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Home My WebLink AboutTrusst APPROVED TRUSS ANCHOR BY BUILDER TRUSS BEARING HEIGHT SCHEDULE 20 MINIMUM TOP and BOTTOM CHORDS PLUMB CUT OVERHANG 4 1/16" HEEL HEIGHT 8'-8" 5 5� 1'-p" 8" BRG. ALL CEILINGS ARE FLAT AT BEARING HEIGHT TYPICAL TRUSS END DETAIL I � 40' O" 30'-0" 10 —0" 12 L2G Li I o J2 N J1 - J3 J5 J1 J3 J5 V8 ;o G�1 `° V4 C! A8CL A7 Allow IA6 A3 A2 At A2 y I A3 a A4 A5 A6 r A7 N a > < N Aa et Bt EllC1 B2C2 B2B313J2 o a Cl C1 J2 l 2 u'S IM M- "' N C„ M M M M M 10 19 M fV 19 —4 4 —B 16 —0 HANGERS (Simpson) (3) HUS26 HGUS26-2 E) HGUS26-3 TO or Q © QE BE USED (USER) HUS26 THDH26-2 THDH26-3 NOTE: I O RT16a 0 © CONNECTION BY BUILDER YOUR SIGNATURE WILL ACKNOWLEDGE: 1) AUTHORIZATION FOR FABRICATION. 2) VERIFICATION OF ALL DIMENSIONS, CONDITIONS, AND TRUSSES. TRUSSES WILL BE MADE IN STRICT ACCORDANCE WITH THIS PLACEMENT PLAN. 3) RECEIPT AND USE OF "HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES" (TPQ. 4) NO BACK CHARGES OR CRANE CHARGES OF ANY KIND WILL BE ACCEPTED UNLESS SPECIFICALLY AUTHORIZED IN WRITING BY TRUSS PLANT MNGMT. SIGNED TITLE DATE 4"NA"M41 mmen4m",:. r9teranfos. cleara6ces, Ta Docatron gremsts, tecbnigae6 Gad sequences of cons'. uctiDn. a gity a4 materials and materiah eaatdm 1004 theN oft wfUf ether trades and subcontractors ormance of werh in a safe and satildectselmaeaet full compliance with His Contract ftam4 M6: 1 C9 (EtTt�it� A. ESIGN GDOW All spacing is 24" O.C., except as noted. All walls shown are bearing, except as noted. All valleys calculated with sheathing under. Number of girder plies to be determined by engineering. DO NOT CUT OR ALTER TRUSSES w/o AUTHORIZATION FROM THIS OFFICE. Labeling trusses is a service, not a requirement. Engineered drawings supersede labeling of trusses. It is the responsibility of the builder to utilize engineered drawings when erecting trusses. WARNING ERECTION BRACING IS NOT THE RESONSBUTY OF TRUSS DESIGNER, PLATE MANUFACTURER, NOR TRUSS FABRICATOR. PERSONS ERECTING TRUSSES ARE CAUTIONED TO SEEK PROFESSIONAL ADVICE REGARDING ERECTION BRACING WHICH IS ALWAYS REQUIRED To PREVENT TOPPLING AND DOMINOING DURING ERECTION; AND PERMANENT BRACING WHICH MAY DE REQUIRED IN SPECIFIC APPLICATIONS. SEE 'eCSI-BI Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES' (TPI). TRUSSES ARE TO BE ERECTED AND FASTENED IN A STRAIGHT AND PLUMB POSITION WERE NO SHEATHING IS APPLIED DIRECTLY TO THE TOP CHORDS; THEY SHALL BE BRACED AS SPECIFIED ON THE TRUSS DESIGN. TRUSSES SHALL BE HANDLED WITH REASONABLE CARE WRING ERECTION TO PREVENT DAMAGE W TRUSS COMPANY SUPPLIES ONLY TRUSS TO TRUSS CONNECTIONS. TRUSS COMPANY WILL SUPPLY ALL TRUSS TO TRUSS HARDWARE O CONNECTIONS FOR REACTIONS UNDER 5000 POUNDS. FOR ALL REACTIONS GREATER THAN 5000 POUNDS, OR SKEWED, NO HANGER IS SUPPLIED. CONTRACTOR SHOULD CHECK ALL REACTIONS FOR PROPER CONNECTIONS. MWFRS(low rise)/C—C hybrid Wind ASCE 7-10 Exposure Category : C Bldg Category : 2 Wind Design Velocity :160 MPH Imp. Factor : 1.00 Wind Load Duration Factor : 1.60 Mean Roof Height : 15 ft. Orlon M Bleally Strud Eno r7605T 2590 N. 00 NOWAY FT. PIERCE, FL 34951 (7r2) 464-4160 R S Trusses shown on this layout are a component part u of the building and show truss location. 5 Proper erection, tempoand permanent bracing design SOUTHERN TRUSS (772) 464 are the responsibility off the the building designer or his engineer. vW Lateral bracing shown on the individual truss drawings �e INC must be placed during the erection procedure. 2590 N. Kings Highway Fart Pierce, FL 34951 ROOF PLAN JOB CUSTOMER: NO.: 44 RY�N HOW 3/16 = 1'-0" ELEVATION "B" LOT:. 39 BLK: DESCRIP710N: ADDRESS; 26 0aklabd Lake Circle Plan — 1452 Elev. $CALF: DATE DRAWN or. DRAWING WARIM SUBDIVISIO ; Oakland lake 3i16"=l'—O" 6 5 2017 I dhc 1452-B-In I Pro"ect 1nformation- SOUTHERN TRUSS COMPANIES Southern Truss 2590 N. Kings Hwy Fort Pierce, FL 34951 (772) 46414160 * Fax: (772) 318-0015 - Job NuJmbe, J1900925 Customer: Ryan Homes Name: Oakland Lake Address: 5226 Oakland Lake Circle City, ST, ZIP: Fort Pierce, FL 34951 3eneral Truss Engineering Criteria & Design Loads Building Code and Chapter: Computer Program Used: FBC2017/TP12014 MiTek Version: 8.22 Jul 2 Gravity: Gravity: 37.0 psf ROOF TOTAL LOAD N/A Wind Building Authority: 160 mph from MWFRS(Envelope) ASCE 7-10 (Low Rise) St. Lucie County No. Date Truss ID# 1 08/16/18 Al 2 08/16/18 A2 3 08/16/18 A3 4 08/16/18 A4 5 OBF116/18 A5 6 08/16/18 A6 7 OB/16/18 A7 8 08/16/18 AB 9 08/16/18 A8GL 10 08/16/18 B1 11 08/16/18 B2 12 08/16/18 B3G 13 08/16/18 C1 14 08/16/18 C2 15 08/16/18 MG 16 08/16/18 /CJ4 17 08/16/18 CJ7. 18 08/16/18 CRA 19 08/16/18 CJ31 20 08/16/18 Ji 21 08/16/18 J2 22 08/16/18 J3 23 08/16/18 J3A ?4 08/16/18 J4 26 08/16/18 MA 27 08/16/18 J7 This cover sheet is provided as per Florida Statute 61 G15-31.003 in lieu of signing and sealing each individual sheet. An Index sheet of the truss designs is attached which is numbered and with the indentification and date of each drawing. Engineer of Truss Design Package Brian M. Bleakly FL Reg. Eng. No. 76051 r 2590 N. Kings Highway Fort Pierce, FL 34951 No. Date Truss ID# 28 08/16/18 RA 29 08/16118. J31 30 08/16/18 J58 31 08/16/18 L1 32 OB/16/18 L2G 33 08/16/18 MV2 34 08116/18 MV4 35 08/165/18 MV6 36� 08/16/18 V4 37 08/16/18 VB .4.s:�_:ai;1�--,fit— _..v �.. .. ..-. _�v^' __ _.q. ....:..�-s.�+:.—c-+�.4•l.e+,�j�s,�a._.. � S_� : - -�� Irv. ,_ Page 1 of 1 TYPICAL DETAIL -9 CORNER -HIP NOTE NDS=National Design Specifictions ALLOWABLE REACTION PER JOINT for Wood Construction.G) UP . 132-5f per Nail (D.O.L.Factor=1.00) �0 25s� = 2-76d NAILS REp�o, nds toe nails only have 0.83 of UP TO 394J = 3-16d NAILS REQ'0. loteral Resistance Value. 12 7 5 b r— S� 4a) !:�IAJ HIP GIRDER 12 �OVER r -9-5 CORNER BACK GIRDER J3 �! J5 / use 2-16d toe na0 0 7 B 1 H7 Typical jack 45't�----- attachment rise 3-16d %,. toe Rai 0 Td TYPICAL CORNER LAYOUT & Z-16d p A 0 Typical Hip —jack" attachment I CHORD HANGERS FASTENER GIRDER JACK J1—J3 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC —— — — — —— 2-16dnails ---— J5 TO HIA JACK GIRDER TC — — — — — — — 2-16d nails -- — — BC — — — — —,— 2-16dnab ------ J7 TO HIP GIRDER TC — — — — — — 3-16d nails — — — — — BC ----- — 2-16dnails ---—- HIP JACK GIRDER (CJ7) TO HIP. GIRDER TC — — — — — — — I 3-16d nails — — — — — BC---— MIMllMUM GRADE OF LUMBER LOADING (pgj SIR. WCR: ooa B C. 2x4 SYP 2 TDP 20 p FBC2017 WIMS 2*4 SYP No3 Kamm 00 10 SPACING 24' a C. So.. ERN - TRUSS Fort Pierce Division 2590 N. Kings Hi hway, C QMPANIE c Fort Pierce, FL 34951 a7 (800)232-0509 (772)464-4160 Fa% (772)318 -001.6 s- - Brian M_ Bleakly Struct Eng #76051 2590 N. kings Highway, Ft Pierce, FL 34951 772-464-4160 TYPICAL DETAIL @ CORNER - HIP NOTE: NDS=National Design Specifictions ALLOWABLE REACTION PER ' JOINT for Wood Construction. 132.5# per Nail (D.6.1-Factor--1.25) UP TO 265J = 2-16d NAILS REQ'D. nds toe nails only have 0.83 of ® UP TO 394# = 3-16d NAILS REQ'D. lateral Resistance Value. aF 12OVER -,,n� �G �A u n n a n n n u n O ® A use 2-16d HIP GIRDER toe noel a Tr 9C. 12 t' % Typical jack 45' -' Oattachment A -0-14 CORNER JACK GOMM 14 TYPICAL CORNER- LAYOUT 1] i use 3-16C toe null 0 & 2-16d Typical Hip jack' attachment CHORD HANGERS FASTENER GIRDER JACK J1—J3 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC — — — — — — — 2-16d nails — — — — J5 TO HIP JACK GIRDER. TC — — — — — — — 2-16d nails — — — — — BC — — — — — — — 2-16d nails — — — TC — — — — — — — 3-16d nmis — — — - BC — — — — — —— 2-16dnails -—-— HIP JACK GIRDER (CJ5) TO HIP GIRDER TC — — — — — — 3-16d nails — — — — BC — — — — — —— 2-16dnails --—— MINIMUM GRADE OF WMBER LOADING (PSF) slit INCR_ 25S T.C. 2x4 SYP L D C20 F817 B.C. - 2x4 •SYP J2 TW. 20 WEBS 2x4 M? Ne.3 Bar= 00 10 SPACING 24" O.C. # RU0.0 Fort 25Pierce 90 Kings hay, ! O !"1 COMPANIES (800)232 ortP0509 (772)4464 4951 —4160 //*�•_� Fox(772)318-0016 .- __' :.r - _A.; _ - _ _ �'°.. �.�`r`__' .... "_?_' _' . • }_v' .i-„' _ '.=,tom.:` Brian M- Bleakly Struct Eng #76051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-484-4160 0 W 12 0 to cm cm Hangers face Mount Hanger Charts' MiTeW -Wawa z V01, 100% JL24 LU24 20 _Mr l5n6 4 IW 2 I0dxT-lA -4AD71). 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P100MCK VE nMU AT 4' 00 MAX. 7DpN Nib BOripAl ONORDIllp130E8 MUST BE BTAOOERED 90 TMT ONE SPLICE RBFM 70 F1V0ar W8 BMW DESIGN FOR REQUIRED PURLIN SPAOINO. 7" WM. 19 Alp MLE FOR THE FdUAMNO WIND CONDRIONSI mpH WI$N�D.� 0a'pmim Har. Asor 7.18 OLosm am YIGIG�Dlr1E�IN �NOa 1 MI. FROM � PeF 1 .14 OLP-5 PBFi No P9F FR FA 10 MAY BE OFF8ET FROU BAOK FACE P Ay t�dNd AS Ba1N FAaEs N1E gpACED 4' oa AIAx. . - oPnorw. sPUGE WEB BRACING CHART WEB LENGTH ' REQUIRED BRACING 0' To 7'e" NO BRACING 1 x4 -r BRACE. SAME GRAft; Sp CIEs MS WEB 7V"' TO 10' MEMBER, oR BETTER AND BDK LENGTH OF WEB MEMBEii. ATTACH WITH 6d NAILS AT 4" 0/C. 10' TO 14' 2x4 "T" BRACE. SAME GRADE SPECIES AS WEB WC.EB /CEB MEMBBER,ATTACH WIRfiHA18dBN�PJI.SS ATT 4"O. OF/ • I * A71'AGH PIGGYBACK WrfH flUx112" COX PLYWOOD WITH 4--06d NAILS IN FACH BOTH FACES 0 '4'-0" 0.0. MAX. W csf r• r-->, T r- Erwtlan www is not us rapontTfatlgi of lnat dwiyn1r, p1a1s m b,67hor Iwo lobdaotor p nom �[oa an eaultpnW U tnk rsn'., IF, 11&4 Im fogy be FoI t ier�ce chip Fl*—w Division �,�o�.Um sn. .gt �ihwt 1lonanmlogr and . ow, tot hmdtlnp, k R4M &browny nwla Flop eomtt6a reod 1n CO1�II�,IU1 IES (ago) z i �'" '�T�`'iz 4�e'� irm 11uau n to bi uwbd and rdkw to 10temd in 0 *do ow pk Fogs 72 8�OD18 rMn 0 A h 7w do u Ihs lap drotdi4 9* slid b IpWkd on lh�ilat dulyn. Imills owl bt MMdla VIM tta mdlt �� aettloa k Pmeni dahoyo. ..._. JOINT TYPE SPANS UP TO 30 1 38' 52' A 2x4 2.50 2.5x4 3x5 13 4x6 5X6 5x6 5x6 C 1.50 1.5x4 1.5x4 1.5x4, D 5x4 5x5 5x5 T-I-- 5x6 orOM ss can dddliq Maximun Loading 55pof at 1,33 -Duration Factor 50pof at 1.25 Duration Factor 47pef at 1.15 Duration Factor SPACING AT 24" O.C. SCAB -BRACE -DETAIL ST - SCAB -BRACE Note: Scab -Bracing to be used vken continuous l dwW bracing of midpoint (or T-Brace) is irnpradical: Scab must coverts length ofvueb +P6'. THIS DEfA I. ISNOT.APUCABLE WHEN BRAG NG 1S •""` R>=-ZUIREDAT113•POINTS ORMRACE IS•SPE(:Imm.• APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d' (T X IJ 13T) NAILS SPACEI) 5'-O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. MAXIMUM WEB AXIAL FORCE = 2500 Ibs MAXIMUM WEB LENGTH=. IZ-T- 'SCAB BRACE 2X4 MINIMUM WEB - SIZE -MINIMUM WEB GRADE OF #3 - r NaUs� � 5ec8ort Dew ®•� Scab -Brace web Scab -Brace must be same species grade (or babo as web member. �=.-:r.7�^.ti`�4-::� -. r-:�vs'ti'-'e : _41.v:r---.�-4lati,-_:�- <'� :.., �.._. ._+w+c%;�"�'+'�uSK�'' ._ _- �'_... �:c+e•.:"::�..i��cr,; :��ac r= _.s�r�. �c•;�t;,�,-. :�_c -- .: L-BRACE DETAIL 0 Nalling Patfem . L-Brace size Nail Sks . Nap spacing 1x4 orS 10d 8"-o.c. 2x4, 6, or 8 16d an o.c. NDt-Nail along entice length of L-Brace. •' (On Two-Ply's Nat( to Both pges): M. Note: L-Bracing to be used when continuous fateral bracing is ImPrecdcal. L-brace mast cover B0.9a afweb iengik: . • r L-Brace Size - for One -Ply Tim Specked Continuous Rows ofLateral Bracing F=�JEI 1 2 x4 `'• 2x6 US �++ 2rc8 2x8 �++ DIi2=C'r SUBSl nIM014 NOT APLICABLE L-Brace SMS for7Wo-PjtTruss Spedlied Continuous Rows Of Lateral Bracing V Web Size 1 g 2x3 or2x4 2x4 2X5 2x6 2x8 2XB _ DUU=SUB57i7TJrM NOTAPLiCPMZ Nails Secron Detd * L-Brace Web • i L-Brace must be same species grade (or better) as web member �j,0➢;jaar;F,e(...:�r:._.''m�:�",ir �ear%s fcs-,�:4+5•s•--: cam:_ _,a�sYi-c '.it. _.: :�:=-' ,. - `�*c'..Nc.,-.�tiyy�„�iii'9"t �i��J•Q�`..' `.'.•`�,. +:=".-T'.. y .i19!• 4V.Y 1 w-nW- S.r.:wis..=.•'7 .. _�- t =�+i'f `ice ,yi +a Y.. .: v i:T:�" �r�T4�. r�:4Y�'L :�.44nMG"s ':�.. a J'ir1�'hilti�v ^�.I. :iy;�./�Y't %v.. i'jY"w:iyi 8VGM8-.L J(199-GNUS &4=q XL LP-M W bi do WPMB MWM MM. dS -OJ , l -u19V aNI asn XL q ma#a4 do =PEL[Bmqwrq ss4 dS 'Od wnlen uBFW - qaa ssm eLp (leuq so) O; lenba sue Mp sanFA u6FW MR Wimq Pates aweq w= sac dS 9 %m *xj.4-wm4 a g w POm a8 sgRKdSA alON W legmw qaa► se (wUsq io) apaiS Pus salads sines eq pm *mEM / wmg-_l OR aupil3l M OMS-1 M M �-� gxZ aO�B-19� 9XZ a 8-1 i'xZ a 8-16� *XZ jo M z I gas Clam ?4=8 Pam jo sm u Mmuwoo Pag.=dS ssrul fld-oml JC4 Gqs a=8 SOMEH M a 8-1. M M a 8-1 gn am -.L G) IxL M • aoei8-I E.i vxi:.aaea81. G) ix I. #Xz lo. m Z L a .9 qaM 6u. a Frowl jo Mau snonuquo0 peg. adS - sm-L Aa-GuO 1! ails a8 3c�v�ifl i EMV SFN qam s�eN uoss Clem odew e 2JE1 - Hem s �MN ij �i tt tt tt e3M . t tt uoq!sod a;euJame (sa![d ClIOe CQ FN sold-oml u0) a Ei f amel P 4AM aRLM Buole FN 'MON �� r8 PgL M fQ Injo w •0.0.8 POI. 9XL Jo txL 6uPedg FN -MLON Iezls a 8-1 ulOWkI Buh.RN •sgam paaeiq lawl snonuguai q scam 83218, l / a=E l O4 Pssn aq ci 10N DROP s!q.L - WN 'WWI qaM 10 %W sanoa lanLu eme-I / anw8-1 •Im. ! s! Bulwq leraM snanuguoo EmW Pass aq o; 5upBJ8-I / M=wS-L - WN Tvi-30-30VE18 I / 3OV88—i Job I russ toss. ype y 1462-B Al COMMON 1 1 Job Reference (optional) •- • •-•—• • -• - •-- • - mm a cu m mu m mousmes, ma vvea Jill 3 7ba moo Zulu Yege l ID:EaPDUIwCWA016wSO7vTFdz75cK?Oka5a953pbmH3XvSMucEcDgeity-_?JHVPedMBz7kX2 7-5.3 1&7-3 21-0-0 28-4-13 34�r13 41-8-8 4 7-5.3 6-2-D 7-4-13 7-4-13 6 2-0 7-1-11 3x10 M18SHS 11 3x4 = 4x6 = 3x4 = 3x4 = 4x6 = 3x4 = 3x10 M18SHS II = 3116 in I� 0 1 9-2-6 17-0-'13 24-11.3 32-�10 41-0-0 42-0.0 7 7-10-6 7-10� 7-10£ &2.6 03.8 Plate Offsets ()(,Y)— [1:0-0-14•Edgel, 11:0-0-4,Edgel, [9:0-0-14,Edge1 [9:0-0-4 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.22 12-13 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.42 12-13 >999 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB . 0.59 Horz(CT) 0.13 9 n/a n/a BCDL 10.0 Code FBC2017/iP12014 matrix-S. Weight 213 lb . FT=10% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 *Except' TOP CHORD Structural wood sheathing directly applied. T1: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 7-5-6 oc bracing. BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left 2x6 SP No.2, Right 2x6 SP No.2 REACTIONS. (size) 1=048-0 (min. 0-1-8), 9=0-8-0 (min. 0-1-8) Max Horz1=159(LC 8) Max Upiift1=529(LC 8), 9=529(LC 9) Max Gravl=1529(LC 1), 9=1529(LC 1) FORCES. (Ib) - Max Comp./Max. Ten. -,All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3258/1114, 2-3=3083/1077, 3-4=2966/1095, 4-5=2377/865, 5-6=2377/865, 6-7=2966/1095, 7-8=3083/1077, B-9=3258/1114 BOT CHORD 1-15=1097/2934, 14-15;=-Zl4/2449, 13-14=814/2449; 12-13=-450/1809, 11-12=-654/2449,10-11=654/2449, 9-1D=936/2934 WEBS 5-12=329/T74, 6-12=-650/441, &10=215/564,-8-10-297/297, 5-13=329/774, 4-13=-650/441, 4-15=215/564, 2-15=2971297 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mpH; TCDL=4.2psf; BCDL=5.Dpsf; h=1BFq Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 529 lb, uplift at joint 1 and 529 lb uplift at joint 9. LOAD CASE(S) Standard OWIl1fI//,/ N `�� cErvs�� PE 7 • r. s-.. .. .. v.e:...r;':-^.'t-.i.'�• a'tdi;..- : w++L�...+ir+^"r:.�f4F'i�°.L -. .. -. ..... �.f:••'��.^._ _ �rY.n�:-.+ .s:.t G ...-. ..',F.•.,�.1�-��.-y _ 1 STATE -ORIID Job I russ I russ I ype —277 y 1452-B A2 COMMON 1 Job Reference (optional) •� •�+ - <U 1� Ihl I CR IOUY6UIC5 mc. vvuu Jul o log l rUU cui 5 ra e i ID:EaPOUIwCWA016wSC7vTFdz75cK-TelyJwAjg7jduD65D4Pmpm10628jTjjM3OBvaz k I 7-5 3 13 7-3 19 6 0 1 28-4-13 34-6.13 41-8-8 4 7-5 3 6.20 5-10-13 1-6-0 1-6-0 5.10-13 6 2-0 7-1-11 D- Dead Load Deft. = 1/4 in 3x6 = 3x6 = S.DD 12 5x5 = S a 7 3x5 = it 10 10 74 1J 12 3x5 — WO M18SHS 11 3x4 = 4x6 = 3x4 = 3x4 = 4x6 = 3x4 = 3x10 M18SHS II 42-0-0 9-2.6 17.413 2411-3 32-9.10 41-0-0 4A-B,6 q 0 0 B-2-6 7-10.6 r 7-10 6 7-10.6 B-2-6 Plate Offsets (X,Y)•- 11:0-0-4,Edge1, [1:0-0-14,Edge1, [5:D-3-12,0-2-81, [6:D-2-8,0-3-01, f7:D-3-12,0-2-81, [11:0-0-14.Edgel, [11:0-0-4,Edgel LOADING(psf) SPACING- 2-D-0 CSL DEFL in Qoc) I/deti Ud PLATES GRIP TOLL- 20.0 Plate Grip DOL 125- TC 0.84 Vert(LL) 0.26 14-15 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.5114-15 >968 180 M18SHS 244/190 BCLL 0.0 Rep Stress Inca YES WB 0.52 Horz(CT) 0.13 11 n/a Ma BCDL 10.0 Code FBC2017frP12014 Matrix-5 Weight 211 lb FT =10% LUMBER- BRACING- TOP CHORD 2x4 SP M 31 `Except' TOP CHORD Structural wood sheathing directly applied or 3-0-12 cc puriins. T2: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-6-12 cc bracing. BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2, Right: 2x6 SP No.2 REACTIONS. (size) 1=0-8-0 (min. 0-1-8), 11=0-8-0 (min. 0-1-8) Max Horc1=148(LC 8) Max Uplift1=517(LC 8),11=517(LC 9) Max Gravl=1529(LC 1), 11=1529(LC 1) FORCES. (lb) - Max. Comp./Max Ten. - All forces 256 (lb) or less except when shown. TOP CHORD 1-2=3267/1089, 2-3=3088/1051, 34=3012/1069, 4-5=-2368/826, 7-8=2368/827, 8-9=3012/1069, 9-10=-3088/1051, 10-1 1=3267/1090,5-6=2133/810, 6-'7=2133/810 BOT CHORD 1-17=1065/2945, 16-17=764/2428,15-16=764/2428,14-15=427/1826, 13-14=615/2428,12-13= 61512428, 11-12=91712945 WEBS 6-14=296/729, 8-14=590/402, 8-12=232/585, IOA2-318/313, 6-15=296/729, 4-15=590/401, 4-17=231/585, 2-17=318/312. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps , BCDL=6.Opsf,, h=15ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 517 lb uplift at joint 1 and 517 lb uplift at joint 11. LOAD CASE(S) Standard • � ��1t111111/�� . N ENS .�.�:,.�.,-s,�:� ��t _- . -•- - _ _-�--��..�,��_.��-.-;,r.,r�...�. ..<....::- APE * STATE- ORI Job I russ russ I ype y 1452-B A3 HIP 2 1 Job Reference [optional) aouin m 1 mu , rL sera. ram., JY`JD, - ID:EaPDUIwCWA016wS07vTFdz?5rK-xmsKWGALbQrUMhlanw4J11BdWTnSt3a)g7kROz UO 6 3 3 11-5 5 17-6-0 24 S D 31Y611 35$13 41 8 6 4W 633 5 2-1 6 4 11 7 D D 5-0-11 5 2-1 5 11-11 D Dead Load Dell. = 3116 in 5x7 = 5.00 F12 5x5 = 6 7 I$ 5x7 = 16 15 5x7 = 3x5 = 3x4 = ,' 4x6 = 3x4 = 3x8 = 4x6 — 3x4 — 3x5 = 42-0-0 14-0 41-8.8 9-4-3 17-6.0 24-8-0 , _ 32-7-13 84D-4 e-1-13 7-0-0 5-1-13 B-0-4 QWr06{ir8 p_4.0 0-8.8 Plate Offsets MY)— [1:0-3-10,0-2-81, f6:0-5-4,D-2-81, [12:0-3-10,0-2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Qoc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.20 16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.41 16-18 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.77 Horz(CT) 0.13 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matron-S Weight 227 lb FT =10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-11-8, Right 2x6 SP No.2 2-11 8 REACTIONS. (size) 1=0-8-0 (min. 0-1-8), 12=0-8-0 (min. 0-1-8) Max Horzl=133(LC 8) Max Upiif l=500(LC 8), 12=500(LC 9) MaxGrav1=1529(LC 1), 12=1529(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. or 7-8-0 oc bracing. WEBS 1 Row at midpt 6-15 FORCES. (Ib) - Max Comp./Max Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=3256/1053, 2-3=3178/1065, 3.4=3036/951, 4-5=2937/960, 5-6=2355/777, 6-7=2124f155, 7-8=2356R77, 8-9=2937/960, 9.10=3036/951, 10-11=3178/1066, 11-12=3256/1053 BOT CHORD 1-18=103312933, 17-18=805/2618, 16-17=805/2618, 15-16=504/2124, 14-15=57212618,13-14=672/2618.12-13=-900/2933 WEBS 3-18=237/256, 5-18-71/428, 5-16=643/385, 6-16=165/556, 7-15=117/557, 8-15==-M/385, 1-13=72/427, 10-13=237/256 NOTES- 1) Unbalanced roof live loads have been.considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf BCDL=5.Dpsf h=15f; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a,10.0 psf bottom chord rive load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 500 lb uplift at joint 1 and 500 lb uplift at joint 12. LOAD CASE(S) Standard M^B�.�q,/�/.��i - \�. EIVS�.�� i PE 7 STATE ` . oNA L Job I russ I I russ ype y 1452-B A4 HIP 2 1 Job Reference (optional) •_.... . ............. . �, ..,...., r.u,� aac� a ow a, cv,o ruuL o.coo a mtll a N In mu CR IpOutiule5, InG YYPA Jql A l O:7ZU78- Wage 7 ID:EaPOU1Z6%W 16w507vTFdr75cK-)9VWGA 8WVVNhlanw4J11DpWN15 xap7kRPOW 7-7-4 15-6-0 21-613 26-6-0 34-4-12 41.8-0 4 7-7-4 7-10-12 6-0 13 4 11.3 7-10-12 7312 5.00 12 5x5 = 3x4 = 5x5 = Dead Load Defl. =1/4 In 3x5 = 1.5x4 11 3x6 — 3x4 — 3x8 = 44 — 1.5x4 11 y^ 3x5 = 3x4 = 42-0.0 1 B-0.14 75-2-0 20-7-7 26-10-0 33-11-2 41-D-0 1 7-0-14 7-1-2 5{r7 6-2.9 7-1-2 7-0^14 Plate Offsets KY)— f1:0-3-10,0-3-01, f7:0-2-8,0-2-71, fl1:0-3-10,0-3-0j 0-3-8 LOADING (psf) SPACING- 24)-0 CSI. DEFL in (loc) Ydefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.24 15_ >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.44 17-18 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.19 11 n/a n/a BCDL 10.0 .Code FBC2017[rP12014 Matrix-S Weight 230 lb FT =10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except' TOP CHORD Structural wood sheathing directly applied. T2: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-1-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 3-17, 6-14, 9-14 WEBS 2x4 SP No.3 SLIDER :Left 2x6 SP No.2 3-8-4, Right 2x6 SP No.2 3 8 4 REACTIONS.. (size) 1=0-8-D (min. 0-1-13), 11=0-B-0 (min. 0-1-13) Max Horz 1=11 B(LC 9) Max Uplftf l=-480(LC 8), 11= 480(LC 9) Max Gravl=1529(LC 1), 11=1529(LC 1) FORCES. (lb) - Max Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3275/966, 2-3=31491983, 3-4=2591/846, 4-5=2506/869, 5-6=-2437/04, 6-7=2279/838, 748=2505/867, 8-9=2591/844, 9-10=3149/984, 10-11=3275/967 BOTCHORD 1-18=933/2950, 17-18=933/2950, 16-17=61212291,15-16=-612/2291, 14-95=-687/2448, 13-14=83512951, 12-13=-83512951,11A2=835/2951- WEBS 3-18=0f314, 3-17=706/420, 5-17=100/462, 5-15=107/396, 6-14�435/137, 7-14=132/627, 9=14=7071422, 9-12=0/311 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vint=160mph (3-second gust) Vasd=124mpb; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 480 lb uplift at joint 1 and 480 lb uplift at joint 11. LOAD CASE(S) Standard �: •� n...i,T.:-`.".1.kY-�,V.�iYi�-.�^:-rEit^•'i'�:'.�r.,.,.....y��. .r �'� �xgFia-'`� 'i i1-< d. 3E:t 'a, h BC GEIV,3 PE7951 STATE Or- °X16 oI russ Truss I ype Qry Hly 1452-8 AS HIP 2 1 Job Reference (option al sotmiemtruss ,rLr-M x,r",I .....--.._.----._.._.-.._'--•----.— _—_.-..._.....----._....-. ------------BN- ID:EaPOUlwCWA016wSO7vTFdz?5cK-PzFlcB_MkzLBXGU7URJsa- vjDBNZtizE kX? 7-0.14 13 6 0 21-0-0 26-6-0 34 11-2 M4- 1-6 42ro-0 7-0.14 6-5 2 7-6-0 7-6-D 6 5 2 64-6 0 I 5x7 = 1.5x4 11 5x7 = Dead Load Dell. =114 in 3x5 = 1.&4 II 4x6 = 3x8 = 3x4 = 1.5x4 II 3x5 = 3x4 = 4x6 = 42-0-0 1 4-0 414-8 1 7.0.14 13iL.0 21-0-D 286-0 34-11-2 4D-" 4 5-B-14 6-52 7{-0 7-" 6-5.2 5-8.14 nx Plate Offsets MY)— f1.0-3-10 0-3-01 f4:0-5-4 0-2-81 f6:D-5-4 0-2-81 f9:0-3-10 0-3-01 LOADING (psf) SPACING- 240-0 CS]. DEFL in Qoc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25- TC 0.96 Vert(LL) 0.29 13 >999 240 MT20- 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.52 13-15 >957 180 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(CT) 0.19 9 n/a n/a BCDL 10.0 Code FBC2017rfP12014 Matrix-S Weight 223 Ib FT =10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 3-4-13, Right 2x6 SP No.2 34-13 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-2-10 oc bracing. REACTIONS. (size) 1=0-8-0 (min. D-1-13), 9=0-8-0 (min. D-1-13) Max HorzI=103(LC 9) Max Upiift1=472(LC 5), 9=-472(LC 4) Max Grav 1 =1 529(LC 1), 9=1529(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3281/1030, 2-3=3164/1045, 3-4=2724/963, 4-5=2855111 D4, 5-6=2855/1104, 6-7=2724/963, 7-8=3164/1046, 8-9=3281/1030 BOT CHORD 1-16=897/2955, 15-16=-897/2955,14-15=723/2461,13-14=723/2461, 12-13=719/2461, 11-12=719/2461, 1D-11=-894/2955, 9-1D=-894/2955 WEBS 3-16=0/269, 3-15=563/351, 4-15 =79/443, 4-13=226/644, 5-13=457/348, 6-13=226/644, 6-11=79/443, 7-11=5631352, 7-10=0/269 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Dpsf: h=15ft; Cat 11; Fxp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 r 3) Provide adequate drainage to prevent water ponding. 4) This buss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 472 lb uplift at joint 1 and 472 lb uplift atjoint 9. LOAD CASE(S) Standard Je PE 7 'STATE ` oI russ I russ I Ype Y 1452-B A6 HIP 2 1 Job Reference (optional) ooumem Truss , rL rrorce, ram., i ID:EaPOUlwCVVAO16wSO7vTFdz?W-PzFTCEGMIzL8XGU7URJsErRfvoQBGajBNtlzbTrKAI' 6 0 14 11-6-0 17-10-0 24-2-0 30 6 0 3511-2 41-6-6 4 6-0-14 5.5.2 6-0-0 6 4 5.5-2 5.9{ 5_nn Sx5 = 3x4 = 3x6 = 3x4 = 5x5 = 4 c a 7 8 Dead Load Deft. = 5116 in 10 10 1-13x5 = 1.5x4 II 3x8 = 4x6 — 3x4 — 4x6 = 3x8 = 1.5x4 II 3x5 = 42-" 1.4-0 M-M 6-0-14 11-6-0 214)-0 366•0 3511-2 40-6.0 41r0-0 '1-D{/ 4.8-14 5-6-2 9-6-0 8-rr0' S3.2 4�14 0.4.0 0-8-8 IIA..J.- NVl l.1.A O .In n 7 nl l.I.n .1 A A 1J 1 -4— n .In n nl 1. 4.4 1 � 11--1 LOADING(p) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud TCLL 20.0 piGrip DOL 1.25 TC 0.59 Vett(LL) 0.31 15 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.56 13-15 >879 180 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.15 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP M 31 BOT CHORD WEBS 20 SP No.3 SLIDER Left 2x6 SP No.2 2-10-5, Right 2x6 SP No.2 2-10-5 REACTIONS. (size) 1=0-8-0 (min. 0-1-8), 11=0-8-0 (min. 0-1-8) Max Horz 1=88(LC 10) Max Upliftl=-497(LC 5). 11=-497(LC 4) Max Grav1=1529(LC 1), 11=1529(LC 1) FORCES. (Ib) - Max. CompJMax Ten. - Ail forces 250 (lb) or less except when shown. TOP CHORD 1-2=3301/1099, 2-3=3248/1113, 3-4=2868/1051, 4-5=2638/1010, 5-6=3280/1257, 6-7=3280/1257, 7-8=2638/1010, 8-9=2888/1051, 9-10=3248/1113, 10-11=3301/1099 BOT CHORD 1-lB=965/2974, 17-18=965/2974, 16-17=1117/3216, 15-16=ll17/3216, 14-15=1 1 15/3216,13-14=1115/3216, 12-13=961/2974,11-12=961/2974 WEBS 3-17=403/292, 4-17=208/782, 5-17=-840/361, 7-13=840/361, 8-13=20W782, 9-13---403/292 PLATES GRIP MT20 244/190 Weight 218 lb FT =10% Structural wood sheathing directly applied or 2-9-3 oc.purlins. Rigid ceiling directly applied or 74-7 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 497 lb uplift at joint 1 and 497 lb uplift at joint 11. LOAD CASE(S) Standard 11.1 "�Ok�C /, 't, VNGENs� PE 7agSl t'. �.,.-• _ _ .:s .� �. _� �'"L:'`STATE �__;z't.. __ 1. �.— +.».may. '+� �.�.'�` — Z" w...i� .+f: T .:. _ ' { -_ . • �i�'ofis ��aRtD P�'.`��i\�� Job I russ Truss I ype Qty Ply 1452-B A7 HIP 2 1 Job Reference (optional) bouurem i russ, rc rierce, ram., araa, ID'EaPOUIwCWA016wSO7vTFdz?5cK-t9z5xycc725ClhrghCyYOSOdx 97wmRt0lcrV'vvz1U- 5 0 14 9 6-0 17-2-9 24-9.7 32-M 36 11-2 414" 42,$0 5�14 4-5-2 741-9 7-6-13 -7-8-9 N 2 4-M 5x7 = ri00 MY .4 1.5x4 II 3x6 = 3x4 = 5 e 7 5x7 = 8 Dead Load Defl. = 5116 In 1b 73 3x5 = 3x4 = 4x6 = 3x8 = 3x4 = 4x6 = 3x4 = 3x5 = 42.0.0 i 14 D 414-B B-rr0 i 17-2-8 24-9.7 i 32-6-0_ , 40-8-0 _ 4'frp-D 8.2-0 7.8-9 7_"3 7-8-9 -- - - &2-0 0-4-0 0-8-8 Plate Offsets MY)— f1:0-3-10,0-3-01, f4:0-5.4,0-2-81,18:D-5-4.0-2-81, f11:0-3-10,D-3-01, rl5:0-2-8,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.38 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.64 14-15 >772 180 BCLL 0.0 Rep Stress Ina YES WB 0.77 Horz(CT) 0.15 11 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-S.- Weight 212 Ib Ff =10%: LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Excepe TOP CHORD Structural wood sheathing directly applied or 3-0-14 DC pudins. T2,T3: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-6-11 oc bracing., ; BOT CHORD 2x4 SP M 31 WEBS 1 Row at midpt 7-15 WEBS 2x4 SP No.3 i SLIDER Left 2x6 SP No.2 2-0-8, Right 2x6 SP No.2 2-3-8 REACTIONS. (size) 1=0-8 U (min. 0-1-8), 11=D-8-0 (min. 0-1-8) Max Horz 1=73(LC 9) Max Uplift1=523(LC 5), 11=523(LC 4) Max Grav1=1529(LC 1), 11=1529(LC 1) I ' FORCES. (lb) - Max Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3273/1204, 2-3=3219/1211, 34=3046/1137, 4-5=3899/1574, 5-6=3899/1574, 6-7=3899/1574, 7-8=3900/1575, B-9=3046/1136, 9-10=3219/1211, 10-11=3273/1204 BOT CHORD 1-17=1057/2940, 16-17=937/2793, 15-16=937/2793,14-15=1429/3900, 13-14=934/2793,12-13=934/2793,11-12=1054/2940 WEBS 3-17=176/264, 4-17=14/368, 4-15=-59/1341, rr15=-- 4/329, 7-14=474/330, B-14=560/1342, 8-12=14/368, 9-12=176/264 i NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mpb; TCDL=4.2psf, BCDL=5.0psf; h=15ft; Cat 11; Exp C; End., GCpi=0A8; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.6D 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 523 lb uplift at joint 1 and 523 lb uplift atjoint 11. LOAD CASE(S) Standard .131 PE 7 �A r •• -.' . Yii.. ... _ �� '�r_ STATE Sipes r o toss russ ype y 1452 9 AB SPECIAL i 1 Job Reference (optional) Southern Truss, IL Pierce, FL., 34951 nun: ts.zzu s aus n zui o t-nnc tuau s mar a zuiv-rra i eK maussnes, ma Wen jui a i o:i r:w �u� a ra e 1D:EaPOUIwCWAOl6wSO7vTFdz75cK-t9z5xyCc725GhrghCyYOSOZxJOKwmOtQlrrV kX 42-M i 1h-0 7.6-D 9.0.0 10-s-0 14314 21-0-0 Z7-B-z 28-7 0 a1-0-0 i 34-6-0 i a0-8-0 41-" I 1-s-0 1-6-0 39-14 6-8-2. s-8-2 0- 4 3-2-0 3.2-0 62-0 , Dead Load Defi. = 7116 in 5x5 = 7x8 G 3x6 = Sx5 7x8 = 11 9-A — 4 0 3x5 = 5x5 = 54 = 3x8 = 5x6 = 6x5 = 42-0.0 1-" 4143-6 U-0 7 8-0 14� 14 21-M 27-0.2 34 8-0 40-0.0 _ 41-Q-0 , i 6.2-0 MIT 6&2 6-8-2 69.14 6,2-0 0-" O-" LOADING (psi) SPACING- 2-M CSI. DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.58 18 >819 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.9D 18-19 >522 180 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(CT) -0:15- 15 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-S Weight 226Ib FT=10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. T2,T4: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 JOINTS 1 Brace at Jt(s): 10 WEBS 2x4 SP No.3 REACTIONS. (size) 21=048-0 (min. 0-1-13), 15-0-8-D (min. 0-1-13) Max Horz21=81(LC 8) Max Uplift21=626(LC 8),15=-485(LC 4) Max Grav21=1554(LC 1), 15=1554(LC 1) FORCES. (Ib) - Max. Comp.IMax. Ten. - All forces 250 (Ib)'or less except when shown. TOP CHORD 1-2=-470/210, 2-3=2779/1103, 3-5=3806/1587, 5-6=-4048/1672, 6-7=4569/1841, 7-8=4569/1841, 8-9=4024/1556, 9-10=3784/1477,10-12=3784/1477,12-13=2768/946, 13-14=-489/190, 3-4=261/119,11-12=295/140, 9-11=290/126 BOT CHORD 1-21=235/489, 20 21=316/489, 19-20=1010/2592, 18-19=1597/4048, 17-18=1481/4024, 16-17=-817/2509, 15-16=217/512, 14-15=217/512 WEBS 2-21 =1 397/689, 2-20=-68712036, 3-19=-67611700, 6-19=613/364, 6-18=219/577, 7-18=377/285, 8-18=31W04, 8-17=637/393,_12-17=741/1755, 13-16=645/2001, 13-15=1401/543 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat II; Exp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to.prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 626 lb uplift at joint21 and 485 Ito uplift at joint 15. 6) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard M. 131 E v PE 7 -- -.- .. . �=-� _ .�; � �3�.:= -----�,��,"�•-. . � ..:-mow �.�-•.� �_ .. _,_ _ � _:� n---- � `'�"�U - t =' ...STATE . �j�i/�•ss'OO�Ri �NG� I o russ I russ I ypeQty 1452-0 ABGL HIP 1 Fy 2 Job Reference(optional) bouulem Muss, rL nce ,rG,0 rat - RU'. o.ccua w,c, cu,o�run�o.cauame, acuw,rn, Cn ,puySY,GI, nIG. ncu ou, u,o., r.u! EUIa re e, ID:EaPOUIwCWA016wS07vTFdz75dC-mwDcnJF6BGbdEIBSvl21U9;CXwVma_'SKfa3dgz? j 42-0-0 i 1�-0 7�-0 12-11-14 1&315 23-6.1 i 2& :2 +• 34-60 i 46$-0 41 8-8 , 1�-0 fi•2-0 65-145-4-2 5.4-2 SS74 620 03-5 j Dead Load Deft = wis in i 5x7 = 5,00 12 1.5x4 11 3x8 = 4*6 = 1.5x4 II 3x4 = 5x7 = 3 122 23 4 24.r, 25 265 27 6 28 7 29 30 ., 318 32 33 9 F r aW 2 3x5 20 34 35 19 18 36 37 38 17 39 40 41 16 42 43 15 14 44 45 46 13 2 3x5 = , Sx5 - 3x8 M18SHS= 1.5x4 II 3x8 = 3x5 = 5x5 = 3x8 = ' 5x6 WB= 1 42-0.0 1.4-0 41.8.8 1 7-" 1&11-14 19.3-16 29-8.1 29A2 34-6.0 4D3A 4 82-0 b-6-14 5.4-2 5.4-2 5.4-2 5-5.14 fi-2-0 114-0 0_8-8 Plate Offsets (X,1)- 12:0-2-8,0-3-01, [3:0-5-4,0-2-8], [6:0-3-0',Edge], [9:0-5-4,0-2-8], [10:0-2-8,0-3-0], [12:D-0-11,0-1-10], [13:0-2-8,0-2-0], [19:0-3-0,0-1-8], [20:0-2=8,0-2-0], [21:0-0-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in poc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.60 16-17 >787 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.83 16-17 >568 180 M18SHS 244/190 BCLL 0.0 Rep Stress Ina NO WB 0.80 Horz(CT) 0.12 12 n/a n/a BCDL 10.0 Code FBC201717P12014 Matrix-S . Weight: 432 lb FT =10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD � Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or B-2-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 21=0-8-0 (min. D-1-8), 12=0-8-0 (min. 0-1-8) Max Horz21=57(LC 8) Max UplifI21- 1298(LC 5), 12=1298(LC 4) Max Grav21=2852(LC.1), 12=2852(LC 1) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=764/353, 2-3=5434/2601, 3-22=7744/3791, 22-23=7743/3791, 4-23=-7743/3791, 4-24=7743/3791, 24-25=7743/3791, 25-26=7743/3791, 5-26=7743/3791, 5-27=9097/4437, 6-27=9097/4437, B-28=9097/4437, 7-28=9097/4437, 7-29=9097/4437, 29-30=9097/4437, 30-31=9097/4437, 8-31=9097/4437, 832=7754/3797, 32-33=7755/3797, 9-33=7755/3797, 9-1 D=-5432/2600, 10-11=7671359- BOT CHORD 1-21=-368/766, 20-21= 426/766, 20-34=2311/4943, 34-35=2311/4943, 19-35=2311/4943, 19-36=4335/9118,18-36= 4335/9118,1837=4335/9118, 37-38=4335/9118, 17-38=4335/9118, 17-39=433619118, 39-40=4335/9118, 40-41=-4335/9118, 16-41=4335/9118,16-42=3682/7754, 42-43=3682r7754, 15-43=-0682/7754, 15-44=3682/7754, 14-44=368217754, 14-45=2307/4941, 45-46=2307/4941, 13-46=2307/4941,12-13=374M% 11-12=374/770 WEBS 2-21=2569/1274, 2-20=1990/4224, 3-19=1578/3274, 4-19=5721500, 5-19=1615/767, 5-17=D/430, 7-16=553/491, 8-16=745/1578, B-14=1388/886, 944=1587/3289, 1 D-13 =1987/4219, 10-12=2567/1273 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 °x3") nails as follows: Top chords connected as follows. 2x4 -1 row at D-9-0 or. Bottom chords connected as follows: 2x4 -1 row at D-9-0 or - Webs connected as follows: 2x4 -1 row at 0-7-0 oc, Except member 20-2 2x4 -1 row at D-9-0 oc, member 20-3 2x4 -1 row at 0-9-0 oc, member 19-3 2x4 -1 row at 0-9-0 oc, member 4-19 2x4 -1 row at 0-9-0 oc, member 19-5 2x4 -1 row at 0-9-0 oc, member 5.17 2x4 -1 row at 0-9-0 oc, member 16-5 2x4 -1 row at 0-9-0 oc, member 7-16 2x4 -1 row at D-9-0 oc, member 16-8 2x4 -1 row at D-9-0 oc, member B-14 2x4 -1 row -at 0-9-0-oc, member 14-9 2x4 -1 row at 0-9-0 oc, member 13-9 2x4 - I row at D-9-0 oc, member 1 aA 0 2x4 -1 row at 0-9-0 po�� 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to \ connections have been provided to distribute only loads noted as (F) or (B), unless othenise indicated. \�\��P ��-- `EQL 3) Unbalanced roof live loads have been considered for this design. � CEN / 4) Wind: ASCE 7-10, Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Dpsf, h=15ft Cat II; Exp C; End., GC \pr�- .18� r �'SF MWFRS(envelope); Lumber DOL=1.60 plate grip DOL=1.60 PE % 5) Provide adequate drainage to prevent water ponding. r &AW#p&%,pij0 plates unless. otherwise indicated. _ 1PO TAS� ��ORIDfG� \�� j o cuss -G cuss -Type Y U52-6 M. HIP '� 2 Job Reference o on �. c own i,u w �n�a aa..r n pan c Mac a 9019 MiTek Industries. Inc. Wed Jul 316:17:072019 Paga 2 Southem Truss, Ft Pierce, FL, 34951 ID:EaPOUIwCWA016wS67lTF ?5cK-rmnrDCnr 6BGbdE16Sw21UZHYCXWVmsZXSKfa3d-- Ww NOTES- 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcutrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129E lb uplift at joint 21 and 12981b uplift at joint 12. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)176 lb down and 238 lb up at 7-6-0, 94 lb down and 139 lb up at 9-6-12, 94 lb down and 139 lb up at 11-&12, 94 lb down and 139 Ib up at 13-0-12, 94 lb down and 139 lb up at 15-6-12, 94 lb down and 139 lb up at 17-&12, 94 lb down and 139 lb up at 19-6-12, 94 lb down and 139 lb up at. 21-0-0, 94 lb down and 139 lb up at 22-5-4, 94 lb down and 139 lb up at 24-5-4, 94 lb down and 139 lb up at 26-5-4, 94 lb down and 139 lb up at 28-5.4, 94 lb down and 139 lb up at 30-5-4, and 94 lb down and 139 lb up at 32-5-4, and 176 lb down and 238 lb up at 34-6-0 on top chord, and 252 lb down and 123 lb up at 7-6-0, 70 lb down at 9-6-12, 70 lb down at 11-6-12, 70 lb down at 13-6-12, 70 lb down at 15.6-12, 70 lb down at 17-6-12, 70 lb down at 19-6-12, 70 lb down at 21-D-0, 70 lb down at 22-54, 70 lb down at 24-54, 70 lb down at 26-54, 70 lb down at 28-54, 70 lb down at 30-54, and 70 lb down at 32-5-4, and 252 lb down and 123 lb up at 34-54 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASES) Standard 1) Dead + Roof live (balanced): Lumber Increase=1.25, Plate Increase=1:25 Uniform Loads (plf) Vert 1-3=54, 3-9=54, 9-11=54, 1-11=20 Concentrated Loads (lb) Vert 3=129(13) 6=94(B) 9=129(B) 20=252(B)13=252(B) 22=94(B) 23=-94(13) 24=94(B) 25=94(B) 26=94(B) 27=94(B) 28=94(B) 29=94(B) 30=94(B) 31=94(B) 32=-94(13) 33=94(13) 34=-47(B) 35=-47(B) 36=-47(B) 37=-47(B) 36=-47(B) 39=-47(B) 4D=-47(B) 41=-47(B) 42=-47(B) 43=47(B) 44=47(B) 45=47(B) 46=-47(B) (f PE 7 =yo,.�. - .... ... ,.�:-?�'-•��cc s.q„L ,-,.. t� .rt`.w-+ .��sa'3,i.�: e r-.- :.-'Jd'F�`��t "' •:3.cam.• - •� � - . - V STATE Job I russ I russ I ype Y 1452-B B1 COMMON 3 1 Jab Reference o tional e o.:.a• n ran LIx �rn 0 MTetr Indvefiix Inc Wod Jul A 16-17-n7 2019 P.m 1 Soutnern I NSS , M f Ief . rL. J — -- ID:EaPoUIwCWA016wSO7vTFdz?5dC nmDrnJF68GbdEI6SN21 UZHYGiwSxsj S gz i 6-2-7 ID-8-0 15-1-7 2040-8 2Q 4r0 6-2-7 4-5-9 4-5-7 4-11 1 0 1 is Dead Load Dell. = 1/81n 44 = 3 3Xy I I 0X4 — JRY — LOADING4psf) SPACING- 240-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0;6B Vert(LL) -0.12 7-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -026 1-9 >920 180 BCLL 0.0 , Rep Stress Ina YES WB 0.18 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S. Weight 90 ib FT =10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-12 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or B-6-11 oc bracing. W3: 2x6 SP No.2 WEDGE Left 2x6 SP No.2 REACTIONS. (size) 6=04-0 (min. D-1-8), 1=04-0 (min. 0-1-8) Max Horz 1=98(LC 8) Max UpUMf 248(1-C 9), 1=256(1-C 8) Max Grav6=732(LC 1), 1=732(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1365/480, 2-3=1191/435, 3-4=1034/379, 4-5=1183/414, 5-6=623/267 BOT CHORD 1-9=-470/1209, 8-9=214/812, 7-8=214/812, 6-7=320/l022 WEBS 2=9=288/271 3 9=189/464, 3-7=112/264 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wmd: ASCE 7-10; Vult--i 60mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=5.Opsf; h=15fq Cat II; Exp C; End., GCpF-0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing prate capable of withstanding 248 lb uplift at joint 6 and 256 lb uplift at Joint 1. LOAD CASE(S) Standard .�i•:%:,4a:�-:::a :..:lam-�i—�Sll :+:s.^__ ... .. :sx ;..a=,�it.r:y[---� - ,._ , .:. e�:ut'.�r;,r-: ._..<:. oI russ I russ I ype Qty y 1452-8 iB2 COMMON 2 1 Job Reference (optional) 30UMeM I NSS , rL Mlerm, rL., 84=1 rt 1 o.[.Gu s — c i cum ".— o.<ou s — a mi 1 eat a luu3u1G6, II- I a. I li o <u 1 tl rage , I D: poj W BcV VPYsKEa_21eGgpynKk7-E7n_fGkyaj UsSjeU�5V5QwKo2bA7cZJKcA6ANV 6-2-7 1049-0 16.1-9 2048-0 21 4 Q 6-2-7 4-5.9 4.5-9 5-6.7 D B 0 4x4 = 3 Dead Load Defl. =1/8 in 21-" I¢ LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in poc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.12 1-9 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.26 1-8 >956 180 BCLL 0.0 Rep Stress Ina YES WB 0.17 Horz(CT) 0.04 5 n/a n/a BCDL 10:0 Code FBC2017/LP12014 Matrix-S Weight 95 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-1 oc•purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or B-6-11 oc bracing. WEBS 2x4 SP No.3 WEDGE Left 2x6 SP No.2, Right 2x6 SP No.2 REACTIONS. (size) 1=D-8-0 (min. 0-1-8), 5=0-8-0 (min. 0-1-8) Max Horz 1=81(LC 11) Max Upli tl=264(LC 8), 5=264(LC 9) Max Gravl=765(LC 1), 5=765(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1440/500, 2-3=1265/455, 3-4=1265/455, 4-5=14401500 BOT CHORD 14-471/1279, 7-8=216/893, 64=216/893, 5-6=390/1279 WEBS 3-6=1851443, 4-6=292/273, 3-8=1841443, 2-8=292/273 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-1 D; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ii; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 264 lb uplift at joint 1 and 264 lb uplift at joint 5. LOAD CASE(S) Standard PE 7 - STME 0 Al l-s-�q- ��•�� . �i�j��•ss/OORiD russ Truss Type Y ro 1452-8 B3G GABLE 1 Job Reference o tional _ - .. n o.:.w. o oan � r,e�. o omo neiTn4 Inrlucfiine .Inn Wed Jul 3 16-1TOR .2019 Pane 1 AouIIlem toss , rl r�nJt�c. ram.. u-,as. - _ -- - • ID:pojWBcVVPYsICEd_21eGgpynKk7-E7n fGlryafUs leUrfju B-1 15 13-2.1 184-0 20 8 D 21.1 Q 3 D-0 5-1-15 5-D-3 5-1 15 2.4-0 1 1x4 II 6 1x4 II 31 4 T 6xB � 30 1 4 5.00 12 4x8 — T 2 29 1 T I 5 22 1 � e 3x4 = e s 21 24 25 20 3x9 11 4x4 = U4 11 Dead Load Defl. =1/16 in 4x4 32 9 33 II J B x I I 14 II34 t4 II n—= 1335x T x 6x8T36 h 23 W2 16 e Io 19 26 i8 27 28 17 a 3x4 = 3x4 = 3x9 I I 4x4 = 4x4 = 2D-8-0 1.0-0 3-0-0 &1-15 13-2.1 18-" 20b0 2 1 5-1-15 5-0.3 6-1-15 1�-0 0�-D nen LOADING(psf) SPACING- 24-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate -Grip DOL 1.25 TC 0.65 Vert(LL) 0.13 18-20 >999 240 TCDL 7.0 Lumber DOL 1.25 BC . 0.58 Vert(CT) -0.19 18-20 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(CT) 0.05 16 n/an/a BCDL 10.0 Code FBC2017ITP12014 Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 JOINTS OTHERS 2x4 SP No.3 WEDGE Left 2x6 SP No.2, Right 2x6 SP No.2 REACTIONS. (srze) 1=0-8-0 (min'. 0-1-8), 16=0-8-0 (min. 0-1-8) Max Harz 1=81(LC 8) Max Upiift1=385(LC 8), 16=385(LC 9) Max Gravl=652(LC 1), 16=652(LC 1) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-22=1474/860, 2-22 =1442/849, 2-3=665/626, 3-5=665/626, 5-7=774/564, 7-8=774/584t 8-10=774/584, 1,0-12=774/584, 12-14=662/631; 14-15=-662/631, 15-23=1440/848,.16-23=1471/859, 2-29=788/315, 29-30=736/317, 430=727/316, 4-31=731/336, 6-31=706/337, 6-32=713/359, 9.32--675/358, 9-03=-6771363, 11-33=714/365, 11-34=706/343, 13-34=731/342, 13-35=726/322, 35-36=736/323, 15-36=787/321 BOT CHORD 1-21=844/1341, 21-24=783/1427, 2425=783/1427, 2C-25=783/1427, 19-20=783/1427, 19-26=783/1427, 18-26=783/1427, 18-27=718/1443,, 27-28=718/1443, 17-28=71811443, 16-17=763/1338 PLATES GRIP MT20 2441190 Weight 136 lb FT = 20% Structural wood sheathing directly applied or 4-9-11 oc puriins. Rigid ceiling directly applied or 6-5-2 oc bracing. 1 Brace at Jt(s): 5, 12, 8 WEBS 5-18=325/181, 8-9=144/287 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-1 D; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf BCDL=5.Opsf; h=15f ; Cat II; Exp C; End., GCpi=0.18; NIWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/fPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 385 lb uplift at joint 1 and 385 lb uplift at joint 16. 8) Graphical purfin representation does not depict the sin -or the -orientation of the pudin along the top and/or bottom chord. 9)-Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)130 lb up at 34-0,26 lb up at 26 lb up at 6-0-12, 26 lb up at 8-0-12, 26 lb up at 10-0-IZ 26 lb up at 11-3-4, 26 lb up at 13-3-4, 26lb up at 15-3.4, and 26 lb u N ` X 17-3 4, and 130 lb up at 18-0-0 on top chord, and 79Ib up at 3 0-0, D lb down and 5 lb up at 4-012, 0 lb down and 5 It up at down and 5 lb up at 8-0-12, 0 lb down and 5 lb up at 10-0-12, 0 lb down and 5 lb up at 11-3-4, 0 lb down and 5 lb up at 13._ 4',1R1b do%n and 5 lb up at 15-3-4, and 0 lb down and-5lb up at 17-3-4, and 79 lb up at 18.4-0 on bottom chord. The design/selectio i PE 7 connection device(s) is the responsibility of others. r 6%AM 69N E(S) section, loads applied to the face of the truss are noted as front (F) or back (B). . _:. �• - - - � '� .,--�-�— .. ...� � 17 N Job / I russ ype Y1452-B 63G 71:LE 1 1 Job Reference. Southern Truss, FL Pierce, FL, 34951 - LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-2=54, 15-16=54, 1-16=20, 2-9=-54, 9-15=54 Concentrated Loads (lb) Vert 21=62(B) 17=62(B) 22=50(B) 23=50(B) o tional Run: 8.220 s Jul 212018 Print 8230 s Mar 9 2019 MZ'ek Industries, Ina Wed Jul 3 16:17:08 2019 Page 2 I ID:pojWBcWPYsKEci_21eGgpynKk?-E7n fG"UsSjeU�5V5RDKpubA IKcA6z7kWv , _ PE 7 STATE a �FORT pt, ` �j//Fss/O�fAL o Nss pe y 1452-8 C1 7COMMON 3 1 Job Reference o tional _ ."-. u oin - i.a 99 gni A c�„r- n r.{nx Uar s 2019 MTek Industries. Ina Wed Jul 3 16:17:09 2019 Page 1 3 ID: a D w v c -i 5 7 14 16-8-8 17-2rD F 5-7-14 3-4-2 7-8-8 0 3 8 4x4 = 3 3x9 11 ax4 = Dead Load Defi. = 3/16 in LOADING (psf) SPACING- 240-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP MT20 244/190 TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0;17 1-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.35 1-7 >558 180 BCLL 0;0 Rep Stress'Incr YES WB 0.16 Horz(CT) 0.02 5 n/a n/a = 10% BCDL 10.0 Code FBC20171TP12014 Matrix-S Weight 67 lb FT BRACING - LUMBER - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-12 oc puriins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 *Exaepe BOT CHORD Rigid calling directly applied or 9-5-14 oc bracing. W3: 2x6 SP No.2 WEDGE Left 2x6 SP No.2 REACTIONS. (size) 5=0-8-0 (min.0-1-8). 1=0-8-0 (min.0-1-8) Max Horz 1=86(LC 8) Max Uplift5=206(LC 9), 1=213(1-C 8) Max Grav5=608(1_C 1), 1=608(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250•(Ib) or less except when shown. TOP CHORD 1-2=1054/388; 2-3=-814/280, 3-4= 866/254, 4-5=530/246 BOT CHORD 1-7=377/928, 6-7=171R17, 5-6=171R17 WEBS 2-7=303/248, 3 7=45/409 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; Cat 11; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord liv@ load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 206 lb uplift at joint 5 and 213 lb uplift at joint 1. LOAD CASE(S) Standard ��_...-�L'?tL-i.»y-3FF.:�r.--.:��' . _ .,-. 'a4 _:JC.-<-: .�."•,:'ylrf�_ _ mac....,,.>.u_.ex.-a:;_a.- _. - DEN&`' � 4' _ PE 7 `, STATTEV Y Y O , rss 1452-B C2 SumTrussFLPiece;FL3491 _ COMMON 12 1 1 Run: 8.220 s Jul 212016 PniR ID:pojWBcWPYsKE 12-4-2 3-0-2 4x4 = 3 316:17:09 2D19 Pagge 1 i Vk6EK91 919?VV u i I i18-0-D� 7 i Dead Load Defl. =118 in t i US II 17.4-0 16.6-0 7 18.40 Plate Offsets 1:0-1-14,04J 2 1:0-0-0 1-3-2 5:0 1-14 0 0 5:D 0 0 1 3-2 LOADING (psi) SPACING- 2-0-0 CS1. DEFL in Ve LL -0.13 ) . Qoc) 11defl L/d PLATES GRIP 1-7 >999 240 MT20 2441190 TCLL 20.0 Plate Grip DOL 1.25 1.25 TIC 0.62 BC 0.83 Vert(CT) -0.03 1-7 >757 180 TCDL 7.0 0.0 Lumber DOL Rep Stress Inca YES WB 0.20 Horz(CT) 0.03 5 rda n/a Weight 781b FT = 20% BCLL BCDL 10.0 Code FBC2017/TPl2014 Matrix-S LUMBER- BRACING- TOP CHORD Structural wood sheathing directly applied or 4-10-11 oc purlins. TOP CHORD 2x4 SP Nc.2 BOT CHORD Rigid ceiling directly applied or 94-12 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 - WEDGE Left 2x6 SP No.2, Right 2x6 SP No.2 REACTIONS. (size) 1=0-8-0 (min. 0-1-8), 5=0-8-0 (min. 0-1-8) Max Horz 1 =89(LC 11) Max Upli tl=222(LC 8), 5=-222(1-C 9) Max Grav 1=641(LC 1), 5=641(LC 1) FORCES. Ob) TOP C1 ORD -1-2x 154 Comp./Max. 12 2-3=-897 285, 3-4=-897/2B5 or 4-55 1154/exce412 shown. BOT CHORD 1-7=383/1020, 6-7=-315/1020, 5-0=315/7020 WEBS 3-7=136/528, 4-7=296/272, 2-7=296271 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) This thus has been designed fora 10.0 Psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing. plate capable of withstanding 222 lb uplift at joint 1 and 2221b uplift: at joint 5. LOAD CASE(S) Standard jDb I russ I russ I ype y 1452-B MG GABLE' 1 1 Job Reference (optional) soumem I runs, M rierce, rL-, aged t m e.c u s, uw ci cu io rnnL o. au s mar a cuw mu tm mausmes, ina. vreo uur a jo;i riu zu7a ra e I ID:pojWBcWPYsKEci21eGgpynKk?-AVukPLH7UBzC5mtObAaBBwAgy8Ug3xdvldpjE. Wt 3-0-0 9.0-0 15-0-0 17-4-0 18 D-0 3-M 6-0-0 6-0-0 2 4 0 0 8 0 Deed Load Deft. = 1116 in 4x4 = 3x9 11 4x4 = 1x4 II 3x4 =. 4x4 = 3x9 I I 17-4-0 1-0-D 3�0 B-LI-O 15.0.0 16.6-0 17 18-0.0 6-0-0 LOADING(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-D-0 Plate'Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC20171TP12014 CSI. TC. 0.51 BC 0.62 WB 0.74 Matrix-S DEFL. in Vert(LL) 0.16 Vert(CT) -0.22 Horz(CT) 0.05 (Ioc) Udefl Lld 8 >999 240 8 >925 180 5 n/a n/a PLATES GRIP MT20 244/190 Weight 110 lb FT = 20% LUMBER- BRACING - TOP CHORD "2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-9 oo purlins. Except BOT CHORD 2x4 SP No.2 5-3-0 oc bracing: 2-3, 3-4 WEBS 2x4 SP No.3 BOT CHORD_ Rigid ceiling directly applied or 5-7-9 oc bracing. OTHERS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 3 WEDGE Left 2x6 SP No.2, Right 2x6 SP No.2 REACTIONS. (size) 1=04;-0 (min. 0 1 8), 5=0 B 0 (min. 0-1-8) Max Horz 1=23(LC 10) Max Uplift1=323(LC 5), 5=323(LC 4) Max Gravl=529(LC 1), 5=529(LC 1) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1101/707, 2-19=1009/674, 19-20=1009/674, 20-21=1009/674, 3-21=10091674, 3-22=1009/674, 22-23=1009/674, 23-24=1009/674, 4-24=1009/674, 4-5=1101f107 BOT"CHORD 1-9= 616/978, 9-25=1085/2034, 25-26=10115/2034, 26-27=108512034, 8-27=1085/2034, 7-8=1085/2034, 7-28=1085/2034, 28-29=1085/2034, 6-29=1085/2034, 5-6-15/978 WEBS 2-9=104/305, 3-9=1093/470, 3-6=1093/470, 4-6=104I305 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.OpsF h=15ft; Cat. 11; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSMI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable studs spaced at 2-0-0 cc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconourrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 323 lb uplift at joint 1 and 323 lb uplift et joint 5. 8) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)130 lb up at 3-0-0, 26 lb up at 4-0-12, 261b up at 6-0-12, 26 Ib up at B-D-12, 26 Ib up at 9� 11-4, 26 Ib up st 11-11-4, and 261b up at 13-11-4, and 1301b up at 15-0-0 on top chord, and 79 lb up at 3-0-0, 0 lb down and 5 lb up at 4-0-12, 0 lb down and 5 lb up at 6-0-12, 0 lb down and 5 lb up at 8.0-12, 0 lb down and 5 lb up at 9.11-4, 0lb down and 5 lb up at 11-11-4, and 0 lb down and 5 lb up at 13-11-4, and 79 lb up at 15.0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 1l Ir 1 1 E `1/ 10) In -the -LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). \\�\ �/ f� LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=125 Un'dorn Loads (pit) Vert 1 2=54, 2-4=54, 4-5=54,1-5=20 Continued on page 2 i\GEI�js�;�� i PE 7Q951 15 Job I russ I n155 I ype y 1452-B MG GABLE 1 1 Job Reference o 'onal aouu�em i toss , rt tierce, ram., y+aa i LOAD CASE(S) Standard Concentrated Loads (Ib) Vert 2=50(F) 4=5D(F) 9=62(F) 6=62(F) .•:�=._ __ram ... .- . Run: 8.220 s Jul 212018 Print 8.230 s Mar 9 2D19 MTek Industries, Inc Wed Jul 3 16:17:10 2019 Page 2 j ID:pojWBcWPYsKEci_21eGgpynKK?-AVukPLH?UBzC5mtObAaBBwAgyBUg3xdv1 dpjE?z?kWt PE 7 STAIF F � ORID 1 fuss cuss ype y 71452-B CA JACK 2 1 Job Reference (optional) ?mo w7atr inn —ma Inc Wed Jul 3 16:17:10 2019 Pane 1 soumem i russ , rL - ID:EaPDUIwCWA016w507vTFdz75cK-AVukP z m w v pi 1-9 14 3-0-11 . 5-2-14 5-6-6 1-9 14 1-2-13 2-2-3 0 3 8 0 t-co 11 LOADING (psf) TCLL 20.0 TCDL 7.0 BCH 0.0 BCDL 10.0 SPACING- 24)-0 Plate Grip-DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC20171M- 2014 CSI. TC 0.37 BC 0.32 WB 0.06 Matra-P DEFL. in Vert(LL) 0.02 Vert(CT) 0.03 Horz(CT) -0.02 Doc) I/dell Ud 4-5 >999 240 4-5 >999 180 3 n/a n/a PLATES GRIP MT20 244/190 Weight 17lb FT=10% LUMBER- TOP CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-6 oc.pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanicai, 4=Mechanical, 5=0-11-5 (min. 0-1-8) Max Horz5=81(LC 4) Max Upi'rft3=-82(LC 20), 4=22(LC 17), 5=150(LC 20) Max Grav3=53(LC 1), 4=29(LC 3), 5=187(LC 1) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=6.Opsf h=15ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Thistrusshas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to -truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 82 lb uplift atjoint 3, 22 lb uplift at joint 4 and 160 lb uplift at joint S. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 30 lb down and 110 lb up at 2-11-0, and 30 lb down and 110 lb up at 2-11-0 on top chord, and 71 lb up at 2-11-0, and 71 lb up at 2-11-0 on bottom chord. The design/selection of such connection device(s) is the responsibility. of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert 1-3=54, 1-4=20 Concentrated Loads (Ib) Vert 6=72(F=36, B=36) 7=94(F=47, B=47) \GEAIg PE 7 �STATE J 0 Job I russ cuss Type y 1452-B CJ7 JACK 1 1 Job Reference (optional) -- oou[nem_.....____.�...._. ..____. _._-....-__-_._ _. ID:EaPOUIwCWA016wS07vTFdz75cK eiS6chidFV53jvSD9t5Q�7j?bYtgoX72FHYGnRz7 Ws 1-9-14 6-4-7 10-2.4 tC 5.12 1-9-14 4-6-9 3-9-13 - �.z 1-4-4 1-9.14 B-4.7 10.2-4 145-12 1�4 0-5'11 4.6-9 3-9-13 037 0.0-1 LOADING (psf) SPACING- 2-0 0 CS. DEFL in Qoc) Wall L/d TCI_L 20.0 Plate Grip DOL 1.25 TC -0.45 Vert(LL) -0.04 6-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.08 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.16 Horz(CT) -0.03 4 n/a n/a BCDL 11).0 Code FBC2017rrP12014 Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (size) 4--Mechanical, 5=Mechanical, 8=0-11-5 (min. 0-1-8) Max Horz8=153(LC 4) Max Upiift4=94(LC 4). 5=104(LC 4), B=186(LC 4) Max Grav4=111(LC 1), 5=234(LC 1), 8=481(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=381/115, 2-9=4431159, 3-9=394/169 BOT CHORD 1-8=108/383, 8-11=249/383, 7-11=249/383, 7-12=249/383, 6-12 =249/383 WEBS 248=303/190, 3-6=-431/281 PLATES GRIP MT20 2441190 Weight 41 lb FT =10% Structural wood sheathing directly applied or 6-0-0 oo pudins. Rigid ceiling directly applied or 1040-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; T.CDL=4.2psf; BCDL=5.Opsf, h=15tt; Cat 11; Exp C; End., GCpl=0.18; MWFRS {envielope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any -other fire toads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 4,104 lb uplift at joint 5 and 186 lb uplift at joint B. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 23 lb down and 38 lb up at 5-0-7, 23 lb down and 38 lb up at 5-0-7, and 51 lb down and 93 lb up at 7-10-0, and 51 lb down and 93 lb up at 7-10-6 on top chord, and 4 lb up at 5-0-7, 4 lb up at 5-0-7, and 21 lb down at 7-10-6, and 21 lb down at 7-10-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Increase=1.25 Uniform Loads (pif) Vert 14=54,1-5=20 Concentrated Loads (Ib) Vert 10=39(F=19, 6=19)12=24(F=12, B=12) PE 7 � STATE q �� j Fs • OR10i'G�� Job I russ I russ I ype y 1452-B CJ7A MONO TRUSS 1 1 Job Reference o tional "JUUUiBITI MUSS . r4. rlGllz. rL. JYaa 1 � - - • ••••- ••••••-- •• --• - • �- •- • • •••- ---- ID:EaPOUlwCWAOlBwSO7vTFdz75rK-eiS6chldFV53jvSDgt5QT2QYtcoW22FHYGnRz7 Ws 4-11-8 8-9-5 WIT 4-11-8 3-9-13 WIT 0 2x5 II a B4Y13 0V4-11-8 " , 8-9-5 8,11,3� 4t�12 4-10.12, 3-9-13 Wi-14i 0.1-10 LOADING (psf) SPACING- 2-0 0 CSI. DEFL in (loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0:03 6-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.05 6-7 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.22 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/rP12014_ Matrix-S LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 2-6-10 REACTIONS. (size) 1=0-3-8 (min. 0-1-8), 4=Mechanical, 5=Mechanical Max Horz 1=153(LC 17) Max Uplift1=144(1-C 4), 4=91(LC 4), 5=139(LC 4) Max Gravl=358(LC 1), 4=105(LC 1), 5=288(LC 1) FORCES. (Ib) - Max Comp./Max_ Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=•.605/233, 2-8=553/239, 3-B=531/245 BOT CHORD 1-10=324/531, 7-10=324/531, 7-11.=324/531, 6-11=324/531 WEBS 3-7=0/261, 3-6=598/365 PLATES GRIP MT20 244/190 Weight 40 lb FT =10% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7=10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; CaL 11; Exp C; End., GCpF0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcun-ent with any other live loads. 3) Refer to guder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 144 lb uplift at joint 1, 91 lb uplift at joint 4 and 139 lb uplift at joint 5. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 23 lb down and 38 lb up at 3-7-8, 31 lb down and 47 lb up at 3-74, and 51 lb down and 93 lb up at 6-6-7, and 56 lb down and 97 lb up at 6-5-7 on top chord, and 4 lb up at 3-7-8 , 6 lb down and 13 lb up at 3-7-8, and 21 lb down at 6-5-7, and 24 lb down and 21 lb up at B-5-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=125 Uniform Loads (plf) Vert 1-4=54,1-5=20 Concentrated Loads (Ib) Vert 9---47(F=19, B=281 11=35(F=12, B=23) PE 7 �ORID ///irrrttll�� o ss ruse ype Y 1452-8 F"Jul 1 JACK 4 1 Job Reference o tional o �T� �du�n;e_e Inc Wed Jul 316-17:11 2019 Paoe4 Soutnem I runs, M rren=, ram,-- ID:poIWBcWPYsIEd_21eGgpynKk?-ei56chldFV53jvSD 12 o n s 1-9 14 3-5-7 4-1 7 1-9 14 1-7-9 0 &-0 0 z= 11 LOADING(pst) SPACING- 240-0 CSI. DEFL in poc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.01 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(CT) 0.01 4-0 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.04 Horz(CT) -0.01 3 n/a n/a -BCDL 10.0 Code FBC20171TP[2014 Matrix-P Weight 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-11-5 (min. 0-1-8) Max Horz5=61(LC 4) Max UpIM3=67(LC 17), 4=72(LC 17), 5=125(LC 20) Max Grav4=1(LC 20), 5=193(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf•, BCDL=5.Opsf; h=15ft; Cat II; Exp C; End., GCpl=0.18; . MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girders) for truss to taus connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 67 lb uplift at joint 3, 72 lb uplift at joint 4 and 125 lb uplift at joint 5. 5) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 25 lb down and 103 lb up at 2-11-0, and 25 lb down and 103 lb up at 2-11-0 on top chord, and 68 lb up at 2-11-0, and 68 lb up at 2-1.1-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Indmase=1.25 Uniform Loads (pit) Vert 1-3=54, 1-4=20 Concentrated Loads (lb) Vert 6=69(F=34, B=34) 7=88(F= 4, B=44) ��1111lf11/�� ' �\\��i \GEN&,, N f PE 7 ' STATE J�v\ ORI Job russ Truss Type Y 1452-B J1 JACK 3 1 Job Reference (optional) a000 •1—, — ri—, ram. „•,o.,, 1 ID:EaFO1 I-wCWAOI6wSO7VTFdz75cK 7u0UgiJF7pDwL3l PjbcfGLFHWxJXXOkCUxIPJttlkWr 1-2-8 1 6 0 1-2-8 0 3 8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL In (loc) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(L L) 0.00 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0-.02 Vert(CT) -0.00 1 n/r 120 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 5 Ib FT =10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0• oc bracing. REACTIONS. (size) 2=Mechanical, 3=041-0 (min. 0-1-8) Max Horz2=124(LC 1), 3=124(1_C 1) Max Uplift2=54(LC 8) Max Grav2=95(LC 1), 3=29(LC 3) FORCES. (lb) - Max Comp./Max Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint 2. 5) Non Standard bearing condition. Review required. LOAD CASE(S) Standard �\l y�GENSF ,�,� - ( PE 7 ~O STATE OF ` /0'n �`� ORt� �� r prus5 Truss Type y 1452-i3 1,12 JACK 12 1 Job Reference (optional) avumem muss , rL ri—, ram; .r I 0 0 ID:EaPOUlwCWA016wS07vTFdz75c-7uD6g1JF'5&DIFjbcfGLFGKxirXONCUxlp Wr 1-4-0 Plate Offsets (X Y)— [2:0-0-12 0-1-121 [2:0-1-11 1-2-8] [5:D-0-0 0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0' Plate Grip DOL 1.25 TC ' 0.07 Vert(LL) 0.00 5 >999- 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrbc-P Weight 7 lb FT =10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oo pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 (min. 0-1-8) Max Horz5=43(LC 8) Max Upl1113=34(1_C 1); 4=-43(LC 1), 5=-66(LC 8) Max Grav4=5(LC 8), 5=223(LC 1) FORCES. Qb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1)Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15f; Cat II; Exp C; Enci.,'GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift at joint 3, 43 Ib uplift at joint 4 and 66 lb uplift at joint 5. LOAD CASE(S) Standard PE 7 - fz; %0'<`�`� ORiD i,//Fs0,O;�NG\\\\�� J c Truss Type Y 1452-B 71'u JACK 3 1 Job Reference (optional) .i011IIrBm 1 russ , rc tierce, ram., O' I r ID:EaPOUIwCVVA016w5O7vTFdz?5cK-7uDUg1 JF7pDwL31 PjbdGLFGAxdvXDHCUxlpJtz?kWr 1 4 0 3-2-8 3 6 0 1 4 0 1-10-8 MO 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL • in Qoc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.00 5 >999 240 lam 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.03• Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-P Weight 1216 F f =10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-0 ocpudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 1 D-0-0 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4--Mechanical, 5--�0-8-0 (min. 0-1-B) Max Horz5=72(LC 8) Max Upltfl3=48(1-C 8), 5=62(1-C 8) Max Grav3=38(LC 1), 4=26(LC 3), 5=20B(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst; BCDL=5.Opsf h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 48 lb uplift at joint 3 and 62 lb uplift at joint 5. LOAD CASES) Standard \\\\\I1I11//////, N NA M. 131 \ F -5 PE 7j -U ; STATECIF - �iO'�` `� ORiD a job I russ Truss Type Y 1452-8 J3A MONO TRUSS 1 1 Job Reference (optional) soumem truss, rc rrerce, ram., 2x8 36:F�POUIONA016Z67vTFdz75cK-f66Gg1 V5[i;vl.3li jbcfGLFHVxJ3XOkCUxlpJiz kWr 2-2-8 2-&0 , 2-2-8 0-3-8 ' LOADING(psf) TCLL 20.0._ TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Inc r YES Code FBC2017/1P12014 CSI. TC 0.06 BC 0.05 WB 0.00 Matrix-R DEFL In (loc) Vdefl L/d Vert(LL) -0.00 3-4 >999 240 _ Vert(CT) -0.00 3-4 >999 180 Horz(CT) -0.00 2 We n/a PLATES GRIP MT20 2441190 Weight 9 lb FT =10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-&0 oc purlins, except BOT CHORD 2x4 SP No.2 . end verticals. WEBS 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 2=Mechanical, 4=0-6-0 (min. 0-1-8), 3=Mechanical Max Horz4=45(LC 8) Max Uplift2-52(LC 8), 4=14(LC 8), 3=3(LC 8) Max Gmv2=55(LC 1), 4=82(LC 1), 3=41(LC 3) FORCES. Qb) - Max CompJMax. Ten. - All forces 250 Qb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf, h=15ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical. connection (by others) of truss -to bearing plate capable of withstanding 52 lb uplift at joint 2,14 lb uplift at joint 4 and 3 lb, uplift at joint 3. LOAD CASE(S) Standard owl i �10ENs� ,�� PE 7 x �� OR1D �.'' E /0I�F�I' �G��\\ n Job russ cussType Y 1452-B J4 JACK 3 lJob Refeecncclea o�.1 rrnoTnutri— Ina. Wed Jul 3 16:17:13 2019 Paoe 1 boutnem 1 fuss, M tq=e , r", — I . ti 0 IIJ:EaPOuiwcwAO16wSD7VTFdz75cK-b4at1 MKtm6MnyDcbHlBuoYoRoLe3G7 SLjDl NrKZIKwq 140 3-BB M 1 4 0 2-4-B 038 LOADING(psf) SPACING- 2-0-0 CSI. ' DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 4-5 >999 240 MT20 2441190 . TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) -0.00 3 n/a n/a -- BCDL 10.0 Code-FBC201#rP12014 Matrix-P Weight 13lb- FT=10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 ocpuriins. BOT CHORD 2x4 SP No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 3--Mechanical, 4=Mechanical, 5=048-0 (min. 0-1-8) Max Horz5=83(LC 8) Max Uplift3=-59(1-C 8), 5=66(LC 8) Max Grav3=54(LC 1), 4=40(LC 3), 5=220(LC 1) FORCES. Qb) - Max Comp./Max Ten. - All forces 250 (lb) or less except when shown, NOTES- 1) Wind: ASCE 7-10; Vutt=160mph (3-second gust), Vasd=1 24mph; TCDL=1.2psf; BCDL=5.Opsf, h=15ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s)-for- truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 59 lb uplift at joint 3 and 66 lb uplift at joint 5. LOAD CASE(S) Standard I Job I cuss Truss Type Qty Y 1452-8 J5 JACK 3 1 Job Reference o tional awuiem � runs , r� nertx, ram., rraa , a ID:F�PDUIwCWA016wS07vTFdz75cK-ba5tlMKtm6MrryDcbH180' P3 di iT Ql IWrPOCWq 1� 35-120-8 1 0 0 5-6-0 nn A C nf- Plate Offsets (Y Y) - i'2:0-0-12,0-1-121, f5:0-1-8,1-2-01, j5:0-0-0,0-1-121 LOADING(psf) SPACING- 240-0 CSI. DEFL in poc) Well Ud PLATESGRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.01 4-5 >999 . 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.02 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-P Weight 18 lb FT =10%' LUMBER- BRACING= TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4--Mechanical, 5=0-8-0 (min. 0-1-8) Max Horz5=113(LC 8) Max Uplif 3--93(LC 8), 5=80(LC 8) Max Grav3=96(LC 1), 4=71(LC 3), 5=267(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 f ib) or less except when shown. NOTES-- , 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft Cat II; Exp C; Encl., GCpi=0.18; MVVFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer-to-girder(s)-for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 lb uplift at joint 3 and 80 lb uplift at joint 5. LOAD CASE(S) Standard - - =+l _...xd-Y'v.?G5�3=n�yT___ss. ... - . n- .�r'-•.�:`i115�'?�3%.ai:i!y ,r:h:. ...� .+t+`^i�'.'�--`t,_. m r � � PE 7 L . OR]O /jlfllilll\ o russ I russ I ype Y 1452-B J5A MONO TRUSS - 1 1 Job Reference o tional .. .., o uRd. L.A„d.ix �.... Wad Ld A 19.17, 1a 7n10 Pang 1 bouulem i loss' m -. —... Y27 ID:EaP0UIwCWA016wSO7vTFdz?5cK-b4atlMKtrn6MnyDcbHlBuoYoPTLdCGT LjblNrKz?kWq 4-2-8 4 6 Q 4-2-8 0-3-8 4-6-D LOADING(psf) SPACING- 2-D-0 CSI. DEFL in goo) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vedg-L) 0.02 3-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25. BC 0.18 Vert(CT) -0.03 3-4 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) -0.02 2 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matra-R Weight 15 lb FT =10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc puriins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 2=Mechanical, 4=0-8-0 (min. 0-1-8), 3=Mechanical Max Horz4=87(LC 8) Max Uplift2=94(LC 8), 4=36(LC 8) Max Grav2=1D4(LC 1), 4=156(LC 1), 3=78(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft; Cat II; Exp, C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live loads: 3) Refer to girder(s) for truss to truss connections. -4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 2 and 36 lb uplift at joint 4: LOAD CASE(S) Standard EN PE 7 ; -s= �q %4C,� 1 lOi VA Job Truss I cuss I ype Y 1452-B J7 JACK 12 1 Job Reference o tionai EIR'eL Inn We.i _6.I 7'I R•17.1A 9f11Q PnnP i boutnero Im—, rL rltlltx.TL. -- — ID EaPOUiwCWAO16wS07vTFdz?5cK-b4at'lMKfm6MnyDcbHl8uoYoLF12yGSWb1NrKz?kWq 1 0 7-2-8 7-0 t7 4NO 5-10-8 3- 11 1 2x6 11 Dead Load Dell. =1116 in LOADING(psf) SPACING- 24O-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.07 4-5 >978 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.13 4-5 >569 180 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) -0.05 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight 24 lb FT =10% LUMBER- BRACING - TOP CHORD 2x4 SP No-2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 or.purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4--Mechanical, 5=0-B-0 (min. 0-1-8) Max Horz5=155(LC 8) Max Uplfft3=136(LC 8), 5=101(LC 8) Max Grav3=148(LC 1), 4=110(LC 3), 5=335(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=295/272 NOTES- 1)Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf, h=15f ; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf•bottom chord live load nonconcurrent with any other live loads. 3) Refer to girders) for truss to truss connections. 4) Provide mechanical connecdonoy others) of truss to bearing plate capable of withstanding 136 lb uplift -at joint 3 and lb1. lb .uplftLatjofot 5. LOAD CASE(S) Standard _ PE 7 0,�; �,o� �S� l% • �, i/ F ��ORI Job Truss I ype Y 1452-B J7A MONO TRUSS 3 1 Job Reference (optional) -aoumem i Wu . rL rl—, ram., — I 411 ID:EaPOUIwCWAOIBWS07vTFdz?5cK-b4atlMKtm6MnyDcbHIBuoYoKd2OGT Ljb1NrKz'1 Wq 6-2-8 6 6 q 6-2-8 I Dead Load Defl. =1/16 in LOADING(psf) SPACING- 24-0 CSI. DEFL. in Qoc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.10 3-4 >740 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.15 3-4 >505 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hor7(CT) 0.05 2 n/a n/a BCDL -10.0- Code FBC2017rrP12014 Matrbc-R Weight 21 lb FT =1D%. LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or B-0-0 oc•pudins, except BOT CHORD 2x4 SP No.2 end•verficals. WEBS 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 2=Mechanical, 4=0-B-0 (min. 0-1-8),3--Mechanical Max Horz4=128(LC 8) Max Upl1ft2--136(LC 8), 4=58(1-C 8) Max Grav2=154(LC 1). 4=230(LC 1), 3=115(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; CaL II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - 3) Refer to girders) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 136 lb uplift at joint 2 and 58 lb uplift at joint 4.. LOAD CASE(S) Standard Nls f F � • PE 7 il STATE F s �ORI— A Job Truss I cuss I ype Y 1452-B J31 JACK 14 1 Job Reference o tional 0 ID:poIINBcWPYsKEd_2leGgpynKKl-b4atiMKtm6MnyDcbHIBuoYoR7Lf8GTbLjbl NrfCz7kWq 1-4-0 3-0.0 ° 1-4-0 1 0 0 0-M 4Xo n LOADING(psf) SPACING- 240-0 CSI. DEFL in (loc) Ydefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 VertjLE) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.03 . Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017n?12014 Matra-P Weight 10 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc, pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4--Mechanical, 5=0-8-0 (min. 0-1-8) Max Horz5=62(LC 8) Max Uplift*=35(LC 0), 4--2(LC 1), 5 =59(LC 8) Max Grav3=21(LC 1), 4=14(LC 3), 5=199(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuit--t60mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf h=15% Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber'DOL=1,60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other rive loads. 3) Refer to girders) for truss to. truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 lb uplift at joint 3, 2 lb uplift at joint 4 and 59 lb uplift at joint 5. LOAD CASE(S) Standard _ = � _. .. .-,..Y - :..:. • fir- -. . . `N�� GEN&•� r - PE 7 STATE ORIO Ili,. 70NAL - 0 o 1cuss runs ype LILY my 1452-B J58 MONO TRUSS 2 1 Job Reference (optional) 6 220 JW 21 ZD18 Print 9 230 s Mar 9 2019 MTek Industries, Ina Wed Jul 316:17:14 2019 Page 1 aoumern I u , 11 --, .• Run. s ID:EaPOUIwCWA016wSO7vTFdz?ScK 31 IBFFKVXQUeaNBogof7LmLaVlzh?wPUxFnwNmz7 Wp 1 4 0 54-8 S 8 4 1 4 0 4-D-8 3-3 3 i 5.0D F1 2 LOADING (psf) 20.0 SPACING- 2-0-0 Plate Grip DOL 1.25 CSI. TC 0.22 DEFL in (loc) Well Ud Vert(LL) 0.02 4-5 >999 240. PLATES GRIP MT20 244/190 TCLL TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(CT) -0.03 4-5 >999 180 BCH 0.0 Rep Stress lncr YES WB 0.05 Horz(CT) -0.02 3 n/a nla Weight.18 lb FT =10% BCDL 10.0 Code FBC2017[M12014 Matdx-P LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 54-0 oc purlins. BOT CHORD 2x4 SP No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. . WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4--Mechanical, 5=0-B-0 (min. OA-8) Max Horz5=117(LC 8) Max Upfift3=97(LC 8), 5=-81(LC 8) Max Grav3=100(LC 1), 4=75(LC 3), 5=272(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb). or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Ops ,, h=15ft; Cat.11; Exp C; End., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection, (by others) of truss to bearing plate capable of withstanding 97 lb uplift at joint-3 and 81 lb uplift at joint 5. LOAD CASE(S) Standard I+fi'. BL PE 7595J�j a•E `ST`AM 7 ` �0�� GRID_ : _ o ruse YpeIPY 1452-9 7"Uss COMMON 2 1 Job Reference (optional) boumemt russ. rc,rie .rl.. .r,a�, -, ..,.,...............��. �_.... ...... ......_.. ...... ___._......... ..._�.._.�,...�__. _.. _. ID:EaPOUIwCWA016wS07vTFdz75cK-3HBFFiKVXQUeaNBog0lir §iuK?vcUxFnwNmz? Wp " 1� i23-8 r i 2 Us I I 3x9 11 Ii LOADING(psf) SPACING- 240-0 CSL DEFL- in (loc) Vdefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.03 1.4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.06 14 >999 180 BCLL 0.0 Rep Stress Inca YES WB 0.10 Horz(CT) 0.01 3 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-S Weight 46 lb FT =10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2, Right 2x6 SP No.2 REACTIONS. (size) 1=0-8-0 (min. D-1-8), 3=0-8-0 (min. 0-1-8) Max Horz 1=46(LC 8) Max Uprift1=145(LC 8), 3=145(LC 9) Max Grav1=419(LC 1), 3=419(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=656/196, 2-3=656/196 BOT CHORD 1-4=133/547, 3-4=133/547 WEBS 24=0/274 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.0psF, h=15f ; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60' 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 145 lb uplift at joint 1 and 145 lb uplift at joint 3. LOAD CASE(S) Standard -.-` . -.. _ .... ,::?�:�'ix:.-�+i:Ji:.R. �..::,y;,-a:-.�,-_..=�,-�'«.�"c•.�:,'S< �-ten _ :L:� .-.r.... �:. 9iU:�::r4=+:S:;s.:..ti,��,.r.^.. _. jPEE 7 1` STATE r ` ORI orvA Job I russ I toss I ype Uty Ply 1452-B L2G HIP 1 1 Job Reference (optional) 1-1 ,�... „��.-. ,•.,....,r.. ..-.+•., - nw,.o.cc�e ama,c,.,eI.u��o.couamW aNlamu Gt)OOWu1—fU YVPA JYI IA/a4LUl`J ra el ID:E-1 O5 IZCWA016wS07vTFdz?5cK-3HBFFKVXQUeaNBogDf7LmLZUIwW?wMU; FnwN ? Wp 1 4 0 4-0-0 8-D-0 ID-" i11 8 8 2- 1 4 tl 2-8-0 4-0-D 2-6-0 1-0.8 4x4 = 3 EE 4x7 4 3x6 II Jxn II LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCOL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Inca NO Code FBC2017/TP12014 CSI. TC 0.28 BC 0.37 WB 0.06. Matrix-S DEFL in (loc) Udefl L/d Vert(LL) 0.05 8-9 >999 240 Vert(CT) -0.06 B-9 >999 180 Horz(CT) 0.00 7 n/a n/a PLATES GRIP MT20 244/190 Weight 48Jb FT =10% LUMBER- BRACING - TOP CHORD 2x4 SP Nc.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc.pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 10=D-8-0 (min. D-1-8), 7=0-8-0 (min. 0-1-8) Max Horz 10=31(LC 8) Max UplIft10=254(LC 8), 7=254(LC 9) Max Grav10=421(LC 17), 7=421(LC 18) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=315/236, 2-3=-380/304, 3-11=313/283, 4-11=313/283, 4-5=380/305, 5-6=315/237 BOT CHORD 1-10=226/312, 9-10=231/312, 9-12=222/314, 8-12=222/314, 7-8=227/312, 6-7=227/312 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wrnd: ASCE 7-10; Vult=160mph (3-second gust) -Vasd=124mph; TCDL=4.2psf; BCDL=5.Dpsf, h=15ft; Cat 11; Exp C; End., GCp'r-0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water porrding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Pro ide mechanical connection (by others) of truss to bearing' plate capable of withstanding 254 lb uplift at Joint 10 and 254 lb uplift at joint 7. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated'load(s) 53 lb down and 149 lb up at 4-0-0, and 26 lb down and 57 lb up at 6-0-12, and 53 lb down and 149 lb 0p at 8-D-0 on top chord, and 18 lb down and 44 lb up at 4-0-0, and 9 lb down and 2 lb up at 6-0-12, and 18 lb down and 44 lb up at 7-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Increase=1.25 Uniform Loads (pif) Vert 1-3=54, 34=54, 4-6=54,1-6=20 Concentrated Loads (Ib) Vert 3=23(B) 4=23(B) \\�� PE 7 TA ` ! OR]D A r, i rus5 rus5 ype y rD 1452-B MV2 VALLEY 2 1 Job Reference o tional ID:EaPDUIwCWA016wS07vTFdz?5cK 3H8FFiKVXQUWaNBogotKrni:@ 1ru7wEUx r;vKm ? Wp 1-8-8 - ' • 0-3.8 ' snnri—T 2 9 20 0 i LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.D4 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DQL 1.25 BC 0.03 Vert(CT) n/a - n/a 999 ; BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 nla. n/a BCDL 10.0 Code F8C2017(rP12014 Matrix-P Weight 5 lb FT =10% 'LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=2-0-0 (min. 0-1-8), 2=2-0-0 (min. 0-1-8), 3=2-M (min. 0-1-8) Max Horz1=26(LC 8) Max UplifYl=14(LC 8), 2=31(LC 8) Max Grav1=47(LC 1), 2=34(LC 1), 3=25(LC 3) M I FORCES. (lb) -Max Comp./Max Ten. -All forces 250 Qb) or less except when shown. I I NOTES- 1) Wind: ASCE 7-10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Dpsf; h=15ft; CaL II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.50 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Bearing at joints) 2 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to"bearing plate capable of withstanding 94 lb uplift at joint 1 and 31 lb uplift at joint 2. LOAD CASE(S)'Standard , . `CEPS NZ PE 7fflSl OR ID �iG\C\�Cr\�� A w 01 o Truss Typey- Y 1452-B 7MV4 VALLEY 2 1 Job Reference (optional) soumemmjw,rLrie=,rL.,..-....-�-�...�....,--V-.,. • ID:EaPOUIwCWAO16w5O7vTFdYl5ctC-)Rd52L71kcVCXm_OjAMurtlm9JakNUeAvWUwCz? Wo 3-6-8 3-M 2 3 2x4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in goo) Udall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 n/a n/a. BCDL 10.0 Code FBC2017ffP12014 Matrix-P Weight 13 lb FT=10% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins, except BOT CHORD 2x4 SP No.3 end verticals,, WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-D-0 oc bracing. REACTIONS. (size) 1=4-0-0 (min. 0-1-8), 3=4-0-0 (min. 0-1-13) Max Horz1=64(LC 8) Max UpIWf 35(LC 8), 3=-62(LC 8) Max Grav1=116(LC 1), 3=116(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf, h=15ft; Cat II; Exp C; Encl., GCp1=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by -others) -of truss to bearing plate capable of withstanding 35 lb uplift at Joint 1 and 62 lb uplift at jolnt3. LOAD CASE(S) Standard -:.-.,::�.'".-�.iRx�fi�.'-x�?�;^.� . v..- -_'. . > :.-de ... ar•.'.sf :.JY•,=-f!.::}.r __-.-- ...�:.. .. s.: � ..--r_.-.� �_ �- GEtq,3 � - PE 7 ox ki A (f 0 1 Job Truss Truss Type y 1452-B MV6 VALLEY 2 1 Job Reference (optional) Sourer iruas,rcriercx,rL..,sg7oi ID:F�PMZ60A016w507vTFdZ75cK-XTrdS2L71kcVCXrrOjAMurtdi9DtkNUeAvWG; Cz?CWo 5-M !6 tY'i 5-B-B a3-8' 3 3 2x4 1.5x4 11 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL In goc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) nla - n/a 999 ! BCLL 0.0 Rep•Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/T P12014 Matrix-P Weight 20 lb FT =10% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ji REACTIONS. (size) 1=6-0-0 (min. 0-1-8), 3=6-M (min. 0-1-8) j Max Horz 1=105(LC 8) i Max Uplift1=57(LC 8), 3=101(LC 8) Max Grav1=190(LC 1), 3=190(LC 1) j t, FORCES. (lb) -Max. Comp./Max. Ten, - All forces 250 (Ib) or less except when shown. j NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15f; Cat 11; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 lb uplift at Joint 1 and 101 lb uplift at joint 3. j LOAD CASE(S) Standard GEN`S PE 7� = _ STATE'` %, OR]D Job I russ I russ I ype y 1452-B V4 VALLEY 1 1 Job Reference (optional) soumem1russ, rcrie=.r�.. .o1 _ �,�..................._........ ---.-....._.....--_.7...-• -t----.-.-. A. V- -._ ._ . ID:EaPDUI, VVA016w507, dz75cK-)Rd52L71kcVC)Cm_OiAMurto39JXkNUeAvWUwCz7 W. 2 p p 3-B-8 2_0-0 1-B B a3 8 3x4 = 5.0D 12 2 T 2x4 2x4 3 LOADING(psf) SPACING- 2-D-0 CSI. DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.04 Vert(LL) rda - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Inca YES WB 0.00 Horz(CT) 0.00 3 nla n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight 10 lb FT = 10% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc.pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=4-0-0 (min. 0-1-8), 3=4-0-0 (min. a1-8) Max Horz 1=1 D(LC 9) Max Uplift1=33(LC 8), 3 —33(LC 9) Max Grav1=94(LC 1), 3=94(LC 1) FORCES. (Ib) - Max Comp./Max Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=4.2psf; BCDL=5.Opsf,, h=15ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrentvft any other live loads.. 5) Provide mechanical connection (by others) oftruss to bearing plate capable ofwithstanding 33 lb uplift atjoint 1 and 33 lb uplift atjoint 3. LOAD CASE(S) Standard PE 7 - I ORM NAt n ci r ob I russ Cuss Ype y 1452-B VB VALLEY 1 1 Job Reference (optional) ID:EaPOUIwCWA016w30%vTFdi75cK-)�dS2L71kcVCXm OjAMurtkM9JjkNDeAvWUwCMo' 4-0-0 7-8-8 B-0 D, 4-0-0 3-B-B �0- O 4x4 = 4 2x4 0 1x4 I I 2X4 r 7-8-8 0 3$ LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl L/d PLATES . GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 3 n/a n/a BCD!- 10.0 Code FBC2017R P12014 Matrix-P Weight 24 lb FT =10% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlin& BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oo bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=8-0-0 (min. 0-1-8), 3=8-0-0 (min. 0-1-8), 4=8-0-0 (min. 0-1-8) Max Horz 1=25(LC 8) Max Upliftl —58(LC 8), 3=62(LC 9), 4=52(LC 8) Max Gravl=118(LC 1), 3=11B(LC 1), 4=248(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind; ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf h=15ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58 lb uplift at joint 1, 62 lb uplift at joint 3 and 52 lb uplift at joint 4. LOAD CASE(S) Standard �.. .. ....- .Lit•=+3_4 iw^Jt� .r:i�' . � �� ..'tn.-li.�.'��t.:i• � .. �� N M.B_/!i PE 7 'C' -15ORID 3T