD only, under TPI.1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 91231 responsibility of the Owner, the Owner's authorized aggoft or tiro Building Designer, in the context of the IRO, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shalt be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safely Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fart Pierce, FL 34946 Designer, Specially Engineer and Truss Manufacturer, unless otherwise deflnud by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer Is NOT the Building Designer orTrussSystem Engineer of any building. All capitalized terms areas defined in TPI.1. Capydeht 0 2010 A-1 Roof Trusses- Rcprcdaeean ortwo dooumont, to any form, is proldbired w'dhouithe varuen permlesan of A-1 Roof mussos. Job: Truss Truss Type Illy Ply 1 05/0712121 85198 C07 SPEC 1 1 '.1 Seal#: 2914 63# 359 1'10"14 --- 2'O"6 --- 2'0"6 6--+-1'10°14 -+{ ---1'l0°8 1'6"3 --41 2 12 1 6 2 © 6.4 B a5X6 �5X6C T-0011D1) � ©4X4(A1)A D �l F in 6 4X4 SEAT PLATE REQ, SEAT PLATE REQ. 9'4° �-- 1'8"12 #-1'9"14 -1'5"8 19"14 V 3k 33 33 333 28# 67 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf In PSF) DeflICS1 Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 15.00 Speed: 170 mph ft. NA Ce: NA VERT(LL); -0.029 E 999 360 Loc R+ / R- / Rh / Rw / LI / RL A 1147 /- A /- /651 A BCLL: 0.00 Enclosure: Closed Lu. NA Cs: NA VERT(CL): 0,059 E 999 240' SCDL: 10.00 Risk Category: II Snow Duration: NA HM(LL): -0.008 E - - D 1146 /- I- I- /651 /- Des Ld: 45.00 EXP: C Kzt: NA HORZ(TL): 0.016E - - Wind reactions based on MWFRS Building Code: NCBCLL: 10.00 Mean Height: 25.00 ft TCDL: 5.0 psf Creep Factor: 2.0 A Brg Width = 7.6 Min Req = 1.5 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.385 D Brg Width = 7.6 Min Req = 1.5 Load Duration:1.25 MWFRS Parallel Dist: 0 to h/2 TPI Sid: 2014 Max BC CSI: 0.992 Bearings A & D are a rigid surface. Bearings A & D require a seat plate. Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Varies by Ld Case Max Web CSI: 0,320 Loc. from endwall; Any FT/RT:10(0)/10(10) Mfg Specified Camber: Maximum Top Chord Forces Per Ply (Ibs) GCPI: 0.18 Plate Type(s): Chords Tens.Comp, Chords Tens. Comp. VIEW Ver.20,02.01A.1209.10 �A-B 1345 -2455 C-D 1285 -2319 B - C 1242 -2316 1 Wind Duration: 1.80 WAVE r .....r.,...I Top chord: 2x4 SP #2; T2 20 SP M-30; Bot chord: 2x6 SP 24001--2.OE; Webs: 2x4 SP #3; Special Loads --(Lumber Dur.Fac.=1.25 / Plate Dur,Fac.=1.25) TC: From 74 pif at 0.00 to 74 pif at 1.88 TC: From 37 plf at 1.88 to 37 plf at 7.46 TC: From 74 pif at 7.46 to 74 plf at 8.97 BC: From 10 pif at 0.00 to 10 pif at 8.97 BC: From 80 plf at 8.97 to 80 plf at ) 9.33 TC: 63 lb Conc. Load at 1.91, 7A3 TC: 35 lb Conc. Load at 3.94, SAO BC: 333 lb Conc. Load at 1.73, 3.73, 5.60, 7.60 BC: 67 lb Conc. Load at 1.91, 7.43 BC: 28 lb Conc. Load at 3.94, 5.40 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 1.88 7A6 BC 105 0.15 9.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above, Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Bot Chord Forces Per Ply (ibs) Chords Tens.Comp. Chords Tens. Comp. A - F 2198 -1217 E - D 2056 -1154 F - E 2330 -1262 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp, Webs Tens. Comp. B - F . 827 -278 E - C 841 -284 B-E 20 -15 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form, Verify design parameters and read notes an this Truss Design Drawing (TOO) and The Specially Engineer reference sheet before use. Unless otherwise staled on the TDD, only Alpine connector plates shall be used for the-IDD to be valid. As a Truss Design Engineering (i.e. Specially Engineer), the seal on any TOO represents an acceptance of the professional engineering Ryan Bays, P.E. responsibility for the design of the single Truss depicted on the TDD only, underTPl•1. The design assumptions, loading conditions, suitabilityty and use of this Truss for any Building Is the # 91231 responsibility of the Owner, the Owner's authorized agent of the Building Designer, In the context of the IRC, the IBC, local building code andTPI.1. The approval of the TOO and any field use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SECA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved, The Specially Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as dellned in TPI-1. copyright 02010 Ad Roor Ttussos-Repwductlon of this dmnichl, In my form, is ptohibilcd tsithout the "Ittan pcmrssion of A•1 Roof TNaeOe. Job: 85198 Truss Truss Type C10 HIPS Qty Ply 2 1 05/07/2021 Seal #: 2975 Loading Criteria (psi) TOLL: 20.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 45.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24,0 " 269# d 26 1^ 2'0„6 12 6 6 O^5Xe m2X4(A1)B E=2X4(A1) T l a1.5X3(R)A HH GG F=1.5X3(R) `~ �s 1111.5X31d1.5X3 3 l Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 27.21 If 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 9.00 It GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Lt Level Return: 2x4 SP #3; Rt Level Return: 2x4 SP #3; Special Loads ---(Lumber Dur.Fac.=125 / Plate Dur.Fac.=1.25) TO: From 74 Of at -1.20 to 74 plf at 6,20 BC: From 10 pif at 0.00 to 10 pif at 5.00 TO: 269 lb Conc, Load at 2.03, 2.97 BC: 98 lb Conc. Load at 2.03, 2.97 1 Puffins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in cc) Start(ft) End(ft) TC 24 2.00 3.00 BC 56 0.15 4.85 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. "WARNING- Please thoroughly review the "A-1 ROOF TRUSSES Vedfy design parameters and read notes on this Truss Design Drawing (TDC connector plates shall be used tot the TOO to be valid. As a Truss Design El responsibility for the design of the single Trues depicted on the TDD only, on responsibilily ofthe Owner, the Owner's authorized agent or the Building De: use of dra Truss, Including handling, storage, Installation and bracing shall In auldelines of the Bulldina Comuonent Safaly Information IBSCII oubllshad bl or or Truss System Engineer of any building. Allcapiinliz A-1 Roof Twszos- Rcproduttion of this down,anl, in any farm, is -5'� 99# 9e# Snow Criteria (Pg,Pf In PSF) DefllCSI Criteria A Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in too Udell L/# Gravity Non -Gravity Pf; NA Ce: NA VERT(LL): -0.010 H 999 360 Loc R+ / R- / Rh / Rw / Ll / RL B 650 P P A 1620 /- Lu: NA Cs: NA VERT(CL): 0.014 H 999 240 Snow Duration: NA HORZ(LL): -0.004 G - - E 650 /- /- /- /520 /- HORZ(TL): 0.006 G - - Creep Factor: 2.0 Wind reactions based on MWFRS B Brg Width = 3.5 Min Req = 1.5 Building Code: FBC 71h Ed. 2020 Res. Max TO CSI: 0.216 E Erg Width = 15 Min Req = 1.5 TPI Std: 2014 Max BC CSI: 0.280 Bearings B & E are a rigid surface. Rep Fac: Varies by Ld Case Max Web CSI: 0.031 Maximum Top Chord Forces Per Ply (Ibs) FTIRT:10(0)/10(10). Mfg Specified Camber: Chords Tens.Comp. Chords Tens. Comp. A - B 33 .34 D - E 678 - 903 Plate Type(s): I Ver. 20.02.01A.1209.10 WAVE IVIEW B - C 678 -903 E - F 33 -34 C - D 576 -777 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 768 -569 G - E 768 -569 H - G 777 -576 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens, Comp, A-1 0 0 G-D 81 -53 C-H 81 -53 J-F 0 0 HNERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' farm, illy Engineer reference shoat before use. Unless otherwise stated on the TOO, only Alpine pocialty, Engineer), the seat on any TDD represents. an acceptance of the professional engglneer eslgn assumptions, loading conditions, suitability and use of this Truss for any Building Is line text of the IRC, the IBC, local building code and TPI.1. The approval or the Too and any field ly of 1ho Building Designer and Contractor. All notes set out In the TDD and the practices and are referenced for general guidance. TPI-i defines the responsibilities and duties of the Truss a uonuact agreed upon in willing by all padies Involved, The Specially Engineer Is NOT the to as defined Ir - nlhoul the wriaen or A-1 Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 Job: Truss Truss Type Qty Piy (5107/2021 85198 CJ1 JACK 14 1 Seal #: 2857 12 6 F�;;;- C 2X4(A1) B M T 3 _o _4➢_. 1.5X3(R)A D T 5°9' � �nQ SEAT PLATE REQ. 1 r4„ Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Deft/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection In loc L/defi L/# Gravity Non -Gravity TCDL: 15.00 Speed: 170 mph Pf. NA Ce; NA VERT(LL): NA Loc R+ / R- / Rh / Rw / LI / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): NA B 206 /- /- 1235 /158 /81 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.000 D - - D 8 /-6 P 122 /16 /- EXP: C Kzt: NA Des Ld: 45,00 HOF2Z(TL): 0.000 D - - C - 1-24 /- /51 151 /- NCBCLL: 10.00 Mean Height: 25,00 ft Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS TCDL: 5.0 psf B Br Width = 7.6 Min Re Soffit; 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.312 9 g = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.039 D Brg Width = 1.5 Min Reg = - Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.000 C Brg Width = id1.MIn.Req = - Loc. from endwail: An FT/RT:10(0)/10(10) Mfg Specified Camber: Searing B r a Tresseatsurface. Y Bearing B requires a seat plate. GCpi: 0.18 Plate Type(s): Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 IWAVE IVIEW Ver: 20.02.01A.1209.10 Chords Tens.Comp. Chords Tens. Comp. Lumber Top chord: 20 SP #2; A - B 37 0 B - C 59 -29 Bot chord: 2x4 SP #2; Lt Level Return: 20 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Purlins Chords Tens.Comp. In lieu of structural panels or rigid ceiling use purlins B - D 0 0 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) Maximum Web Forces Per Ply (Ibs) BC 10 0.15 1.00 Webs Tens.Comp. Apply puriins to any chords above or below fillers at 24" OC unless shown otherwise above. A - E 0 0 Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. -WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design p@ramelers and read notes on this Truss Oeslpn Drawing (TOD) and the Specialty Engineer rofatence alreel before use. Unless otherwise stated an the TDD, only Alpine connector plates shell be used for the TDD to be valid. Asa Truss Design Engineering (i.e. Specially Engineer), the seal on any TOO represents an acceptance of the professional engineerin responsibility forth@ design of tire single Truss depicted on the TDD only, under TPI.1, The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, P.E. responsibility or the Owner, the Ovmer's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field 91231 use of tho Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Deelgnor and Contractor. All notes set out In the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responslbliliios and duties of the Truss 4451 St, Lucie Blvd, Suite 201 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise donned by a Contract agreed upon In writing by all partlas Involved. The Specially Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPW. Copyright02016 A.1 Roof Trussos—Reproduction oflhis dowmont, In any form, is prohiblled vAlhout the n7idcn pcnnisslan ofA-1 Roof'rrussos. Job: Truss Truss Type Qty Ply 05/07/2021 85198 CJ1B JACK 4 1 Seal#: 2954 Loading Criteria (psf) TCLL: 20.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 45.00 NCBCLL: ,10.00 Soffit. 0.00 Load Duration: 1.25 Spacing: 24,0 " 4rr3 9 Wind Criteria Wind Sid: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: it EXP., C Kzt: NA Mean Height: 26.96 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc, from endwail: not in 9.00 ft GCpI: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Lt Level Return: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) Be 10 0.15 1.00 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. Wind loading based on both gable and hip roof types, 12 g [� C =2X4(A1) B 1.5X3(R)A D � E 1p Snow Criteria (Pg,Pf In PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA • Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fee: Yes FT/RT:10(0)/10(10) Plate Type(s): Deft/CSI Criteria PP Deflection In foe L/defi L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 D - HORZ(TL): 0.000 D - Creep Factor: 2.0 Max TC CSI: 0.1f 7 Max Be CSI: 0.020 Max Web CSI: 0,000 Mfg Specified Camber: Ver. 20.02,01A.1209.10 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 183 /- I- /204 /127 /57 D 10 /-2 /- /19 /12 /- C - /-14 /- /42 141 P Wind reactions based on MWFRS B Brg Width = 3.5 Min Req = 1.5 D Brg Width =1.5 Min Req = - C Brg Width =1.5 Min Req = - Bearing B Is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 33 0 B-C 25 -24 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-E 0 0 **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ('SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT' form, Verify design parameters and read notes on this Truss Design Drawing (TOD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall he used for 1heTDD to be"valid, Asa Truss Design Engineering , Specially Engineer), Iho seal on any TDD repre�n,ts onacceptanco of the ptalesslonal enginearin responsibility for the design of the single Trues depidad on Iho TDD only, underTPl•1. Th6 dasfgn assumpgons, loading candlllane, suitab"iand use of this Trues for only Building is the responsibility of the Owner, the Owner's authotizod agent or lha Building Designer, in the context of the IRC, the 'Be' lawl building code enTPl-1, The approval of the TDD and any field Ryan Bays, RE. # 91231 use of lire Truss, including handling, storage, instaltatlan and brae ng shall bo tho rosponslbiilty all Building Dealgn.r and Contreclor. All es netcut in the TDD and the pracgces and "'I duties of the Truss guidelines of the Building Component Safoty Information (BSCO publlshod by TPI and S9CA are reforecad forgeneral guidance. TPI-1 dne. the ..Pon 4451 St. Lucie Blvd, Suite 201 Designer, Specially Engineer and Truss Manufacturer, unless olhatwlse dofinad by a Contract agreed upon in writing by all parfios Involved. Tha Specialty Enginoor Is NOT the Fort Pierce, FL 34846 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI.1. Cepydghl02016 A•1 Rcof Trussos— Reprodue6on of this documonl, In only farm, IS DrohibiWd without lh� Nitric. parmisdcn or. Roof Trucsaa. Job; Truss Truss Type Qty Ply_ 05/07/2021 85198 CJ 1 C JACK 4 1 `. Seal #: 2963 12 g C 2XB(A1) 0 4 3 0 � GV D E � IT Loading Criteria (psQ TCLL: 20.00 TCDL: 15,00 BCLL: 0.00 BCDL: 10.00 Des Ld: 45.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration:1.26 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7A6 Speed: 170 mph Enclosure: Closed Risk Category: If EXP: C Kzt: NA Mean Height: 26.96 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Lt Level Return: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 12 0.00 1.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes The maximum horizontal reaction is 291# .•"•" BEARING ANALOG MODIFIEDI """• �-- 1, ---� Snow Criteria (Pg,Pf In PSF) Pg: NA Ct: NA CAT: NA Pf. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Iding Code: : 71h Ed. 2020 Res. Std: 2014 Pao: Yes ZT:10(0)/10(10) e Type(s): Deft/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.000 - - 360 VERT(CL): 0,000 - - 240 HORZ(LL): 0.000 - - HORZ(TL): 0.000 - - - Creep Factor: 2.0 Max TC CSI: 0.175 Max BC CSI: 0.050 Max Web CSI: 0.000 Mfg'Specified Camber: Ven 20.02.01A.1209.10 AMaximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D 23 /- /291 110 /0 /305 C 152 /- /291 1131 /117 /250 Wind reactions based on MWFRS D Brg Width = 1.5 C Brg Width =1.5 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- B 34 0 B- C 328 -749 Maximum Sot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - D 849 - 305 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-E 0 0 I **WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"). GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form, Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use, Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on airy TDD represents an acceptance of the professional enginearin Ryan Bays, P.E. responsibility for the design of the single Truss depleted on the TOD only, underTP14. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the 491231 responslbililyof the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI.1. The approval of the TDD and any field use of the Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines or the Building Component Safely Information (BSCI) published by TPi and SBCA are referenced for general guidance. TPI.1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specially Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In willing by all parties Involved. The Specially Engineer Is NOT the Building DesfgnerarTruss System Engineer of any building. All capitalized terms are as defined in TP1.1. Copyright 0 2016 A-1 Roof Trumos— Reproduction of this documont, in any form, is prohiftd without tho wrieon permimlon of A-0 Roof Tmsses. ' Job: Truss Truss Type Qty I Ply 1 05/07/2021 A 85198 CAP P JACK 7 1 "AN Seal #: 2583 12 g F,� C =2X4(A1) B co _T_ _o 1.5X3(R) A D y�e E rrQ SEAT PLATE REQ. Loading Criteria (pso Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 15.00 Speed: 170 mph BCLL: 0.00 Enclosure; Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des d:: Des Ld: 45.00 D Mean Height: 25.00 ft .00 TCDL: 5.0 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 R Loa. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bat chord: 2x4 SP #2; Lt Level Return: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 10 0.15 1.00 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. Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. 1 r4rr --+-- Snow Criteria (Pg,Pf in PSF) befi/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell L/# Gravity Non -Gravity PF. NA Ce: NA VERT(LL): NA Loc R+ / R- / Rh / Rw / U / RL B 206 !- /- /252 1160 /81 Lu: NA Cs; NA VERT(CL):`NA Snow Duration: NA HORZ(LL): 0.000 D - - D 8 I-6 !- 117 /1 /- HORZ(TL): 0.000 D - - Creep Factor. 2.0 C - / 24 1- /46 /53 /- Wind reactions based on MWFRS Building Code: FBC 7th Ed. 2020 Res. Max TC CSI: 0.312 B Brg Width = 7.6 Min Req = 1.5 TPI Std: 2014 Max BC CSI: 0.036 D Brg Width =1.5 Min Req = - Rep Fac; Yes Max Web CSI: 0.000 C Brg Width =1.5 Min Req = - FT/RT:10(0)/10(10) Mfg Specified Camber: Bearing B is a rigid surface. Bearing B requires a seat plate. Plate Type(s): Maximum Top Chord Forces Per Ply (Ibs) WAVE VIEW Ver: 20.02.01A.1209.10 Chords Tens.Comp. Chords Tens. Comp. �A-B 37 0 B- C 57 - 32 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-E 0 0 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form, Vedfy design paramalars and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise statod an the TDD, only Alpine connector plates shall bo used for the TDD to be valid. Asa Truss Design Engineering (l.e. Specially Engtneerl the seal on any TDD represents an acceptance of the professional angineerint Ryan Bays, P.E. responsibility for the design of the single Truss depicted on the TDD only, underTPI.1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the responsibility of ate Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 91231 uae oftho Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and guidelines of the Building Component Safely Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibiillies and duties of the Truss Designer, Engineer 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 Specially and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved, The Specleity Engineer Is NOT the Building Designor orTruss System Engineer of any building. All T?Ilalized terms areas defined In TPI.1. Copyright Q 2016 A•1 Roof Trums— Raproduction ortNa docurnonl, In any otm, is ptoh',bilad Wllhoul the written ponnission of A•1 Roof Truosoo. Job: Truss Truss Type Oty I Ply 1 05/07/2021 85198 CAPA PA JACK 1 1 �. Seal #: 2755 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7.16 TCDL: 15.00 Speed: 170 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 45.00 D Des d:: Mean Height: 25.00 ft .00 NCBTCDL: 5.0 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 It Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Lt Level Return: 2x4 SP #3; Puffins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in DO) Start(ft) End(ft) BC 9 0.28 1.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to Wind. 12 C 6 2X4(A1) B co 0 T 1.5X3(R) A CD D E q" 1'4"--+--1' — Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ca: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 71h Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT1RT:10(0)/10(10) Plate Type(s): Defl/CSI Criteria PP Deflection in loc UdeO U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 D - - HORZ(TL): 0.001 D - - Creep Factor: 2.0 MaxTC CSI: 0.275 Max BC CSI: 0.033 Max Web CSI: 0.000 Mfg Specified Camber: Ver: 20.02.01 A.1209.10 • Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- 1 Rh / Rw / L1 / RL B 245 A 1- 1291 /188 f79 D 4 /-13 1- /24 120 A C - 1-56 /- 177 /87 /- Wind reactions based on MWFRS B Brg Width = 3.5 Min Req = 1.5 D Brg Width =1.5 Min Req = - C Brg Width =1.5 Min Req = - Bearing B Is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 37 0 B-C 70 -47 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-E 0 0 -WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMC-NT' form. Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specialty Engineer reference shoot before use. Unless otherwise stated on the Too, only Alpine connector plates shall be used for the TOD to be valid. As a Truss Design Engineering (i.e. specialty Engineer), the seal on any TOD represents an acceptance of the professional enginacrint responsibility for the design of the single Truss depicted an the TOD only, under TPI-1. The design assumptions, loading condi ens, suitability and use of this Truss for any Building is the Ryan Bays, P.E. responsibility of the Owner, the owners authorized agent or ilia Building Designer, In ilia context of the IRC, the IBC, local building code and TPI-1. The approval or the TOD and any field # 91231 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guldolinos of the Building Component Safely Information (BSCI) published by TPI and SBCA are referenced for general guidance, TPI-1 defines the respansWillies and duties of the Truss Designer, Specialty Eng near and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Specalty Engineer Is NOT the Fart Pierce, FL 34946 Building Designer or Truss System Engineer of any building. Aft capitalized terms are as defined In 7PI.1. Copyright O 2016 Ad Raof Tnu sec— Repmducron of ihfs dowmani, in any torn, is prohbited without the written pormbssion of A•1 Roaf Trusses, Job: Truss Truss Type Qty I Ply 05/07/2021 85198 CJ3 JACK 10 1 Seal #: 2860 Loading Criteria (ps0 TCLL: 20.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 45.00 NCBCL'L: 10.00 Soffit: 0.00 Load Duration:1.25 Spacing: 24.0 " T 1.5X3( Wind Criteria Wind Sid: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: C iCzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL' 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc, from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Lt Level Return: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 34 0.15 3.00 Apply pudins to any chords above or below fliers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C memberdesign. Wind loading based on both gable and hip roof types. C SEAT PLATE REQ, �-- 1'4" + 3' — o 11 to T CV Snow Criteria .(Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loo Udell L/# Gravity Non -Gravity Pk NA Ce: NA VERT(LQ: NA Loc R+ / R- / Rh / Rw / LI / RL B 251 !- 1- /237 /152 1165 Lu: NA Cs: NA VERT(CQ: NA Snow Duration: NA HORZ(LL): -0.001 D - - D 53 /- /- /29 /- /- HORZ(TL): 0.002 D - - Creep Factor. 2.0 C 82 1- l- /59 1103 1- Wind reactions based on MWFRS Building Code: FBC 7th Ed. 2020 Res. Max TC CSi: 0.324 B Brg Width = 7.6 Min Req = 1.5 TPI Std: 2014 Max BC CSI: 0.080 D Brg Width = 1.5 Min Req = - Rep Fac: Yes Max Web CSI: 0.000 C Brg Width =1.5 Min Req = - Bearing B a rigid surface. FTIRT:10(0Y10(10) Mfg Specified Camber: r Bearing B requires a seat plate. Plate Type(s): I Maximum Top Chord Forces Per Ply (Ibs) WAVE IVIEW Ver: 20.02.01A.1209.10 Chords Tens.Comp, Chords Tens. Comp. A- B 37 0 B- C 37 -124 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-E 0 0 -WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes cn this Truss Design Drawing (TDD) and the Specially Engineer mforence shoat bafore use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid, Asa Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin Ryan Bays, P.E. responsibility for the design of the single Truss depicted on the TDD only, under TPI.1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 91231 responsibility of the Owner, the Owners authorized agent or the Building Designer. In the context of the IRC, Ilse IBC, local building code and TPI-1. The approval of the MD and anyfield use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines or the Building Component Safety Information (BSCI) published by TPI and SBCA am referenced for general guidance, TPI-1 defines the responsibilities and dudes of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless olherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI.1. Copyright Q 201G AA Roof Truwoe— Rcproductlon or this document, in any form, to pmhlbiled without tho written permisston VAd Roof Tmosca. Job: Truss Truss Type Qty I Ply 05/07/2021 85198 CJ3P JACK 7 1 '. Seal #: 2586 C r co O r � =2X4(A1) ti r T_ 1.5X3(R) A D (V Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 15.00 Speed: 170 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 45.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Soffit: 0.00 BCDL: 5.0 pat Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 It Loc, from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Lt Level Return: 2x4 SP #3; Puffins 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 3.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip root types. Left bottom chord exposed to wind. SEAT PLATE REQ. �-- 1r4rr —a-fb 3r Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria A Maximum Reactions (Ibs) Fig: NA Ct: NA CAT: NA PP Deflection In loc L/defi L/# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): NA Luc R+ / R. / Rh / Rw / LI / RL B 251 I- I- /296 /159 /165 Lu: NA Cs: NA VERT(CL): NA Snow Duration: NA HORZ(LL): -0.001 D - - D 53 /- !- 195 /56 P HORZ(TL): 0.002 D - - Creep Factor. 2.0 C 82 /- /- /65 /101 !- Wind reactions based on MWFRS Building Code: FBC 7th Ed. 2020 Res. Max TC CSi: 0.322 B Brg Width = 7.6 Min Req = 1.5 TPI Std: 2014 Max BC CSI: 0.092 D Brg Width =1.5 Min Req = - Rep Fac; Yes Max Web CSI: 0.000 C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. FT/RTA0(0)/10(10) Mfg Specified Camber: Bearing B requires a seat plate. Plate Type(s): Maximum Top Chord Forces Per Ply (Ibs) WAVE VIEW Ver: 2D.02.01A.1209.10 Chords Tens.Comp. Chords Tens. Comp. J A-B 37 0 B-C 37 -137 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens,Comp, A-E 0 0 -WARNING** Please thoroughly review the "A-1 ROOF TRUSSES (" SELLER'I, GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TOO) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TOO, only Alpine connector plates shall be used for the Too to be valid. As a T111ss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerinE Ryan Bays, P.E. responsibility for the design of the single Truss depicted on the TDD only, UnderTPi-1. The design essumplions, loading conditions, suitability and use of this Truss for any Building Is the # 91231 responsibility of the Owner, the Owners authorized a ant or the Building Designer, in Ilia context of the IRC. the IBC, local building code and TPI.1. The approval of the TOO end any field use of the Truss, Including handling, storage, Installalaanand bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lurie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 doflnes the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specially Engineer and Truss Manufacturer, unless otherwise defined by Contract agreed upon in willing by all parties involved, The Specially Engineer Is NOT the Bulls ing Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI.1. Copyrrght O 2010 A-1 Roof Tmosos— RawaducUon of this do.merd, in any ronn, is prohibltcd wilhout tho miiaan permimlon of A4 Raorhussos. Job: Truss Truss Type Qty I Ply 05/0712021 A' 85198 CJ3PA JACK 1 1 Seal #: 2761 �' Loading Criteria (psf) TCLL: 20.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 45.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " -l3 1.5X3(I P"I Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h12 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpI: 0.18 Wind Duration: 1.50 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Lt Slider. 2x4 SP #3; block length= 1.500' Lt Level Return: 2x4 SP #3; Purifns In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(In oc) Start(ft) End(ft) BC 36 0.00 3.00 Apply purlins to any chards above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. -WARNING" Please thoroughly review the "A-1 R( Verify design parameters and read notes on this Truss Desif connector plates shall be used for the TDD to be valid. As a responsibility for the design of the single Truss depicted on t responsibility of die Owner, the Owners authorized agent or use of the Truss, Including handling, storage, installation am ouldelines of the Sulldina Comnonent Safety Information V n { —1'4r' 3' — t fl M e O T 1 Snow Criteria (Pg,Pf In PSF) Defi/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity Pf: NA Cc: NA VERT(LL): NA Loc R+ / R- / Rh / Rw / U / RL B 278 /- I- /336 /183 /165 Lu: NA Cs: NA VERT(CL): NA Snow Duration: NA HORZ(LL): -0.006 C - - E 43 1- /- /81 /49 1- HORZ(TL): 0.007 C - - D 66 /- /- /47 /93 /- Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS FBC 7th Ed, 2020 Res. Max TC CSI: 0.340 B Brg Width = 3.5 Min Req = 1.5 TPl Std: 2014 Max BC CSI; 0.113 E Brg Width =1.5 Min Req = - Rep Fee: Yes Max Web CSI: 0.227 D Brg Width = 1.5 Min Req = - FT/RT:10(0)110(10) Mfg Specified Camber: Bearing B is a rigid surface. Plate Type(s): Maximum Top Chord Forces Per Ply (Ibs) WAVE Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 20.02.01A.1209.10 B - C 234 -752 C - D 29 -107 A - B 38 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Cornp. B-E 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens,Comp, Webs Tens. Comp. A-F 0 0 B-C 655 -247 TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Drawing (TDD) and the Specialty Engineer reference shoot before use. Unless otherwise stated on the TDD, only Alpine uss Design Engineering (i.e. Specialty Engineer), the seat on any TDD represents an acceptance of the professional engInnednE Ryan Bays, P.E. TDD only, under TPI.1. Tho design assumptions, loading conditions, suilobiiftyand use of Ihis Tr us for any BuildGi9Is tha # 91231 Bullding Designer, In the context of iha IRC,1he IBC, local hullding code and TPY1, Tha approval of Ina TDD and any field acing shall be the responsibility of the Bullding 0 slgri m Contractor. All nolos atout in tho TDD and the pracgces and 4451 St, Lucie Blvd, Suite 201 published by TPI and SSCA are referonced for gonoreI guidance. TPI.1 dofinos tho responsiblligos and duties of the Truss uhonvlso donned by a Contract agmed upon In writing by all padiec Involved. The Spoclalty Engfnao, Is NOT tha Fort Pierce, FL 34946 II capitalized terms are as defined in TPl•1. onyform, to prahihitcd without Ihr: tvdecn pormisolon of A-t Roof T u.c . Job: Truss Truss Type . Qty I Ply 06/07/2021 85198 CJ5 JACK 10 1 '. Seal #: 2863 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 15.00 Speed: 170 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II DEXP: C Kzt: NA Des Ld: 45.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Soffit 0.00 BCDL: 5.0 psf Load Duration:1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Lac. from endwall: Any GCpl: 0.18 Wind Duration: 1.60 Lumber Top chord: 2)(4 SP #2; Bot chord: 2x4 SP #2; Lt Level Return: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use puriins to laterally brace chords as follows: Chord Spacing(in DO) Start(ft) End(ft) BC 58 0.15 5.00 Apply puriins to any chords above or below fillers at 24" OC unless shown otherwise above, Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. SEAT PLATE REQ. �-- 1'4" ml 5' — Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fee: Yes FT/RT:10(0)/10(10) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.009 D - HORZ(TL): 0.011 D - Creep Factor. 2.0 Max TC CSI: 0.876 Max BC CSI: 0.432 Max Web CSI: 0.000 Mfg Specified Camber: Ver. 20.02.01A.1209.10 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and. CONDITIONS CUSTOMER erify, design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless oth( onnoctor plates shall be used for the TDD to be valid. As a Truss Design Engineering (I.e. Specialty Engineer), the seal on any Too represents i mponsibility for Die design of the single Truss depicted on the TDD only, underTP14. The design assumptions, loading conditions, suitability and 3sponsibillly of the Owner, the Owners authorized,agenl or the Building Designer, In the context of the IRC, the IBC, local building code and TPI- se of ihaTruss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes uldelinos of the Building Component Safety information (BSCI) published by TPI and SBCA am referenced for general guidance. TPI.1 dofines teslgner, Specialty Engineer and Truss Manufacturer, unless otherwise dented by a Contract agreed upon In wdfing by all panics Involved. The ulli ing Designer or Truss System Engineer of any building. All capitalized terms areas defined in TPI-1. opyrightG 2016 A-1 Roof Trusoos— RoproduWon of this documont, In any form, Is prohib0od without thowdtten pormission of Mt Raaf Trusscs. an C ♦Maximum Reactions (Ibs) Gravity Non -Gravity Lao R+ / R- / Rh / Rw / U / RL B 336 /- b /294 /185 /248 D 94 1- /- /54 /4 /- C 154 /- /- /119 /190 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 D Brg Width =1.5 Min Req = - C Brg Width =1.5 Min Req = - Bearing B is a rigid surface, Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B . 37 0 B - C 69 - 230 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-E 0 0 farm, io professional onglneorin Ryan Bays, P.E. or any Building is the # 91231 the 7DD and any field and the practices and 4461 St. Lucie Blvd, Suite 201 1and e ran r duties h. ottho Truss Fort Pierce, FL 34946 Job: Truss Truss'Type Qty Ply 05/07/2021 85198 CJ5P JACK 7 1 A Seal #: 2589 C Loading Criteria (psf! TCLL: 20.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 45.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " j O � 'r' ll7 CV r e O 2X4(A1) 8 cn =1.5X3(R)A D 'Fr g SEAT PLATE REQ. Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1,80 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Lt Level Return: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use puriins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 58 0.15 5.00 Apply puriins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. f--1'4" 1 5' Snow Criteria (Pg,Pf in PSF) DefUCSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in too Udell LJ# Pf. NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(CQ: NA Snow Duration: NA HORZ(LL): -0,008 D - - HORZ(TL): 0.011 D - - Building Code: Creep Factor: 2.0 . FBC 7th Ed. 2020 Res. Max TC CSI: 0.657 TPI Sid: 2014 Max BC CSI:' 0.421 Rep Fee: Yes Max Web CSI: 0.000 FT/RT:10(0)/10(10) Mfg Specified Camber: Plate Type(s): VIEW Ver: 20.02.01A.1209.10 ♦Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / LI / RL B 336 /- 1- 1395 1198 /248 D 94 1- 1- /175 1105 1- C 154 /- /- 1129 /186 P Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 D Brg Width =1.5 Min Req = - C Brg Width =1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- B 37 0 B - C 69 -207 Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-E 0 0 •'WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes an this Truss Design Drawing (TOD) and the Speclalty Engineer reference shoat berate use. Unless otherwise stated on the TDD, only Alpine connector plates shell be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional erigineertric Ryan Bays, P.E. responsibility for the design of the single Truss depicted an the TDD only, under TPl4.The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the the Owner, Owner's # 91231 responsibility of the authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPIA. The approval of the TDD and any field use of tho Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the Too and the ppracdces and guidellnos of the Building Component Safely Informellen (BSCI) byTPI SBCA 4451 St. Lucie Blvd, Suite 201 published and are reforancod for general guidance. TPI-1 defines the responsibilities and dullas of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties involved. The Specially Engineer Is NOT the Fori Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI.1. Copyright 02016 A•1 Roof Trusses —Reproduction of this document, in any Conn, Is prohibited without tha aeinon pemtlsslon of A•1 Roof Truesoo, Job: Truss Truss Type Qty Ply 05/07l2021 85198 CJSPA JACK 1 1 Seal #: 2764 Loading Criteria (psf) TOLL: 20.00 TOOL: 15.00 BOLL: 0.00 BCDL: 10.00 Des Ld: 45.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " C 12 6 M C o i3X4 In N r =3X6(C6 M 2X4(C6) B =-1.5X3(R)A E �6 F 3- IT t'r1 Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure; Closed Risk Category:11 EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 6.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 R Loc, from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Lt Slider: 2x4 SP #3; block length = 1.500' Lt Level Return: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 60 0.00 5.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. i �-1r4n I 5, Snow Criteria (Pg,Pf in PSF) DefI/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): NA Loc R+ ! R- / Rh / Rw / U / RL B 356 I- l- 1426 /217 /248 Lu: NA Cs: NA VERT(CL); NA Snow Duration: NA HORZ(LL): -0.043 C - - E 86 I- l- 1160 /97 I- HORZ(TL): 0.047 C - - D 141 /- /- 1118 /177 /- Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes PlateFTIR10(0)/10(10) Plate Type(s): WAVE Max TO CSI: 0.635 Max BC CSI: 0.376 Max Web CSI: 0,308 Mfg Specified Camber: B Brg Width = 3.5 Min Req = 1.5 E Brg Width =1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing 8 is a rigid surface, Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp, Chords Tens. Comp. VIEW Ver: 20.02.01A.1209.10 B -C 393 -1102 C-D 63 -183 A-B 38 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-E 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-F 0 0 B-C 937 -441 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER') ACKNOWLEDGMENT" farm. Verily design parameters and read notes on this Truss Design Drawing (TOD) and the Specially Engineer reference sheet before use. Unless otherwise stated on the TOD, only Alpine connector plates shall be used for the TOD to be valid. Asa Truss Design Engineering (i.e. Specialty Engineer), the seal on any TOD represents an acceptance of the professional engineerint Ryan Bays, P.E. responsibility for the design or the single Truss depicted on Vie TOO only, under TPI-1, The design assumptions• loading conditions, suitability and use or this Truss for any Building is the # 91231 responsibility of the Owner, the Owner's authorized aggent or the Building Designer, In the context of the IRC, the IBC, local building code and TPIA. The approval of the TOO and any field use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes sot aul in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Specialty Engineer is NOT ale Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI.1. Copyright O20fe A•t Roof Trusses— Raproductlon of this dowmonl, in any form, Is prohihilcd without Ih" wrillGr porrnission or A•1 Roof Trusacs. Job: Truss Truss Type Qty Ply 1 05107/2021 A 85198 D01 SPEC 1 2 '. Seal #: 2740 Loading Criteria (psi) TCLL: 20.00 TCDL: 15.00 SCLL: 0.00 BCDL: 10.00 Des Ld: 45.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration:1.25 Spacina: 24.0 " 211i(37BN27� 1609 1- 66"4 ! 1,11j-3-' 1�_ 1'37'I"_ 44'1 A.05 P 'Q 4.18 D 4,04(R1)D 4X4 Ei'4XA(R1) 12 T 8 FA3X4a3X4{E3) o t` e p3X10(E3) o o3X4(A1)a =1.6X3(R)A 1 1 'fse 1J,a -36v3X4 K n Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height; 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x6 SP 2400f-2.0E; Webs: 2x4 SP #3; Rt Slider. 2x6 SP 42; block length = 1.500' Lt Level Return: 2x4 SP #3; Nailnote Nail Schedule:0.131"&', min. nails Top Chord: 1 Row @12,00" o.c. Bot Chord: 1 Row @12.00" o.c. Webs :1 Row. @ 4" o.c. Use equal spacing between rows and stagger nails In each row to avoid splitting. (1)1/2" bolts may be used for (2) 0.131"x3", min. nails on The Bottom Chord Only. Special Loads --(Lumber Dur.Fac.=1.25 / Plate Dur.Fac =1.25) TC: From 74 pif at -1.33 to 74 pif at 5.52 TC: From 36 pif at 5,52 to 36 plf at 6.99 TC: From 36 pif at 6.99 to 36 pif at 8.64 TC: From 74 pff at 8.64 to 74 pif at 12-73 . BC: From 20 pif at 0.00 to 20 plf at 5.40 BC: From 10 pif at 5.40 to 10 pif at 8.75 BC: From 20 pif at 8.75 to 20 pif at 12.73 TC: 211 lb Conc. Load at 5AO TC: 190 lb Conc. Load at 5.96 TC: 379 lb Conc. Load at 6.59 TC: 279 lb Conc. Load at 7.31 TC: 160 lb Conc. Load at 8.75 BC: 169 lb Conc. Load at 6.40 BC: 115 lb Conc. Load at 5.96 BC: 260 lb Conc. Load at 6.59, 7.31 BC: 103 lb Conc. Load at 8.75 SEAT PLATE REG. 12'a"12 54°14 1+1251-18°039 16 1 260ry259. f03tR Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fee: No FT/RT:10(0)/10(10) Plate Type(s): Defl/CSi Criteria PP Deflection in loc L/defi L1# VERT(LL): -0.030 C 999 360 VERT(CL): 0.049 C 999 240 HORZ(LL): -0.010 H - - HORZ(TL): 0.016 H - - Creep Factor: 2.0 Max TC CSI: 0.286 Max BC CSI: 0.177 r Max Web CSI: 0.187 Mfg Specified Camber: Ver: 20.02.01A.1209.10 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 0.15 12.73 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES (°SELLER") Verify design parameters and read notes on this Truss Design Drawing (TDD) and the SPP connector plates shall be used for the TDD to be valid: As a?ress Design Engineering (i. responsibility for the design of the single Truss depicted on the TDD only, Linder TPI.1. Tt responslbilily of the Owner, the Owners authorized agent or tha Building Designer, in the use of the Truss, Including handling, storage, Installation and bracing shall be the respons guidelines of the Building Component Safety Information SBSCI) published by TPI and SS Dosinner. Specialty Ennineer and Truss Manufacturer, unless otherwise defined by a Con AMaximum.Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1633 If- A /- /1134 /- K 1613 /- 1- /- /1091 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 K Brg Width = - Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 19 -18 D-E 779 -1159 B - C 997 .1452 E - F 859 -1265 C - D 934 -1364 F - G 886 -1295 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B -1 1262 -857 H - G 1084 -732 r I-H 1081 -743 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-J 0 0 D-H 38 0 C-1 203 -122 H-E 82 0 I- D 491 -270 GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT" form, clally Engineer reference cheat before use. Unless othenrise stated on the TDD, only Alpine Specialty Engineer), the seal on any TDD represents an acceptance of the professional onglnearbi Ryan Bays, P.E. design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 91231 ontext of the IRC, the IBC, local building code and TPI-1, The approval of the TDD and any field duty, of the Buildingg Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 A are referenced forgeneral guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34948 act agreed upon In miring by oil parties Involved. The Specialty Engineer Is NOT the 4 A•1 Job: Truss Truss Type Qty Ply 05/07/2021 85198 D02 SPEC 1 1 '. Seal #: 2695 j= 7' VVI2 IT SEAT PLATE REQ. 12'8"12 I— 1"r Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defi/CSI Criteria A Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Lldefl L/# Gravity Non -Gravity TCDL: 15.00 Speed: 170 mph Pf. NA Ce: NA VERT(LL): -0.047 D 999 360 Loc R+ / R- / Rh / Rw / U / RL B 690 /- /• 1502 /471 /167 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): -0.072 D 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.037 D - - E 584 I- I /348 /384 /- Des Ld: 45.00 EXP: C Kzt: NA HORZ(fL): 0.049 D - - Wind reactions based on MWFRS Building Code: NCBCLL: 10.00 Mean Height: 25.00 ft TCDL: 5.0 psf Creep Factor: 2.0 B Brg Width = 7.6 Min Req = 1.5 Soffit: 0.00 BCDL: 5,0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.814 E Brg Width = - Min Re q = " Load Duration.1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: , 0.978 Bearing B is a rigid surface. Bearing B requires a seat plate. Spacing: 24,0 " C&C Dist a: 3.00 it Rep Fac: Yes Max Web CSI: 0.168 Loc. from endwall; not in 9.00 ft FT/RT:10(0)/10(10) Mfg Specified Camber: Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver; 20.02.01A.1209.10 A - B 37 0 C - D 752 -743 B - C 725 -778 D - E 769 -816 Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Maximum Bot Chord Forces Per Ply (Ibs) Webs: 2x4 SP #3; Chords Tens.Comp, Chords Tens. Comp. Rt Slider. 2x6 SP #2; block length = 1.500' Lt Level Return*. 2x4 SP #3; B - F 607 -530 F - E 608 -530 Purlins Maximum Web Forces Per Ply (Ibs) In lieu of structural panels or rigid ceiling use puffins Webs Tens.Comp. Webs Tens. Comp. to laterally brace chords as follows: 10 Chord Spacing(in oc) Start(ft) End(ft) A- G 0 0 C- F 282 BC 96 0.15 12.73 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers I Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT"iorm. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer referenco shoot before use. Unless olhenviso stated on the TDD, only AfpIna connector plates shall be used tot the Too to be valid. Asa Truss Design Engineering (e. LSpecially Engineer), the seal on any TDD represents an acceptance of the professlonei engineerin Ryan Bays, RE, responsibility for the design or tho singla Truss depicted on the TDD only, under TP14 Tha design assumplions, loading conditions, suitability and use of This Truss for any Building is the Owner, O 491231 rosponslbilily of the the vnees authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPIA, The approval of tho TDD and anylield use oflhe Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the racgces and 4451 St, Lucie Blvd, Suite 201 guidelines of the Building Component Safely Informallori (BSCI) published by TPI and SSCA are referenced for general guidance. TPI-1 deMes the responslhllllles and dutPus of the Truss Designer, Specialty Engineer and Truss Manufactuter, unless otherwise defined by a Contract agreed upon in wilting by all pariles Involved. The Specially Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1. Copyright 02010 A-1 Roof Truosoo— Reproduction oflhh d=rn.t, in ony form, la prohN1.d nif cuttho..rift. p—I..ton orA•1 Roof Trun.os. Job: Truss Truss Type Qty Ply 05/07/2021 85198 D03 H)PM 1 1 Seal #: 2692 �. ding Criteria (psf) L: 20.00 L: 15.00 L: 0.00 L: 10.00 Ld: 45.00 CLL: 10.00 V. 0.00 I Duration: 1.25 :ing: 24.0 " I, 74"8 5'4"4 --�{ 12 6 h � M et gg V' m2X4(A1) B A -1.5X3(R) F 1I3X6(R)E 11)1.5X3 SEAT PLATE REQ. �-1,4"-1 Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not In 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 :$P 2400f-2.0E + SP M-31:; T2 2x4 SP M-30; Bat chord: 2x4 SP 42; Webs: 2x4 SP #3; Lt Level Return: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 7.38 12.73 BC 82 0.15 12.73 Apply puriins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers 1 Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) Pg; NA Ct: NA CAT: NA PF NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res, TPI Sid: 2014 Rep Fac: Yes FT1RT:10(0)/10(10) Plate Type(s): 1Z&12 Defl/CSI Criteria PP Deflection in loc Udefi U# VERT(LL): -0.036 F 999 360 VERT(CL): 0.044 F 999 240 HORZ(LL): -0.024 F - - HORZ(TL): 0.028 F - Creep Factor: 2.0 MaxTC CSI: 0.594 Max BC CSi: 0.980 Max Web CSI: OA62 Mfg Specified Camber: Ven 20.02.01A.1209.10 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 690 1- /- 1544 /429 /348 E 684 /- / 1375 1438 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 E Brg Width = - Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 37 0 C-D 22 -10 B - C 655 - 695 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-F 511 -764 F-E 519 -764 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-G 0 0 C-E 906 -620 C-F 311 0 D-E 484 -202 •'WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineerreferenca sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for tho TOO 10 be valid. As aTruss Design Engineering (i.e. Specialty Engineer), the seal on enyTDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, undorTPl•1. The design assumptions, loading Condit arts, suitability and use oMls Truss for ony Building is the Ryan Bays, P.E. rosponsibllily of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building coda and TPI.1. The approval of the TDD and any field use of tha Truss, including handling, storage, installation and bracing shall be the responsibility, of the Building Designer and Contractor. All notes set out In tho Too and the practices and # 91231 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safely Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties ofthe Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise dafined by a Contract agreed upon In writing by all parties Involved. The Specialty Engineer Is NOT the Fort Pierce, FL 34946 Buildinpp Designer or Truss System Engineer of any building. All capitalized terms are as defined In 7PI.1. CopydghtZ 20%A4 Roof Trussas—Reproduction of thin document in any farm, Is pmhbiled wilhout the wdllon permission of A•1 Roof Tru=s. Job: Truss Truss Type Qty Ply 1 05/07/2021 85198 FG1 GABL 1 2 `. Seal #: 2785 Loading Criteria (psi) TCLL: 20.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 45.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " i 1 1887# Ix"12 8 7'10"12 SEAT PLATE REQ. Wind Criteria Wind Slid: ASCE 7.16 Speed: 170 mph Enclosure: Closed Risk Category: Il EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft ' Loc, from endwall: not In 16.50 ft GCpi: 0.18 Wind Duration: 1.80 Lumber Top chord: 2x6 SP #2; Bot chord: 2x6 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; W2 2x4 SP M-30; W4 2x4 SP #2; Naitnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @ 5.50" o.c. Bat Chord: 2 Rows @ 4.50" o.c. (Each Row) Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. (1)1/2" bolts may be used for (2) 0.131"x3", min. nails on Either The Top or Bottom Chords. Special Loads ---(Lumber Dur.Fac =1.25 / Plate Dur.Fac =1.25) TC: From 70 plf at 0.00 to 70 plf at 8.87 BC: From 10 pif at 0.00 to 10 plf at 8.87 TC:1887 lb Conc. Load at 0.98 BC: 964 lb Conc. Load at 0.94 BC: 1663 ib Conc. Load at 2.94 BC: 1955lb Conc. Load at 4.98 BC:1864 lb Conc. Load at 6.94 Plating Notes All plates are 1.5X3 except as noted. Hangers /Ties (J) Hanger Support Required, by others Additional Notes See Al Std Detail for gable wind bracing and other requirements. Truss must be Installed as shown with top chord up. 1112X4 1112X4 8'10"8 11�- 4-� --2' 2'0"8-- -V11"8 V11"4---{ a64# 1663 1955# 186 Snow Criteria (Pg,Pf in PSF) DefI1CSl Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc L/deff L/# Pf. NA Ce: NA VERT(LL): -0.066 B 999 $60 Lu: NA Cs: NA VERT(CL): 0.108 1 988 240 Snow Duration; NA HORZ(LL): -0.007 A - - HORZ(TL): 0.014 A - - Building Code: Creep Factor: 2.0 FBC 7th Ed. 2020 Res. Max TC CSi: 0.801 TPI Sid: 2014 Max BC CSI: 0.637 Rep Fee: No Max Web CSI: 0.954 FT/RT:10(0)/10(10) Mfg Specified Camber: Plate Type(s): VIEW Ver: 20.02.D1A.12D9.10 WAIF Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 106 0.00 8.87 Apply purins to any chords above or below fillers at 24" OC unless shown otherwise above. The TC of this truss shall be braced with attached spans at 24" oc In lieu of structural sheathing. 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 and reactions based on MWFRS. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. A Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL J 5717 /- /- /- /3466 /88' F 4213 /- /- /- /2039 P Wind reactions based on MWFRS J Brg Width = 7.6 Min Req = 3.4 F Big Width = - Min Req = - Bearing J is a rigid surface. Bearing J requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 1351 -2561 C - D 1351 -2561 B - C 1351 - 2561 D - E 1351 -2561 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. J-1 82 -75 H-G 15 -6 I-H 82 -75 G-F 15 -6 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A - J 1462 -2329 H - M 2920 -1547 A - K 2878 -1495 N - E 2970 -1566 L - H 2804 -1448 E - F 906 -1795 C - H 416 - 883 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. K - B 150 .34 M - G 508 -181 I-L 178 0 D-N 419 -145 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER") GENERALTERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TOO) and the Specialty Engineer reference shoot before use. Unless otherwise slated on the TOD. only At Ina connector plates shall be used for the TDD to be valid, As a Truss Design Engineering (i.e. Specialty Engineer), the seat on a%TDD represents an acceptance of the professlonai engineerfi Ryan Bays, P.E. responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading condil tons, suitability and use of this Truss for any Building is the # 91231 responsibility of tho Owner, thD Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes net out In the Too and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safely Information (BSCI) published byTPI and SECA are referenced for general guidance. TPIA defines the responsibliNes and duties of the Truss Fort Pierce, FL 34946 Designer, Specially Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by ell parties Involved, The Specialty Engineer Is NOT [he Building Designer or Truss System Engineer of any building. All capitalized terms areas donned in TPI.1. Copydaht 02016 A•1 RcolTwma- Rapoduceon of this documont, In any form, is prohibited Wthoul the written pennlssien of A-1 Roar Tru=. Job: Truss Truss Type Qty I Ply 1 05/07/2021 85198 FG2 GABL 1 2 '. Seal #: 2791 Loading Criteria (ps0 TCLL: 20.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 45.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration:1.25 Spacing: 24.0 " f 1 Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc, from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x6 SP #2; Bot chord: 2x6 SP #2; Webs: 2x4 SP #3; W1 2x6 SP #2; W2 2x4 SP #2; Nailnote, Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @ 4.75" D.C. Bot Chord: 2 Rows @ 6.00" o.c. (Each Row) Webs :1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each raw to avoid splitting. (1) 112" bolts may be used for (2) 0.131"x3", min. nails on Either The Top or Bottom Chords. Special Loads ----(Lumber Dur.Fac,=1.25 / Plate Dur.Fac. 1.25) TC: From 70 pif at 0.00 to 70 pif at 8.87 BC: From 20 plf at 0.00 to 20 plf at 3.55 BC: From 10 plf at 3.55 to 10 pif at 8.87 TC: 1752 lb Conc. Load at 0.98 TC: 517 ib Conc. Load at 2.98 BC: 1613 lb Conc. Load at 3.55 BC: 1023 lb Conc. Load at 4.98 BC: 584 lb Conc. Load at 5.48, 7A8 BC: 904 lb Conc. Load at 6.98 Plating Notes All plates are 1.5X3 except as noted. 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. 1752# 517# P"24- 2' t 5'10"12 - -� IIlV3 Ili-SX4 8'10"8 316"9 115-3 e 1.6.1 81 1'4„12 1813# 1023 84# 90 84# Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:10(0Y10(10) Plate Type(s): Defl/CSI Criteria PP Deflection In loc Udell L/# VERT(LL): -0.067 B 999 360 VERT(CL): 0.095 B 999 240 HORZ(LL): 0.007 E - - HORZ(TL): 0.012 E - - Creep Factor: 2.0 Max TC CS1: 0.675 Max BC CSI: 0.489 Max Web CSL' 0.911 Mfg Specified Camber: A Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL J 4626 !- /- /- /3224 188 F 3947 /- /- /- 12328 /- Wind reactions based on MWFRS J Brg Width = 4.6 Min Req = 2.7 F Brg Width = - Min Req = - Bearing J is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens, Comp. A - B 1487 -2364 C - D 1488 -2364 Ver. 20.02.01A.1209.10 B - C 1488 -2364 D - E 1488 -2365 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 106 0.00 8.87 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. Wind Wind loads and reactions based on MWFRS. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Additional Notes See Al Sid Detail for gable wind bracing and other requirements. Truss must be Installed as shown with top chord up. Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. J-1 67 -71 H-G 13 -7 1-H 67 -72 G-F 14 -7 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A - J 1469 -2109 H - M 2698 -1703 A - K 2659 -1653 N - E 2741 -1723 L - H 2608 -1616 E - F 994 -1651 C - H 443 -792 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. K - B 279 - 346 M - G 404 -197 I - L 203 - 243 D - N 329 -156 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and road notes on this Truss Design Drawing (TDD) end the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shag be used for the TOD to be valld. As a Truss Design Enginesting (I.e. Specialty Engineer), the seal on an( Too represents an accoplance of the professional engineorin responsibility for the design of the single Truss depicted on the TDD only, underTPl•1. The design assumptions, loading Condit ons, suitability and use of this Truss for any Building is the Ryan Bays, P.E. responsibility of the Owner, the Owneis authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-I. The approval of the TDD and any field # 91231 use of the Truss, including handling, storage, installation and bracing &hail be the responsibility of the Bullding Designer and Contractor. All notes set out in the TDD and the pracdces and 4451 St, Lucia Blvd, Suite 201 guidelines of the Building Component Safety Information (SSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specially Engineer and Truss Manurac(uror, unless otherwise defined by a Contract agreed upon in twigng by all parties Involved, The Specialty Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TP14, Copyrighl02016 A4 RGOTiv s Repmduc0on arthio dowmenl, in any font, is prohibited without the wdtton permission ofA.1 RoalTrusso". Job: Truss Truss Type Qty Ply 05/07/2021 85198 HJ2 HIP_ 4 1 '. Seal #: 2969 147# 1'3"11 - 12 C 4.24 �- T ;r T m2X4(A1) B M rn =1.5X4(R)A 1 r �g6 D IT , Loading Criteria (psf) TCLL: 20.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 45.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: it EXP: C Kzt: NA Mean Height: 27.23 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc, from endwall: Any GCpi: 0.18 Wind Duration: 1.50 Lumber Top chord: 2x4 SP 02; Sot chord: 2x6 SP 2400f-2.0E; Lt Level Return: 2x6 SP #2; Special Loads ----(Lumber Dur.Fac=1.25 / Plate Dur.Fac =1.25) TC: From 0 pif at -1.57 to 72 plf at -0.15 TC: From 2 plf at -0.15 to 2 plf at 2.77 BC: From 2 pif at 0.00 to 2 plf at 2.77 TC: 147 lb Conc. Load at IA6 SC: 33 lb Conc. Load at 1.46 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 31 0.15 2.77 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. v5" ` 1 2'9113 'I Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA PC NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fee: Varies by Ld Case FT1RTA 0(0)/10(10) Plate Type(s): 33# PP Deflection In loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 D - - HORZ(TL): 0.001 D - - Creep Factor: 2.0 Max TC CSi: 0.092 Max BC CSI: 0.029 Max Web CSI: 0.000 Mfg Specified Camber: Ver: 20.02.01 A.1209.10 J A Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL E 153 1- 1- 1- 1142 1- D 56 /- I- I- l40 1- C 32 /- /- 1- l30 1- Wind reactions based on MWFRS E Brg Width = 4.2 Min Req = 1.5 D Brg Width =1.5 Min Req = - C Brg Width =1.5 Min Req = - Bearing E is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 15 -16 8 - C ' 42 -39 Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-E 0 0 ••WARNING•• Please thoroughly review the A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer roferonce shoat before use. Unless olhervilse stated on the TOO, only Alpine connector plates shall be used for the TDD to be valid. As aTruss Design Engineering (i.e. Specialty Engineer), the seal an aIryTDD represents an acceptance of the professional angineerin Ryan Bays, P.E. responsibility for the design of tho single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading cond one, suitability and use of thin Truss for any Building is the # 91231 responsibility of the Owner, the Owners authorized agent or the Building Designer. In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any geld use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In Ilia TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCQ published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specially Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In willing by all parties Involved. The Specially Engineer is NOT the Bugling Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1. Copyrigh[ ©201G Ad Roof Trusses- Reproduction of [his dcmmoon, In any form, Is proNbiled vrilhoul Ilia written pannission of A•1 Roof Trussoo. Job; Truss Truss Type Qty I Ply 1 05/07/2021 85198 HJ3 HIP_ 2 1 '. Seal #: 2908 T. Loading Criteria (psf) Wind Criteria TOLL: 20.00 Wind Sid: ASCE 7-16 TCDL: 15.00 Speed: 170 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 45.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Soffit: 0.00 BCDL: 6.0 psf Load Duration: 1.25 ' MWFRS Parallel DIsT: 0 to h/2, Spacing: 24.0 " C&C Dist a: 3.00 It Loc, from endwail: Any GCpi: 0.1 B Wind Duration: 1.60 Lumber Top chord: 2x4 SP 42; Bot chord: 2x4 SP #2; Lt Level Return: 2x4 SP #3; Special Loads ---(Lumber Dur.Fac =1.25 / Plate Dur.Fac =1.25) TC: From 0 pif at -1.89 to 72 pif at 0.00 TC: From 2 pif at 0.00 to 2 pif at 2.69 BC: From 2 plf at 0.00 to 2 pif at 2.59 TC: -18 lb Conc. Load at 1.46 BC: 16 lb Conc, Load at 1,46 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 29 0.15 2.59 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS, Wind loading based on both gable and hip roof types. -18#4 t" 1'1"9 -H I - 12 C SEAT PLATE REQ. �-—1'10"10 --1 27"1 --{ 16# Snow Criteria (Pg,Pf h1 PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct; NA CAT: NA PP Deflection in too Udefl L/# Gravity Non -Gravity PE NA Ce: NA VERT(LL): NA Loc R+ / R- / Rh / Rw / Ll / RL B 172 /- /- 1- /146 /- Lu: NA Cs: NA VERT(CL): NA Snow Duration: NA HORZ(LL): -0.001 D - - D 38 /-2 /- /- 116 /- HORZ(TL): 0.001 D - - Creep Factor: 2.0 C 28 /-15 I- 1- l34 /- Wind reactions based on MWFRS Building Code: FBC 7th Ed, 2020 Res. Max TC CSI: 0.099 B Brg Width = 10.0 Min Req = 1.5 TPI Std: 2014 Max BC CSI: 0.042 D Brg Width =1.5 Min Req = - Rep Fee: Varies by Ld Case Max Web CSI: 0.000 C Brg Width = Min Req = - Bearing B a rigId d surface. FT/RT:10(0)/10(10) Mfg Specified Camber: Bearing B requires a seat plate. Plate Type{s): Maximum Top Chord Forces Per Ply (Ibs) WAVE VIEW Ver: 20.02.01A.1209.70 Chords Tens.Comp. Chords Tens. Comp. A-B 22 -22 B-C 22 -11 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNI 'erify design parameters and read notes an this Truss Design Drawing (MD) and the Specially Engineer reference sheet before use. Unless othervdse stated on the onneclor plates shall be used for the TDO to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of lh ssponsibilily for the design of the single Truss depicted an The TOO only, underTPI-1. The design assumptions, loading conditions, suitability and use of this Truss ft asponslblllly of the Ovmer, the Owners authorized agent or The Building Designer, In the aonteAtof the IRC, the IBC, local building code and TPiA The approval of se of the Trusa . includina handling: starane. installation and bracino shall be the resoonsiblEty of the Bulldlno Dosioner and Contractor. All notes set out In the TDD Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-E 0 0 enalneerin Ryan Bays, P.E. is the #91231 ny said as and 4451 St. Lucie Blvd, Suite 201 no Truss Fort Pierce, FL 34946 cIA-1 RootTrussos. Job: Truss Truss Type Qty I Ply 1 05/07/2021 85198 HJ6 HIP_ 1 1 Seal #: 2737 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 15.00 Speed: 170 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzl: NA Des Ld: 45.00 Des d:: D Mean Height: 25.00 ft .00 TCDL: 5.0 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: D to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x6 SP #2; Lt Level Return: 2x4 SP #3; Special Loads ---(Lumber Dur.Fac.=1.25 / Plate Dur.Fac =1.25) TC: From 73 plf at -1.46 to 73 pif at 2.26 TC: From 36 plf at 2.26 to 36 pif at 3.38 TC: From 73 pif at 3.38 to 73 pif at 6.00 BC: From 20 plf at 0.00 to 20 pif at 2.26 BC: From 10 plf at 2.26 to 10 plf at 3.38 BC: From 20 pff at 3.38 to 20 plf at 6.00 TC: 40 lb Conc. Load at 2.26 TC: 53 lb Conc. Load at 2.96 TC: 82 lb Conc. Load at 3.38 BC: 31 lb Conc. Load at 2.26 BC: 38 lb Conc. Load at 2.96 BC: 52 lb Conc. Load at 3.38 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 70 0.15 6.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. 40 8 53#b 2# t"- Z 77 SEAT PLATE RED. C r-, 1'57 1 6' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT. NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fee: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): 3f# 38#62# C 0 ro 1 Defl/CSI Criteria PP Deflection In loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.015 D - - HORZ(TL): 0.024 D - - Creep Factor: 2.0 Max TC CSI: 0.846 Max BC CSI: 0,523 Max Web CSI: 0.000. Mfg Specified Camber. VIEW Ver. 20.02.01A.1209.10 ♦Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL F 512 /- /- I- /394 1- D 169 I- I- l- l55 P C 211 /- /- !- /215 /- Wind reactions based on MWFRS F Brg Width = 8.5 Min Req = 1.5 D Brg Width =1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate, Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 37 -36 B - C 139 -120 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-E 0 0 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. verify design parameters and read notes an this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shag be used for the TDD to be valid. As aTruss Design Engineering (i.e. Specially Engineer), the seal on any TDD represents an acceptance of the professional otlgineerin Ryan Bays, P.E. responsibility for the design of the single Truss doplcled on the TDD only, underTPi-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 91231 responsibility of the Owner, the Ovinor's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building. code and TPI.1. The approval of the TDD and any field use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. Ali notes set out In the TDD and the practices and 4451 St, Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (SSCI) published by TPI and SBCA are reforericed forgoneral guidance. TPI-1 defines the responsibilities and duties of the Truss Fart Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless othorvise dermod by a Contract agreed upon In writing by all parties Involved. The Specialty Engineer Is NOT the Building Designer or Truss System Engineer of sny building. Ali capitalized terns are as defined in TPI.1. Copyright 0 2010 A•1 Roof Tsussos- Rep+odudion or this documonL In any form, Is pmhiblled Without the written pennisslon of A•1 Roof Trusses, Job: Truss Truss Type Qty Ply 1 05/07/2021 85198 HJ6A HIP 1 1 �. Seal #: 2722 Loading Criteria (psi) TCLL: 20.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 45.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 n T_ Wind Criteria Wind Sid: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 It TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not In 4.50 It GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP M-30; Bot chord: 2x6 SP 42; Lt Level Return: 2x4 SP #3; Special Loads ----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac: 1.25) TC: From 73 pif at -1.42 to 73 plf at 6.80 BC: From 20 plf at 0.00 to 20 plf at 6.80 TC: 30 lb Conc. Load at 2.06 TQ 91 lb Conc. Load at 3.45 TC: 170 lb Conc. Load at 6.23 BC: 26 lb Conc. Load at 2.06 BC: 58lb Conc. Load at 3.45 BC: 102ib Conc. Load at 6.23 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) SC - 80 0.15 6.80 j Apply puriins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. 30# 170# + 91#+ iTA SEAT PLATE REO. I--1'S"1 1 619"10 {�- 2'0"11-- - VVI1-t--- 2'9"6 --t 26# 58# 1029 Snow Criteria (Pg,Pf in PSP) Pg: NA Ct: NA CAT: NA PF NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed, 2020 Res. TPI Sid: 2014 Rep Fee: Varies by Ld Case FT/RT:10(0)/10(i 0) Plate Type(s): R DeflICSI Criteria PP Deflection In loc Udeft L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.021 D - - HORZ(TL): 0.033 D - - Creep Factor. 2.0 Max TC CSI: 0,607 Max BC CSI: 0.635 Max Web CSI: 0.000 Mfg Specified Camber: Ver: 20.02.01A.1209.10 N N i0 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw 1 LI / RL F 560 I- l- I- 1421 /- D 260 /- !- A /59 /- C 379 A I- A /406 A Wind reactions based on MWFRS F Brg Width = 8.7 Min Req = 1.5 D Brg Width =1.5 Min Req = - C Brig Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 37 -35 B-C 157 -169 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-E 0 0 "WARNING" Please thoraughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER {"BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TOD) and the Specially Engineer reference sheet be rare use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional enginearint Ryan Bays, P.E. responsibility for the design of the single Truss depicted on Ilia TDD only, under T1314. The design assumptions, loading conditions, suitability and use of this Trues for any Building is the # 91231 responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, focal building code and TPI-1 . The approval of the TDD and any geld use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer. Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright 020Is A+t 11.0Trus-a Reproduction orthla dammont, in artyform, Is prnhihircd vaout tho wditan parnilnion of A.1 RootTnsaoa. Job: Truss Truss Type Qty Ply 05/07/2021 85198 HJ6B HIP_ 1 1 Seal #: 2704 Loading Criteria (psf) TCLL: 20.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 45.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " i .1.5) Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h12 CSC Dist a: 3.00 ft Loc, from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x6 SP #2; Lt Level Return: 2x4 SP #3; Special Loads --(Lumber Dur.Fac,=1.25 / Plate Dur.Fac =1.25) TC: From 0 pif at -1.40 to 73 pif at 0.00 TC: From 2 plf at 0.00 to 2 pif at 6.67 BC: From 2 pif at 0.00 to 2 pif at 3.05 BC: From 20 pif at 3.05'to 20 pif at 6.67 TC: 39 lb Conc. Load at 2.21 TC: 76 lb Conc. Load at 3.05 BC: 30 lb Conc. Load at 2.21 BC: 49 lb Conc. Load at 3.05 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 78 0.15 6.67 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. -WARNING" Please thoroughly review the "A-1 ROOF T Verify design parameters and read notes an Ibis Truss Design Orai connector plates shall be used for the Too iobevalid. As a Truss responsibility for the design of the single Truss depiclad on the TDI responsibility of the Owner, the Owner's authorized agent or the at system 39# 768 bt--- 3'7°6 --'� SEAT PLATE REQ. --114'12 6'6" h- 2 Y6--+�10'2 30p 49N Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration, NA Building Code: FBC 71h Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): C Defl/CSI Criteria PP Deflection in too Udell U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.005 D - HORZ(TL): 0.015 D - Creep Factor: 2.0 Max TC CSI: 0.330 Max BC CSI: 0.288 Max Web CSI: 0.000 Mfg Specified Camber: Ver: 20.02.01 A.1209.10 AMaximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / Ll / RL F 293 /- !- /- /131 /- D 145 /- !- /- 12 /- C 89 !- /- /- /30 /- Wind reactions based on MWFRS F Brg Width = 8.5 Min Req = 1.5 D Brg Width =1.5 Min Req = - C Brg Width =1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 21 -20 B - C 49 -43 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-E 0 0 LER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. he Speclally Engineer reference cheat before use, Unless otherwise stated on the TDD, only Alpine ring (i:o. Specially Engineer), the seal on any TOO represents an acceptance of the professional enginearInj Ryan Says, P.E. 1-1. The design assumplions, loading canditions, suitability and use of this Truss for any Building is the # 91231 In the context of the IRC, the IBC, local building code and TPI.1. The approval of the TDD and any field isponsibilily of the Building Designer and Contractor. All notes set out In the TOO and the practices and 4451 St. Lucie Blvd, Suite 201 nd SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fart Pierce, FL 34l146 a Contract agreed upon in writing by all parties Involved, The Specialty Engineer Is NOT the Job: Truss Truss Type Qty I Ply 1 05/07/2021 85198 HJ7 I HIP- Seal #: 2940 5 1 '. Loading Criteria (psf) TCLL: 20.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 45.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 SDaclna: 24.0 " '7; 1 Wind Criteria Wind Sid: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 It TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bet chord: 2x6 SP #2; Webs: 2x4 SP #3; Lt Level Return: 2x4 SP #3; Special Loads --(Lumber Dur.Fac,=1.25 / Plate Dur,Fac =1.25) TC: From 0 plf at -1.89 to 72 pif at 0.00 TC: From 2 plf at 0.00 to 2 pif at 9.84 BC: From 2 pif at 0.00 to 2 plf at 9.84 TC: -18 lb Conc. Load,at 1.46 TC: 165 lb Conc. Load at 4.29 TC: 309 lb Conc, Load at 7.12 BC: 16 lb Conc. Load at 1.46 BC: 105 lb Conc. Load at 4.29 BC: 187 lb Conc. Load at 7.12 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 107 0.15 9.84 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. -18 4 165!{ 309# v (---ZVI1 -� SEAT PLATE REQ. viwio 9', 0"f D F j -1'5'8 - - 2'9'15 2,9"16 ---1 164 105 187# Snow Criterla (Pg,Pf In PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in Ioc L/deft L/# Gravity Non -Gravity PE NA Ce: NA VERT(LL): -0.024 G 999 360 Loc R+ / R- i Rh / Rw / U / RL 1 416 /- /- /- 1404 /- Lu: NA Cs: NA VERT(CL): 0.033 G 999 240 Snow Duration: NA HORZ(LL): 0.006 D - - D 86 /- /- /- /95 /- HORZ(TL): 0.008 D - - Creep Factor. 2.0 E 400 I- l- I- 1275 /- Wind reactions based on MWFRS Building Code: FBC 7th Ed. 2020 Res. Max TC CSI: 0.620 1 Brg Width =10.0 Min Req = 1.5 TPI Std: 2014 Max BC CSI: - U79 D Brg Width = 1.5 Min Req = - Rep Fac: Varies by Ld Case Max Web CSI: 0.410 E Brg Width =1.5 Min Rep = - Bearing I is a rigid surface. FT/RT:10(0)/10(10) Mfg Specified Camber: Bearing I requires a seat plate. Plate Type(s): Maximum Top Chord Forces Per Ply (Ibs) WAVE VIEW V,, 20,02.01A.1209.10 Chords Tens.Comp, Chords Tens. Comp. A-B 22 -22 C-D 93 -77 B - C 708 -845 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens,Comp. Chords Tens, Comp. B-G 800 -639 F-E 0 0 G - F 789 - 639 Maximum Web Forces Per Ply (Ibs) Webs Tens,Comp, Webs Tens. Comp. A- H 0 0 C- F 694 -857 G - C 229 -2 "WARNING'* Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specially Engineer reference shoot before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal an any TDD represents an acceptance of the professional englneerinE Ryan Bays, P.E. rasponsl611(ty for the design of the single Truss depicted on the TDD only, underTPl•1. The design assumplione, loading conditions, suitability and use of title Truss for any Building is the # 91231 responsibil(ty of the Ovmer, the Ovmers authorized agent ar Iha auliding Designer, In the context of the IRC, the IBC, local bu lding code and TPI-1. Theapproval or the 7DD and any field use of the Truss, including handling, slarege, installation and bracing shall be the responsibility of the auliding Daslgner and Contractor, All notes set out In the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guldelinss of the Building Component Saroty Information (BSCI) published by TPI and SBCA are referenced for general guidance, TPL, defines the responsib1111ies and dudes of the Truss fOd Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless athorwise de5ned by a Contract agreed upon in txllfng by .Ii parties involved, The Specialty Engineer is NOT the Building Designer ar Truss System Engineer of any building, All capitalized terms areas defined In TPI.1, CopydgM 020Ip A•1 RoolTrusse�- Raproducdun ar thin document, In any romr, Is prohibited without the xriucn pomdssion or A•, Roc, Trusses. Job: Truss Truss Type City Ply 06107/2021 85198 HJ7P H[P 3 1 �. Seal #: 2595 -18#' 1651 309# �_ 2-8"11 --� Loading Criteria (psf) TCLL: 20.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 45.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " T SEAT PLATE REQ. --1'10"10 1 9110"1 Wind Criteria Wind Sid: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP:C IW:NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwail: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x6 SP #2; Webs: 2x4 SP #3; Lt Level Return: 2x4 SP #3; Special Loads ---(Lumber Dur.Fac.=1.25 / Plate Dur,Fac =1.25) TC: From 0 plf at .1.89 to 72 pif at 0.00 TC: From - 2 plf at 0.00 to 2 plf at 9.84 BC: From 2 plf at 0.00 to 2 plf at 9.84 TC: -18 lb Conc, Load at 1.46 TC: 165 lb Conc. Load at 4.29 TC: 309 lb Conc. Load at 7.12 BC: 16lb Conc. Load at 1.46 BC: 105 lb Conc. Load at 4.29 BC: 187 lb Conc. Load at 7.12 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 91 0.15 9.84 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. i h-1-5"8 --r-- 2'9.15 2'B"15 ---i 169 105 187# Snow Criteria (Pg,Pf In PSF) DeflICSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct NA CAT: NA PP Deflection in loc Udell L/# Gravity Non -Gravity Pf. NA Ce: NA VERT(LL): -0.030 G 999 360 Loo R+ / R- / Rh / Rw / ll / RL 1 416 !- /- /- /501 /- Lu: NA , Cs: NA VERT(CL): 0.026 G 999 240 Snow Duration: NA HORZ(LL): 0.009 D - - E 447 /- /0 /- /516 /0 HORZ(TL): 0.010 D - - Creep Factor., 2.0 D 40 /- !- /- 140 /- Wind reactions based on MWFRS Building Code: FBC 7th Ed. 2020 Res. Max TC CSI: 0.467 1 Brg Width =10.1 Min Req = 1.5 TPI Sid: 2014 Max BC CSI: 0.966 E Brg Width = 1.5 Min Req = - D Brg Width Min Req = - Rep Fac: Varies by Ld Case Max Web CSI: 0.297 aid s Bearing I is a rigid surtace. FT/RT:10(0)/10(10) Mfg Specified Camber. Bearing I requires a seat plate. Plate Type(s): Maximum Top Chord Forces Per Ply (Ibs) WAVE ViEW Ver. 20.02.01A.1209.10 Chords Tens.Comp. Chords Tens. Comp. A-B 22 -22 C-D 110 -92 B - C 930 -767 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-G 705 -831 F-E 0 0 G - F 693 -817 Maximum Web Forces Per Ply (Ibs) Webs Tens,Comp. Webs Tens. Comp. A-H 0 0 C-F 960 -814 G - C 269 -3W "WARNING" Please thoroughly review lha "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. verify dosign parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specially Engineer), the seal on any TDD represents an acceptance of the professional englneerint Ryan Says, P,E. responsibility for the design of the single Truss depicted on the TDD only, under TPI-I. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the 491231 responsibility of the Owner, the Owners aulharized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI.1. The approval of Iho TOD and any geld use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA am referenced for general guidance, TPIA defines the responsibilities and duties of 1ho Truss Fort Pierce, FL 34946 Designer, Specially Engineer and Truss Manufacturer, unless othenviso defined by a Contract agreed upon Inwriling by all panics Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1. Copy4ght02016 A-1-Roof Trunos- Rcproduclion of ails documont. In ory form, 15 prohibllcd nilhout tho wdnon pomtission of A-0 Roof Trusses, Job: 85198 Loading Criteria (psf) TCLL: 20.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 45.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Truss HJ7PA 17 Wind Criteria Wind Sid: ASCE 7-16 Speed: 170 mph ' Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x6 SP 2400PUE; Webs: 2x4 SP #3; Lt Level Return: 2x4 SP #3; Special Loads ---(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) Truss Type HIP_ -34# 4 11 I' I Seal #: 2773 14e+ 2as# 2'9"11-+{ D 9 A I--1'10"10 9'10"1 -t-- 2'9°16 ---i 964--1-- 11# 1e0# Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in roc L1defl L/# Gravity Non -Gravity Pf. NA Ce: NA VERT(LL): -0.031 G 999 360 Loc R+ / R- / Rh / Rw / U / RL B 424 /- i- A /543 A Lu: NA Cs: NA VERT(CL): 0.026 G 999 240 Snow Duration: NA HORZ(LL): 0.008 D - - E 367 /- /0 /- /440 /0 HORZ(TL): 0.009 D - - Creep Factor. 2.0 D 83 A A A /93 /- Wind reactions based on MWFRS Building Code: FBC 7th Ed. 2020 Res. Max TC CSi: 0.601 B Brg Width = 4.9 Min Req = 1.5 TPI Std: 2014 Max BC CSI: 0.730 E Brg Width =1.5 Min Req = - Rep Fac: Varies by Ld Case Max Web CSi: 0.357 D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. FT/RT:10(0)/10(10) Mfg Specified Camber: Plata Type(s): Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 20.02.01A.1209.10 WAVE A-8 22 -22 C-D $9 -74 B - C 990 -743 TC: From 0 plf at -1.89 to 72 pif at 0.00 TC: From 2 pif at 0.00 to 2 pif at 9.84 BC: From 2 pif at 0.00 to 2 plf at 9.84 TC: -34 lb Cone. Load at 1.46 TC: 148lb Cone. Load at 4.29 TC: 296 lb Conc. Load at 7.12 BC: 11 lb Conc. Load at 1.46 BC: 96 lb Conc. Load at 4.29 BC: 180 lb Conc. Load at 7.12 Puffins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 114 0.34 9.84 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Left cantilever is exposed to wind Wind loading based on both gable and hip roof types. Maximum Sot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-G 709 -892 F-E 0 0 G - F 700 -880 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-H 0 0 C-F 958 -761 G-C 212 -229 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER') ACKNOWLEDGMENT' farm. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference shent before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used fat The TOD to be valid. As a Truss Design Engineering (i.e. Specially Engineer), the seal on ant TOO represents an acceptance of the professional engineerin Ryan Bays, P.E. responsibility far the design of the single Truss depicted an the TOO only, under TPI-1. The design assumptions, loading candillons, suitablrtly and use of this Truss for any Building Is the # 91231 responsibility or the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the [Be, local building code and TPI.1, The approval or the TDD and anyfield use of the Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St, Lucie Blvd, Suite 201 guidelines of the Building Component Safely Information (BSCI) published by TPI and SECA are referenced for general guidance. TPIA datinas the responsibilities and duties of Ilia Truss Fort Pierce, FL 34946 Designer, Specially Engineer and Truss Manufacturer, unless olhorwiso dofined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Decigner or Truss System Engineer of any building. All capitalized terms areas defined in TPI-1. Copyright 0 201a A-1 Roof Trusses- Rep:aduceon or Ihrc dowmom, In any form, Is prehlbited vftwt the wiittcn ponnissim of A4 ReorTwssos. Job: Truss Truss Type Qty I Ply, 06/07/2021 85198 J1 EJAC 4 1 oilSeal #: 2960 12 6 =2XA1 47-3 =1.5X3(R) A gE IT Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Bid: ASCE 7-16 TCDL: 15.00 Speed: 170 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category:11 EXP: C Kzt: NA Des Ld: 45.00 Mean Height: 27.21 ft NCBCLL: 10.00 TCDL: 5.0 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.26 MWFRS Parallel Dist: h12 to h Spacing: 24,0 " C&C Dist a: 3.00 It Loc, from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Lt Level Return: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use puriins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 24 0.00 2.00 Apply puriins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes The maximum horizontal reaction is 357# ""' BEARING ANALOG MODIFIEDi """ "WARNING" Pl ease Ieas e [hero Verify design parameters and read connector plates shall be used for I responsibility for the design of the! respansihlIlly of the Owner, the Om use of Iho Truss, including hand[Inl guidelines of the Building Compom Designer, Specialty Engineer and 1 Building Designer or Truss System Copyright 0 2016 A-1 Red T.-sos— R �-- I, -- I C 11 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell L/# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0,004 0 999 360 Loc ,R+ / R- / Rh / Rw / LI / RL D 42 1- 1357 187 /55 /466 Lu: NA Cs: NA VERT(CL): 0.006 0 999 240 Snow Duration: NA HORZ(LL): 0.001 D - - C 237 /- /357 1245 1141 1433 HORZ(TL): 0.001 D - - Creep Factor: 2.0 Max TC CSi: 0A67 Wind reactions based on MWFRS D Brg Width = 1.5 C Brg Width = 1.5 Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Max BC CSI: 0.093 Maximum Top Chord Forces Per Ply (Ibs) Rep Fee: Yes Max Web CSI: 0.000 Chords Tens.Comp. Chords Tens. Comp. A - B 34 0 B - C 486 - 681 FT/RT:10(0)/10(10) Mfg Specified Camber. Plate Type(s): VIEW Ver. 20.02.01A.1209.10 WAVE Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - D 966 -466 review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form, on this Truss Design Drawing (TDD) and the Specialty Engineer reference shoot before use, Unless otherwise stated on the TOD, only Alpine ID to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the cost an any TDD represents an acceptance of the protossional enpinaeri Truss depicted on the Too only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the authorized agent or the Building Designer, in tiro context of the IRC, the IBC, local building coda and TPI.1. The approval of the TDD and any geld age, installation and bracing shall be the responsibility of the Bullding Designer and Contractor. All notes set out [tithe TDD and the practices and Poly Inforfral[olr (BSCI) published by TPI and SBCA are roferenced for general guidance. TPIA degnos the responsibilities and duties of the Truss Manufacturer, unless otherwise defined by a Contractagreed upon in willing by all parties involved, The Specially Engineer is NOT the Leer of any building All capitalized terms are as defined in TPI-1. don of tiva docwont, in ony form, is prohlbited without His written permission of A4 RoafTwssos, Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-E 0 0 Ryan Bays, P.E. 491231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 Job: Truss Truss Type Qry Ply 05/07/2021 A 85198 J2 EJAC 4 1 Seal#: 2911 12 C 8 � T =2X4(A1) B m o 1.5X3(R) A N D yc$ SEAT PLATE REQ. Loading Criteria (psi) TOLL: 20.00 TOOL: 15.00 BCLL: 0.00 BCDL• 10.00 Des Ld: 45.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 SDaclna: 24.0 " Wind Criteria Wind Sid: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 It Lou. from endwall: not In 9.00 ft GCpl: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Sot chord: 2x4 SP 42; Lt Level Return: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 21 0.15 1.88 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. Wind loading based on both gable and hip roof types. �--- 1'4" ---— 1' 10"8 —m Snow Criteria (Pg,Pf In PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in too Udell L/# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): NA Loc R+ / R- / Rh / Rw / L1 / RL B 212 A I- /217 1142 /118 Lu: NA Cs: NA VERT(CL): NA Snow Duration: NA HORZ(LL): 0.001 D - - D 28 /- /- 120 /5 1- HORZ(TL): 0.001 D - - Creep Factor. 2.0 C 35 /- /- /23 148 /- Wind reactions based on MWFRS Building Code: FBC 7th Ed. 2020 Res. Max TO CSI: 0.221 B Brg Width = 7.5 Min Req = 1.5 TPI Sid: 2014 Max BC CSI: 0.027 D Brg Width = 1.5 Min Req = - Rep Fac: Yes Max Web CSI: 0.000 C Brg Width =1.5 Min Req = - Bearing B a rigid surta FT/RT:10(0)/10(10) Mfg Specified Camber: requires a seatt plate. Bearing 6 r Plate Type(s): Maximum Top Chord Forces Per Ply (Ibs) WAVE VIEW Ver: 20.02.01A.1209.10 Chords Tens.Comp. Chords Tens. Comp. A-B 37 0 B-C 16 -56 Maximum Sot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-E 0 0 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form, Verity design parameters and read notes on this Truss Design Drawing (TOD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TOD, only Alpine connector plates shall be used for the TOD to be valid. As a Truss Design Engineering (i.e. Specially Engineer), the seal on an TDD represents an acceptance of the professional ongineerer responsibility for the design of the single Truss depicted on the TOD only, under TPI.1. The design assumptions, loading condigons, suitabilityand use of this Truss for any Building is the Ryan Bays, P,E, responsibility of the Owner, the Ownees authorized agent or the Building Designer, In the context of the IRC, the IBC, local bullding code and TPIA. The approval of the TOD and any field # 91231 use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TOD end the practices and guidelines of the Building Component Safety information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss 4451 St. Lucie Blvd, Suite 201 Fed Pierce, FL 34846 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise dented by a Contract agreed upon In writing by all parties Involved. The Specialty Engineer is NOT the aultdingg Designer or Truss Systom Engineer of any building. All capitalized terms areas defined In TPI.1. Copyrighl02016 A•1 Roof Trusses— Reproduction of this document, In any form, 13 prohibited wi0wut tho written pomJeslon of A-1 RoorTrunos. Job: 85198 Truss Truss Type Qry I Ply J3 I JACK I 1 1 05/07/2021 Seal #: 2716 Loading Criteria (psf) TCLL: 20.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 45.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: If EXP: C Kzt: NA Mean Height: 25.00 It TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Lac, from endwall: Any GCpI: 0.18 Wind Duration: 1.60 Top chord: 2x4 SP #2; Bat chord: 2x4 SP #2; Lt Level Return: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 19 0.15 1.75 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 12 C 6,25 2X4(A1) B 1.5X3(R)A D � 1ltr� SEAT PLATE REQ. �— VY6 —� ---- 1 r9n ------� Snow Criteria (Pg,Pf to PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)110(10) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udell U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 D - - HORZ(TL): 0.001 D - - Creep Factor. 2.0 Max TC CSI: 0.266 Max 6C CSI: 0.045 Max Web CSI: 0.000 Mfg Specified Camber: Ver: 20.02.01 A.1209.10 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Lac R+ / R- / Rh / Rw 11.1 / RL B 203 /- 1- /213 /135 1115 D 26 /- /- /19 /6 /- C 30 , /- /- /23 144 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width =1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 37 0 B-C 14 -51 Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-E 0 0 i "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER-) ACKNOWLEDGMENT' form. Verify design parameters and read notes an this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD only Alpine connector plates shall be used for the TOO to be valid. As a Truss Design Engineering (i.e, Specialty Engineer), the seal an any TOO, represents an acceptance of the IcResslonal englnearinj Ryan Bays, P.E. responsibility for the design of the single Truss depicted an the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 81231 responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the ISO, local building code and TPI-1. The approval of the TDD and any field use of the Truss, Including handling, storage, Installation and bracing shall be the responsibility oflhe Building Designer and Contractor. All notes set out In the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specially Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In willing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms areas defined in'TPIA, Copydghl 0 16 A-1 Roof Trusses — Reprodudon or this document, in any form, Is prohibited without tho wdlton permission of A-1 Roof Trusses. Job: Truss Truss Type City I Ply 05/07/2021 85198 J3B JACK 1 1 '. Seal #: 2719 C o� 2X4(A1) B r 13 =1.5X3(R) A D CM y' 1,rrQ SEAT PLATE REQ. Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 15.00 Speed: 170 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 45.00 EXP: C Kzt: NA D Des d:: .00 Mean Height: 25.00 ft TCDL: 5.0 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Lt Level Return: 2x4 SP #3; Puriins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 38 0.15 3.27 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. �- 1'4" 12 3'3"4 Snow Criteria (Pg,Pf in PSF) DefllCSI Criteria A Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity PE NA Ce: NA VERT(LL): NA Lac R+ / R- / Rh / Rw / U / RL B 267 /- /- /246 /164 /170 Lu: NA Cs: NA VERT(CL): NA Snow Duration: NA HORZ(LL): -0.002 D - - D 58 P /- /32 /- /- HORZ(fL): 0.002 D - - Creep Factor. 2.0 C 91 !- !- /63 /112 P Wind reactions based on MWFRS Building Code: FBC 7th Ed. 2020 Res. Max TC CSI: 0.241 B Brg Width = 7.6 Min Req = 1.5 TPI Std: 2014 Max BC CSI: 0.107 D Brg Width =1.5 Min Req = - Rep Fac: Yes Max Web CSI: 0.000 C Brg Width =1.5 Min Req = - Bearing B is a rigid surface. FT/RT:10(0)/10(10) Mfg Specified Camber: Bearing B requires a seat plate. Plate Type(s): Maximum Top Chord Forces Per Ply (Ibs) WAVE VIEW Ver 20.02.0%1209.10 Chords Tens.Comp. Chords Tens. Comp. A-B 37 0 B-C 39 -110 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-E 0 0 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TOO) and the Specially Engineer reference sheet before use. Unless othemise stated on the TOO, only Alpine connector plates shall be used for the TDD to be valid. Asa Truss Design Engineering (i.e. Specially Engineer), the seal on any TDD represents on acceptance of the professional engineetIne Ryan Bays, RE, responsibility for the design of the single Truss depicted on the TOO only, undorTPl-1.The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 91231 responslbility of the Ovmer, the Owners authorized agent er the sulldIna Designer, in the context of Me IRC, Iho IBC, local building code and TPI.1. The approval of the TDD and any field use of the Truss, including hsndling, storage, Inslaliagon end bracing shell be tharasponalhility of the Building Designer and Contractor, All notes set out in the TDD and the practices and 4451 St, Lucie Blvd, Suite 201 guidelines of the Buildingg Component Safety Information (BSCI) publlshed by TPI and SBCA are n f.ranced for general guidance. TPI.1 defines the responslbiillies and duties of the Truss Designer, Spedalty Engineat and Truss Manufaaurer, unless elhenviss defined by a Contract agmed upon in writing by all parties Involved, The Speeiairy Engineer Is NOT the Fart Pierce, FL 34946 a. Ong Designer or Truss System Engineer of any building, All capllelized farms areas dented in TPI.1. Copyright©Pate A-1 Roof Trusses—Roprodu..i of this doeumont, In enyfetm, ie prohlMted without the written pomYsslon of A4 Roof Trusses. ' Job: Truss Truss Type Qty I Ply 05/07/2021 85198 J313 JACK 1 1 '. Seal #: 2728 Loading Criteria (psf) TCLL: 20.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 45.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " C 12 5.72 % �3X4 C T to 3X6(C6 B 2X4(C6) � T 3=1.5X3(R) A 'dye 1,'r2 E N Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 pal MWFRS Parallel Dist: 0 to h12 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1,60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Lt Slider 2x4 SP #3; block length = 1.500' Lt Level Return: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in cc) Start(ft) End(ft) BC 33 0.00 2.75 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. ST,,Tf LATE REQ. I— 1 r4"12 —, Io- 219111 Snow Criteria (Pg,Pf (n PSF) Defi/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT. NA PP Deflection in too L/defl L/# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): NA Loc R+ / R- I Rh / Rw / LI / RL B 276 /- /- 1269 /172 /149 Lu: NA Cs: NA VERT(CL): NA Snow Duration: NA HORZ(LL): -0.004 C - - E 38 /- /- 120 /1 /- HORZ(TL): 0.004 C - - Creep Factor: 2.0 D 53 /- /- 133 R9 /- Wind reactions based on MWFRS Building Code: FBC 7th Ed. 2020 Res. Max TC CSI: 0.357 B Brg Width = 5.0 Min Req = 1.5 TPI Sid: 2014 Max BC CSI: 0.131 E Brg Width =1.5 Min Req = - Rep Fac: Yes Max Web CSI: 0.229 D Brg Width =1.5 Min Req = - Bearing B is a rigid surface. FT/RT:10(0)/10(10) Mfg Specified Camber: Bearing B requires a seat plate. Plate Type(s): Maximum Top Chord Forces Per Ply (Ibs) WAVE VIEW Ver. 20.02.01A.1209.10 Chords Tens.Comp. Chords Tens. Comp. B-C 221 -721 C-D 22 -102 A-B 38 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-E 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A- F 0 0 B- C 651 -230 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER') ACKNOWLEDGMENT" form. ' Verify design parameters and read notes on this Time Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless otherwise slated on the TOD, onlyAlpine connector plates shall be used for the TDD to be valid, Asa Truss Design Engineering (i.e. Specially Engineer), the seal on any TDD represents an acceptance of the professional engincerInE Ryan Bays, P.E. responsibility for the design of the single Truss depicted on the TDD only, under TPI.1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the # 91231 responsibllity of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, Ilse IBC, local building code and TPI-1, The approval of the TOO and any field use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TOD and the practices and 4451 St, Lucie Blvd, Suite 201 guidelines or the Building Component Safely Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specially Engineer and Truss Manufacturer, unfass otherwise defined by a Contract agreed upon In writing by all parties Involved, The Specialty Engineer Is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All c ?Italized'terms. are as defined in TPI-I. Copyright 0 2016 A-1 Roof Twssos—Reproduction of this dodumonl, In env form, Is pmhiblied vAthout the written pemGsslon of A-1 Roof Trusses. r85198 b: Truss Truss Type Oty Ply 05/07/2021 J301 JACK 1 1 Seal #: 2731 A101 Loading Criteria (psf) TCLL: 20.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 45.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 12 C 6 T T 2X4(A1) B c� "3 o 1.5X3(R) A D SEAT PLATE REQ. Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 It TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCPI: 0.18 Rind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Lt Level Return: 2x4 SP 43; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(In oc) Start(ft) End(ft) BC 22 0.15 1.98 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. '�-- 11411— -- 1 r11 rr12 —� Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Qdefl U# Gravity Non -Gravity Pf: NA Ga. NA VERT(LL): NA Loc R+ / R- / Rh / Rw / U / RL B 215 /- /- /218 /142 /122 Lu: NA Cs: NA VERT(CL): NA Snow Duration: NA HORZ(LL): 0.001 D - - D 31 /- /- /20 /4 /- HORZ(TL): 0.001 D - - Creep Factor. 2.0 C 40 /- P /25 /54 /- Wind reactions based on MWFRS Building Code: FBC 7th Ed. 2020 Res. Max TC CSI: 0.313 B Brg Width = 7.6 Min Req = 1.5 TPI Std: 2014 Max BC CSI: 0.043 D Brg Width =1.5 Min Req = - Rep Fac: Yes Max Web CSI: 0.000 C Brg Width =1.5 Min Req = - Bearing B is a rigid surface, FT/RT:10(0)110(10) Mfg Specified Camber: Bearing B requires a seat plate. Plate Type(s): Maximum Top Chord Forces Per Ply (Ibs) WAVE VIEW Ver: 20.02.01A.1209.10 �A-B Chords Tens.Comp. Chords Tens. Comp, 37 0 B-C 18 -73 Maximum Sot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-E 0 0 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise slated on the TOD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any rDD represents an acceptance of the professional engineer n for the design Ryan Bays, P.E. responsibility of the single Truss depicted an the TDD only, under TPI.1. The design assumptions, loading conditions, suitability and usa of this Truss for any Building is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 91231 use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St, Lucie Blvd, Suite 201 guidelines of the Building Component Safely Information iBSCI) published by TPI and SSCA are reforencod for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specially Engineer and Truss Manuracturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer Is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI.1, Copydghta 2e1s A.1 Roof Trusses—Ropmductlon of Ihhis document, In airy tors, 13 prohibited without tho wClon permission of A-1 Roof Trusses. Job: Truss Truss Type Qty I Ply 1 05/07/2021 85198 J3E — JACK 1 1 Seal #: 2734 1.5X3( Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 15.00 Speed: 170 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA D Des Ld: 45.00 Des d:: Mean Height: 25.00 ft .00 TCDL: 5.0 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not In 4.50 ft dCpi: 0.18 Wind Duration:1.60 Lumber Top chord: 2x4 SP 1$2; Bot chord: 2x4 SP #2; Lt Level Return; 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(In oc) Start(ft) End(ft) BC 34 . 0.15 2.99 Apply purins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. C SEAT PLATE REQ. �-- 1'4" 2'11 "15 �{ Snow Criteria (Pg,Pf In PSF) Pg: NA Ct: NA CAT: NA Pf., NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/deft L VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 D - HORZ(TL): 0.002 D - Creep Factor: 2.0 Max TC CSI: 0.253 Max BC CSI: 0.117 Max Web CSI: 0.000 Mfg Specified Camber: VIEW Ver: 20.02.01A.1209.10 N N O A Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 251 /- A /237 1152 /165 D 52 A /- /29 A /- C 82 /- !- /59 /103 1- Wind reactions based on MWFRS B Brg Width = 7.6 Min'Reg = 1.5 D Brg Width =1.5 Min Reg = - C Brg Width = 1.5 Min Reg = - 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 37 0 B-C 37 -130 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-E 0 0 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verily design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherVae staled on the TDD, only Alpine connector plates shall be used for Ilia TDD to be valid, Asa Truss Design Engineering (i.e. SpecialtyEngineer), the seal on any TDD represents an acceptance of the professional angineerin Ryan Bays, P.E. responsibility for the design of the single Truss depicted on the TDD only, underTPI.l. The design assumptions, landing conditions, suitability and use of this Truss for any Building is the # 91231 rosponsibillty of tha owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1-The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St, Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In wddng by all parties involved. The Specialty Engineer Is NOT the Fart Pierce, FL 34946 Building Desigpner or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright 0201a A-1 Roof Trussas— Reptoduellon of T dccumonl, In any form, Is prohibited wiihout the written perMsslon of A•1 Roof Tmssos, Job: Truss Truss Type Qty I Ply 1 05/07/2021 85198 J4 JACK 1 1 '.� Seal #: 2569 Loading Criteria (psi) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 15.00 Speed: 170 mph BOLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 45.00 EXP: C Kzt: NA Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0,18 Wind Duration: 1.60 Lumber Top chard: 2x4 SP #2; Bot chord: 2x4 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 62 0.15 5.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above, Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 5r2"1 1"15 SEAT PLATE REG. 1., 514" ---i Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): Deft/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.013 C - - HORZ(TL): 0.017 C - - Creep Factor: 2.0 Max TC CSI: 0.802 Max BC CSI: 0.459 Max Web CSI: 0.000 Mfg Specified Camber: VIEW Ven 20.02.01A.1209.10 3d AMaximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 256 /- /- /185 /112 /212 C 103. !- 1- /65 110 /- B 160 !- /- /127 1198 /- Wind reactions based on MWFRS A Brg Width = 7.6 Min Req = 1.5 C Brg Width =1.5 Min Req = - B Brg Width =1.5 Min Req = - Bearing A Is a rigid surface. Bearing A requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-B 71 -187 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-C 0 0 *'WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TOD) and the Specialty Engineer reference sheat before use. Unless othervdse staled on the Too, only Alpine connector plates shall be used for the TOD to be valid. Asa Truss Design Engineering p.e. Specialty Engineer), the seat an onyTDD represents an acceptance of the professional engineerin responsibility for the design of ilia single Truss depicted on the TOD only, under TPI-1. The design assumptions, loading conditions, suitability and use of tills Truss for any Building is the Ryan Bays, RE, responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code End TPI-1. The approval of the TOD and anyfiald # 91231 use of the Truss. Including handling, storage, Installation and bracing shall be the responsibility or the Building Designer and Contractor. All notes Eel out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safely Information (BSCI) published by TPI and SBCA are referenced far general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specially Engineer and Truss Manufacturer, unless olhenvlse dented by a Contract agreed upon In willing by all parties involved. The Specially Engineer is NOT the Fort Pierce, FL 34946. Building Designer or Truss System Engineer of any building. All capitalized terms areas defined in TPI-1. Copyright © 2016 A-1 Roof T,ussas— Reproduclon of this documom, in any form, Is pmhiblicd Alhout the written pormisslon of A-i Roof Trussos. Job: Truss Truss Type Qty I Ply 1 05/07/2021 85198 AA JACK 1 1 Seal #: 2698 ,%' Loading Criteria (psi) TCLL: 20.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 45.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1,25 Spacing: 24.0 " T =1.5X3(R) AA Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; But chord: 2x4 SP #2; Lt Level Return: 2x4 SP #3; Puriins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 32 0.15 2.85 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. C SEAT PLATE REQ. �— 1'4"4—+---- 2'10"4 —� Snow Criteria (Pg,Pt in PSF) DefUCSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Ph NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(CL): NA Snow Duration: NA HORZ(LL): 0.001 D - HORZ(TL): 0.001 ❑ - Building Code: Creep Factor: 2.0 FBC 7th Ed. 2020 Res. Max TC CSi: 0.329 TPI Std: 2014 Max BC CSI: 0.088 Rep Fac: Yes Max Web CSI: 0.000 FT/RT:10(0)/10(10) Mfg Specified Camber: Plate Type(s): Ver. 20.02.01A.1209.10 A Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw- / U / RL B 247 /- /- 1235 1153 1157 - D 49 1- l- 128 1- 1- C 76 /- P /53 /96 P Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 37 0 B-C 34 -133 Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-E 0 0 -WARNING• Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER'l ACKNOWLEDGMENT" form. Verity design parameters and read notes on this Truss Design Drawing (TDD) and lire Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for theTDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TOD represents an acceptance of the professlonal engineerin Ryan Bays, P.E. responsibility for the design of the single Truss itapirted on the TDD only, underTPI.1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the # 91231 responsibility of the Owner, the Owner's authorized agent or (tie Building Designer, in the context of the IRC, the IBC, local building coda and TPI-1. The approval of the Too and any field use of fho Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TOO and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safely Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI.1 dolines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specially Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer Is NOT Die Building Designer or Truss System Englneer of any building. Al capitalized terms are as defined in TPI-1. MpyLght 0 20 18 A-1 Roar Tiv=a— Raproducilon or this docurneal, in any form, is prohihired without the written pemdssion of A•1 Roof Trusace. Job: - Truss Truss Type Qty Ply 1510712121 }s 85198 J4B JACK 1 1 ,. Seal #: 2707 ding Criteria (psf) L: 20.00 ,L: 15.00 L: 0.00 ,L: 10.00 Ld: 45.00 CLL: 10.00 t: 0.00 I Duration:1.25 :ing: 24.0 " 12 C 6.25 T M =2X4(A1) B to TE3 r 1.5M(R) A N D '� ye SEAT PLATE REQ. {�— VY6 -- + --- I'll "2 —� Wind Criteria Wind Bid: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwali: not In 4.50 ft GCpi: 0.18 Wind Duration:1.60 Lumber Top chord: 2x4 SP 42: Bot chord: 2x4 SP #2; Lt Level Return: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purllns to laterally brace chords as fellows: Chord Spacing(in oc) Start(ft) End(ft) BC 21 0.15 1.93 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. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Sid: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): Defl/CSI Criteria A Maximum Reactions (Ibs) PP Deflection in loc Udefl L/# Gravity Non -Gravity VERT(LL): NA Loc R+ ! R- I Rh / Rw I U / RL• B 208 /- /- /214 /135 /123 VERT(CL): NA HORZ(LL): 0.001 D - - D 30 /- 1- 119 /4 1- HORZ(TL): 0.001 D - - C 39 /- 1- 125 /54 A Creep Factor: 2.0 Wind reactions based on MWFRS Max TC CSI: 0.208 B Brg Width = 7.6 Min Req = 1.5 Max BC CSI: 0.029 D Brg Width =1.5 Min Req = - Max Web CSI: 0.000 C Brg Width = 1.6 Min Req = - Bearing B Is a rigid surface. Ma Specified Camber: Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) VIEW Ver. 20.02.07A.1209.10 Chords Tens.Comp. Chords Tens. Comp. A-B 37 0 B-C 18 -49 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-E 0 0 "WARNING' Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specially Engineer reference sheet before use. Unless otherwise stated on the TDD, onlyAlptna connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specially Engineer), the seal on any TDD represents an acceptance of the professional engineerinE responsibility for the design of the single Truss doplctod on the TDD only, underTPl•1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the Ryan Bays, P.E. responsibilily of the Owner, the Owner's authorized agent or the Sullding Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 91231 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 of guidelines of the Building Component Safely information (BSCI) published by TPf and SBCA are referenced for general guidance. 7PI.1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Engineer and Truss Manufacturer, unless otherwise dafined by a Contract agreed upon In wrtting by all parties Involved. The Specially Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI.1, Copyright 0 2016 Ad Root Tmssos— Ropmduction or docomanl, in any lom, Is pmhibiied without the written pomftion of A4 Roof Trusses. Job: Truss Truss Type Qty I Ply 05/07/2021 85198 J5 JACK 1 1 �. Seal #: 2713 Loading Criteria (psi) TCLL: 20.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 45.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 SDacina: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category:11 EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist 0 to h/2 C&C Dist a: 3.00 It Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Lt Level Return: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in DO) Start(ft) End(ft) BC 63 0.15 5.41 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. Wind loading based on both gable and hip roof types, C 1 SEAT PLATE REQ. r--1'3"6 --1 6415 a i Snow Criteria (Pg,Pf In PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection In loc L/defi L/# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): NA Loc R+ I R- / Rh / Rw / U / RL B 351 /- 1- 1306 /183 /275 Lu: NA Cs: NA VERT(CL): NA Snow Duration: NA HORZ(LL): -0.012 D - - D 102 /- /- /61 /6 /- HORZ(TL): 0.015 D - - Creep Factor: 2.0 C 170 /- 1- /138 /211 P Wind reactions based on MWFRS Building Code: FBC 7th Ed. 2020 Res. Max TC CSI: 0.774 B Brg Width = 7.6 Min Req = 1.5 TPI Std: 2014 Max BC CSI: 0.401 D Brg Width = 1.5 Min Req = - Rep Fac: Yes Max Web CSI: 0.000 C Brg Width =1.5 Min Req = - Bearing B a rigid surface. FT/RT:10(o /10 10 ) ( ) Mfg Specified Camber. 9 p Bearing B requires a seat plate. r Plate Type(s): Maximum Top Chord Forces Per Ply (Ibs) WAVE VIEW Ver: 20.02.01A.1209.10 Chords -Tens.Comp. Chords Tens. Comp. A-B 37 0 B-C 79 -196 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-E 0 0 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specially Engineer reference sheet before use. Unless othenvlso slated on the TOO, only Alpine connector plates shall be used for the TOO lobe valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional onginacrin,c Ryan Bays, P.E. responsibility for the design of the single Truss depicted on the TDD only, under TP14. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 91231 responslhiIlly of the Owner, the Owners authorized agent or the Building Designer, in the contact of the IRC, the IBC, local building code and TPi•1. The approval of the TDD and any field use of the Truss, Including handling, storage, Installation and bracing shell be the responsibility of tho Building Designer and Contractor. Al notes sot out in the TOO and the practices and 4451 St. Lude Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In wrigng by all parties Involved. The SpecialtyEngineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms areas defined In TPI-1. Copyrighl0201e A.1 Roof Trusecs— Rcproduction of this document, In any form, Is prohibited vldhoul the written permisslon of A•1 RoDf Tmascs, Job: Truss Truss Type Oty Ply 1 06/07/2021 85198 J6 JACK 1 1 `. Seal #: 2710 Loading Criteria (psi) TOLL: 20.00 TCDL: 15.00 BOLL: 0.00 BCDL: 10.00 Des Ld: 45.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Soacinq: 24.0 " C 12 6.25 P ua n M N 41 =V41(A1) B 1.5X3(R) A �g E D SEAT PLATE REQ. � --1'3"6 6' Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure; Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to hl2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.60 It GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Lt Level Return: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(tn oc) Start(ft) End(ft) BC 70 0.15 6.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) Fig: NA Ct: NA CAT: NA Pf. NA Ce: NA Lu: NA Ca: NA Defl/CSI Criteria PP Deflection in Joe Wdefl L/# VERT(LL): NA VERT(CL): NA ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh i Rw / U / RL B 377 A /- /325 /194 /301 Snow Duration; NA HORZ(LL): -0.017 D - - D 114 /- /- /69 /7 /- HORZ(TL): 0.021 D - Creep Factor: 2.0 C 190 /- / /155 /236 /- Wind reactions based on MWFRS Building Code: FBC 7th Ed. 2020 Res. Max TO CSI: 0.962 B Brg Width = 7.6 Min Req = 1.5 TPI Std: 2014 Max BC CSI: 0,521 D Brg Width =1.5 Min Req = - Rep Fac: Yes Max Web CSI: 0.000 C Brg Width =1.5 Min Req = - Bearing B a rigid surface. FT/RT:10(0)/10(10) Mfg Specified Camber. Bearing B requires a seat plate, Plate Type(s): Maximum Top Chord Forces Per Ply (Ibs) WAVE VIEW Ver: 20.02.01A.1209.10 Chords Tens.Comp. Chords Tens, Comp. A-B 37 0 B-C 88 -214 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp, B-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-E 0 0 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES (`SELLER"), GENERAL TERMS end CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shag be used for theTDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional englnearinS Ryan Bays, P.E. responsibility for the design of the single Truss depicted on the TDD only, under TPI-1, The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 91231 responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPIA. The approval of the TDD and any field use of the Truss, Including handling, storage, installation and bracing shell be the responsibility of 1ho Building Designer and Contractor. All notes set out in the Too and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specially Engineer and Truss Manufacturer, unless otherwise defined by Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Building Designer orTruss System Engineer of any building. All capitalized terms are as defined in TPI-1, copyrlaht 0 2a le A-1 Roof Trusses— Reproduction of this doevmont, in any form, Is prohibiled without the vmttan pannisslon of A-1 Roof Trusses, ' Job; Truss Truss Type Qty I Ply 05/07/2021 85198 J6A JACK 1 1 Seal #: 2725 ,/'1 Loading Criteria (psf) TCLL: 20.00 TCDL: 16.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 45.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 1.5X3(F r C SEAT PLATE REQ. �-- 14"12 6'0"13 -i Wind Criteria Wind Std: ASCE 7.16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpl: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP 42; Sot chord: 2x4 SP 42; Lt Level Return: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 71 0.15 6.07 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. ow Criteria (Pg,Pf in PSF) NA Ct: NA CAT: NA NA Ce: NA NA Cs: NA )w Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): Defl/CSI Criteria PP Deflection In loc Udefl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.016 D - HORZ(i Q: 0.021 D - Creep Factor 2.0 Max TC CSI: 0.932 Max BC CSI: OA85 Max Web CSi: 0.000 Mfg Specified Camber: Ver. 20.02.01A.1209.10 j ♦Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 387 /- /- 1327 /215 1281 D 115 /- 1- /67 /6 /- C 190 /- /- /141 /228 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 D Brg Width =1.5 Min Req = - C Brg Width =1.5 Min Req = - Bearing B Is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. Chords Tens. Comp. A- B 37 0 B- C 82 - 203 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-E 0 0 •'WARNINW' Please thoroughly review the "A-1 ROOF TRUSSES (°SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specialty Engineer reference sheet berate use. Unless otherwise staled an the TDD, only Alpine connector plates shag be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specially Engineer), the seat on any TDD represents an acceptance of the professional engineednE Ryan Bays, P.E. responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The dosign assumptions, loading conditions, suitability end use of this Truss for any Building is the # 91231 responsibility of the Owner, the Ovmars authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TP.IA. The approval of the TDD and any field use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and ` 4451 St. Lucie Blvd, Suite 201 guidelines of tho Building Component Safety information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss FDIC Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties involved. The Specially Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1. Copyright D201a A-1RoofTrusses—ReproducUonofChiadoeumem, In anycorm, Is prohibitedwithoutthawrittenpermisslon of A-1Roof Trusses. Job: Truss Truss Type Qty I Ply 1 06/0712021 85198 J7 EJAC 15 1 Seal#. 2920 Loading Criteria (psf) TCLL: 20.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 46.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " C 12 6 M O eM V =2X4(A1) B =1,5X3(R)A �g E Y 1°a D SEAT PLATE REQ. �— 1 r4" Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not In 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 ;SP 2400f--2.OE + SP M-31:; Bat chord: 2x4 SP #2; Lt Level Return: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.15 7.00 Apply puriins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,PF in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed, 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RTA 0(0)/10(10) Plate Type(s): 7, _I DeflICSI Criteria PP Deflection In loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.023 D - HORZ(TL): 0.029 D - Creep Factor. 2.0 MaxTC CSI: 0.572 Max BC CSI: 0.570 Max Web CSI: 0.000 Mfg Specified Camber. Ver. 20.02.01A.1209,10 A Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ _ / R- / Rh ! Rw / U / RL B 426 I- /- /357 /223 l332 D 130 /- !- 177 /3 I- C 228 !- !- /179 1277 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.6 D Brg Width =1.5 Min Req = - C Brg Width = 1.5 Min Req = - Beefing 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 37 0 B- C 102 -239 Maximum Bat Chord Forces Per Ply (Ibs) Chards Tens.Comp. B-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-E 0 0 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specially Engineer reference sheet before use. Unless otherwise stated an the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (I.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional enitineadnE responsibility for the design of the single Truss depicted on the TDD only, under TPI-I. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibiity of Ilia Owner. the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-J. The approval of the TDD and any field Ryan Bays, P.E. #I g1231 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and 4451 St. Lude Blvd, Suite 201 guidelines of the Buildln@ Component Safely information (9SCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specially Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building, All capltelized terms are as canned In TPI.1. Copyright 02016 A.1 Roof Truasas—Rapioduc6on of this dominant, in any, (arm, is prohililled Without Ilia million pounkslon of A -I RearTrussos. Job: Truss Truss Type Qty Ply 05/07/2021 e 85198 RA EJAC 2 1 `. Seal #: 2475 ling Criteria (psf) L: 20.00 L: 15.00 L: 0.00 L: 10.00 Ld: 45.00 CLL: 10.00 t: 0.00 I Duration: 1.25 :inq: 24,0 " T =2X4(A SEAT PLATE REQ. Wind Criteria Wind Std: ASCE 7.16 Speed: 170 mph Enclosure: Closed Risk Category: It EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpI: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP M-30; Bot chord: 2x4 SP #2; Purtins 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 75 0.15 7.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Iding Code: 7th Ed, 2020 Res. Std: 2014 Fee: Yes 2T:10(0)/10(10) e Type(s): 71 Defl/CSI Criteria PP Deflection in loc Udell L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.027 C - HORZ(TL): 0.035 C - Creep Factor: 2.0 Max TC CSI: 0.684 Max BC CSI: 0.688 Max Web CSI: 0.000 Mfg Specified Camber: Ver: 20.02.01A.1209.10 B 1 A Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ ! R- / Rh / Rw / U / RL A 334 /- /- 1242 /143 /290 C 133 /- /- /83 /9 !- B 231 /- !- 1184 /280 A Wind reactions based on MWFRS A Brg Width = 7.6 Min Req = 1.5 C Brg Width =1.5 Min Req = - B Brg Width = 1.5 Min Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-B 103 -241 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp, A-C 0 0 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes an this Truss Design Drawing (TOD) and the Specially Engineer reference sheet before use, Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As aTruss Design Engineering (I.e. Specialty Engineer), the seal on any TDO represents an acceptance of the professional angincerinc Ryan Bays, P.E. responsibility for the design of rho single Truss depicted on the TDD only, Under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 91231 responsibility of the Owner, the Owners authorized agent orlhe Building Designer, In the context of the IRC, the IBC, local building code and TPI.1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall he the responalbility, of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Sude 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and S13CA are referenced for general guidance. TPI-1 defines the responsibilities and duties of tho Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unfess otherwise defined bya Contract agreed upon in writing by all parties involved. The Specialty Engineer Is NOT the Building DealgnerorTruss System Engineer of any building. All capitalized terms are as iletned in TPI-1. Copyright 0 20 6 A•1 Roof Trusses— Rcpreduolton or this document, In any form, Is prohibited without the %v6llcn pomhbsion of A•1 Roof Trusses. Job: Truss Truss Type Qty Ply 05/07/2021 A 85198 J76 EJAC 4 1 Seal #: 2472 B ding Criteria (psi) L: 20.00 L: 15.00 L: 0.00 L: 10.00 Ld: 45.00 CLL: 10.00 t: 0.00 I Duration: 125 Ana: 24,0 " T I- 71 Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: If EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpI: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP M-30; But chord: 2x4 SP #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) BC 75 0.13 7.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers I Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.028 C - - HORZ(TL): 0.036 C - - Creep Factor. 2.0 Max TC CSI: 0.685 Max BC CSI: 0.697 Max Web CSI: 0.000 Mfg Specified Camber: Ver. 20.02.01A.1209.10 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 333 /- 1- /241 /142 /290 C 133 /- /- 184 /9 1- B 232 /- P 1184 1280 /- Wind reactions based on MWFRS A Brg Width = - Min Req = - C Brg Width =1.5 Min Req = - B Brg Width =1.5 Min Req = - Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-B 104 -241 Maximum But Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-C 0 0 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verity design parameters and read (totes an this Truss Design Drawing (TOO) and the Specialty Engineer reference cheat borers use. Unless otherwise stated an the TDD, only Alpine connector plates shall be used far the TDD to be valid. As aTruss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional ergineerins Ryan Bays, P.E. responsibility for the designof the single Truss depicted on the TDD only, under TPI.1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the # 91231 responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI.1. The approval of Ilia TDD and any field use of the Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TOO and the practices and 4451 St, Lucie Blvd, Suite 201 guidelines of the Building Component Barely information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines tho responsibillflos and duties of tho Truss Fort Pierce FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties involved. The Specialty Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI.1. Copye.ghl O 2016A•1 Roof Tfusses—Raproductlon of this documdnt, In any form, Is pfohlbiied wilhout tho wdllcn permission of A4 RoorTiussas. Job: 85198 Truss RD Truss Type EJAC City I Ply 1 06/07/2021 Seal #: 2884 ding Criteria (psf) L: 20.00 L: 15.00 L: 0.00 IL: 10.00 Ld: 45.00 ,CLL: 10.00 t. 0.00 i Duration: 1.25 :ina: 24.0 " i4'10"81-—2'1'8—� 12 6 T iV So =2X4(A1)B � �1.5X3(R)A G s- 1"s 1� 1113X3F E SEAT PLATE REQ. �--1'4" 57 1'10" ----� Wind Criteria Wind Stdi ASCE 7.16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: C ICzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc, from endwall: not in 9,00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP M-30; T2 2x4 SP #2; Bet chord: 2x4 SP #2; Webs: 2x4 SP #3; Lt Level Return: 2x4 SP #3; Purtins In lieu of structural panels or rigid ceiling use purins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 6.17 7.00 BC 64 0.15 7.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf In PSF) Fig: NA Ct: NA CAT: NA PP. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): 7' Defl/CSi Criteria PP Deflection in loo 1./defi L/# VERT(LL): 0.096 C 854 360 VERT(CL): 0.217 C 378 240 HORZ(LL): 0.050 C - - HORZ(TL): 0.113 C - - Creep Factor: 2.0 Max TC CSI: 0.596 Max BC CSI: 0.99B Max Web CSI: 0.433 Mfg Specified Camber: Ver: 20.02.01 A.1209.10 A Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 426 /- 1- 1359 /150 1172 E 169 /- /- 1125 /77 P D - l- P I- I- P D 143 P P /85 /90 P Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 E Brg Width =1.5 ' Min Req = - D 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 37 0 C-D 0 0 B - C 36 -148 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens, Comp. B-F 21 -39 F-E 0 0 Maximum Web Forces Per Ply (ibs) Webs Tens.Comp. Webs Tens. Comp. A-G 0 0 C-F 422 -121 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specially Frigineerrefereriae &heal before use. Unless otherwise stated on the TDD, only Alpine r connector plates shoil be used for the TDD to be valid. As aTruss Design Engineering Q.e. Specialty Engineer), the seal on any TOD represents an acceptance of the professional englneerini Ryan Bays, P.E. responsibility for the design of the single Truss depicted on the 70D only, under TPI.1. The dosign assumptions, loading conditions, suitability and use of IhtsTruss for any Building is the # 91231 responsibility of the Owner, the Owners authorized agent or Ilia Building Designer, In Ilia context of the IRC, the IBC, local building code and TPI.1. The approval of the TDD and any field use of the Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucia Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TP14 defines the responsibilities and duties of tho Truss Designer, Specially Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In vrdting by all parties Involved. The Specialty Engineer Is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitallzed terms are as dented in TPIA. Copydg t O2016 A4 Roof Trusses —Reproduction of this documo"I, in any form, Is prohibited wilhoul lha wdtlon ponnisslon of A4 RealTiumee, Job: Truss Truss Type Qty I Ply 1 05/07/2021 85198 RE EJAC 1 1 Seal #: 2881 %0 =1.5X3(R) y 1. 210"8 1 i 4'1"8 -� 12 6 HB 3'10" =2X4(A1) B SEAT PLATE RECI. �--- 1'4" 1 3'2" 3'10" -{ 7' _I Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf inPSF) DeflICSI Criteria TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loo L/deft L/# TCDL: 15.00 Speed: 170 mph Pf: NA Ce: NA VERT(LL): 0.112 C 732 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.254 C 324 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.055 C - - Des Ld: 45.00 EXP: C Kzt: NA HORZ(TL): 0.125 C - - Building Code: NCBCLL: 10.00 Mean Height: 25.00 It TCDL: 5.0 psf Creep Factor. 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.588 Load Duration:1.25 MWFRS Parallel Dist: h to 2h TPI Sid: 2014 Max BC CSI: 0.733 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fee: Yes Max Web CSI: 0.309 Loc, from endwall: not in 9.00 ft FT/RT:10(0)/10(10) Mfg Specified Camber. GCpi: 0.18 Plate Type(s): 20.02.01A.1209.10 Wind Duration: 1.60 WAVE jViEWVer. Lumber Top chord: 2x4 SP M-30; Bat chord: 2x4 SP M-30; Webs: 2x4 SP #3; Lt Level Return: 2x4 SP #3; Puriins In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Specing(in oc) Start(ft) End(ft) TC 24 3.17 7.00 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 C&C member design. Wind loading based on both gable and hip roof types. T T m M ♦Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 426 /- !- /345 /174 /96 E 137 A 1- /87 134 /- D 190 A !- /94 1160 A Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width =1.5 Min Req = - D Brg Width =1.5 Min Req = - Bearing 8 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 37 0 C-D 0 0 B-C 38 -105 Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp, Chords Tens. Comp. B-F 38 -77 F-E 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-G 0 0 C-F 436 -118 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ('SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specially Frrgineorreference shoot before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering Q.e. Specialty Engineer), the seal an any TOD represents an acceptance of the professional ongineorins Ryan Bays, P.E. responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability anduse of this Truss for any Building Is the # 91231 re sponsibillty of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In tho TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss 4451 St, Lucie Blvd, Suite 201 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All cappitalized terms are as dented In TPI-1. Copydshla 2056 A-1 Roof Trussas- Reproduction of this document In any form, Is prohibited wiabout the written permission of A-1 RaorTrusms, Job: 85198 Truss RF Truss Type EJAC Qty Ply 1 I 1 Seal #: 2878 Loading Criteria (psf) TCLL: 20.00 TCDL: 15.00 BCLL:, 0.00 BCDL: 10.00 I Des Ld: 45.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 SDaCIno: 24.0 " T co 0 �==1.5X3(R)A �6 Y i- ---- 3' --- i 2'1"B —1 i - I'10"8 --� 12 C=4X4 6 /uaxs(++) D E m2X4(A1) B in HH 61 iV 1111.5x3 G F SEAT PLATE REQ. �— 1'4" 1 5'5" 1 17" ---{ Wind Criteria Wind Sid: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category:11 EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc, from endwall: not in 9.00 it GCpI: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Sot chord: 2x4 SP #2; Webs: 2x4 SP #3; Lt Level Return: 2x4 SP #3; Plating Notes (++) - This plate works for both joints covered. Purlins In Ileu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in or) Start(ft) End(ft) TC 24 5.42 7.00 BC 82 0.15 7.00 Apply purling to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) Fig: NA Ct: NA CAT: NA PF NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fee: Yes FT/RT:10(0)/10(10) Plate Type(s): 7' Defl/CSI Criteria PP Deflection in loc Udefl L/# VERT(LL): 0.051 H 999 360 VERT(CL): 0.115 H 717 240 HORZ(LL): 0,026 C - - HORZ(TL): 0.059 C - - Creep Factor. 2.0 Max TC CSI: 0.348 Max BC CSI: 0.511 Max Web CSI: 0.350 Mfg Specified Camber: VIEW Ver. 20.02.01A.1209.10 A Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw I LI / RL B 426 /- !- 1323 /151 187 F 160 /- P /103 /37 P E - i- l- I- P l- E 152 P P /83 181 1- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 F Brg Width =1.5 Min Req = - E Brg Width =1.5 Min Req = - E Brg Width =1.5 Min Req = - Bearing B Is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- B 37 0 C- D 455 - 328 B-C 490 -361 D-E 0 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens, Comp. B- H 276 -367 G- F 0 0 H - G 278 -367 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-1 0 0 D-G 320 -148 C-H 122 -31 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT) form. Verify design parameters and read notes an this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the Too, only Alpine connector plates shall be used for the TDO to be varrd. As a Truss Design Engineering (i.e. Specialty Engineer), the seat on any TOD represents an accaptence of tha professional engineerin Ryan Bays P.E. responsib➢ityforthe design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 91231 responsibility of the Owner, the Owners authorized agent or lire Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TOO and any geld use of the Truss, including handling, storage, installation and bracing shag bathe responsibility of the Building Designer and Contractor. All notes set out to the Too and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general gulden ca. TPI-1 de/lnes ft responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by Contract agreed upon In writing by all parties Involved, The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI.1. Copyriaht 02a16 A-1 Roof Trusses —Reproduction of this documon% In any form, in prohibi cif wtlhout the wdlfen permission or AA Roof Trusses. --I Job: Truss Truss Type Qty Ply 05/07/2021 85198 HIS EJAC 3 1 Seal #; 2875 i - 3' C=3X4 M 6 Ta In 2X4(A1) B D=2X4(A1) T fV =1.5X3(R)A E=1.5X3(R) �y F G SEAT PLATE REQ. SEAT PLATE REQ. ki 6' �-1'4" -- Loading Criteria (psf) TCLL,. 20.00 TCDL: 16.00 BCLL: 0.00 BCDL: 10.00 D Des Ld: 45.00 NCBCLL: 10.00 Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf Snow Criteria (Pgl,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: g Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Sid: 2014 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Loc, from endwall: not In 9.00 ft FT/RT:10(0)/10(10) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2; Bat chord: 2x4 SP 42; Lt Level Return: 2x4 SP #3; Rt Level Return: 2x4 SP #3; Puriins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 68 0.15 5.85 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Defl/CSI Criteria PP Deflection in loc L/deft L/# VERT(LL): 0.009 999 360 VERT(CL): 0.007 999 240 HORZ(LL): -0.005 - - HORZ(TL): 0.005 - - Creep Factor: 2.0 Max TC CSI: 0.229 Max BC CSI: 0.320 Max Web CSI: 0.000 Mfg Specified Camber: Ver: 20.02.01A.1209.10 {—1r4n._-. ♦Maximum Reactions (Ibs) Gravity Non -Gravity Loo R+ / R- / Rh / Rw 11.1 / RL B 363 /- 1- 1398 /234 1117 D 363 /- /- /267 /179 !- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 D Brg Width = 7.6 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 37 0 C-D 413 -269 B- C 456 - 269 D- E 37 0 Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - D 220 - 202 Maximum Web Forces Per Ply (Ibs) I Webs Tens.Comp. Webs Tens. Comp. A-F 0 0 G-E 0 0 **WARNING** Please thoroughly reView the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' farm. Verify design parameters and read notes an this Truss Design Drawing (Too) and the Specialty Engineer reference shoat before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional erigInGerint Ryan Bays, P.E. responsibility for the design of the single Truss depicted an the TDD only, under TPI.1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 91231 responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building rods and TP14. The approval of the TOO and any field use of the Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. AlInotes sot out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of tho Building Component Safety Information (BSCI) published by TPI and BOCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designar, Speclolly Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In waiting by all parties Involved. The Specialty Engineer Is NOT the Building Designer or Truss system Engineer of any building. All capitalized terms areas defined In TPI-1. Copyright 02a16 Ad Roof Trusses— Reproduction of this document, in any form, Is prohibiled without the written pcunkslon of A-f Root Tru=o% Job; Truss Truss Type Qty Ply 05/07/2021 85198 JIM EJAC 1 1 Seal #: 2872 �- Loading Criteria (psf] TCLL: 20.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 45.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration:1.25 Spacing: 24.0 " fi f . 3' 3' a r7BMiU4 =2X4(A' SEAT PLATE REQ. SEAT PLATE REQ. 6' Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not In 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Rt. Level Return: 2x4 SP #3; Puffins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 68 0.16 5.85 Apply puriins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT1RT:10(0)/10(10) Plate Type(s): i`— V4" DefI/CS1 Criteria PP Deflection in loc Udefl L/# VERT(LL): 0.010 999 360 VERT(CL): 0.016 999 240 HORZ(LL): 0.006 - - HORZ(TL): 0.007 - Creep Factor: 2.0 MaxTC CSI: 0.228 Max BC CSI: 0.337 Max Web CSI: 0.000 Mfg Specified Camber; Ver: 20. 02. 01 A A 209.10 47 to N =_ 1.5X3(R) T -e ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U i RL A 270 /- /- /281 /151 /85 C 374 /- /- /209 /189 /- Wind reactions based on MWFRS A Brg Width = 7.6 Min Req = 1.5 C Brg Width = 7.6 Min Req = 1.5 Bearings A & C are a rigid surface. Bearings A & C require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp, Chords Tens. Comp. A- B 499 -285 C- D 37 0 B - C 505 -290 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp, A - C 248 -285 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp, E-D 0 0 '*WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specially Engineer reference sheet befaro use. Unless otherwise stated an the TDD, onlyAlpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specially Engineer), the seal on onyTDD represents an acceptance of the professional engineerinE Ryan Bays, P.E. responsibility for the design of the single Truss depicted an the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the # 91231 responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-'1, The approval of the TDD and any field use of the Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safely Information (BSCI) published by TPI and SECA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specially Engineer and Truss Manufacturer, unless otherwise dorined by a Contract agreed upon In writing by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building, All capitalized terms are as defined In TPI.1, Copyright02016 AA Root Trusses— Roproducllon of this document, In any form, Is prohibited without the wrillen permission of A-1 Roef Tnrsscs. Job: Truss Truss Type Qty, Ply 1 05/07/2021 A 85198 HP EJAC 25 1 Seal #: 2592 /'p Loading Criteria (psf) TCLL: 20.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 45.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration:1.25 Soacina: 24.0 " C 12 6 s M _O LO " M � e O d' =2X4(A1)B 1.5X3(R)A E y ,"A D Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph . Enclosure: Closed Risk Category: 11 EXP: C Kzt: NA Mean Height: 26.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not In 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord; 2x4 :SP 2400f-2.0E + SP M-31:; Sot chord: 2x4 SP #2; Lt Level Return: 2x4 SP #3; Puffins 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 7.00 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. Wind loading based on both gable and hip root types. Left bottom chord exposed to wind. SEAT PLATE REQ. Snow Criteria (Pg,Pf in PSF) DoffICSI Criteria A Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Lldefl Li# Gravity Non•Gravity Pf. NA Ce: NA VERT(LL): NA Loc R+ / R- / Rh / Rw / U / RL B 426 /- /- /500 /243 1332 Lu: NA Cs: NA VERT(CL): NA Snow Duration: NA HORZ(LL): -0.020 D - - D 130 1• /- 1246 /150 /- HORZ(TL): 0.029 D - - Creep Factor: 2.0 C 228 /- /- 1195 1271 P Wind reactions based on MWFRS Building Code: FBC 7th Ed. 2020 Res. Max TC CSI: 0.579 B Brg Width = 7.6 Min Req = 1.5 TPI Std: 2014 Max BC CSI: 0.866 D Brg Width =1.5 Min Req = - Rep Fac: Yes Max Web CSI: 0.000 C Brg Width =1.5 Min Req = - FTiRT:10(0)/10(10) Mfg Specified Camber: Bearing B is a rigid surface. Bearing 6 requires a seat plate. Plate Type(s): Maximum Top Chord Forces Per Ply (Ibs) WAVE VIEWVer.20.02,01A.1209.10 Chords Tens.Comp. Chords Tens. Comp. A- B 37 0 B- C 102 -270 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-E 0 0 "WARNING"Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TOD) and the Specially Engineer reference sheet before use. Unless otherwise stated an the TDD, only Alpine connector plates shag be used tot the TOO to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal an any TDD represents an acceptance of the professional engineerin Ryan Bays, P.E. responsibility for the design of the single Truss depicted on the TDD only, under TPI.1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 91231 responsibility of the Owner, the Owner's aulhorlmd agent or the Building Designer, In the context of the IRC, the IBC, to cal building code and TPI.1. The approval of lha TDD and any geld use of the Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set cut in tho TDD and the practices and 4451 St. Luele Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines Iho responsibllides and duties ofthe Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwlse defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI.1. CopyrlghtO A-1 2016 Roof Trussos— Ropreduetion of thls documont, In any form, is prohibited rdthout tho written parmisslon of A4 Roaf Tmsnos. Job: Truss Truss Type Qty Ply 05/07/2021 85198 PB01 VAL 1 1 Seal #: 2630 '0901 12 6 r8X6 III1bM =5 (6 1T=2X4(A1) B A F=2X4(A1) �t a3 A G o H 1113X4 9'9"12 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria A Maximum Reactions (Ibs), or *=PLF TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in too Udefl L/# Gravity Non -Gravity TCDL: 15.00 Speed: 170 mph Pf; NA Ce: NA VERT(LL): -0,006 C 999 360 Loc R+ / R- / Rh / Rw / LI / RL F* 103 /- /- /58 /60 /5 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.007 E 999 240 BCDL: 10.00 Risk Category: Ii Snow Duration: NA HORZ(LL): 0.003 E - - Wind reactions based on MWFRS Des Ld: 45.00 EXP: C Kzt: NA HORZ(TL): 0.004 H - - F Brg Width =117 Min Req = - Building Code: NCBCLL: 10.00 Mean Height: 25.00 it TCDL: 5.0 psf Creep Factor. 2.0 Bearing B is a rigid surface. Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: OA89 Maximum Top Chord Forces Per Ply (Ibs) Lead Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSf: 0.234 Chords Tens.Comp. Chords Tens. Cora P• P• A - B 21 0 D - E 581 -266 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fee: Yes Max Web CSi: 0.260 Loc. from endwail: not in 9.00 ft Ff/RT:10(0)/10(10) Mfg Specified Camber. B - C 655 -309 E - F 655 -309 GCpI; 0.18 Plate Type(s): C - D 581 -266 F - G 21 0 VIEW Ver: 20,02.01A.1209.10 Wind Duration; 1.60 WAVE Maximum Bat Chord Forces Per Ply (Ibs) Lumber Top chord: 2x4 SP #2; Chords Tens.Comp. Chords Tens. Comp. B - H 266 -467 H - F 266 -467 Bat chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins Maximum Web Forces Per Ply (Ibs) In lieu of structural panels or rigid ceiling use pudins Webs Tens.Comp. to laterally brace chords as follows: D - H 874 - 336 Chord Spacing(in oc) Start(ft) End(ft) TC 24 1.07 8.74 BC 114 0.15 9.67 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types, Additional Notes See Al Std Detail for valley details. "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specially Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shag be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specially Englnear), the seal on any TOD represents an acceptance of the professional engineeTinE Ryan Bays, P.E. responsibility for the design of the single Truss depicted on the TDD only, under TPIA. The design assumptions, loading conditions• suitability and use of [his Truss for any Building is die # 91231 responsibility of the Owner, the Owmers authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPIA. The approval of the TDD and any field use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building. Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of tho Truss Fort Pierce, FL 34946 Designer, Specially Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI.1. Copyrlg t 02010 A•1 Roof Trusses— Roproducilon of this documeni, In any form, is prohibited wriihout the Writtan permission of A-1 RoofTrusses. Job: Truss Truss Type Qry Ply 1 05/07/2021 a 85198 PB02 VAL 1 1 '. Seal #: 2627 11 43 I1 a�N 1 — 3'0"14 12 : 88M III IdX3 e1i 5X6 Loading Criteria (psi) TCLL: 20.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 45.00 NCBCLL: 10.00 Wind Criteria Wind Std: ASCE 7.16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf Snow Criteria (Pg,Pf In PSF) Pg: NA Ct; NA CAT- NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Loc. from endwall: not in 9.00 ft FT/RT:10(0)/10(10) GCPI: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2; Bat chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 3.07 6.74 BC 114 0.15 9.67 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional CRC member design. Wind loading based on both gable and hip roof types. Additional Notes See Al Std Detail for vailey details. 9712 DefllCS1 Criteria PP Deflection in loc. L/defl L/# VERT(LL): -0.015 E 999 360 VERT(CL): 0.026 E 999 240 HORZ(LL): 0.008 E - - HORZ(TL): 0.010 E - - Creep Factor: 2.0 Max TC CSI: 0.201 Max BC CSI: 0.216 Max Web CSI: 0.131 Mfg Specified Camber: 20.02.01A.1209.10 ♦ Maximum Reactions (Ibs), or *=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL F* 103 /- /- /57 143 /10 Wind reactions based on MWFRS F Brg Width =117 Min Req = - Bearing B is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- B 21 0 D- E 639 -289 B - C 633 -367 E - F 639 -367 C- D 639 -289 F- G 21 0 Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens,Comp. Chords Tens. Comp. B - H 289 -416 H - F 289 -416 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. D-H 441 -170 -WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify, design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference shoet before use. Unless otherwise staled on the TDD, only Alpine connector plates shall be used for the TDD to be valid. Asa Truss Design Engineering (I.e, Specialty Engineer), the seal on any TDD represents an acceptance of the professional enginearinE Ryan Bays, P.E. responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. Thu design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 91231 responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local butIding code and TPI.1. The approval of the TDD and any field use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. Ali notes set out in the TDD and the practices and 4451 St. Luele Blvd, Suite 201 guldollnes of the Building Component Safoly Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI.1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise dented by a Contract agreed upon In writing by all parties involved. The Specialty Engineer Is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. Ali capitalized terms areas defined In TPI-1. Copyright 0 2010 A 1 Roof T,uasea— Reproduction of this documont, in any fan, Is proiubikd without the written ponnlssion of A.1 Roof Trusacc, Job: Truss Truss Type Qty Ply 06/07/2021 85198 PB03 VAL 11 1 �. Seal #: 2978 ding Criteria (psf) L: 20.00 iLr 15.00 L: 0.00 ,L: 10.00 Ld: 45.00 CLL: 10.00 t: 0.00 I Duralion: 1.25 ;ing: 24.0 " Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; -- 4'10"14 4'10"14 — --� C=-4X4 T 12 5 a Sri iV 2X4(A1) B D=2X4(A 3 A E F Ili 1.5X3 f —1"4 Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 26.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist; h to 2h C&C Dist a: 3.00 ft Loc. from endwail: not in 9.00 ft GCpl: 0.18 Wind Duration: 1,60 Purllns In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 114 0.15 9.67 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See Al Sid Detail for valley details. Snow Criteria (Pg,Pf In PSF) Pg: NA Ct; NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Sid: 2014 Rep Fac: Yes FT/RT.10(0)/10(10) Plate Type(s): 9'9"12 Deft/CSI Criteria PP Deflection in loc L/defl LI# VERT(LL): 0.006 F 999 360 VERT(CL): 0.014 F 999 240 HORZ(LL): -0,004 F - - HORZ(TL): 0.009 F - - Creep Factor: 2.0 Max TC CSI: 0.519 Max BC CSi: 0.423 Max Web CSI: 0.019 Mfg Specified Camber: 1-i1 "4 1' T N 1 ♦ Maximum Reactions (Ibs), or *=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D* 103 /- /- /58 /33 /14 Wind reactions based on MWFRS D Brg Width = 117 Min Req = - Bearing B is a rigid surface.' Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 21 0 C-D 507 -310 B-C, 488 -310 D-E 21 0 Ven 20.02.01A.1209.10 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp, Chords Tens. Comp. B - F 207 -219 F - D 207 -219 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C-F 60 -91 "WARNING" Please thoroughly review tho "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on die TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional arrillneerint Ryan Bays, P.E. responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use or this Truss for any Building is the # 91231 responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI.1. The approval of the TDD and any field use of the Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. Ali notes set out in the TDD and the racllcos and 4451 St. Lucie Blvd, Suite 201 guldollnes of the Bullding Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines [be responsibilities and dulPas oftha Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Specialty Engineer Is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI.1. Cepyrighl 0 2016A-1 Root Trussos— Repwduetien or this docunront, in any roan, is prohibited without tho wdtlen permission of A-1 Raol Trussou. Job: Truss Truss Type Qty Ply 1 05/0712121 85198 PB04 VAL 1 1 � , Seal* 2559 0 T T _JI_ 4 3 Loading Criteria (psf) TCLL: 20.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 45.00 NCBCLL: 10.00 Soft: 0.00 Load Duration: 1.25 Soacino: 24.0 " Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs; 2x4 SP #3; i---- 3714 31411 i 3'2"14 �{ 12 08XB III1b5X3 =5EX6 I1 n4 Wind Criteria Wind Sid: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category:11 EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc, from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 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 3.24 6.57 BC 114 0.15 9.67 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind d loads based on MWFRS with additional C&C member design. d loading based on both gable and hip roof types. Additional Notes See Al Sid Detail for valley details. Snow Criteria (Pg,Pf in PSF) Pg: NA U NA CAT: NA Pf. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res, TPI Sid: 2014 Rep Fee: Yes r:10(0)110(10) Type(s): Y 9'9"12 ml Deft/CSI Criteria PP Deflectlon in loc Lldefl U# VERT(LL): -0.016 E 999 360 VERT(CL): 0.027 E 999 240 HORZ(LL): 0.008 E - - HORZ(TL): 0.011 E - Creep Factor: 2.0 Max TC CSI: 0.229 Max BC CSI: 0.363 Max Web CSI: 0.119 Mfg Specified Camber. Ver: 20.02.01 A.1209.10 �Z aii� ♦ Maximum Reactions (Ibs), or *=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL F' 103 /- 1- /57 /70 /10 Wind reactions based on MWFRS F Brg Width =117 Min Req = - Bearing B is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- B 21 0 D - E 60 -292 B - C 633 - 372 E - F 639 -372 C-D 644 -292 F-G 21 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp, Chords Tens. Comp. B-H 292 -412 H-F 292 -412 Maximum Web Forces Per Ply (ibs) Webs Tens.Comp. D-H 401 -156 "WARNING'- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" farm. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall bo used for the TDD to be valid, Asa Trues Design Engineering (i.e. Specially Engineer), the seal an any TDD represents an acceptance of the professional englnecrinE Ryan Bays, P.E. responsibility for the design of the singla Truss depicted on the TDD only, underTPl-1, The design assumptions, fooding conditions, suitability and use of this Truss for any Building is the 11191231 responslbif lyof the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI.1. The approval of the TDD and any fluid use o1 the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor, All notes set out In the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (8SCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise dofinod by a Contract agreed upon In wdUng by all parties Involved. The Specially Engineer Is NOT the Bullding Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1, Copyright D 2010 A-1 Roof Trusses— Reproduction of this docuntont, In any form, Is prohibited vdlhoul the wriuon permission of A-1 RoofTrussas. Job: Truss Truss Type Qty I Ply 05/07/2021 85198 PB05 VAL 1 1 Seal #: 2556 ,,,A Ig 12"14 714" 1t214 12 6 F,, _- - 51X6 III1�5X3 =5EX6 2X4(A1) B A \M(GAl) a __T in 9'9"12 _I P n4 Loading Criteria (psi) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7.16 TCDL: 15.00 Speed: 170 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 45.00 EXP: C Kzt: NA NCBCLL: 10.00 Mean Height: 25.00 ft TCDL: 5.0 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration:1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not In 9.00 ft GCpI: 0.18 Wind Duration: 1.60 Lumber Top chord: 20 SP #2; Bot chord: 20 SP #2; Webs: 20 SP #3; 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) TC 24 1.24 8.57 BC 114 0.16 9.67 Apply puffins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind toads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See Al Std Detail for valley details. [1 n4 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or *=PLF Pg: NA Ct: NA CAT. NA PP Deflection in loc Udell U# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): -0.006 C 999 360 Loc R+ I R- / Rh / Rw / U / RL Lu: NA Cs: NA VERT(CL): 0.008 E 999 240 F* 103 /- /- /58 171 /6 Snow Duration: NA HORZ(LL): 0.003 E - - Wind reactions based on MWFRS HORZ(TL): 0.004 H - - F Brg Width = 117 Min Req = - Building Code: Creep Factor. 2.0 Bearing B is a rigid surface. FBC 7th Ed. 2020 Res. Max TC CSI: 0.454 Maximum Top Chord Forces Per Ply (Ibs) TPI Sid: 2014 Max BC CSI: 0.225 Chords Tens.Comp. Chords Tens. Comp. Rep Fac: Yes Max Web CSI: 0,251 A - B • 21 0 D - E 593 -269 FT/RT:10(0)/10(10) Mfg Specified Camber: B - C 657 -314 E - F 658 -314 Plate Type(s): C - D 693 -269 F - G 21 0 WAVE VIEW Ver: 20.02.01A.1209.10 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 269 -46B H - F 269 -468 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. D - H 842 -323 "WARNING** Please thoroughly review the "A-1 ROOFTRUSSES ("SELLER"). GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEOGMENT"fonn. Verify design parameters and read notes on this Truss Design Drawing (TOO) and the Specialty Engineer reference shoot before use. Unless otherwise stated on the TOO, only Alpine connector plates shall be used for the TDD to be valid, As a Truss Design Engineering (i.e. Specialty Engineer), the seat on any TDD represents an acceptance of the professional enginecrint Ryan Bays, P.E. responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 91231 responsibility of the Ovrner, the Ovrnoes authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI.1. The approval of the TOO and any field use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and dutios of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise doffned by a Contract agreed upon in writing by all parties Involved. The Specially Engineer Is NOTtho Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI.1. Copyright 02076 A-1 Roof Trusses— Reproduction or thin dowmcnl, In any form, Is prohibiled without tho vnitton pamdasion of A -I Roof Trumos. Job: Truss Truss Type Qty I Ply 1 05/07/2021 85198 T01 HiPS 1 1 �. Seal ##: 2779 Loading Criteria (psf) TCLL: 20.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 45.00 NCBCLL: 10.06 Soffit: D.OD Load Duration:1.25 SDacino: 24.0 " 22e0 2281 6q 226# b b 312 7'0"6 �+{ I-7' �(- 5'11,10 7'-----( 96x6 Z35X6 c D 19,1012 I-1'4• 1 19'11"l a 1'4" -1 F-7'0.12 130# 13 1301E 497 Wind Criteria Wind Sid: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Lac. from endwall: not In 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; T2 2x6 SP 2400f-2.OE; T3 2x4 SP M-30; Bot chord: 2x6 SP 2400f-2:0E; Webs: 2x4 SP #3; Lt Level Retum: 20 SP #3; Rt Level Retum: 2x4 SP #3; Special Loads ---(Lumber Dur.Fac. 1.25 / Plate Dur.Fac. 125) TC: From 74 plf at -1,33 to 74 pif at 7.00 TC: From 37 pif at 7.00 to 37 pif at 12.97 TC: From 74 pif at 12.97 to 74 pif at 21.30 BC: From 20 pif at 0.00 to 20 pif at 7.06 BC: From 10 plf at 7.06 to 10 pif at 12.94 BC: From 20 plf at 12.94 to 20 pif at 19.97 TC: 228 lb Conc. Load at 7.06, 9.06,10.91 TC: 312 lb Conc. Load at 12.94 BC: 130 lb Conc, Load at 7.06, 9.06,10.91 BC: 497 lb Conc. Load at 12.94 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(In oc) Start(ft) End(ft) TC 24 7.00 12,97 BC 66 0,06 19.91 Apply puffins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types, Snow Criterla (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed, 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.136 G 999 360 VERT(CL): 0.150 G 999 240 HORZ(LL): -0.041 G - HORZ(TL): 0.046 G - - Creep Factor: 2.0 Max TC CSI: 0.956 Max BC CSI: 0.962 Max Web CSI: 0.354 Mfg Specified Camber, VIEW Ver: 20,02.01A,1209.10 T N a 1 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / LI / RL B 1752 /- /- /- /1635 /- E 1887 /- /- /- /1795 !- Wind reactions based on MWFRS B Brg Width = 3.1 Min Req = 1.5 E Brg Width = 3.1 Min Req = 1.6 Bearings B & E are a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Camp. A - B 37 - 35 D - E 3559 - 353B B - C 3205 -3241 E - F 37 -35 C - D 3112 - 3090 Maximum Sot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B -1 2823 -2793 H - G 28M -2780 I - H 2805 -2780 G - E 3090 - 3112 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp, A- J 0 0 D- G 626 -562 I-C 421 -312 K-F 0 0 C - G 328 -382 "WARNING' Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' farm. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Al Ina connector plates shall be used for the TDD lobe valid. Asa Truss Design Englneedng (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the pro!esslanal englneerin responsibility forthe design of the einglo Truss depicted on the TDD only, under TPI.1, The design assumptions, loading wndigons, suitability and use of this Truss for any Building Is the Ryan Bays, P.E. 91231 responsibigty of The Owner, the Owners authorized a entor the Building Designer, In the context of the IRC, the IBC, local building code and TPI.1- The approval of the TDD and anyfield use of the Truss, including handling, storage, installation and bracing shall be the responsibility of tho Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Bullding Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibillties and duties of the Truss Designor, Specialty Engineer and Truss Manufacturer, unless otherwise defined by Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Fort Plefce FL 34946 Building Desiggner or Truss System Engineer of any building. All capitalized terms are as defined in TPI.1. copyright n 20 10 A-1 Roof Trusses- Repraducdon of this document, in any form, 15 prohibeed without the written paridsslon of A-1 Rooflfrusscs. Job: Truss Truss Type Qty Ply 1 05107/2021 85198 T02 MONO 1 1 �. Seal #: 2770 Loading Criteria (psf) TCLL: 20.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 45.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration:1.25 Spacing: 24.0 " i- -8'-1-1'11°10 -i 6'8.2 1 SEAT PLATE REO, T11'1 11'7"15 I- or 1 718,12 +ice 1111V -i 191 -1 i 187'12 ' Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not In 9,00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; T1 2x4 SP 2400f-2.0E + SP M-31; Bot chord: 2x4 SP M-30; B2 2x4 SP #2; Webs: 2x4 SP #3; W1 2x6 SP 2400f-2.0E; Lt Level Return: 2x4 SP #3; Rt Level Return: 2x4 SP #3; Purlins In lieu of structural panels or 11gid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 9.00 10.97 BC 94 0.06 7.93 BC 75 7.96 19.65 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind, Snow Criteria (Pg,Pf in PSF) DeflIC31 Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT. NA PP Deflection In loc Udell U# Gravity Non -Gravity Pt NA Ce: NA VERT(LL): 0.039 K 999 360 Loc R+ / R- / Rh / Rw / U / RL B 517 /- /- /520 1340 /256 Lu: NA Cs: NA VERT(CL): 0.052 K 999 240 Snow Duration: NA HORZ(LL): 0.020 K - - L 814 /- /- /665 1452 /- HORZ(TL): 0.029 K - - Creep Factor. 2.0 1 699 /- /- /593 1498 /- Wind reactions based on MWFRS Building Code: FBC 7th Ed. 2020 Res. Max TC CSI: 0.432 B Brg Width = 3.1 Min Req = 1.5 TPI Std: 2014 Max BC CSI: 0.664 L Brg Width = 7.6 Min Req = 1.5 Rep Fac: Yes Max Web CSI: 0.363 1 Brg Width = - Min Req = - Bearings B & L are a rigid surface. FT/R-P10(0)/10(10) Mfg Specified Camber: Bearing L requires a seat plate. Plate Type(s): Maximum Top Chord Forces Per Ply (Ibs) WAVE VIEW Ver: 20.02.01A.1209.10 Chords Tens.Comp. Chords Tens. Comp. i4 - B 37 0 E - F 489 - 345 B - C 430 - 356 F - G 229 -102 C- D 844 -425 G- H 48 0 D - E 647 -257 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 263 -182 J -1 296 -255 L-J 19 -26 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-M 0 0 J-F 252 -93 C-K 947 -722 N-J 148 -134 K - L 744 -838 N - E 217 -179 K - D 355 -419 F - I 441 -486 K - J 289 -118 G -1 437 -262 D- N 235 -278 0- H 0 0 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER') ACKNOWLEDGMENT" form, Verify design parameters and road notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sliest before use. Unless otherwise slated on the TDD, only Alpine connoclorplates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional enginearInE Ryan Bays, P.E. responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 91231 responalrllily of the Owner, the Owner`s authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handing, storage, Installation and bracing shall be the responsibility of the Building Deslgnerand Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI.1 defines the responsibliltfes and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise donned by a Contract agreed upon In writing by all parties involved. The Specialty Engineer Is NOT the Binding Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI.1. Copyright o 201a A•1 Roof Trusses- Reproduaon of this daeumam, In any form, Is prohibllod wahout the wrillcn ponnisslon of A•1 Roof Trmucs. Job: Truss Truss Type Qty Ply 1 05/07/2021 85198 T03 SPEC 1 1 Seaf #: 2689 Loading Criteria (psf) TCLL: 20.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 45.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 SDacin9: 24.0 " Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; i sT15 E®exs It3X6(R) QI.6x3 11.5X3 -3x8 171�-- 4-}--2'11"10----1---3'8"9 Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 It Loc. from endwail: not In 9.00 ft GCpI: 0.18 Wind Duration: 1.60 Purlins in lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 34 0.00 2.82 BC 47 2.86 6.81 BC 75 6.83 19.32 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. Wind loading based on both gable and hip roof types. 19'394 12T71 1lwj:4 i Snow Criteria (Pg,Pf In PSF) Defl/CSI Criteria AMaximum Reactions (Ibs) Pg: NA Ct: NA CAT; NA PP Deflection in loc L/deft L/# Gravity Non -Gravity Ph NA Ce: NA VERT(LL): -0.034 D 999 360 Loc R+ / R- / Rh / Rw / LI / RL O 1023 /- /- /680 /697 /276 Lu: NA Cs: NA VERT(CL): 0.057 D 999 240 Snow Duration: NA HORZ(LL): -0.032 1 - - 1 994 /- /- /649 1677 /- HORZ(fL): 0.058 1 - - Wind reactions based on MWFRS Building Code: Creep Factor: 2.0 O Brg Width = - Min Req = - FBC 711h Ed. 2020 Res. Max TC CSI: 0.513 1 Brg Width = - Min Req = - TPI Sid: 2014 Max BC CSI: 0.833 Maximum Top Chord Forces Per Ply (Ibs) Rep Fao: Yes Max Web CSI: 0.641 Chords Tens.Comp, Chords Tens. Comp. A - B 52 0 E - F 696 -744 FT/RT:10(0)/10(10) Mfg Specified Camber. Plate Type(s): B - C 796 -1022 F - G 186 -89 VIEW Ver. 20.02,01A.1209.10 WAVE C - D 886 -1077 G - H 41 0 D - E 1018 -1036 Maximum Sot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. 0-N 9 -6 L-J 5 -9 M - K 938 -5% J -1 528 - 390 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B- O 882 -988 K- L 0 -65 B - M 927 - 591 K - E 757 - 592 O - M 336 - 339 K - J 721 -298 M- N 58 0 E- J 238 - 284 M - C 252 -281 J - F 229 -114 C - K 237 -183 F - I 680 - 885 D - K 304 -213 G -1 379 - 221 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ( SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes an this Truss Design Drawing (TDD) and the Specially Engineer reference sheet before use. Unless otherwise stated on the Too, only Alpine connector plates shall be used for the MD to be valid. As a Truss Design Engineering ti.e. Specialty Engineer), the seal on any TDD represents an acceptance of the prolessional engineerins Ryan Bays, P.E. responsibillty for the design of the single Truss depicted on the TDD only, under TPI.1. The design assumptions, loading candil(ons, suitability and use of this Truss for any Building Is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI.1. The approval of the TDD and any field # 91231 use of lho Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes sot out in the TDD and the practices and guidelines of the Building Component Safety information (BSCI) published byTPI and SBCA are referenced for general guidance. TPI.1 defines the responsibilities and duties of the Truss 4451 St. Lucie Blvd, Suite 201 Designer, Specialty Engineer and Truss Manuraclurer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Specialty Engineer is NOT the Fort pierce, FL 34946 Building Designer or Truss System Enginuerof any building. All capitalized terns areas defined in TPI.1. Copyright r02016 A4 Rcof Trussoo— Reproduction of this documoni, In any form, 1.prolu'biled vrithout tho written permission of A-1 Roor rmsocs. Job: Truss Truss Type Qty Ply 05/07/2021 85198 T04 SPEC 1 1 �. Seal #: 2686 Loading Criteria (psf) TCLL: 20.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 45.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 24 SP #3; g7"15 -1- W7.15 DM6X6 11.5X3 03X6(R) 111,5X3 111SX3 ss3X8 M3X5(R) 1 V3.14 I----Vlmo--1---We 12'T11 Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 It TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc, from endwall: not in 9.00 ft GCp(: 0.18 Wind Duration: 1.60 Purlins In lieu of structural panels or rigid ceiling use puffins to laterally brace chords as follows: Chord Spacing(In cc) Start(ft) End(ft) BC 34 0.00 2.82 BC 47 2.86 6.81 BC 75 6.83 19.32 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf In PSF) Deft/CSI Criteria A Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection In [cc Lldefl L/# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.025 C 999 360 Loc R+ ! R. ! Rh / Rw / LI / RL M 9D4 /- /- /540 1365 /206 Lu: NA Cs: NA VERT(CL): 0,057 C 999 240 Snow Duration: NA HORZ(LL): 0.025 G - - G 904 !- /- /540 1365 /- HORZ(TL): 0.058 G - - Creep Factor: 2.0 Max TC CSI: 0.483 Wind reactions based on MWFRS M Brg Width = - Min Req = - G Brg Width = - Min Req = - Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Max BC CSI: 0.835 Maximum Top Chord Forces Per Ply (Ibs) Rep Fac: Yes Max Web CSI: 0.657 Chords Tens.Comp. Chords Tens. Comp. A - B 796 -1052 D - E 679 - 766 FT/RT.10(0)110(10) Mfg Specified Camber. Plate Type(s): I B - C 886 -1089 E - F 71 -50 WAVE IVIEWVer.20.02.01A.1209.10 C-D 1028-1D45 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens,Comp. Chords Tens. Comp. M-L 8 -6 J-H 6 .10 K -1 922 -695 H - G 543 -430 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-M 671 -871 1-1 0 -65 A - K 968 - 703 I - D 738 - 655 M - K 254 -267 I - H 727 -373 K- L 58 0 D- H 226 -275 K - B 299 - 284 H - E 222 -108 B-1 218 -181 E-G 742 -906 C -1 297 -203 F - G 124 -85 "WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TOO) and the Spocialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shag be used for the TOO to be valid, As a Truss Design Engineering (i.e. Specially Engineer), the seal on any TDD represents an acceptance of the professional an1111" in Ryan Bays, P.E. responsibility for the design of the single Truss depicted on the TDD only, underTPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is he # 91231 responsibility of the Owner, the Owners authorized agent or the Building Designer, In tha context of the IRC, the IBC, local building code and TP14. The approval of the TDD and any field use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes sot out In the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safely Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI.1 defines the rosponslbllitles and duties of the Truss Fort Pierce FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise dolined by a Contract agreed upon in writing by all parties involved. The Specially Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1. Capydghtfl 2016 A.1 Roof Trussos - Raproduclion of Ihio dacumant, in any form, Is prohlbitad without tho vmttcn pormissian of A-1 Roof Trussao, Job: Truss Truss Type Qty I Ply 1 05117/2021 85198 VO4 VAL 2 1 Seal* 2482 Loading Criteria (peg TCLL: 20.00 TCDL: 15.00 BOLL: 0.00 BCDL: 10.00 Des Ld: 45.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 SDacin9: 24.0 " Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Purlins 12 6 B= 3X4 T A X4(D8R) �2X4(D8DR) 90 r �=W4 Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a; 3.00 ft Loc. from endwall: not in 9.00 ft GCpI: 0.18 Wind Duration: 1.60 In lieu of structural panels or rigid ceiling use puriins to laterally brace chords as follows: Chord Spacing(In oc) Start(ft) End(ft) SC 45 0.00 3.75 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. Wind loading based on both gable and hip roof types. Additional Notes See Al Std Detail for valley details. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Iding Code: 7th Ed. 2020 Res. Std: 2014 Fac: Yes Type(s): 319111 Col Defl/CSI Criteria PP Deflection in too Udell U# VERT(LL): 0.003 999 360 VERT(CL): 0.007 999 240 HORZ(LL): -0,001 - - HORZ(TL): 0.003 - - Creep Factor. 2.0 Max TO CSI: 0.077 Max BC CSI: 0.103 Max Web CSI: 0.000 Mfg Specified Camber. Ver 20.02.01A.1209.10 0 A Maximum Reactions (Ibs), or *=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D* 92 /- /- /44 120 /7 Wind reactions based on MWFRS D Erg Width = 45.0 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 287 -194 B - C 283 -194 Maximum Sot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A - C 189 -237 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference shoat before use. Unless otherwise stated on the TOD, only Alpine connector plates shall be used for the TOO to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seat on any TDD represents an acceptance of the professional engInearint Ryan Bays, P.E. responsibility, for the design or the single Truss depicted on the TDD only, underTPl-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the 11191231 responsibility of the Owner, the Ovmers authorized agent or the Building Designer, In the context of the IRO, the iBC, local building code and TPI.1. The approval of the TDD and any field use o1 the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TOO and the praclicas and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss 4451 St. Lucie Blvd, Suite 201 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer Is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI.1, Copyright O 2016 A-t Roof Tr,s.es— Reproduction of thin documon61n any form, 13 prohibited without the written permission of A-1 Roof Trussed. Job: Truss Truss Type Qty I Ply 1 05/07/2021 _ 85198 VO4A VAL 1 1 Seal #: 2791 Loading Criteria (pst) TCLL: 20.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 45.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 SDacina: 24.0 " Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; U1 -L =12 Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 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 45 0.00 3.75 Apply puriins to any chords above or below filers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See Al Sid Detail for valley details. 12 6 o2M(MR) Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fee: Yes FT/RT:10(0)110(10) Plate Type(s): 2X4(M) 3'9111 Defl/CSI Criteria PP Deflection in foe L/defl L/# VERT(LL): -0,003 999 360 VERT(CL): 0.007 999 240 HORZ(LL): 0.001 - - HORZ(TL): 0.002 - - Creep Factor: 2.0 Max TC CSI: 0.096 Max BC CSI: 0.100 Max Web CSI: 0.000 Mfg Specified Camber. Ven 20.02.01A.1209.10 A ♦Maximum Reactions (Ibs), or'=PLF Gravity Non -Gravity Loc R+ ! R- / Rh / Rw 11.1 / RL D' 93 /- /• /46 /42 !1 Wind reactions based on MWFRS D Brg Width = 45.0 Min Req = - Bearing A Is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 308 -189 B - C 304 -189 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A - C 181 -259 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes oil this Truss Design Drawing (TDD) and the Specialty Engineer reference cheat before use. Unless otherwise stated on the TOD. only Alpine connector plains shall be used for the TDD to be valid. As a Truss Design Engineering p.e. Specialty Engineer), the seal an any TDD represents an acceptance o(the professional erillineerins Ryan Bays, P.E. responsibility for the design of the single Truss depicted on the TDD only, under71314. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # g1231 responsibility of tho Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of tho Building Designer and Contractor, All notes set out in the TDD and the practices and 4451 St, Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPiA defines the responsibilities and duties of tho Truss Fort Pierce, FL 34946 Designer, Specially Engineer and Truss Manufacturer, unless othetwiso defined by a Contract agreed upon In writing by all parties Involved, The Specialty Engineer Is NOT the Building Designer or Truss System Engineer at any building. Ali capitalized terms areas defined In TPI-1. CoWght0 2010 A.1 Roof Trusses—Reproduaon of this documonl, in any form, Is prohibiicd without the written permission of A•1 Roor%suas. Job: Truss Truss Type Oty Ply ' 05/07/2021 .110 85198 V08 VAL 1 1 1 Seal #: 2485 AA I6 15{- 313"9 -} 3'3"9 --- 611A 12 B=4X4 A �2X4(DCR) -eat E �2X4(DSR) D 1112X4 7'9"1 \ �----- 3'8"12 --- " — 3712' �{ Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf In PSF) Defl/CSI Criteria ♦Maximum Reactions (Ibs), or "=PLF TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection In too L/defl U# Gravity Non -Gravity TCDL: 15.00 Speed: 170 mph Pf: NA Ce: NA VERT(LL): 0.007 D 999 360 Loc R+ / R- / Rh / RW 11.1 / RL E' 93 /- A /50 129 /9 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.015 D 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.003 D - - Wind reactions based on MWFRS Des Ld: 45.00 EXP: C Kzt: NA HORZ(TL): 0.006 D - - E Brg Width = 93.0 Min Req = - Building Code: NCBCLL: 10.00 Mean Height: 25.00 ft TCDL: 5.0 psf Creep Factor: 2.0 Bearing A is a rigid surface. Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.308 Maximum Top Chord Forces Per PI Ibs Y ( ) Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max Be CSi: 0.225 Chords Tens.Comp. Chords Tens. Comp. A - B 247 -258 B - C 247 .290 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fee: Yes Max Web CSI: 0.176 Loc. from endwall: not In 9.00 ft FT1RT:10N100 0) Mfg Specified Camber: GCpI: 0,18 Plate Type(s): Maximum Bot Chord Forces Per Ply (Ibs) Wind Duration: 1.60 WAVE VIEW Ver: 20.02.01A.1209.10 Chords Tens.Comp. Chords Tens, Comp. Lumber A - D 373 -179 D - C 373 -179 Top chord: 2x4 SP #2; Bob chord: 2x4 SP #2; Webs: 2x4 SP #3; Maximum Web Forces Per PI Ibs Y ( ) Webs Tens.Comp. Purlins B - D 590 -387 In lieu of structural panels or rigid ceiling use puffins to laterally brace chords as follows: - Chord Spacing(in oc) Start(ft) End(ft) Be 75 0.00 7.76 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. Wind loading based on both gable and No roof types, Additional Notes See Al Std Detail for valley details. -WARNING" Please thoroughly review the "A4 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used forlheTDD to be valid. As a Truss Design Engineering 0.e. Specialty Engineer), the seal on any TOO represents an acceptance of the professional engineers Ryan Bays, P.E. responsibility for the design of the smoa Truss depicted on the TDD only, under TPl•1.The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the # 91231 responsfhllltyof the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, kcal building code and TPI-1, The approval of the TDD and any field use of the Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the notices and guidolines of the Building Component Safely Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and dutPas of the Truss 4451 St. Lucie Blvd, Suite 201 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon Inventing by all parties Involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building, All capltallzed terms ere as defined In TPI-1. Copyright 0 2016 A•1 Roof Trusses— Reprcduclion or this document, In any form, is prohibited vAthoul the writton permission orA-1 Roof Trusses. Job: Truss Truss Type Qty Ply 05/07/2021 85198 V08A VAL 1 1 Seal #: 2794 ling Criteria (psi) L: 20.00 L: 15.00 L: 0.00 L: 10.00 Ld: 45.00 CLL: 10.00 t: 0.00 I Duration: 1.25 :ing: 24.0 " Lumber Top chord: 20 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; 1r31 _-1 4r3,r 1,31 — 6Y� 12 6 � 1111.G5X3 =5X6 ��X4(M ri B�5X6 DD �2X4(E$R) =ts G F 1112X4 719111 -i 1, — 3r10"8 37' Wind Criteria Wind Sid: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psi BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpl: 0.18 Wind Duration: 1.60 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 1.76 6.00 BC 93 0.00 7.75 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See Al Sid Detail for valley details. Snow Criteria (Pg,Pf In PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs; NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Sid: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): Defl/CSI Criteria PP Deflection in too L/dell U# VERT(LL): -0.007 B 999 360 VERT(CL): 0.012 B 999 240 HORZ(LL): 0.002 F - - HORZ(TL): 0.004 F - - Creep Factor 2.0 MaxTC CSI: 0.254 Max BC CSI: 0.178 Max Web CSI: 0.176 Mfg Specified Camber. A Maximum Reactions (Ibs), or'=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / LI / RL G• 93 /- /- 149 /52 /3 Wind reactions based'on MWFRS G Brg Width = 93.0 Min Req = - Bearing A Is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 533 .239 C-D 517 -215 B-C 517 -215 D-E 520 -234 Ver. 20,02.01A.1209.10 Maximum Bot Chord Forces Per Ply (ibs) Chords Tens.Comp. Chords Tens. Comp. A-F 215 -446 F-E 216 -416 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C-F 592 -219 *'WARNING`* Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify deslgn parameters and read notes an this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise staled on the Too, only Alpine connectorplalesshall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerm Ryan Bays, P.E. responsiblilyforthe design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the responsibility of the owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, Is cal building code and TPI-1. The approval of the TDD and any field # 91231 use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Buildingy Designer and Contractor. All notes set out in the TDD and the practices and of guidelines of the Building Component Safely Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties or the Truss 4451 St. Lucie Blvd, Suite 201 Designer, Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties involved. The Specialty Engineer Is NOT the Fort Pierce, FL 34946 Building Designer orTruss System Engineer of any building. All capitalized terms are as defined in TPI-I. Ccpydgh102010A-1 RoofTrusses—Reproduction of this documonl, in any form, Is proMiled without thewritten parmisclon of Ad RcotTrussos. Job: Truss I Truss Type Qty Ply 06/07/2021 ' 85198 V12 VAL 1 1 Seal #: 2488 ,6"15 5,3„9 579 �6'1 B=4X4 12 6 ao Z2X4(DCBR) A �-W4 E V4( 8R) D 1113X4 11'9"1 6812 - - 5'8"l2 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf In PSF) Def /CSI Criteria ♦ Maximum Reactions (Ibs), or "=PLF TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell U# Gravity Non -Gravity TCDL: 15.00 Speed: 170 mph PF NA Ce: NA VERT(LL): -0.024 D 999 360 Loc R+ / R- / Rh / Rw / LI / RL E" 93 /- /- /52 /32 /9 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.056 D 999 240 BCDL: 10.00 Risk Category. II Snow Duration: NA HORZ(LL): 0.010 D - - Wind reactions based on MWFRS Des Ld: 45.00 EXP: C Kzt: NA HORZ(TL): 0.022 D - - E Brg Width =141 Min Req = - Building Code: NCBCLL: 10.00 Mean Height: 25.00 ft TCDL: 5.0 psf Creep Factor: 2.0 Bearing A is a rigid surface. Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.670 Maximum To Chord Forces Per PI ibs p y ( ) Load Duration:1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.596 Chords Tens.Comp. Chords Tens. Comp. A - B 561 -560 B - C 561 -584 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0,287 Loc, from endwall: not in 9.00 ft FT/RTA O(0)/1000) Mfg Specified Camber; GCpi: 0.18 Plate Type(s): Maximum Bot Chord Forces Per Ply (Ibs) Wind Duration: 1.60 IWAVE VIEW Ver:20.02.01A.1209.10 Chords Tens.Comp. Chords Tens. Comp, Lumber A-D 665 -435 D-C 665 -435 Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Puriins B - D 964 -76B In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 11.75 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. Wind loading based on both gable and hip roof types. Additional Notes See Al Std Detail for valley details. -WARNING" Please thoroughly review the "A.1 ROOFTRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form, Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specially Engineer reference abeat before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid, Asa Truss Design Engineering (i.e. Specially Engineer), the sealbn any TDD represents an acceptance of the professional engincerinS Ryan Bays P.E. responsibility for the design of the single Truss depicted on die TDD only, undorTP14. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 91231 responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI.1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes sot out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of tha Bullding Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA donnas the responsibllitles and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by Contract agreed upon in writing by all parties Involved, The Specialty Engineer Is NOT the Building Desiggner orTruss System Engineer of any building. All capitalized terms areas defined in TPI.1, Capyright ©2016 Ad Rooi Tmsses—Roproducilon of this doorman. In any form. Is prohibited xilhout the wrilion permisslon of A4 Roof Trusses, Job: Truss Truss Type Qty I Ply 1 05/0712121 A 85198 V13 VAL 1 1 A Seal #: 2788 Loading Criteria (psf) TCLL: 20.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 45.00 NCBCLL: 10.00 Soffit: 0,00 Load Duration:1.25 Soacinn: 24.0 " Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; F'1 a V3"14 i+------ 41"4 Wind Criteria Wind Std: ASCE 7-16 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.OD ft Loc. from endwall: not in 9.00 ft 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) Be 75 0.00 13.81 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. Wind loading based on both gable and hip roof it rpes. Additional Notes See Al Sid Detail for valley details. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Iding Code: 7th Ed. 2020 Res. Std: 2014 Fac: Yes ?T:10(0)/10(10) e Type(s): 6'3"14 FiA C=3X4 11.9 4'5"3 M i 4'8"4 DeflICSI Criteria ♦ Maximum Reactions (Ibs), or °=PLF PP Deflection In too L/defl L/# Gravity Non -Gravity VERT(LL): 0.013 G 999 360 Loc R+ I R- / Rh I Rw I U i RL VERT(CL): 0.031 G 999 240 H" 93 /- /- 152 /33 /10 HORZ(LL): -0,005 F - - Wind reactions based on MWFRS HORZ(TL): 0.012 F - - H Brg Width = 165 Min Req = - Creep Factor. 2.0 Bearing A is a rigid surface. Max TC CSi: 0.319 Maximum Top Chord Forces Per Ply (Ibs) Max Be CSI: 0.207 Chords Tens.Comp. Chords Tens. Comp. Max Web CSI: 0.150 A - B 78 -134 C - D 123 -76 Mfg Specified Camber: B - C 120 -76 D - E 91 -136 Ver, 20.02.01A.1209.10 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp, Chords Tens. Comp. A - G 205 -56 F - E 207 -63 G-F 221 -61 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp, Webs Tens, Comp. B - G 502 - 330 F - D 505 - 330 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" Corm. Verify design parameters and read notes on this Truss; Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise slated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As aTruss Design Engineering (I,e, Specialty Engineer), the seal on any TDD represents an acceptance of the professional englnearinE Ryan Bays, P.E. responsibility for the design of the single Truss depicted on the TDD only, underTPIA.The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the # 91231 responsibility of tha Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI.1. The approval of the 70D and any field use of the Truss, Including handling, storage. Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safely Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved, The Specialty Engineer Is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1, Copyright 0 2016 A-1 Roof Truosos—Reproduction of this document, In any form, in prohibited without the writlon permission of A-1 Roof Trusson. Job: Truss Truss Type Qty Ply 05/07/2021 85198 VM02 VAL 2 1 '. Seal #: 2494 61115 _ 113119 12 6 B A2X4(D8R) T co CD Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) DefI/CSI Criteria ♦ Maximum Reactions (Ibs), or *=PLF TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in too Udell L/# Gravity Non -Gravity TCDL: 15.00 Speed: 170 mph Pf: NA Ce: NA VERT(LL): -0.008 B 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.011 B 999 240 D* 92 /- /- /56 /36 /27 BCDL: 10.00 Risk Category: ll Snow Duration: NA HORZ(LL): -0.004 B - - Wind reactions based on MWFRS EXP: C Kzt: NA Des Ld: 45.00 Mean Height: 25.00 $ HORZ(TL): 0.004 B - - D Brg Width = 22.5 Min Req = - NCBCLL: 10.00 Building Code: Creep Factor: 2.0 Bearing A Is a rigid surface. TCDL: 5.0 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.095 Maximum To Chord Forces Per P Ibs Soffit: 0.00 BCDL: 5.0 psf p ry ( ) Load Duration; 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.161 Chords Tens.Comp. Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fee: Yes Max Web CSI: 0.000 A - B 0 -25 Loc. from endwall: not In 9.00 ft FT/RT:10(0)/1000) Mfg Specified Camber: GCpi: 0.18 Plate Type(s): Maximum Sot Chord Forces Per Ply (Ibs) Wind Duration: 1.60 WAVE VIEW Ver: 20.02.01A.1209,10 Chords Tens.Comp. Lumber A - C 115 -12 Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Puriins In lieu of structural panels or rigid telling use pudins to laterally brace chords as follows: Chord Spacing((n oc) Start(ft) End(ft) BC 23 0.00 1.88 Apply puriins to any chords above or below fillers at 24' OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See Al Std Detail for valley details. "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any Too represents an acceptance of the professional engineerin Ryan Bays, P.E. responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitabigly and use of this Truss for any Building is the # 91231 responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI.1, The approval of the TDD and any geld use of the Truss, Including handling, storage, Installation and bracing shag be the responsibility, of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safely Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty. Engineer and Truss Manufacturer, unless othsnvlse defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. Ag capitalized terms are as defined in TPI.1, Copyright o 2016 A.1 Roof Tmssos— Rcpreduclion of this document, in anyform, is prohibilod without the w iillon permission of A-1 Roof Trusno. Job: Truss Truss Type Oty Ply 05/07/2021 85198 VM04 VAL 2 1 Seal4: 2497 15 3'3„9 12 C 6 1111.SX4B co A -oa DF 02X4(08R) 1111.5X4E 3110"8 �— TV' i Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf In PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or *=PLF TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in too L/deft L/# Gravity Non -Gravity TCDL; 15.00 Speed: 170 mph Pf: NA Ce: NA VERT(LL): -0.003 E 999 360 Lac R+ / R- J Rh / Rw / U / RL F' 93 A 1- /65 149 /34 BOLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.007 E 999 240 BCDL: 10.00 Risk Category: It Snow Duration: NA HORZ(LL): -0.002 E - - Wind reactions based on MWFRS Des Ld: 45.00 EXP: C Kzt: NA HORZ(TL): 0.003 E - - F Brg Width = 46.5 Min Req = - Building Code: NCBCLL: 10.00 Mean Height: 25.00 ft TCDL: 5.0 psf Creep Factor: 2.0 Bearing A is a rigid surface. Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSi: 0.135 Maximum Top Chord Forces Per Ply ( Ibs) Load Duration: 1.25 MWFRS Parallel Dist. 0 to h/2 TPI Sid: 2014 Max BC CSI: 0.128 Chords Tens.Comp. Chords Tens, Comp. A - B 43 -213 B - C .0 -30 Spacing: 24.0 " C&C Dist a: 3.00 fill Rep Fac: Yes Max Web CSi: 0.146 Loc. from endwall: not in 9.00 it FT1RT:10(0)/1000) Mfg Specified Camber; GCpi: 0.18 Plate Type(s): Maximum Bot Chord Forces Per Ply (Ibs) Wind Duration: 1.60 WAVE VIEW Ver: 20.02.01A.1209.10 Chords Tens.Comp. Chords Tens. Comp. Lumber A- E 2 -4 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 455 -164 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 purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind toads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See Al Std Detail for valley details. i "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Dravdng (Too) and [tie Sppecialty Engineer reference sheet before use. Unless otherwise stated on the Too, only Alpine connector plates shall be used for the TOD to be valid. Asa Truss Design Engineering (I.a. Specially Engineer), the seat on anyTDD represents an acceptance of the professional englneerin Ryan Bays, P.E. responsibility for the design of the single Truss depicted on the TDo only, under TPI-1, The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 91231 responsibility of the Oviner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI.1, The approval of the TOD and any field use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TOD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safely information{BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specialty Engineer and Truss Manufacturer, unless olhervdse defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer Is NOT the Buildingg DesigQner or Truss System Engineer of any building. All capitalized terms areas defined In TPI.1, copyrigh! G 20i6 A., Racf Trusscs— Reproduction cf Ihis document, in any form, Is prohibited vrithout the written perassion ar Ad Roaf Tmsles. Job: Truss Truss Type Qty Ply 06/07/2021 85198 VM06 VAL 1 1 �1. Seal #: 2808 C 12 1111.5X38 6 iro A ::�Z 4 sae DF 02X4(D8R) 1113X6E 510"e g �- 4'6" ----� I Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf In PSF) Def11CSl Criteria A Maximum Reactions (Ibs), or `=PLF TCLL: 20,00 Wind Sid: ASCE 7.16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defi L1# Gravity Non -Gravity TCDL: 15.00 Speed: 170 mph PC NA Ce: NA VERT(LL): 0.014 E 999 360 Loc R+ / R- / Rh / Rw 1 LI / RL F• 93 /- !- 168 /33 /27 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.032 E 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): -0,009 C - - Wind reactions based on MWFRS Des Ld: 45.00 EXP: C Kzt: NA HORZ(TL): 0.022 C - - F Brg Width = 70.5 Min Req = - Building Code: NCBCLL: 10.00 Mean Height: 25.00 ft TCDL: 5.0 psf Creep Factor: 2.0 Bearing A is a rigid surface. Soffit: 0,00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.411 Maximum Top Chord Forces Per Ply (Ibs) Load Duration:1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.304 Chords Tens.Comp. Chords Tens. Comp. A - B 62 -246 B - C 0 -36 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.220 Loc. from endwall: not In 9.00 ft FTlRT:10(0)!1000) Mfg Specified Camber: GCpI: 0.18 Plate Type(s): Maximum Bot Chord Forces Per Ply (Ibs) Wind Duration: 1,60 IWAVE VIEW Ver. 20.02.01A.1209.10 Chords Tens.Comp. Chords Tens. Comp, Lumber A- E 340 -47 E - D 352 -51 Top chord: 2x4 SP #2; Botchord: 2x4 SP #2; We Webs: 2x4 SP #3; Maximum Web Forces Per PI Ibs y ( ) Webs Tens.Comp. Purlins B - E 520 -234 In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 71 0.00 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. Wind loading based on both gable and hip roof types. Additional Notes See Al Sid Detail for valley details. "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verity design parameters and road notes on this Truss Design Drawing (TDD) and the Specially Engineer reference sheet before use. Unless otherwise stated on the TDD, onyAlpine connector plates shall be used for the TDD to be valid. Asa Truss Design Engineering (i.e, Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn Ryan Bays, P.E. responsibility forthe design of the single Truss depleted on the TDD only, underTPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the 91231 responsibility o1 the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI.1. The approval of the TDD and any field use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor, Ali notes set out in the TDD and the practicos and 4451 St. Lucie Blvd, Sui►e 201 guldelinos of the Building Component Safety Infermadon (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946 Designer, Specially Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Specially Engineer Is NOT tho Building Desiggner arTruss System Engineer of any building, All capitalized terms areas defined in TPI.1, Copydghl ©20i0 Ad Roof Tmmos— Reproduction of this documoni, In any form, is prohlblled without Iha written permission of M1 Roof Trusses, Job; 85198 Truss VM08 Truss Type VAL Qty 1 Ply 1 05107/2021 `. Seal #: 2503 1 74"9 C 12 8 1112X48 -v A =12 DF 02X4(D R) 1113X4E 7'10"B �— 474 "� 2-1112 —� Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in P5F) DefUCSI Criteria ♦Maximum Reactions (Ibs), or *=PLF TCLL: 20,00 Wind Sid: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 15.00 Speed: 170 mph PF NA Ce: NA VERT(LL); -0.161 C 577 360 Loc R+ / R- / Rh / Rw / U / RL F* 93 I- I- /69 /27 /24 SCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.277 C 334 240 BCDL: 10.00 Risk Category: it Snow duration: NA HORZ(LL): -0.083 C - - Wind reactions based on MWFRS Des Ld: 45.00 EXP: C Kzt: NA HORZ(TL): 0.136 C - - F Brg Width = 94.5 Min Req = - Building Code: NCBCLL; 10.00 Mean Height: 25.00 ft TCDL: 5.0 psf Creep Factor: 2.0 Bearing A is a rigid surface. Soffit: O.OD BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.741 Maximum To Chord Forces Per PI Ibs p y (Ibs) Load Duration: 125 MWFRS Parallel Dist: h to 2h TPI Sid: 2014 Max BC CSI: 0.189 Chords Tens.Comp. Chords Tens. Comp. A - B 122 -454 B - C 0 -98 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.431 Loc. from endwall: not In 9.00 It FTAT.10(0)/1000) Mfg Specified Camber. GCpi: 0.18 Plate Type(s): Maximum Sot Chord Forces Per Ply (Ibs) Wind Duration: 1.60 WAVE VIEW Ver. 20.02.01A.1209.10 Chords Tens.Comp. Chords Tens. Comp. Lumber A-E 451 -76 E-D 434 -71 Top chord: 2x4 SP M-30; Bat chord: 2x4 SP #2; Webs: 2x4 SP #3; Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Purlins B - E 889 -459 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 7.88 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. Wind loading based on both gable and hip roof types. Additional Notes See Al Std Detail for valley details. **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER")ACKNOWLEDGMENT Corm. Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specialty Engineer reference sheet berare use. Unless otherwise stated on tho TDD, onlyAlpino connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (Le. Specially Engineer), the seal on any TDD represents an acceptance of the professional engineedn Ryan Bays P.E. responsibility for the design of the single Truss depicted on the TDD only, underTPI-1, The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the # 91231 responsibility of the Ovmer, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building coda and TPI-1. The approval of the TDD and any field use of the Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TOD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCD published byTPI and SBCA are referenced for general guidance, TPIA defines the responsibilities and duties of tho Truss Fort Pierce, FL 34945 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Specially Englneerls NOTthe Building Deslgner crTruss 5ystem Engineer of any building. All capitalized terms are as dented In TPIA. Copyright©2afa A.1 Raal Tnrssm Repreductlon of this dowmanl,Inany fonn, Is prohibited vAlhout tho wditcn permission of A4 RaorTruzsas. 10/28/2020 HIP/ KING JACK (TYPICAL) STDL 0.1.0 ,A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772) 409-1010 ATTACH END JACKS USING (4) 0.131" 0 TOE NAILS AT TOP CHORD & (3) 0.131" 0 TOE NAILS AT BOTTOM CHORD. ATTACH KING JACK USING (3) 0.131" 0 TOE NAILS AT TOP CHORD & BOTTOM CHORD. ATTACH CORNER JACKS USING (2) 0.131" 0 TOE NAILS AT TOP & BOTTOM CHORDS (TYP). CORNERSET GENERAL SPECIFICATIONS: MAX LOAD: 55 PSF ROOF LOAD, 175 MPH, ASCE 7-10, EXP. B & C, UP TO 60' MEAN ROOF HEIGHT & EXPOSURE D UP TO 30' MEAN ROOF HEIGHT. Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 J 5/28/2020 HIP/ KING JACK (HVHZ) STDL 02.2 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772)409.1010 'ATTACH KING & END JACK WITH (1) THJA26 HANGER OR EQUIVALENT AT BOTTOM CHORD ATTACH KING .& END JACKS WITH (1) LSTA12 TWIST STRAP AT TOP CHORD WITH (10) 1 Od NAILS PER STRAP (MIN.) & (3) 0.131" 0 TOE NAILS. ATTACH CORNER JACKS & STD. JACKS WITH (1) LSTA12 TWIST STRAP AT TOP CHORD' & BOTTOM CHORD WITH (10) 1 Od NAILS PER STRAP MINIMUM (TYP). HIGH VELOCITY HURRICANE ZONE CORNERSET. SPECIFICATIONS: MAX LOAD: 55 PS ROOF LOAD, 175 MPH, ASCE 7-10, EXP. B & C, UP TO 60' MEAN ROOF HEIGHT & EXPOSURE D UP TO 30' MEAN ROOF HEIGHT. NOTE: IN ADDITION TO STRAPPING TOE- NAIL BOTH CHORDS OF CORNER JACKS TO CARRYING MEMBER PER THE FOLLOWING SCHEDULE: • 2X4: (210.131" 0 TOENAILS • 2X6: (3) 0.131" O TOENAILS LSTA12 TWIST STRAP WITH 1 OD NAILS, MIN. (10). SEE MFR'S RECOMMENDED CONNECTION. HIP, OR KING JACK (TYP.) JACK, OR CORNER JACK (TYP.) IMPORTANT NOTE: CONNECTION DESIGNED IN ACCORDANCE WITH FBC 2321.6- 2321.7 PROVIDING METAL STRAPPING (FLORIDA APPROVED - PRODUCT) TO RESIST MIN. 700LB UPLIFT AT ALL CONNECTIONS IN HIGH VELOCITY HURRICANE ZONE. Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 FEBRUARY 17, 2017 - I ALTERNATE GABLE END BRACING DETAIL 1 STDTL03 r s. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE. FL 34M 772.409.1010 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD V-3'MAX. DIAL. BRACE AT 1/3 POINTS IF NEEDED IT IS THE RESPONSIBILITY OF THE BLDG. DESIGNER OR THE PROJECT ENGINEER/ARCH TO DESIGN THE CEILING DIAPHRAGM AND IT ATTACHMENT TO THE TRUSSES TO RESIST I OUT OF PLANE LOADS THAT MAY RESULT FI THE BRACING OF THE GABLE ENDS. 2X6 DIAGONAL BRACE SPACED 48' O.C. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 10d COMMONS. NAIL DIAGONAL BRACE TO PURLIN WITH TWO 16d NAILS. 2X4 PURLIN FASTENED TO FOUR TRUSSES WITH (2) - 16d NAILS EACH. FASTEN PURLIN TO BLOCKING W/ (2) - i6d NAILS (MIND. PROVIDE 2X4 BLOCKING BETWEEN THE TRUSSES SUPPORTING THE BRACE AND THE TWO TRUSSES ON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d COMMON WIRE NAILS. 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 MAIL 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, GRACE, 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' O.C. - FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (131'X3') NAILS SPACED 6. O.C. (2X4 STUDS MINIMUM). MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALI BRACING METHODS SHOWN' ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. UiAL TRUSS ..-.1.. STUD 11 STRUCTURAL AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING GABLE TRUSS f MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF / THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR VERTICAL/STUDS ONLY. NOTE: THIS DETAIL IS TO BE USED ONLY FORT STRUCTURAL GABLES WITH INLAYED STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. STANDARD GABLE / TRUSS Ryan Bays, RE, 6 91231 4451 St. Lude Blvd, Stile 201 ForlPieme,FL 34946 12/23/19 PIGGY -BACK TRUSS STDTL04.1 s v A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772.409.1010 PIGGY -BACK DETAIL (TYPICAL) v180 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-10, PARTIALLY ENCLOSED BLDG. LOCATED ANYWHERE AT ROOF, EXPOSURE C, WIND D.L.= 5.0 P.S.F. (MIN.), KZT= 1.00. OR... 160 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-10, PARTIALLY ENCLOSED BLDG. LOCATED ANYWHERE AT ROOF, EXPOSURE D, WIND D.L,= 5.0 P.S.F. (MIN.), KZT= 1.00. IMPORTANT NOTE: TOP CHORDS OF TRUSSES SUPPORTING PIGGY -BACK CAP TRUSSES MUST BE ADEQUATELY BRACED BY SHEATHING AND/ OR PURLINS. THE BUILDING ENGINEER OF RECORD SHALL PROVIDE DIAGONAL BRACING OR OTHER SUITABLE ANCHORAGE TO PERMANENTLY RESTRAIN PURLINS AND LATERAL BRACING FOR OUT OF PLANE LOADS OVER GABLE ENDS. MAXIMUM TRUSS SPACING IS NOT TO EXCEED 24" O.C. DETAIL IS NOT APPLICABLE IF CAP SUPPORTS ADDITIONAL LOADS SUCH AS CUPOLA, STEEPLE, CHIMNEY OR DRAG STRUT LOADS. "REFER TO ENGINEER'S SEALED TRUSS DESIGN DRAWINGS FOR PIGGY -BACK AND BASE TRUSS SPECIFICATIONS." PIGGY -BACK TRUSS. (REFER TO ACTUAL TRUSS DESIGN 0' DRAWINGS FOR ADDITIONAL INFORMATION.) ` I MAX OPTION NO. 1 - TEE-LOK 3" x 8" TEE-LOK MULTI -USE CONNECTION PLATES SPACED AT 4'-0" O.C. MAX. PLATES SHALL BE PRESSED INTO PIGGY -BACK TRUSS AT 4'-0" O.C. STAGGERED FROM EACH FACE AND NAILED TO BASE TRUSS WITH 4 EACH 6d (1.5" X 0.099") NAILS IN EACH PLATE TO ACHEIVE MAXIMUM UPLIFT CAPACITY OF 377 LBS AT EACH 3" X 8" TEE-LOK MULTI -USE CONNECTION PLATE (MINIMUM OF 2 PLATES). OPTION NO-.2-. APA RATED GUSSET: 8" x 8" x 0-7/16" (MIN.) APA RATED SHEATHING GUSSETS EACH FACE. ATTACH AT 8'-0" O.C. w/ 8 (EACH) 6d COMMON (0.113" x 2") NAILS PER GUSSET: 4 (EACH) AT CAP BOTTOM CHORD & 4 (EACH) AT BASE TRUSS TOP CHORD. GUSSETS MAY BE STAGGERED AT 4'4' O.C. FRONT TO BACK FACES. MINIMUM TWO (2 EA.) CONNECTIONS AT EACH TRUSS. OPTION NO.3 - 2X4 VERTICAL WOOD SCAB: 2X4 SPF #2, FULL CHORD DEPTH SCABS AT EACH FACE. ATTACH AT 8'-0" O.C. w/6 (EACH) 1 Od BOX NAILS (0.128" x 3") PER SCAB: 3 (EACH) AT CAP,BOTTOM CHORD AND 3 (EACH) AT BASE TRUSS TOP CHORD, SCABS MAY BE STAGGERED 4'-0" O.C. FRONT TO BACK FACES. MINIMUM TWO (2 EA.) CONNECTIONS AT EACH TRUSS. OPTION #1: TEE-LOK MULTI -USE CONNECTION PLATE. OPTION 42: APA RATED GUSSET. OPTION #3: 2X4 VERT. SCAB. ATTACH EACH PURLIN TO TOP CHORD OF BASE TRUSS. PURLIN & CONNECTIONS BY OTHERS. BASE TRUSS. (REFER TO TRUSS DESIGN DRAWINGS FOR ADDITIONAL INFORMATION.) PURLINS SPACED ACCORDING TO MAX. SPACING OF TOP CHORD OF BASE TRUSS. SPACING IS NOT TO EXCEED 24" O.C. & PURLINS TO BE LOCATED AT JOINT OF EACH BASE TRUSS. IMPORTANT NOTE THIS DETAIL IS VALID ONLY FOR SINGLE PLY_BASE TRUSSES SPACED AT 24" O.C. OR LESS. Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 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 VALLEYTRUSS (TYPICAL) SECURI W/( GABLE END, COMMON TRUSS, OR GIRDER TRUSS GENERAL SPECIFICATIONS: 1, NAIL SIZE =3"X0.131"=10d 2. WOOD SCREW = 4.5" SDS25412 SIMPSON OR EQUIVALENT. 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL "A", 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NDS - 01, 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. BASE TRUSSES .0 CIVU, LiUMMUN 98, OR GIRDER TRUSS TRUSS CRITERIA: WIND DESIGN PER ASCE 7.98, ASCE 7-02, ASCE 7.05: 146 MPH WIND DESIGN PER ASCE 7.10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH - MINIMUM 3112 MAXIMUM 02 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE:1.60 MAX TOP CHORD TOTAL LOAD = SO PSF ATTACH 2X4 CONTINUOUS 02 MAX SPACING = 24" O.C. (BASE AND VALLEY) SYP TO THE ROOF W/ TWO MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. SIMPSON SDS25412 (1/4" X 4.5") OR EQUIVALENT WOOD SCREWS INTO EACH BASE TRUSS. Ryan Bays, P.E. # 91231 4451 St, Lucie Blvd, Suite 201 Fort Pierce, FL 34946 FEBRUARY 5, 2018 C TRUSSED VALLEY SET DETAIL ` STDTL06 a 0 A•1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409.1010 SECURE W/( GABLE END, COMMON TRUSS, OR GIRDER 1 TRUSS VALLEYTRUSS —Y II II (TYPICAL) II VL 11 1- (NO SHEATHING) N.T.S. GENERAL SPECIFICATIONS: 1. NAIL SIZE =,3" X 0.131" -10d 2. WOOD SCREW = 3" SDS25300 SIMPSON OR EQUIVALENT, 3. INSTALL VALLEY TRUSSES (24" O.C, MAXIMUM) AND SECURE PER DETAIL "A". 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVILIAL DESIGN DRAWINGS, 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6, NAILING DONE PER NOS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. BASE TRUSSES WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3112 MAXIMUM 6/12 CATERGORY it BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE:1.60 ATTACH 2X4 CONTINUOUS #2 MAX TOP CHORD TOTAL LOAD = 50 PSF SYP TO THE ROOF W/ TWO MAX SPACING = 24" O.C. (BASE AND VALLEY) SIMPSON BOS25300 (1/4" X 3") MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. OR EQUIVALENT WOOD SCREWS INTO EACH BASE TRUSS. Ryan Bays, P.E. 491231 4451 St, Lucie Blvd, Suite 201 Fort Pierce, FL 34946 JULY 17, 2017 TRUSSED (HIGH WIND VELOCITY) AIL I STDTL07 s r� Add#= A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 7724109.1010 ATTA( WIND DESIGN PER ASCE 7-98, ASCE 7-1 WIND DESIGN PER ASCE 7-10: 170 MPF MAX MEAN ROOF HEIGHT = 30 FEET CATERGORY II BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE: MAX TOP CHORD TOTAL LOAD = 50 PSI MAX SPACING = 24" O.C. (BASE AND VA SUPPORTING TRUSSES DIRECTLY UNGcrc vm"cr o muooco ,v,ua i oc DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2' -10" ON AFFECTED TOP CHORDS, NOTES: 1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2. THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER, NON -BEVELED BOTTOM CHORD FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE. CLIP MAY BE APPLIED TO THIS FACE UP TO A MAXIMUM 6/12 PITCH FBI CLIP MUST BE APPLIE THIS FACE WHEN F EXCEEDS 6112 (MAX 12/12 P Ryan Bays, P.E. # 91231 4451 St Lucie Blvd, Suite 201 Fort Plerce, FL 34946 FEBRUARY 17, 2017 1 STANDARD GABLE END DETAIL 1 STDTL08 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL,3494G 772.409.1010 TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS W/lOd NAILS, 6' O.C. VERTICAL STUD SECTION B—B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. VERTICAL 2X6 SP OR SPF STUDWBRACE #2 DIAGONAL BRACE (4) = 16d NAILS15d NAILS SPACED G' D.C. (2) lOd NAILSINTO 2X62X6 SP OR SPF #2 2X4 SP ORSPF #2L HORIZONTAL NAILED TO RTICALS SECTION A —A W/(4) - 10d NAILS DIAGONAL BRACE 4' — 0' O.C. MAX. SEE 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) - 10d NAILS AT EACH ENO. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS (4) Bd NAILS MINIMUM, ROOF 3X4= PLYWOOD SHEATHING TO SHEATHING B 2X4 STD SPF BLOCK 7k DIAGONAL BRACING ** L — BRACING REFER --4I/ 1 V 11 / REFER TO SECTION A -A TO SECTION B—B 24' MAX. NOTE: / 1. MINIMUM GRAD OF #2 MATERIAL INH OP AND BOTTOM TGABLE HAND lOd 2. CONNECTION BETWEEN BOTTOM CHORD F END TRUSS WALL TO 12' MAX. AILS 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 SLS 4. BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6' O.C. TRUSSES ® 24' O.C. S. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM AT 4' - 0. O.C. S. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN 2X6 DIAGONAL BRACE WITH 16d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT ACHED SPACED 48' O.C. ATTACHED AC THE MIOSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE TO VERTICAL WITH TO — STUDS WITH (3) lOd NAILS THROUGH 2X4 (REFER TO SECTION A —A) I" lGd NAILS, AND ATTACHED 7. GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240. TO BLOCKING WITH (5) - B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAG, BRACE lOd NAILS. S. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS TRUSSES. IF NEEDED 10. 10d AND 16d NAILS ARE 0.131'X3.0' AND 0.131'X3.5' COMMON WIRE NAILS HORIZONTAL BRACE RESPECTIVELY. (SEE SECTION A —A) 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIS/ALSC. MINIMUM STUD SIZE SPECIES AND GRADE STUD SPACING WITHOUT BRACE 2X4 L — BRACE DIAGONAL BRACE (2) DIAGONAL BRACES AT 1/3 POINTS MAXIMUM STUD LENGTH 2X4 SP 03 / STUD 12" O.C. 3.8-10 5.6-11 6-6.11 11.1.13 2X4SP#3/STUD 16"O.C. 3-340 4.942 6.6.11 9.10.15 2X4 SP #3 / STUD 24" O.C. 2-8-6 3.11.3 5.4.12 8-1-2 2X4 SP #2 12" O.C. 3.10-15 M-11 6.6.11 11.8.14 2X4 SP #2 16" O,C. 3.6.11 4.942 6.6.11 10.8.0 2X4 SP #2 24" O.C. 3-1.4 3-11.3 6-2-9 9.3-13 DIAGONAL BRACES OVER 6' - 3' REQUIRE A 2X4 T—BRACE ATTACHED TO ONE EDGE, DIAGONAL BRACES OVER 12' - 6' REQUIRE 2X4 I -BRACES ATTACHED TO BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE WITH 10d NAILS 6' O.C., WITH 3' MINIMUM ENO DISTANCE. BRACE MUST COVER 90% OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2. MAX MEAN ROOF HEIGHT= 30 FEET EXPOSURE B OR C ASCE 740 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. END WALL Ryan Bays, P.E. # 91231 4451 St, Lucie Blvd, Suite 201 Fort Pierce, FL 34946 FEBRUARY 17, 2017 I WITH 2X BRACE ONLY STDTL09 C A#t= A-1 ROOF TRUSSES 4461 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409.1010 NOTES: T—BRACING / I —BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING IS IMPRACTICAL. T—BRACE / I —BRACE MUST COVER 90% OF WEB LENGTH. THIS DETAIL NOT TO BE USED TO CONVERT T—BRACE / I —BRACE WEBS TO CONTINUOUS LATERAL BRACED WEBS. NAILING PATTERN T—BRACE SIZE NAIL SIZE NAIL SPACING 2X4 OR 2X6 OR 2X8 10d 6" O.C. NOTE: NAIL ALONG ENTIRE LENGTH OF T—BRACE / I —BRACE (ON TWO—PLY TRUSSES NAIL TO BOTH PLIES) NAILS Ryan Bays, P.E. # 91231 4451 St. Lucie Bivd, Suite 201 Fort Pierce, FL 34946 BRACE SIZE FOR ONE —PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 20 T—BRACE 2X4 I —BRACE 2X6 2X6 T—BRACE 2X6 I —BRACE 2X8 2X8 T—BRACE 2X8 1—BRACE BRACE SIZE FOR TWO—PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 20 T—BRACE 2X4 I —BRACE 2X6 2X6 T—BRACE 2X6 1—BRACE 2X8 2X8 T—BRACE 2X8 1=BRACE T—BRACE / I —BRACE MUST BE SAME SPECIES AND GRADE (OR BETTER) AS WEB MEMBER. NAILS NAILS WEB NAILS WEB I -BRACE T-BRACE SECTION DETAILS FEBRUARY 17, 2017 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE. FL 34946 772-409.1010 LATERAL BRACING RECOMMENDATIONS I STDTLI0 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2X6 "STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. NOTE 1: 2XG STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW, NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO ENO, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND .PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. USE METAL FRAMING ANCHOR TO ATTACH TO TOP CHORD BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (00 NOT ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) WEB WITH (3) — 10d SCAB WITH (3) — 10d NAILS (0131' X 31) NAILS (0.131' X 3'). r ATTACH TO VERTICAL NAILLS (0131' X 3') USE METAL FRAMING —t 4 ATTACH TO VERTICAL ANCHOR TO ATTACH WEB WITH (3) — 10d TO BOTTOM CHORD NAILS (0.131' X 3') ATTACH 2X4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) — 10d NAILS (0.131' X 3') IN EACH CHORD ATTACH TO VERTICAL SCAB WITH (3) — 10d NAILS (0.131' X 3') TRUSS 2XG 4' — 0' WALL STRONGBACK (TYPICAL SPLICE) (BY OTHERS) ATTACH TO CHORD WITH (2) #12 X 3' WOOD. SCREWS (GRIS' DIA.) INSERT SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' — 0' LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) — 10d NAILS (0.131' X 31) EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' — 0' AND FASTEN WITH (12) — 10d NAILS (0131' X 39 STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). BLOCKING (BY OTHERS) Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 FEBRUARY 17, 2017 f LATERAL TOE -NAIL DETAIL I STDTL11 s ,A#= A•1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772.409-1010 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 450 WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN). 2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE -NAIL SINGLE SHEAR VALUES PER NOS -2001 (LB/NAIL) OIA SP OF HF SPF SPF-S .131 88.0 80.6 69.9 68.4 59.7 o.135 93.5 85.6 74.2 72.6 63.4 0 .162 108.8 99.6 86.4 84.5 73.8 %, r<i .128 74.2 67.9 58.9 57.6 50.3 c� Z 0 .131 75.9 69.5 60.3 59.0 51.1 .148 81.4 74.5 64.6 63.2 52.5 N ri VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0.162' DIA. X 35') WITH SPF SPECIES BOTTOM CHORD FOR LOAD DURATION INCREASE OF 1.15: 3 (NAILS) X 84.5 (LB/NAIL) X 1.15 COOL) = 291.5 LB MAXIMUM CAPACITY ANGLE MAY VARY FROM 30" TO" GO' 45.00° Ryan Bays, P.E. # 91231 4451 SL Lucie Blvd, Suite 201 Fort Pierce, FL 34946 ANGLE MAY VARY FROM 30' TO 60' THIS DETAIL IS ONLY APPLICABLE TO THE THREE END DETAILS SHOWN BELOW. VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY. SIDE VIEW C2X4) 3 NAILS -� NEAR SIDE NEAR SIDE NEAR SIDE 46.00' SIDE VIEW ( 2X6) 4 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE )0° FEBRUARY 17, 2017 1 UPLIFT TOE -NAIL DETAIL I STDTL12 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE. FL 34946 772409-1010 THIS DETAIL SHALL BE USED FOR A CONNECTION RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. NOTES: TOE -NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) DIA. SP OF HF SPF SPF-S Lrj Oz .131 59 46 32 30 20 `1 .135 60 48 33 30 20 a LQ .162 72 56 39 37 25 J .128 54 42 28 27 19 H L7 Z .131 55 43 29 28 19 UJ .148 62 48 34 31 21 J u7 ,J N Z .120 51 39 27 26 17 0 Z .128 49 38 26 25 17 O .131 51 39 27 26 17 O 148 57 44 1 31 1 28 1 20 1. TOE —NAILS SHALL BE DRIVEN AT AN ANGLE OF 30° WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. VALUES SHOWN ARE CAPACITY PER TOE —NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) — 16d NAILS (0162' DIA. X 3.5') WITH SPF SPECIES TOP PLATE FOR WIND OOL OF 1.33: 3 (NAILS) X 37 (LB/NAIL) X 1.33 (DOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND FOR WINO DOL OF 1.60: 3 (NAILS) X 37 (LB/NAIL) X 1.60 (DOL FOR WINO) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LBS (177 LBS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. so* USE (3) TOE —NAILS ON 2X4 BEARING WALL *** USE (4) TOE —NAILS ON 2X6 BEARING WALL NEAR SIDE FAR SJ SIDE VIEW IE TOP PLATE OF WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY VAIL JAIL Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 END VIEW Fort Pierce, FL 34946 FEBRUARY 5, 2016 I TYP 2x2 NAILER ATTACHMENT ' , I STDTLI3 Q 2x2 NAILER ATTACHMENT GENERAL SPECIFICATIONS 0 A-1 ROOF TRUSSES FORT PIERCE,IFL 34946 MAX LOAD: 55 -psf Roof Load, 170 mph, ASCE 772-409-1010 7-10, 29'-0" Mean Height, Exp. B, C or D. I.0X14 Ryan Bays, P.E. 491231 4451 St. Lucia Blvd, Suite 201 Fort Pierce, FL 34946 April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL STDTLI4 FO EXTERIOR FLAT GIRDER TRUSS A A-1 ROOF TRUSSES 4461 ST. LUCIE BLVD. 1 FORT PIERCE, FL 34946 772-409-1010 VARIES [::�� (4) 12d TRUSS 24" O.C. -\ (4) 12d UPLIFT CONNECTION (SEE ROOF TRUSS) EXTERIOR FLAT GIRDER MAX 3011 (21-611) 2x6 #2 SP (Both Faces) 24" O.C. SIMPSON H5 Ryan Bays, P.E. 491231 4451 SL Lude Blvd, Suile 201 Fart Pierce, 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 772-409-1010 r ' TOTAL NUMBER OF NAILS EACH SIDE OF BREAK X (INCHES) MAXIMUM FORCE (LBS) 15% LOAD DURATION SP OF SPF HF 2X4 2X6 20 2X6 2X4 2X6 2X4 2X6 2X4 2X6 20 30 24" 1706 2559 1561 2342 1320 1980 1352 2028 26 39 30" 2194 3291 2007 3011 1697 2546 1738 2608 32 48 36" 2681 1 4022 2454 3681 2074 3111 2125 3187 38 57 42" 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48" 3657 5485 3346 5019 2829 4243 2898 4347 +� DIVIDE EQUALLY FRONT AND BACK ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2X4, THREE ROWS FOR 2XG) SPACED 4' D.C. AS SHOWN (.131' DIA. X 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 v "10d NAILS NEAR SIDE + 10d NAILS FAR SIDE 6' MIN TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6" FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE). DO NOT USE REPAIR. FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL -POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID Ryan Bays, P.E. LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. #91231 S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY, 4451 St. Lucie Blvd, Suite 201 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. Fart Pierce, FL 34946 FEBRUARY 17, 2017 1 SCAB APPLIED OVERHANGS 1 STDTL16 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR: 115 SPACING: 24' O.C. TOP CHORD: 2X4 OR 2X6 PITCH:' 4/12 — 12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL 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 (.148' DIA. X 3') SPACED 6. O.C. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2X SC NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 40') SPACED 24' D.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORE) 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 Ryan Bays, P.E. # 91231 4451 SI. Lucie Blvd, Sulte 201 Fort Pierce, FL 34246