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O. 0110 N IM M man: 0.6 .. 4141 aloof.0M 110 41.10 mown.. 10. toy dm0 61 4001 beim mo anew Mona boom 1 Item Clad 110► m o0. 0 from nmw stay m Or boned 1Mn, mama baem. • .....OW In 060 Dow el Ma Moo OMa. Comm.. 1.10.1 bon. M M Vale ton 0 1.1 00 10 11M on 0000 de, tns ono oleo I. ,__wwdoa NO W o* N the 0 .40 4 •.. 0160 00 IM top of no money.11,.E Ol.pal IMO MODEL NO. DIMENSIONS CARRYING MEMBER FASTENERS CARRIED . • MEMBER ' .• .'' MA1L W H2 C TOP FACE STRAIG SLANT T A29 T A213 T'A2 8 18 ga. 1810. 18 ga. 1 Ai 1 A A MINIMUM NAIL NO —TOP FLANGE 7 5 -10d 410. =- I''•�I ' 1 3 /le 5/ 4 -10d 2 -10d 4 -1 /'t ..-:;%'.,...;V.. the 5/ -10d 2 -10d' 4- 10dx114 '. r s..r • 1 THA218 -2 T A222 -2 T• 4 3 THA418 THA422 16 ga. 16 ga. ' — 18 ga. 16 8 ga. 3 15 8 4 -16d 2 -16d 8 -18• A r-- 3 A 3 A 3 3� 19 8 4.16d 2 -16d 8-36 . x2 /'t 11 3 /re 15 9 NAILING T /re 13 117 4 4 -10a 2-iOd - 0 8 8 —ALL 5 5 4 -16d 2 -16d 6 -16. 4 -16d NAIL 2 -16d 6 -1:. — MAXIMUM HOLES FILLED THA29 18 ga. 18 ga_ 18 ga. 16 ga. 1 1 / - b ---- 5 15 — 16 -10d — 4-10d THA213 — 14 -10d — THA218 THA218 -2 T A222 -2 13__ 5 — 18 -10d — -10 3 3 17 22 8 8 — - 16 -16d 22 -16d — — .6- 6- :. • •' 16 THA413 THA - 418 THA422 18_ga. 3 /13 /re 17 22 4 — 14 -10d — ' I. 16 ga_ 16 ga. 3 3Vir 8_ 8 — 16 -16d — � 6- • . — 22 -16d — . F. • 8 SIMPSON Stt on mle CONK C1'0n9 THA i. Allowable loads for Doug Fir-Larch are applicable to Southern Pine except for THA213 and Pine, In the maximum nailing configuration, which • must be adjusted accord- ing to the code. 2. Snow, const and wind toads are 115%, 125%, and 133% of floor, re- spectively, unless limited by other criteria. 3. Uplift toads Include a 33% Increase for wind or earthquake loading with no further increase al- lowed. Allowable uplift loads must be reduced for other load conditions as required by code. TI1A TRUSS ADJUSTABLE HANGERS Extra long straps allow lull code nailing and can be field- formed to give top flange hanger convenience, Consult Simpson representative for alternate nailing patterns not listed. NO BOLTS REQUIRED. The THA has the double shear nail feature for added strength and eaten►. the THA29 had a X 2 1 /4" bearing length. MATERIAL: FINISH: INSTALLATION: Patent Nos. 4,291,966 and 4,480,941 Canada Patent 1985 ; CODE NU Double Shear Nailing 1, 16d sinkers may be used to replace 16d common nails at rti of the table value. 1 2. The "N" dlmehsion for the minimum nailing con- figuration Is the maxi- mum possible height that ensures getting the re- quired four nails into the top of the carrying member. MODEL NO. THA29 THA213 THA21 THA2i - THA222.2 THA4t THA418 THA422 THA29 THA213 THA218 8-2 TH 2 THA433 7111418 THA422 DOUG FIR - LARCH Ava ULT • 18 or 18 gauge steel; see table • Galvanized • Use all specified fasteners. See General Notes. • Two different Installation methods (Indicated In the table) may be used as follows: • Maximum nailing — All face nails must be applied according to the table, but nails Used for the carried truss attachment must be driven at an angle so that they penetrate through the corner of the truss Into the carrying member. r Minimum nalltng — For the THA29, the minimum nailing schedule requires the carried truss double shear nailing detailed above, and field - forming the strap over the carrying • member a minimum of 2 A minimum of lour top and lour lace nails must be Used. • For all models except the THA29, the minimum nailing schedule may be Used when double shear nailing Is not possible, provided the strap Is field - formed over the loll of t carrylrig member a minimum of 1 for the THA213 and THA413 and 2 for all olherse , .' and a minimum of four top and two lace nails are used. The double shear nailing tabd , are easily straightened so nails can be driven straight Into the truss (see table for allowable loads). . All except THA29: BOCA, ICBO, SBCCI No. NER -209. Dade County, Florida No. 89- 0131.5. SBCCI No. 8835 for THA29. UPLIFTS MINIMUM NAILING —TOP FLANGE 8181 750 2635 _ 5343 — 18 5343 7250 7250 5343 i 7250 615 — 1650 — 1850 615 1850 1 7250 = 1850 1850 8250 750 1 8760 750 9120 750 13750 1380 — 33085 .138 9583 750 13750 1380 3065 1380 II • ALLOWABLE LOADS FLOOR (100) 2835 2835 1615 1615 1615 1815 1850 1850 1650 - Tao - — 81 5 1 — 1815 — 1850 — 1850 1850 1850 NAILING—ALL NAIL HOLES FILLED 2500 2500 2500 2645 2810 2815 2890 3385 3660 3915 4250 X250' - 4250 2430 2845 2810 -1 3385 3680 3915 MAXIMUM NAILIN 2185 2115 2580 2940 0 374 5 2115 2940 3745 SNOW (115) 25 2430 2720 ROOF CONST (125) WIND (133) 2835 1815 1815 1850 1 850_ — 1615 _ 1850 4250 4250 — 4250 SPRUCE - PINE -FIR 130 2005 2750 3500 2140, 2935 ••3580 • '1280 1460 — 1480 — 1280 460 1460 PLIFT FLOOR SNOW CONST ,WIND; (100) (115) 1 (125) MINIMUM NAILING —TOP FLANGE 670 ALLOWABLE LOADS ' 1940 1280_ 1280 1460 1460 1280 1460 1460 2010 2060 1280 — 1280 _1 1460 1460 1280 1460 1480 MAXIMUM NAILING —ALL NAIL HOLES FtL 670 1755 2010 580 1550 1615 580 1550 1615 960 1465 1465 960 2860 3055 580 1605 1845 960 2200 2530 960 2860 3290 R Copyright 1990 SIMPSON STRONG - TIE COMPANY, INC, , t MittiNUN GRADE DF UMBER TOP 2X4 NO.2. SOUTHERN PINE BOTTOM 2X4 NO.2 SOUTHERN PINE WEBS 2X4 N0 2 SOUTHERN PANE 1414 11 TCP I. Tt3i - Gc ALL' VERTICAL MEMBERS • LOADING ( TOP LIVE 30 TOP DEAD 15 BOTTOM 10 MIL 5 SPLICE LINE ---I BRACE AAAINST NEXT TRUSS TOP CHORD 4X4 2x3 7 = 5" MAX. SCALE •. I. SPACING 2.0 ' O.C. TPI 78 OSEIN CRIT ALLOWABLE STRESS INC.. _3 % BRACE AErAIN NE CT TRUSS TOP CHORD OR APPLY"G.t.E- =ORTVJ ' " Q5'i4 , WE55 ExCEBDINd 4'- 5" IN NE16 - H"1 - . ICod NAILS TRUSS SPAN 2X4 LATERAL BRACINEr REQ'D WHEW LEN&TH OF VERTICAL MEMBER EXCEEDS 4' -5" 2X4 BLOCK 1=10 LONfs_ NAILED TO -BRACE W /4. 12d NAILS -- - AND TOE NAILED TO TOP CHOP.D OF ADJACENT 'TRUSS. (BY BUILDER ) 3X (o '>NN'∎ -∎ �--∎ \��∎-∎�R`��. si L= CONTINUOUS BEARING 2X3 I. TYPICAL EXCEPT AS SHOWN 2 -Ow STANDARD GABLE END . DESI6N BASED ON WIND SPEED 120MI /HR X5 ,- FASCIA - I SC AB - 1VE I (2X4) SCAB LA- TO 7 - 9" 22X4) SCAB UP TO 5 7" ALTERMATF RIPACINEr DET. RYWC.0 1) SHEATHING 4. 2X4 BI.DCKIN6- G END OF ORACINfr DESIGNED BY b r'/ CHECKED BY DATE 3 /5/8.7 - ORW6. 000 - 31 OS6N.REOUEST 1 MINIMUM briALM ur t_ur%ULII TOP 2x4 ►�• - �P BOTTOM 24 T • =' WEBS txl IJ sPLv 4'- O" 3x4 3)(5 G 3x4 tit tF LOADING (PSF) TOP LIVE 2 o TOP DEAD 15 BOTTOM 10 TOTAL 55 MAIIFACTU O FFri4 ASTM A 448 6R0 A OR BETTER STEEL. INSTALL PLATES STMETRICALLY CH BOTH FACES IF JOINTS, EXCEPT AS SHOWN. AVOW DUCTS, WALE Ala DISTOtTTED GRAIN. JOINTS TO BE FET.D FIRILY TOGETHER %MIL TEETH AFE DOMED IN MOW. (SEE TPI: QIALITY CONTROL MANUAL.) SCALE - - i' SPACING -2.o' O.C. TPI 78 DSGN CRIT ALLOWABLE STRESS INC. 3 3 % 2x3 i2 =o" 3x4 cx 16 o l . vALL Y D�Ti l LS AS SHOWN.BRACE BOTTOM OOP° AT INTERVAL, OF 10'-0 CAI LESS 1h MU Hlbul LtLLua is KrLLLU„ THIS DESIGN ONLY S`aWS STRUCTIAiAL BRACING REWIRED FCAi INDIVIDUAL TRUSS.FOR PCANMENT' Ala TEMPORARY BRACING, WHICH IS ALWAYS REWIRETI, CONSILT BUILDING ENGINEER OR ARCHITECT. REFER TO BMT: CON ENTARY AND RECOX♦ENDATIONS (TPII .ALL DIMENSIONS, LOADING AND BEARING CONDITIONS TO BE CIECXED AHD VERIFIED BY ENG..ARCHITECT,OR BLDG.OFFICIAL PRICA TO FABRICATION. � 4,04 .. _. -... 4x4 NU M Z;13 .IBC. 20'-d' $ ovc Q VALLEY SET moo" WEDGE NAILED TO TRU55 -C(ZUISE5 OR. BEVEL CUT S.C. ON VALLEY T vALLEY - muss CoWt-IEcTION PET AI` 3x5 APPR PAM- , REG. ' _ SI 8 FL Maur TRUSS SYMMETRICAL AEOUT CENTER LJNG ExCEPT AS -4 OWN t -GABLE END TZUSS ROOF LAo!OUT 2x 3 oPT. •PL. 2x3 2I?C'E LIt.IE ( I I, t RLI I i S DESIGNED BY Itrl CHECKED BY MYZ DATE 1/v ORWG.# 0001 . DSGN.REOUEST # MINIMUM GRADE OF LUMBEH TOP 2X 4 NUMBR.i SPKO POTTOM 2X 6 NUMBR.i SPKD WEBS 2X 4 NUMBR.3 SPKD (W /B a PITH BLOCK 1 TOP CHORD SPLICE PLATE SIZE B - C 3X6 BCT CHOP] SPLICE PLATE SIZE E F 5.5XE A -8 8 -C C -D CAMBER SUGGESTED LOADING (PSF) TOP LIVE 30.0 TOP DEAD 15.0 BOTTOM 10.0 TOTAL 55.0 I 70 7 -02_ LI/fLl1I.PI PLA1L4 ML k••AA LN .4 MAHFACTIPED FROM ASTM A 4.19 SRO A OR BETTER STEEL. INSTALL PLATES SYMETRICALLY ON MIN FACES OF JOINT . EXCEPT AS SHOMH AVOID KNOTS. MANE AND DISTORTED GRAIN. JOINTS TO BE MELD FIAI.Y TOGETHER UNTIL TEETH ARE EKED IN MOOD, (SEE TPI: emir( CONTROL MANUAL.) 2X10 BRG.PL, SCALE 0.50 '= 1' SPACING 1.0 ' 0.C. TPI 78 DSGN.CRIT. ALLOWABLE STRESS INC. 33 s . FORCES -5042 A -E 4965 -3135 E -F 4965 0 F -6 3087 - ' �L / �, /•1 :CA 2,,8 o / '� /- (.' G • 0 B -E B -F C -F C -6 D -6 3. 444 -1907 1418 -3274 -110 4 -10- 9 2X 4 - 15- 6 -11 L E;(5, IiVC_ r1 ' C0�9iVE�9 SET AS SFONI.BIACE BOTTOM DM AT INTERVALS OF I0'-0 OR LESS IF NO RIGID CEILI% IS APPLI THIS DESIGN our SHOWS STRUCTURAL BRACING QEQIIRED FOR I UVIDUAL TRUSS.F01 PEFMA»ENT 1!p TDCCRRARY BRACING. WHICH IS ALWAYS REQUIRED. CRLSILT BUILDING ENGINEER OR ARCHITECT. PEFETR TO OWT: COMENTARY AND RECON E?DATION S (TPII .ALL OIME}ISIRkS. LOADING AH3 BEARIN1 COt1OITI^ws TO BE DECKED AND VERIFIED BY ENG.. ARCHITECT, OR BI.DE.OFFICTAL F4RIOR TO FABRICATION. REACTIONS SPLICE AT i/4 TO 1/30F PANEL LENGTH FROM EITHER JDI.►g. DO NOT SPLICE CONSECUTIVE PkELS OR SANE PANEL TWICE'.. A -1048 ' iX4 OR 2X3 CONT. BRACING CONN. TO WEB /2-8d NAILS MIN. 6 -1904 0 C 3/ 6 • — r Or. 0% • :1 1 x.4 "; L. ).?:10 4 -10- 9 4X 5 4X 6 77'iJ= 5 11A1 5c 1 ' . / vEt58600 . >6110aiai 1355$ INC. I DESIGNED BY JAI CHECKED BY MYI DATE 5/14/82 DRWs.1 12 -UT -0352 D56N . REOI JEST f 0 MtN'ItMUM b'1 Jt ur L.i'9CT'1 TOO 2X 4 NUXBR.2 SPKD BL'. I TCy 2X 4 HUMBR. 2 SP!(D WEBS 2Y 4 NUNBR.3 SPKD rti :'e - METH Q.1( ) T}= C`>ORD 53LI P-ATE SIZE E - C 3Y9 EC T MT, Sr ICE P..ATE SIZE • - . 3X- AIf3ER SUGGESTED DARING IPSO 3P LIVE 30.0 JP DEAD 15.0 mow 10.0 'TAL 55.0 .warK. � uw r+uM AY I M A 44N hHIJ A 1AR dE I IER STEEL. INSTALL PLATES SY1o+ETRICALLY 01 BOTH FAITS OF JOINTS, EXCEPT AS S OWN. AVOID KNOTS, MANE AND DEPORTED GRAIN. JOINTS TO BE HELD FIRMLY TOGETHER UNTO. TEETH ARE ENto® IN MD00. (sEE TPI: QUALITY coma_ omit.) FORCES A -B -1652 A-D 1627 8 -C -0 0 -E 1627 1 3 Tom' I B -0 8 -E C -E e) & 1.._, , SCALE 0.75 '- 1' SPACING 1.0 ' 0.C. TPI 78 OSGN.CRIT. ALLOWABLE STRESS I) 33 % 1r/i 106 -1652 -351 AS SDMN.BRACE BOTTOM CHORD AT INTERVALS OF i0'-0 OR LESS IF NO RIGID CEILING IS APPLIED. THIS DESIGN C LY SHOWS STRUCTURAL BRACING REWIRED FOR INDIVIDUAL TRSS.FOI PERNUNEHT - AND. TEJUPORAAY BRACING:MICH IS ALWAYS RREIUIFFD. CO S LT BUILDING ENGINEER OR APCHITECT. REFER ro BHTt CONIENTAAY AID OGeCATIDNS (TPI) .ALL ODIE}BIDNS. LOADING AND BEARING commas TO BE CHECKED AND VERIFIED BY ENG.. ARCHITECT. OR BLOG.OFFICIAL PRIOR TO FABRICATION. REACTIONS 9 AT 1/4 TO 113 Or PAJEL 1116TH FTIa EIT!fq JIIL'(T. HOT SPLICE CI?EIEUITIVE PA/433 CR SAW PAWL Twit. A • -433 E- -717 p e 4 e 4 Q tu • I 4.L ,loo LA 'u 3k=:. / ' " 1- 3X 5 6 i F7.4ST, INC. COr9iVE79 SET 7 DESISNED 8'' NYI CHECKED BY 4YI GATE 8/23/82 MG./ 12-0009-c:< D554 go tcC r • MINIMUM GRADE OF LUMBER TOP 2X 4 N0.1 ON.SPKD BOTTOM 2X 4 NUMBR.2 SPKD WEBS 2X 4 NUMBR.3 SPKD T• CAMBER SUGGESTED LOADING (PSF) • TOP LIVE 30.0 TOP DEAD 15.0 BOTTOM '" 0 I TOTAL .0 =HECTOR PLATES ARE LEMAX 20 GAGE. EXCEPT AS 9DMN. MAR/FACTIiED FROM AST). A 448 SRO A OR BETTER STEEL. IR6TALL PLATES SYMIETRICALLY cos BOTH FACES OF JOINTS. EXCEPT AS 9OWH4. AVOID KNOTS. MARE AND DISTORTED GRAIN. JOINTS TO BE HELD FIRMLY TOGETHER UNTIL TEETH ARE DeEMED IN VOID. (SEE TPT SIALITY COMM MANUAL.) i Pr #' / G .!2L A 2.5X 4 A -B 0 A -C 0 B - - 419 i -T ,f--- 2X 8 BRC . P . SCALE 1. 0 '= 1' SPACING 1.0 ' O.C. TPI 78 DSGN.CRIT. ALLOWABLE STRESS INC. 33 % FORCES 2 8./1'. f 7- 0 -13 E7.4.5 INC. ..5Z-7 _5 .St' THIS DESIGN ASS JES CONTINJOUR LITERAL W ACDM6 Ofl D S BY SHEATHING AND CEILIMF, EXCEPT AS SFOHN.DRACE BOTTOM DHORO AT INTERvALS OF I0 OR LESS IF NO RIGID CEILING IS APPLIED. THIS DESIGN DHI.Y SHOWS STRCTURAL BRACING REQUIRED FOR INDIVIDUAL TRISS.FOR PEI:kw: NT AND TEMPORARY BRACDH6. WHIDH IS ALWAYS REQUIRED. CO GIT WILDING EIHGMBI OR ARCHHITECT. REFER , TD ET:IDMENTARY AND ERELOIE)GATIOES (TPII .ALL ODNE?6IONS.LEAOING AH0 BEARING COOITIOHLS TO E DEDE1 AND VERIFIED BY ENG..ARCHITECT. OR B.OG.OFFICIAL PRIOR 10 FABRICATION. REACTIONS SPLICE AT 1/4 TO 1/3 OF PANEL LENGTH FROM EITHER JOINT. DO NOT SPLICE CONSECUTIVE PANELS OR SANG: PANEL TWICE. A -513 C -513 47 //;-1— /! p'f /2 C i 3X 4 INC. FOESIGNED BY MYI CHECKED BY MYI DATE 5/14/82 A. I ORWG.S 12 -0006 OSGN . REf IT S 0 nt00 CA 4 RUMCt1.4 (14/8 ■ WITH BLOC( ) TOP CHORD SPLICE PLATE SIZE 8 - C 3X8 DOT CHORD SPLICE PLATE SIZE E - F 5X8 W/8 blICU E)D IN :2x4 1. KD SP. % t fi n 02 t _ o ']- A -B -4997 8 -C -3003 C -D 0 12 w000. (SEE TPI: DUALITY CONTROL NAWAL.) FORCES REACTIONS A -E 4962 B -E 87 A -702 E -F 4962 B -F -1994 6 -1298 F -6 2982 C -F 394 C -6 -3078 D -6 -437 .E7C) Cf, CoA."v.1= /J ../UGC d S .5"..e, 2' , * =4,a d nJ,ea,5 gd = ./3077 CA-'0.e0 C 2 2 divZ/L5. TO BE CHECKED AHD VERIFIED BY ENG..ARCHITECT.OR BLEZ.OFFICIAL PiIOA TO FABRICATION. SPLICE AT 1/4 TO 1/3 OF PANEL LENGTH FROM EITHER JOINT. DO NOT SPLICE CONSECUTIVE PANELS OR SAME PANEL TWICE. �r ?Y A Pq_pj c T O 6 ( 2 - C-Lrir C -1319 CAMBER SUGGESTED LOADING (PSF? TOP LIVE 30.0 TOP DEAD 15.0 BOTTOM 10.0 TOTAL 55.0 1.414 0 4- 5- 9 • SCALE 0.75 '= 1' SPACING 1.0 ' 0.C. TPI 78 DSGN.CRIT. ALLOWABLE STRESS INC. 33 % i.5X 3 -1 -9 12- 8 -11 J ACK 3/41../'x _(_-Zo /2 (l, To 4 /2 ",2oc� P i 'es) PRO f B. 4 E,4Sl, c�aMeEeS T r LJSS 9 ' C0W4W (( SET -1 APPROV % s B.K.M. ,t/ ENG�ER FLORIDA RE6. EN= #4:85841%. 33 ''yI t I . - 1 --9- _. • • l 3 eru Roo c L.i-/auz 3(c i 6 .ivss DESIGNED BY MYI CHECKED BY MYI DATE .. 0'0 - 24;8? DRWG.# __17-c.N I8 DSGN.REOUEST # 0 M,►XIMUM OveRilismi,3 UF`C•l.rts ,iT Ltit- ve.a:-: �� r ryr� +� ':Y fey 4 ltd -�� , 17c C: lx4 ilo. 2 .•Pltp 2' Id 4' -2' 7' =V 4' -c :1. . c i. f_PKD 91- a l 4' -ed ",:-/r tj' -1' t.Ie. J c .F -'k-, V- ii 4' -7' q -V 5 _ Me.. 1 cii. cp o V- 2A 4' ' - F - ) 5'- Y 1 1•W lsrtvr iuc ur LUnDCM TOP 2x4 go E �P euTTON Qxd no. t . 11?�S 2x4 Mo. 3 SPICo P'(IONA --- -� UA rZ =_ cur I LX4i F x4 >� _!�•^ 7Q�vEQT-{t..•SV's - -I Fop. T2 oV f 2c- 1ar.IG USEi 2X4 - fr- d Pr!•15= LP j. °i+4E gX6 6. MN OPt"1 o..1 At LOAOING (PSF) TOP LIVE = 30 TOP DEAD .15.. � BOTTOM 7 • TOTAL. 55 JUMFAC L F E O fOA ASI14 A 448 MC ;(1F1 OFI a u r a ; arils.. DISTAL PUREE SYFMtRICALLY ON EOM FACES OF 40D1TII EAT9f 1 AS 9et1, AVOID 131013. MANE ANO OISTnRlED SRA*. MITE TO BE f9.0 FIXILY TOfiET1+ER U4TL TEETH ARE EIS IN KUL (SEE ma ovum atm. NAMW..) It 2 2�j =e x4 rfi 2x A t� 2x4 OPrI'1*L 2artA t 5EE TA SCALE . • I i • SPACING' 2.0' 0.C. TPI DSGN CHIT ALLOWABLE STRESS INC. 33 X • • T ''ort4.amrE TIE 6=A1*4 `- ner -.) 2x4 LE - Socrep ro r1E 2ELM w,r-1 l2" 4, 0oLT5 4%.0. O.G -1URR IGAM E GI PS(Osl or- 15.22) OV 16..4.)& s Tatty 44 9cwN.8RACE emu DO Ar LVIERVAt9 OF !0'-0 OR LESS IF NO AMGID CEL 1S APPLr • 1H1S OESI6N DU sae STRUCMAL ERACmG f1EIOD SI FOR U IYIDtW. 1TIS3JOA isause T ma TeFORARY e IIHEN I3 wins aEOUD09, oQ6U.r mum sum OR moaner. REFER • TO MI COMM AND PECOl09?OArmiQ fTPD .au. ODO8IONSI. toaon if) 6EARDFG IDIOzrw To ea awls ma VERIFIED III EVIL ARCNVECT. CN ROLOSPICIM. PA1OR TO pAGRLG►rml. • • 1:1 " Y8 *TIZAp dUG4o2 eEF3T «J TOP i Gi4o2C) GF • :.TRUE (NAILED y.t/ 8- Iled IJAI _s)�t OU��:SE P2ovinec :Fort h . B. 4r: /X E,1ST, 24 " 2'' G T2,4AM WED6E. - -- IL 2,9 "ro 24 G QL1 .6 I DESIGNED 87141 CHECKED BT7MY2 . DATE 1 /1/84 ORfMG.. Ga'e4 DSGN.REOUEST f ===<<<�DRAWING> Customer : 8AHYAN-3AMES-GEORGE-REM Mon Jan 28 05:37:16 1980 Project #: 490036 Truss ID : GE1 Family # : 108 ` Span : '34-0 Quantity 2 Top Pitch : 5.5/12 NOTES:(1)-Gable studs spaced at 24 inches c.c. � (2)-Brace vertical studs in accordance with standard gable and detail (3)-Continuous bearing provided along entire bottom chord (4)-Provide 2X4 plates at each end OT gable stud unless otherwise noted 6_0_12 | 3_6 | -- 6-0-12 11-6-6 17-0 ) 22-5-1�� 27-11-4 34-0 } > > 5 5 5 5 6 ) 5X4 4 x( 3 __,_...,,--rf-rzt,c.:::::::_ 5 ( |l 1 | 6 | [ U ( | \| fi"c7-:=7---- ! 3X5 || | _-- } | � | ____ | |( / { |} ^ }�}}�}�}}��}�� ii}�}�� #acM gUITOW0 L. HL TO PE: 8-9-9 17-0 1 8-2-7 LEFT HEIGHT:0_4_2 SPAN:34_0 RISE:8_1_10 RIGHT HEIGHT:0_4-2 LOADING (PSF) L D TOP 30 15 BOTT 0 10 __________ ____�� ____________________ 10 9 / 8 25-2-7 34-0 8-2-7 8 MAX STRESSES MINIMUM GRADE OF LUMBER TOP CHORD:2*4 No.2 I'D SP DOH 15-9=0.722 BOT CHORD:2*4 No.2 I'D SP DEFL.< L/360 WEBS :2*4 No.3 PD SP STR.INC.: LIMB = 1.33 PLATE = 1.33 SPACING : 24.0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBER = 1 PLATES ARE BEMAX-20 HOLDING-240 TENSION-359 SHEAR-242 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) ' PLATE MUST BE INSTALLED ON BOTH FACES OF JOINTS, YUUETR�ALLY��EPl AS SHONU0E8GH CONFORMS WITH NDS DESIGN SPECS AND SSBC lPl-R5 . ..� THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FUR PERMANENT AND TEMPORARY BRAClNG(NH{C8 IS ALWAYS REODICONSULT BLDG ARCHITECT OR ENGINEER. B. HL TO PE :18_8_7 213589 � � � �� LORI�m�� _-� __�=� •. . • A .. C .. l::. ,. S 11c•:: r - i.c:,r, :.IJI:..;�.I.(.!I`I .. I I': 1. �;:T <:T ......:........:........ " BANYAN JAMES-GEORGE-REM Fri May 04 C9 :20g23 1990 Project # #: 490036 Truss :I:1) r. SlA Family 0 g 121 Span ,: 29-11 :I.:I. Gtt_ta t.:i. •I:.y ;: ET '(tij; Pitch :: 5.5/12 Seat cut Bo•l. pitch ; 3./12 TOP CHORD BOTTOM CHORD WEBS REACTIONS - SIUE 1 -2= -5947 9 -10= 0 2 -14= -222 8 -10= 1853 1= -1618 6.50 2 -3= -5659 10 -11= 3145 3 -14= 407 9= -1618 6.50 3-4 =-4737 11 -12= 3533 3 -13= -611 4 -5= -3463 12 -13= 4186 4 -13= 626 5 -6= -3463 13 -14= 5005 4 -12= -1002 6 -7= -3705 14 -1= 5484 5 -12= 2519 7 -8= -1932 b -12 =-306 8 -9= -1600 6 -11= -152 7 -11= 352 7 -10 =-1821 PLATE OFFSETS S ( )C =::1...1:::1:°? ., Y :•T•(:)f'' ) ;: I: j 5=2,2j „ I:: _i 12=4 ., 2. ::I , 1 3 - 4 -9 -4 � 8 -10- 3,12 -11 -1 21-0-15 29 -11 4 -9 -4 ' 4 -0 -15 4 -0 -15 4 -0 -15 4-0-15 4 -9 -3 3X4 3X4 _ - 4 2X3 3 = ! r% ^ 2 � =-7 -r== 3X9 i- �-_.� of - 1 }�-- __-:-s-__ ' 13 No 14 3X4 6 -1 -9 6 -1 -9 3X4 3X6 SPL. S T R .. :I: MI• ..:: L..tJIYIB :_: 1.33 3::3 PL. A T •••• 1..33 REPETITIVE STRESSES S t.)::iI:::1) NOTE:: 1 I (:)V:I:I)I::: FOR I"I(JI: i :(JM'I'flL DISPLACEMENT AI 5X4 5 3X4 - 6 11 -6 -12 17 -0 22 -5 -4 5 -5 -4 5 -5 -4 ! 5 -5 -4 I 3X4 7 ~ 3X4 12 �- 5X8 11 j 11-0 3X4 10 3X6 3X5 29 -11 27 -10 -7 1 5 -5 -4 2 -0 -9 L. HL TO PE: :18 -8 -7 INTERNAL RISE:4 -1 -6 R. HL TO PE :14 -2 -8 LEFT HEIGHT:0 -4 -2 SPAN:29 -11 RISE:8 -1 -10 RIGHT HEIGHT:1 -2 -9 LOADING (PS F) MAX STRESSES RI::.f:Ti:TI::.;:T IYI.I.I I l IYIU.)Ii GRADE (ll)I::: (JI ::• LUMBER I... )) TOP 1-2=0.809 TOP 11 "I(1I":0 :: `.` *4 I k ..:I. I) KD SP TOP '0 :I. °y I: OT 14-1=0.722 I:}0•T• (:'I-IORD g . '$/ I to ..:I D KI) SP ..T 0(:)•T••T• 0 :1') 0I:::I::•I.....'::: L/360 WEBS ^''`YI No.. K0 SP SPACING g 2?4. 0 in. o. c::.. (M INIC.) .. c I::• IYII:: :IYII:cI:::C' S :::: :I. ONE BEARING 213590 WEB w 8-9 TC•) BE ;: *6 NIo ., :L D KI) 8P NOTE: LEFT OVERHANG REQUIRES SUPPORT OR LEVEL RETURN PLATES ARE BEMAX -20 HOLDIN6 -240 TENSION-359 SHEAR -242 MANUFACTURED FROM ASTM A 446 6RD A 6ALVANI1ED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON BOTH FACES OF JOINTS, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS AND SSBC,TPI-85 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYL� t ULT LDG ARCHITECT OR ENGINEER. Pll ��(IFICgT• j Olt t ' ■ fLO11BA M. r EH ''• G. Y (io. : - 13658 iL l ' ) .._ ER Ek\G~' -- ... _. .•. :.: G. € cc `i C)•: 1 �'I ISM" - -- �. •.H.C. :.E_.�_ _..r... :�.c :rt ._ „ ... .��•: ;� �. :•: . �I .. :Ef :'faTF;.. _� ? :;;.__ .._ Customer : I_((iI1(f I1 " -,►AML_S ( :i1 :-.()r'• :(I "I';Ei1 Non t1,trl T1a O5: 2 1.9130 F'r #• . .:c. . I q ai Ic_L, :.� l.'r- t..t��:: I t ,_ . F. � :un :.L 7. ;% H : 121 Shan : 74 - -0 (:at_t.: +.r :..i.I :. y :, 1.5 lop 1"` :i.l_f :_Ii : 5.5/12 Seat cut : fa-- c:,' -i_' I.at. p i.. LC:!t : :?. /1. TOP CHORD BOTTOM CHORD WEBS REACTIONS - SIZE 1 -2 =-6921 9 -10= 6383 2-14 = -169 8-10 =-187 1 = -1840 6.50 2 -3= -6651 10 -11= 5983 3 -14= 341 9=- 1840 6.50 3 -4= -5809 11 -12= 5201 3- 13 = -582 4 -5= -4566 12-13 = 5201 4 -13= 602 5 -6= -4566 13 -14= 5983 4 -12 =-981 6 -7= -5809 14 -1= 6383 5 -12= 3438 7 -8= -6651 6 -12 =-981 8-9= -6921 6 -11= 602 7 -11= -582 7 -10= 341 1 4-9-4 ,8 -19 -3 X 12 -11- 1 -0 21-9'-1525-1-1329-2-12 * 34 -9 1 3 -6 4 -9 -4 ( 4 -0 -15 4 -0 -15 4 -0 -15 4 -0 -15 4 -0 -15 4 -0 -15 4 -9 -4 6 4 ..t S 1'•:S 3X4 '' 3X4 3X4 4 _ _ _ 6 3X4 2X3 3 _- =-s'"- tom= _ �- .sue_•- 7 2X3 3X10 = - ~ =r'- - = 1.4 - - _ 3X10 `- " 1 =_ - - - 13 r� ..8 -- 1 14 3X4 3X4 10 �.i.c� 4 `�.. -_ -~ -- ' is 3X4 3X4 'MOO LPE 2E 21J oe ','C1 »forr. (WLOU VElil C)E ill l r' t2 : 5X6 SPL. 5X6 SPL. W/B W/B ,6 -1 -9 11 -6 -12 17 -0 ?2 -5 -4 27 -10 -7 I 34 -0 _� 6 -1 -9 ' 5 -5 -4 5 -5 -4 5 -5 -4 5 -5 -4 6 -1 -9 L. HL TO PIS :18 -8 -7 INTERNAL R I S;E : 4 -1--6 R. HL TO PE :18 -8 -7 LEFT HEIGHT:0 -4 -2 SPAN:34 -0 RI3E:8 -1 -10 RIGHT HEIGHT:0 -4 -2 t_Or1D I N1 (PSiF) MAX STRESSES MINIMUM I M1_(t'l 6r• i : ?E OF LUMBER TOP . 2 : }: x1. Ho ..:1.1) I D r l_ I.) TOP 1-2=0.907 r(:1(' f_I- i1�}f;L.: aF - TOP 0 t 15 BOTT 9-10=0.825 Df 1 :HOi T:) : '' * Ll Mr_? . 1.1:) I D OP DO ''t 10 L)I=_FL . . L/360 . WEDS .. 1' 4 No .3 k::D SF' CTR.INC. LLlND _- 1.33 PLATE •••- 1.33 SPACING 24,0 irt, c.. c. REPETITIVE STRESSES USED NO. OF MEMBER IHE= R 1 NOTE: PROVIDE FOR HORIZONTAL DISPLACEMENT ONE BEARING EH PA A 6TER < NG. IDP ��.- p. ilERED E� 213591. GALVANIZED STEEL(E CCEPT AS SHOWN) PLATE MUST BE INSTALLED ON BOTH FACES OF JOINTS, SYMMETRICALLY(EXCEPT AS SHOWN }DESIGN CONFORMS WITH NDS DESIGN SPECS AND SSBC,TPI -85 PLATES ARE BEMAX -20 HOLDING -240 TENSION -359 SHEAR -242 MANUFACTURED FROM ASTM A 446 GAD A THIS DESIGN 15 FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS RErOIL&CD,�i� l BLDG ARCHITECT OR ENGINEER. r t < 6 n • � rlt 1 ===(“<A.U.E.S Customer ; DAN/A1 JAwES-GF0RGE-REM ' Project #:.490036 Truss ID : SG1 Span , : 34-0 Qoantitv ; 4 Seat cut : 0-6-8 TGP CH0R0 BOTTOM CHORD l-2=-1226� 9'\0� l5517 2-J�-ll784 N'1l= �556� J'��-�VY6\ U'l2� 15333 4-5=-lNN4 D-D= DZ44 5-6=-NVO4 D-�� l027� 6'7�-l4D� N-l�= U042 7'O�-&363 l5-16= U4J5 8-?�'l6697 \6'l= U40O PLATE OFFSETS (X= .5,2],[j13=4,3], �-� ��- �� '&-�-� 2�-7-5 ,74-0 �-� � -� � —� ��- -�� 5-4-11 3-10-7 �-�Q+� 3-10-7 3-10-73-6 4-2-14 5-4-11 9'\0� l5517 2-J�-lD84 N'1l= �56� J'��-�VY6\ U'l2� 15333 4-5=-lVVV4 D-�3= lJZ44 5-6=-�NN4 l3-�4� l0D� 6'7�-l4D� N-l�= U�� 7'E�-&363 l5-16= U4J5 8-?�'l��7 \6'l= U�0 MOTE et , [rT��7) 'ee 1 M kZE ma evilloa:)y:_T L. HL TO PE:18_8_7 LEFT HE{GHT:0-4 LOADING (PSF) L D TOP 30 , 15 BOTT 0 10 ============= SPECIAL LOADING UNIFORM BETWEEN CONCENTRATED ON WEDS 2'\6='57 2-15='3D) J'l5= 196 3-l4=-775 4-l4= 466 1'\J='Y64 5-!J` 7989 6-D=-4160 6-12= 3181 7'\2='2144 LEFT,Y=TOP 4X5 4}{5 3 16 15 4X5 7'U` 1281 8'1l`'225 8'0`'106 tk161 -~ � �� " ' mmVF � &'�- "`"�� m'. /y�� ~ �w ��-° `' ~' ~=. ' • ` � " ' ^ 3X6 SPL. 4X5 MAX STRESSES TOP 8-9=0.991 BOTT 10-11=0.585 DEFL,< L/360 7X4 5 4X7 6 IN PLF: JOINTS 1-7= 70 : 9-1= 20 JOINT 11 = 1140 ;12 = 1900 ; WEB: 5-13 TO BE 24f.4 No.2 KD SP WEB: 6-12; 7-11 TO BE 2 No'1D KD SP ================== REACTIONS - SIZE ��^ 1='2689 6.50 9`'3831 6.50 ME i uT�*� 5X6 SPL. ` ` �w� .. "`° _ 12 4X6 11 4X6 <�DE6lGHTRUSS>>>>=== Hon ...Tan 28 06:04:42 L980 Family # : 119 T 5/12 � ,/12 �� `°. . ^ ^^' ^.. ,. .° .�/ � " n r'^ � ^. , / O= =�^ -- v . '~ '. ^^ m 10 3X4 c-4-11 -�-� 13-�-9 7-�8 ��-1�-73�-4- 2B-?-� 14-0 ' =4^ r � ' 5-4-11 '3-1Q-?3-10-7'3-10-7 3-10-78-6 4-2-14 5-4-11 3X13 9 Fonuw? 12Ella_ `2 }tIrERHAL HISE:4_1_6 R. HL T0 PE :18-8-7 SpAN:34-0 HTSE:8-1-10 BIGHT HEIGHT:0-4 `================================================== MINIMUM GRADE OF LUMBER TOP CHORD:2*4 No'1D KD SP `BOT CHORD:2*6 No.lD KD SP WEBS z2*4 No.3 KD SP =============================_============== STR.INC.: LUMB = 1.33 PLATE = 1.33 SPACING : 24.0 in. REPETITIVE STRESSES NOT USED NO. OF MEMBER - 2 NOTE: PROVIDE FOR HORIZONTAL DISPLACEMENT AT ONE BEARING c. ~ i/ 213595 ** 2 MEMBERS NAILED TOGETHER W/16d NAILS 12 in. o.c. ** or 10d NAILS 10 in- o.c (CHORD AND WEDS) ** PLATES ARE 8[HAX-20 HOLDlNS'240 TENSION-359 SHEAR-242 MANUFACTURED FROM ASTM A 446 SHOWN) PLATE MUST BE INSTALLED ON BOTH FACES OF JOlMTS, SYHH[TRlCALLY(EXCEPT AS 6HOWN)0ESlGH CONFORMS WITH NDS DESIGN SPECS AND SS8CJPl-85 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRAC0G(MHlCH IS ALWAYS R[U0)COHSULT BLDG ARCHITECT OR ENGINEER. -- :: 'r.::(A.C.E.r: Ver.,,iun 5.1!!- ........‹<D[SIGN.TRUSC��))=== ,Customer : BANYAN JAMES-GEORGE-REM Fri May 04 09:22:09 1990 Project #: 490036 Truss ID : S4 Family # : 218 Span ` : 10-6 Quantity : 3 Top Pitch : 5.5/12 Seat cut : 0-6-8 Dot pitch : 3./12 ================================================================================ TOP CHORD BOTTOM CHORD WEBS REACTIONS - SIZE 1-2=-1235 4-5= 1143 2-5= 86 1=-555 6,50 2-3= 0 5-1= 1140 2-4=-1109 4=-555 6.50 J-4=-%0 | 3-6 3X4 1 5-3 5-3 L. HL TO PH:11_6_10 INTERNAL RISE:2-5-14 ============================ =============================================== LOADING (PSF) MAX STRESSES L D TOP 1-2=0.580 TOP 30 15 BOTT 4-5=0.282 BOTT 0 10 DEFL.< L/360 NOTE: LEFT OVERHANG REQUIRES SUPPORT OR LEVEL RETURN 2 5 10-6 5-3 ( 2X3 3X4 5-3 10-6 / ( 5-3 5-3 4 MINIMUM GRADE OF LUMBER TOP CHORD:2*4 No.2 KD SP BOT CHORD:2*4 No.2 KD SF WEBS :2*4 No.3 KD SP STR.INC.: LUMB = 1.33 PLATE = 1.33 SPACING : 24.0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 2-5-14 ================================================================================ � � � �� PLATES ARE BEMAX-20 HOLDIN6-240 TENSION-359 SHEAR-242 MANUFACTURED FROM ASTM A 446 GRDA GALVANIZED STEEL<EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON BOTH FACES OF JOINTS, SYMMET lCALLY(EXCEPT AS SHOWN 0Sl8N CONFORMS WITH NDS DESIGN SPECS AND SSBC,TPI-85 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. ^~^ � ,`F/° ��'�^w^ -. , � , '- '-- , 2 ===(<<A.C.E.S Version 5.0/: (<</DESIGHTRUSS>>>>=== Customer : B6N7AU-JAMES- Hon Jan 28 05:58:27 1980 'Project #: 490036 Truss lD : FG1 Family # : 303 Span . : 5-11 Quantity : 1 Top Pitch : /12 ==== =======================_=================================================== TOP CHORD BOTTUU CHORD WEBS REACTIONS ' SIZE 1-2=-687 5-6= 0 2-6= 1121 1=-117.1 6.50� 2-3=-971 6-1=0 3-6=-253 5-1121 6.50 3-0-971 4-6=1121 4-5='68/ LEFT.HEIGHT:2_0 'LOADING (PSF) L TOP 30 15 BOTT 0 10 3X4 2 2-11-8 2-11-8 SPAN:5-11 MAX STRESSES TOP 2-3=0 BUTT 5-6=0.172 DEFL'< L/360 2X3 3 [— L 4X8 SPECIAL LOADING IN PLF: UNIFORM BETWEEN JOINTS 2-4= 90 v 5-1= 309 5-11 2-11- • 5-11 2-11-8 4 111410=11 5 MINIMUM GRADE OF LUMBER TOP CHORD:2*4 No.2 KD SP BOT CHORD:2*6 No.1D KD SP WEBS :2*4 No.3 KD SP STR.INC.: LUMB = 1.33 PLATE = 1.33 SPACING : 24.0 in, o. c. REPETITIVE STRESSES NOT USED NO. OF MEMBER = 213593 PLATES ARE DEMA]-20 HOLDING-240 TENSION-353 SHEAR-242 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STBi([XCEFT AS SHOWN) PLATE MUST BE INSTALLED ON BOTH FACES OF JOINTS, SYNHETRlCALLY<EXCEPT AS SHONNUES[GN CONFORMS WITH NOS DESIGN SPECS AND SSBC TPl-B5 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR FERMANENT AND TEMPORARY BRACIMG(WHICH IS ALWAYS REODICONSULT BLDG ARCHITECT OR ENGINEER. ` .� ===<<<<A.C,E.S Version 5.0// `=<<(':DESIGNTRUSS>>>>=== Customer : BANYAN-JAMES-GEDRGE-REM ' Hon Jan 28 05:56:38 1980 ' Project #:,490036 Truss ID : F62 Family # : 303 Span • : 5-11 Quantity : 1 Top Pitch : /12 ============= TOP0ORU 0TTOMCH0RD WEBS REACTIONS-SIZE • 1-2=-055 5-6=0 2-6=1540 1=-1856 6.5V 2-3=-1228 6-1=0 1 ,-6='753 5`-056 6.50 3-4=-1228 4-6=1540 4-5~'1055 2-11-0 3-1l-n ' LOADING (PSF) MAX STRESSES L D TOP 2-3=0.305 TOP 30 15 BDTT 5-6 BOTT 0 10 DEFL.( L/360 6 4X8 SPECIAL LOADING IN PLF: UNIFORM BETWEEN JOINTS 2-4= 90 ; 5 1= 570 5 2-11-8 5- 2-11-8 5 -� MINIMUM GRADE OF LUMBER TOP CHORD:2*4 No.2 KD SP BOT CHORD:2*6 No.1D KD SP WEBS :2*4 No.3 KD SP ================= STR.INC.: LUMB = 1.33 PLATE = 1.33 SPACING : 24.0 in. o. c. REPETITIVE STRESSES NOT USED NO. OF MEMBER = 1 PLATES ARE 8EMA%-20 HOLDING-240 TENSION-359 SHEAR-242 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON BOTH FACES OF JOINTS, YUUETR{CALLY<E%CEPT AS SHUNN>8ES{GM CONFORMS WITH MDS DESIGN SPECS AND S5DC TPl-85 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. . .� - triC. • r e ~' ,ut! .;11 13658 G. ENGt NO. - = = = = = = = = = = = = 213594 1 1 .' ^ t MI ===<<<<A.C,E.S Version 5.0// `=<<(':DESIGNTRUSS>>>>=== Customer : BANYAN-JAMES-GEDRGE-REM ' Hon Jan 28 05:56:38 1980 ' Project #:,490036 Truss ID : F62 Family # : 303 Span • : 5-11 Quantity : 1 Top Pitch : /12 ============= TOP0ORU 0TTOMCH0RD WEBS REACTIONS-SIZE • 1-2=-055 5-6=0 2-6=1540 1=-1856 6.5V 2-3=-1228 6-1=0 1 ,-6='753 5`-056 6.50 3-4=-1228 4-6=1540 4-5~'1055 2-11-0 3-1l-n ' LOADING (PSF) MAX STRESSES L D TOP 2-3=0.305 TOP 30 15 BDTT 5-6 BOTT 0 10 DEFL.( L/360 6 4X8 SPECIAL LOADING IN PLF: UNIFORM BETWEEN JOINTS 2-4= 90 ; 5 1= 570 5 2-11-8 5- 2-11-8 5 -� MINIMUM GRADE OF LUMBER TOP CHORD:2*4 No.2 KD SP BOT CHORD:2*6 No.1D KD SP WEBS :2*4 No.3 KD SP ================= STR.INC.: LUMB = 1.33 PLATE = 1.33 SPACING : 24.0 in. o. c. REPETITIVE STRESSES NOT USED NO. OF MEMBER = 1 PLATES ARE 8EMA%-20 HOLDING-240 TENSION-359 SHEAR-242 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON BOTH FACES OF JOINTS, YUUETR{CALLY<E%CEPT AS SHUNN>8ES{GM CONFORMS WITH MDS DESIGN SPECS AND S5DC TPl-85 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. . .� - triC. • r e ~' ,ut! .;11 13658 G. ENGt NO. - = = = = = = = = = = = = 213594 52 Customer : BANYAN-JAMES-GEORGE-REM - Project #: 490036 Truss ID Span • : 20-0 Quantity Seat cut : 0-6-8 =====================================_========================================== TOP CHORD BOTTOM CHORD WEBS REACTIONS - SIZE 1-2=-3577 7-8= 0 2-10=-303 1='1077 6.50 2-3=-304 8-9= 170 3'0= 565 7=-1077 6.50 3-4=-2128 9-10= 2625 3-9='682 4'5=-779 0-1= 3298 4-9= 683 5-6=-779 4-8=-053 6-7=-1049 5'8= 337 6-8= 925 PLATE OFFSETS (X =LEFT ,Y - TOP ):[j8=4,2], 1 3-6 } 4-9-4 3X6 1 . L. HL TO PH:10_0-7 LEFT HEIGHT:0-4-2 __________________ LOADING (PSF) L D TOP 30 15 BOTT 0 10 4-9-^& 3X4 4 3X4 8 ~ ~~� �n�~ - y/ :2X3 8-10-3 4-69-15 6-1-9 I 1-6-1' 6-1-9 5-5-4 MAX STRESSES TOP 1-2=0.816 BOTT 10-1=0.655 DEFL.< L/360 12-11-1 . 17-0 3X6 SPL. 3X4 � ~�~ 10 ~ ( � 17_0 MINIMUM GRADE TOP CHORD:2*4 BOT CHORD:2*4 WEBS :2*4 STR.INC.: LUMB = 1.33 PLATE = 1.33 SPACING : 24 REPETITIVE STRESSES USED .NO. OF MEMBER NOTE: PROVIDE FOR HORIZONTAL DISPLACEMENT AT ONE BEARING Mon Jan 2S 05:46:49 1.900 Family # : 121 Top Pitch : 5.5/12 Bot pitch : 3./12 4X4 5 20-KB 3-0 2KB-0 5-5-4 3-0 OF LUMBER No.2 KD SP No.2 KD SP No.3 KD SP .0 in. o. c. = 1 7 3X4 3X4 6 [ INTERNAL RISE:4_1_6 R. HL TO PE :3-3-10 SPAN:20_0 RISE:0_1_10 RICHT HEIGHT:3_3_2 PLATES ARE 8[MAY-20 HOLDlNG+240 TENSION-359 SHEAR-242 MANUFACTURED FROM AS0 A 446 GRD A GALVANIZED STEEUE PLATE MUST BE INSTALLED ON BOTH FACES OF JOINTS, YM�[0lCALLY([%C[PT AS SHONHNESl8N CONFORMS WITH NDS DESIGN SPECS AND 65B[ |pI-85 ` � THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRAC\NG(NHlCH IS ALWAYS REDD)CONSU T BLDG ARCHITECT OR ENGINEER. 4i0J\)) .. ~~ `. . '^~ 0 1 4'0 ~ r MEIMET Y HATER '- -- � - ��wu��p ■ 13658 '�Y��'��._.� t� ` o�T �� `� - ==::'::(F S Ver 5.o�� .<DE51GNTRUSS>>>> m- Custo'r^:^BANYA�-JAMES-GEORGE-RFU Mon '/an 28 06:28:43 1980 .Proje #:~490036 Truss ID : GSl Family # : 121 ' Span r : 34-0 Quantity : 2 Top Pitch : 5.5/12 Seat cut : 0-6-8 Dot pitch : 3./12 = ==========____ TOP CHORD BOTTOM CHORD WEBS REACTIONS - 5{[E 1-2=-6921 9-10= 6383 2'14=-189 8-0='09 1`'040 6.50 2-3=-6651 0'11= 5983 J'N= 341 9`-040 6.50 3'4=-5809 li-O= 5201 3'13='582 4'5='4566 12-13= 5201 4'13= 602 5-6=-4566 O-N= 5703 4'12=-981 6'7=-5809 14-1= 6383 5-12= 3438 7'8='6651 6-12=-981 0-9=-6921 6-11= 602 7-U='582 7-\0` 341 4-9_4 } 8-�L6B-3 , 82-11-1 r l7 - 0 i 21-�9-15 | 25-1-1329-2-1 34-0 1 3_6 \ ) �-� 5X6 SPL. • 5 5X6 SPL. 3X4 4 ---:,-.z.-7 3X4 3X4 TM 9 14 3X4 10 ieo 0114.-Lieftql:f =11— 6-1-9 11-6-12 17-0 22-5-4 27-10-7 34-0 _ � � � - � 6-1-9 ' 5-5-4 ' 5-5-4 ' 5-5-4 ' 5-�-4 � 6-1-9 L. HL TO PH:18_8_7 • INTERNAL RISE:4_1_6 R. H[ TO PE :18+8-7 LEFT HEIGHT:0_4_2 nPAN:34_0 RISE:8-1 RIGHT HEIGHT:0 _____=========_================================================================ LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0.907 TOP CHORD:2 No.1D KD SP TOP 30 15 BOTT 14-1=0.825 DOT CHORD:2*4 No,1D KD SP BOTT WEDS ===== :2*4 == No � 3 = KD = SP ==_____= STR INC.: LUMB = 1.33 PLATE = 1.33 SPACING : 24.0 in' o, c. /�� REPETITIVE STRESSES USED NO. OF MEMBER = 1 `��, - -_ FOR �__--_'._.. .-.~ "/ � ONE , NOTE: PROVIDE �U* �u��uw/�� u��r��ncn` � u/vc o=�"^"" PLATES ARE 8E;A%'20 UOL8lNG-240 TENSION-35? SHEAR-242 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEUEXC[PT AS SHOWN) PLATE MUST BE INSTALLED ON BOTH FACES OF J0lNTS, SYUMETRlCALLY(E%C[Pl AS SHGNN)DESIGN CONFORMS WITH N0S DESIGN SPECS AND SSBC THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS KEQ8)C0NSULT BLDG ARCHITECT OR ENGINEER. 0765EM OF LIMN INC. � � ° m�K�� «»�� APPLICATION FOR BUILDING PERMIT Application is hereby made for the approyal of the detailed statement of the plans and specifications herewith submitted for the build- ing or other structure herein described. This application is made in compliance and conformity with the Building Ordinance of Miami Shores Village, Florida, and all provisions of the Laws of the State of Florida, all ordinances of Miami Shores Village and all rules and regulations of the Building Division of Miami Shores Village shall be complied with, whether herein specified or not. A copy of approved plans and specifications must be kept at building during progress of the work. _ A Date----- - - - - -- .. - - - - - -- ,19 G Owner's Name and Address._..._ p .11Y.. jr.. �� No..../.2.. /5 _._.. Street NL 7 5 5 r Registered Architect and /or Engineer Name and address of licensed contractor.-.. / 7 'f i rl 7 / -j //0 5 Af &`' z c7 A C' C Location and legal description of lot to be built on: ,cam Lot 2 Z— t{ Block 7 `" Subdivision .,� 5 — ,i Street and Number where work is to be done 1 S /k/ S f Disapproved (Signed) ti, IL MIAMI SHORES VILLAGE BUILDING INSPECTION DEPARTMENT State work to be done and purpose of building (by floors) ( 1 / L ). .- 4 . / /)/ r /o/ TG / ?C S/ UEiN /ree,c/ L New Building Remodeling Addition Repairs To be constructed of Kind of foundation Roof Covering Estimated Total cost of improvements $ moo® Amount of Permit $ Zone cubage required .Plan Cubage Distance to next nearest building Size of Building Lot Maximum live load to be borne by each floor I hereby submit all the plans and specifications for said building. All notices with reference to the building and its construction may be sent to The undersigned applicant for this building permit does hereby certify that he understands and accepts his obligations as an employer of labor under the Florida Workmen's Compensation Act, being Section 5966, Compiled General Laws of Florida, Permanent Supplement, and has complied with the provisions thereof, and will require similar compliance from all contractors or sub - contractors employed by him in the work to be performed under this permit; and will post or cause to be posted for inspection on the site of the work such public notice or notices as are required by the Act. The undersigned agrees to employ only such subcontractors, on work to be performed under this permit, as are licensed by Miami Shores Village. Remarks ( Signed ) and for no other purpose. No. of Stories ut r - -t / STATE OF FLORIDA, COUNTY OF DADE. ss Before me, the undersigned authority, a notary public, duly authorized to administer oaths and take acknowledgments, personally ap- peared ----.___... • ----------------- ---- -- ....._ to me well known, and who, being by me first duly sworn, upon oath deposes and says that he is the. of the above described construction, that he has carefully read the foregoing application, and that he did sign the same, and that all facts therein by him stated are true. Permit No / 3 3 Date '- Read, Sworn to and Subscribed before me. Notary Public, State of Florida Buildin:" nspector My Commission Expires PLANNING BOARD DATE Chainnan Member Member Member Member Member Council Approved Date Disapproved Date NOTE: A charge of $1.00 will be made for making corrections or changes to this application after approval has been obtained from the Planning Board. A re- inspection fee of $1.00 will be charged when such re- inspection is made necessary by improper notice for inspection or faulty materials and /or workmanship. 0 11 40, 43 Attlattoe,.tc t --431111111111rall Disapproved MIAMI SHORES VILLAGE BUILDING INSPECTION DEPARTMENT APPLICATION FOR BUILDING PERMIT Application is hereby made for the approval of the detailed statement of the plans and specifications herewith submitted for the building or other structure herein described. This application is made in compliance and conformity with the Building Ordinance of Miami Shores Village, Florida, and all provisions of the Laws of the State of Florida, all ordinances of Miami Shores Village and all rules and regulations of the Building Division of Miami Shores Village shall be complied with. whether herein specified or not. A copy of approved plans and specifications must be kept at building during progress of the work. / 19 d 7 Owner's Name and Address C Zi'' /f C�. a J. G ni / 6-11)- 5 No. Street Registered Architect and /or Engineer j J Q� Name and address of licensed contractor u /! '�j- e - 4 � -r (-41 0 . 0 1; s -% / (-'`� 2 l 4 •J / ) j . -" "" 3 ' /J Location and legal description of lot to be built on: !/ Lot„�/,_7 �"� Block t Subdivision 7/i2 L J // ,A/PG / /y Jlee a Street and Number where work is to be done / -2 /-r /1-' E ,...s7-17. . C State work to be done and purpose of building (by floors), state exterior colors (submit samples) /re r'DOT Rl roe / /6"t4 tie /W 01 T o DP I `ma 7 / C < (p � o/3 O /Iv/ ,0 �� m n / O f Q a , • / off, / ,, po se. r S Q � ��f Q .V r t° ` � rXo other purpo New Building Remodeling Addition Repairs No. of Stories l To be constructed of Kind of foundation Roof Covering f re cY 0 Estimated Total cost of improvements $ //,, 0 o d ■Amount of Permit $ v 4 ` Zone cubage required Plan Cubage Distance to next nearest building Size of Building Lot Maximum live load to be borne by each floor I hereby submit all plans and specifications for said building. All notices with reference to the building and its construction may be sent to The undersigned applicant for this building permit does hereby certify that he understands and accepts his obligatons as an employer of Labor under the Florida Workmen's Compensation Act. being Section 5966, Compiled General Laws of Florida, Permanent Supplement, and has complied with the provisions thereof, and will require similar compliance from all contractors or sub - contractors employed by him in the work to be performed under this permit; and will post or cause to be posted for inspection on the site of the work such public notice or notices as are required by the Act. The undersigned agrees to employ only such subcontractors. on work to be performed under this permit, as are licensed by Miami Shores Village. Remarks (Signed) / �9� STATE OF FLORIDA COUNTY OF DADE. } ss. Before me, the undersigned authority, a notary public, duly authorized to administer oaths and take acknowledgments. personally appeared to me well known. and who, being by me first duly sworn, upon oath deposes and says that he is the of the above described construction, that he has carefully read the foregoing application, and that he did sign the same. and that all facts therein by him stated are true. Permit No. „27337 Date Read, Sworn to and Subscribed before me. Date Date Notary Public, State of Florida Q.3 /3,33 (Signed) Building Inspector My Commission Expires PLANNING BOARD DATE Chairman Member Member Member Member Member Council Approved Date Disapproved Date NOTE: A charge of $25.00 will be made for making corrections or changes to this application after approval has been obtained from the Planning Board. A re- inspection fee of $25.00 will be charged when such re- inspection is made necessary by improper notice for inspection or faulty materials and /or work'-