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Plans Nov 13 '96 01: 46PM TRUE-WI, INC.,, a) sr 9 i '" 01 3 5 i3 -itj/r 3 -zs/d 12,5$3 sw iltim AvE 3 (e - 71Y a ; ".,p. F /...r • If-1 1 tie i t h— O 111111. f . H AP�41�1 z..1.,54. !MRS 1 1 I { 1 kil ! 0 As S i 1 S i l r S �/y I _L _af 111GV1 1 �.E .rLY I � l � ■ ron "Vile( `ii eas `. �N r `f�iGi.��' rausrem — Emtail Ad",it es.„ r /,---Y-- II - M YL ZQ- y k -3 N� �IA�_ I. Egonll [[ N -a ANN E �I E 1 I4 ��i Allih .� r o1. ! • f � � � 4 , i ( ( 1 . ( 1 , la -G f yo-4 IS-7 to -o li - v 2 e.e- / qq Y // , 4 4 9 .r -e- -� / $/2' TRUS -WAY, INC. PO. Box 5005 Vancouver, WA 98668 (360) 750-1470 I JO.: L ENO 9 • THIS DWG. PREP RED FROM comp TER NA T LIAO• DIMENSIONS - : ITTEO BY TRUSS NPR. TOP CHORD 2X6 FIR - LARCH •2, EXCEPT AS SHOWN TC X-LOC L -R: 0.29 3.92 7.33 10.23 13.13 16.53 20.17 60T CHORD 2X4 HEN-FIR f1CBet. ti WEBS 2X4 FIR - LARCH Standard BC X•-LbC L -R: 0.29 7.45 10,23 13.03 20.17 c c 4 .:11 -2X4 HEM-FIR flOBet, m <: CONVENTIONAL FRAMING IS NOT THE RESPONSIBILITY OF THE TRUSS NOTE: ALL HEM - FIR SPECIES MAY uE REPLACED BY FIR SPECIES OF m `. DESIGNER, PLATE MANUFACTURER. NOR TRUSS FABRICATOR. PERSONS THE SANE GRADE o ERECTING TRUSSES ARE CAUTIONED TO SEEK ADVICE B LOCAL c. PROFESSIONAL ENGINEER REGARDING CONVENTIONAL FRAHING. e CONNECTOR PLATES MUST BE INSTALLED IN ACCORDANCE WITH I! HIP DESIGNED TO SUPPORT 7 -11 ^O4 JACKS kYTH NO WEBS. W REDUIREMENTS Of 1.C.9_0. RESEARCH REPORT N2949. PLATES DESIGNED IN ACCORDANCE WITH I•C.0.0. CRITERIA. "I 7 CONNECTOR PLATES DESIGNED FOR GREEN LUMBER PEA N115 0 -a TABLE 8,1B. TOP CHORD SHALL BE'LATERALL.Y BRACED WITH PROPERLY ATTACHED (3 3 41) PLYWOOD SHEATHING OA PURLINS SPACED 24 O.C. MAX. - 1 USE THIS �' SAME DESIGN FOR COIq•10M HIP TRUSSES B Z4" O.C. EXTEND SLOPING N TOP CHOFO OF TRUSS TO HIP RAFTER AND SUPPORT TRUSS EXTENSION EVERY 2 - �.- rfllJ.�,` -WAY, INC. FEET. LATERALLY BRACE FLAT TOP CHORD WITH 2X4 Y3 OR BETTER H&1- $ 55X6 FIR (I 24" 0.C. WITH 2 -I6d NAILS AND 2X4 DIAOONAL BRACE PER HLB - 9I 1 RO. Box 5005 306 FIGURE 3]. SUPPORT HIP RAFTER WITH CRIPPLE AT EVERY 34 ". NOTE: ALL Vancouver, WA 98668 JACK AND RAFTER EXTENSIONS MUST BE SUPPORTS (360) 764 -1Q74 _ ,� X6 EVERY 2.0 FEET TO FIAT TOP CHORD OF • - T. 04ROFE 2.5X4 c p1Nee 42. • I1 2.5x4 10 +14151 9 �e I-. u v 4X8 �B3? �' 12 a. o0 4X8 4B , of.+ X F E `` , .00 'y4 C 7 � 4 V 8 1 . nMk . V S w• c hi " xP g 12 -31•g Mk ,� `� � d NI 3X6 5X6 3X6 -= a Q E -- 7 -II -4 - __________L___ 4_7_0 7 - in M .-s a q -18761 K- 5.50' 2O " 5-6 OVER 2 SUPPORTS _.__. N R- 187711 N- 5.50' -_ IIIJI I FYP, - Al PIIJC SEON -- 41211 1 REV 15,5.5 SCALE - 0.3750 I• l I-:] L--. , u , -., *� 4YK Ii111LC14U 71, 1x. :1 InlL1L1'f11111' 1..1111 l • INO IMPORTANT�F� 'JWlI:N01l,r6M6 I.0 I WARNING l„ 1W. U ip,":1 llL1 O 6. �STGN CHIT: UHC REF H561�- -02938 :D - I I A 1-- OF 11LIM! IUON Illtt t..S1411 W ti Vtillftuur1G0. W AM Nttrotc- SEE N18-Mt at mg- STi' 11325 4t ElU 4 ,( �] 1 e 1 - L _ ,_..1 4114.11/ 10 DOME he 114.116 I1 Offjj*1CL 11111H WOO if IP1 10P 1 114111GIR, iHCIAt notEN• In4Cp4 / 1 rJ 11, A TO LL c�. O PSF DATE !2! lA /95 ( ... 9 L , . � L WI1l L . 1 RIFLE Cc11A6 Aµ .111.! 01 aCot colt, tall PtEIIIO ISM 0YlI(u 1 11 gi. 14E UIIItI. ISE Iid a 10P ! IC CL 7 .0 PSF GANG CAVSR56I 9. 392410 I - ' ( =� '! 1 J 1 - :3 t - :1 tort W 4 tttCrl Li 14110, . EWE, eCtoCC Hls 10 Moo FACT Or LAW 3 Me t sensor mm of MI no:Oltt L- 1 ALPINE r ., far,. TIC *Nun L U1l L 1! J NEIL W MILS Wag; M /Ylfltrl to uldrti ELYrct un," o S 6s1 ttr.�lp BC (IL 10 .0 PSF CA -ENG KTCLr t -, �7 LC IICt VB PL\ E1iAllat 131. 164 I I4.IA - f nom? SILNoEN E M gpKFILY LI writ, mom mom I U1 clt III -- tis I TRUSS - o cos (AI WI1 A•,ItFntk i « IlIW lY Oa c Ill 4.1 ciclrtin 6 m ala 11.0111011. .scwit Ut1i11 t wcFw TOT .LO. 42.0 PSF 0/A LEN. 20- -8• OA um. ;HIS VIr11W Al . iu low tLE t tN1 i1Ylt1IY 1at tt W1YMhL AM/'t ICE1lUN A1RNIMI I apt MM INS F , /. +�j / III ptr It yy).t .111I It RUUD EMI IN All[ YIIEI Ylt. ca 17 IA 11471 El_I11(Yi t001gt1:1li DI/R -FAC • + r PITCH TCN 8 , 0 1---7 G l D C7 d @@@�`�� c I -- PI • [R.DS 11010 1,/511161[. I4I6 • ;jai 1111111114 Isom' sfH:11KIt10'I JYAl moo I " ^1li.L OE:a _ TIP C IR - -- -- • • w wr• 08: CHATEAU / THIS DWG. PREPARED FROM CORFU! R INPUT ' LAOS 6 DIMENSIONS SUBMITTED RV TRUSS MFR. TOP CHORD 2X uF it 1 BET. TC X -LOC L -1t 0.29 7.92 15.00 22.08 29.71 1, SOT CHORD 2X FIR - LARCH SS s. WEBS 2X4 FIR - LARCH Standard BC X -LOC L -R: 0.29 10,28 19.72 29.71 c F CONNECTOR PLATES MUST BE INSTALLED IN ACCORDANCE WITH 1W BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. ' I < REQUIREMENTS OF 1.C.8.0. RESEARCH REPORT A2049, LA w • ALL TOP CHORD SPLICES OCCURRING BETWEEN c PLATES DESIGNED IN ACCORDANCE WITH I.C.8.0. CRITERIA. PANEL POINTS ARE TO BE LOCATED AT APPROXIMATELY � ,, 1/4 OF PANEL LENGTH FROM PAN BL POINT (WITHIN 12'1 AND e m CONNECTOR PLATES DESIGNED..FOR GREEN LUMBER PER NOS SHOULD NOT OCCUR IN PANELS NEXT TO A PANEL POINT SPLICE. o, TABLE 8.18. N 8,E) (C) PROVIDE HANGER OR CONNECTION FOR CONCENTRATED LOADS. h, 1 r_ o 0 --4 THIS TRUSS IS DESIGNED TO SUPPORT ADDITIONAL CONCENTRATED LOANS] o �� WERE SNOW. o • i-1 1 r .cn . (S) SUPPORT AND CONNECTLON Dv TIMERS. (8) Ra168UU W -1 "8 W. g, ) i M • 6 CI-, I-. 12 4111L.;i0 8,00 � �- TRUS-WAy, INC. � 3X iU 5 -.7 -1I n PO. Box 5005 n Vancouver, WA 9 8668 . o (360) 7501470 3X 6 (A 1 Airoma I - . 2.5X4 "' 2' 2' 2' 8X8 mo 0 Isis 0 -8 -0 . f ME (C)20A (0)20A (C }20301 CO Immo 7 - 11 - 4 OVER 3 SUPPORTs -- it a Ise. R-8440 W- 5,50' F■189211 W- 3.00' ('l 1YP,- ALPINE SEON-- 32317 Q` DARO REV 15.., SCALE ..1 0.3750 s.yulf C.5Jt[m! sarUucrs. TIC. "414$4 2194191[ G11a11e cur r / '" v er , ' _ 0 .- SIGN CRIT: UDC FIEF 8561- -62466 1. - , c = 1_7 v K�IMPQATANT tt 5N+ :1 511 as pa6 raa Alrr WARMING to It♦A¢,1Y0, 1Aacucr Pso i . , r ' - 1- I 1 7 OIV1 ■Ij fK , M it Otsite to Irg .t ► ' r$Mltlra, w wr WACi110- 4A N WI NNd1 , six mu 0Es1 . 1 •.'� .:1 t.__1 #At% it 10 W,W TA 1Nuss 111 cuiroulA►cc ATM 54 5 114 VI rCr1 TO 1O111004_ It[CIM. P[M44 I N►tWT& ' L L 25 . 4 PSF DATE 07/30/96 m : L_ i £MPNe torte :u.t £14 Ago. a o, SMt0, TIM YC►rta P 1PP 6 ,,Lt 01100mrl[, ls1 OTNET41ts !wails, rip 'y /� DL 7.0 PSF cup CAUSR561 96212009 T' I . I 1::7 U t j 44 9A A tPta11 Ac Watt. Pori r CON4CIC06 TO tLG, f►tk Of Q1050 limLt rt attlACt'V PPCL'O 11111 WU, '": L ALPI N was uro Mies a11IrIU114E 14CUH1 a: Wit a17PCIA nisi'lat. all +11.14441 Ib,90I M[ 0 6A1NIK 1141 , 50 C ' CROON 8I DL 10.0 PSF CA -ENG 1,1C' A 1J co tnaa:Clu ►s PO pPtrllI k ua 1'�a a 140s4 051154 atawrre VITA IpCIC1\f ITIUO [r 51015 CU1tD -• sit 1 T _ LD, 4j2 . Q P $F U/A LEN. 7-1 f - 4 s. L .. : TRUSS t- 15+54151 + CAIMF r lscua .ca C rrl cm LITOTHOtw"e £[511.4 rCC1U 1CAL 5'015 t1 /USIA LOA ~La ♦ £ELL vu 1414 RI 5145110 Ll I0 u ur E ea,wnanr al[[[to 11411414 IFJ[ Pr5A 1[lruu FIPu16M 1551 g tars ' � /� t . % � � , • , FA C , 1 . 15 PITCH 8,0/12 N III Y.LA, £1al sr►u Io m 1.1121 t LS 1N a OYC a tBs'r atala► ,a lit fp116! elMfg* catraclw }, . ' /� N W. � � 1 �Q SP ACING 24.0' TYPE MONO -- 11 - 1/1 ..�- III - 51.41 ILCIC uerlith& ms • 54 11 Nlllp 011154 flCCttf(511IN 105 aca0 CO :firm 'j - �a I srn •w ...r -- •/ .7 1 . 1640 LEGEND IIOFIES / ENG - T - THIS DWG PREPARED FROM COMPUTER TNPUI (LOADS i DIHENSIONS) SUMMED BY TRUSS NPR T CHORD 2x4 IIF ',Met. :T2, 73 2x6 FL SS TRUS-WAY, INC. 2 Complete Trusses Required F 2 2 4T CHORD 2x8 FL SS WEBS 2x4 FL Standard P.O. Box 6006 NAILING SCHEDULE: (0.111x3,0_g_nal ls) '- VancOUVer, WA 98888 To CHORD: 1 Row a iv o_c. TRUS WQY INC. (360) 760.1470 DOT CHORD: 1 ROW a 18' o, r. P.0, Box 5005 < 1- NHtcTaR IL /dES OCSIGIIEU FOR GRLEN LUMBER PER ttt1S 91 TABLE WEDS 1 ROW e 4• D_c. 3.3. USE EQUAL SPACING OMEN ROWS AND STAGGER NAILS Vancouver, WA 98668 r LL (UUITIONAL CQIICENTRATEO LOAD ON 111 1111 IN EACH ROW TO AVOID SPLITTING. (360) 750 -1470 0 a', * RLOADING ON THIS TRUSS CALCULATED DY TRUSS FABRICATOR'" IR tm IC - 1892 LB Concentrated Load at 10.42 (A) 1X4 #3 HEM OR GETTER CONTINUOUS LATERAL ORACING TO N )NNECTOR PLATES MUST BE INSTALLED IN ACCORDANCE WITH THE OE EQUALLY SPACED. ATTACH WITH 12) 8d NAILS. BRACING 6 3 QUIREHENTS Of I.E.B.O. RESEARCH REPORT 42949. MATERIAL TO BE SUPPLIED AND ATTACHED AT BOTH ENOS TO A SUITABLE SUPPORT BY ERECTION CONTRACTOR. C . Hip DESIGNED TO SUPPORT 07.11.04 JACKS WITH NO WEBS. rn NOTE: BC CHECKED FOR 10 PSF AUOITUDNAL LIVE LOAD IN r 4- 1NYENT1O0AL FRAMING 15 NOT THE RESPONSIBILITY OF THE TRUSS ACCORDANCE HiTll TABLE I6 LOADS (1994 UBC). 17 5 :SIGNER. PLATE MANUFACTURER, NOR TRUSS FABRICATOR. PERSONS Z tECTING TRUSSES ARE CAUTIONED 10 SEEK ADVICE BY A LOCAL USE THIS SANE DESIGN FOR COMMON HIP TRUSSES II 24' Dc. tOFESSIONAL ENGINEER REGARDING CONVENTIONAL FRAMING. EXTEND SLOPING TOP CHORD OF TRUSS TO HIP RAFTER AND SUPPORT TRUSS EXTENSION EVERY 2 FT. LATERALLY BRACE FLAT TOP CHORD WITH 2x4 r' 1 ADDITION 10 HAILING / BOLTING SCHEDULE SHOWN ABOVE, 13 OR BETTER 11EM - FIR •24' oc. WITQ 2 -16d NAILS & 2x4 DIAGONAL BRACE iE 164 CONNOR NAILS AS SHOWN AY PER 11111-91 (FIGURE 33), SUPPORT NIP RAFTER WITH CRIPPLE EVERY 34'. ii IACRETS FOR FORCE TRANSFER AT NOTE: ALL JACK AND RAFTER EXTENSIONS MUST BE SUPPORTED EVERY 2 FT p :ONCENTRATED LOAD POINT AS EACH 10 FLAT TOP CHORD OF CAL IIIP SET. 2 LATER IS APPLIED. 5X8$ 6X64* 8X 1aa IC) PROVIDE HANGER OR CONNECTION FOR 1892#. 2.5 X4 1' RU 2.5X44' e !! o 5X4 (A4)= , -' []0j " (A " .4111iiiiigb■ 0 -4-3 �1, 0 • 4 -3 •0-4 5K4 (A4 ) SX0a 10X14 5X8Plt i (C) 1892# 5X4(A4� W. • R -4233 W -5.5' 1�� R =3601 4T5 ` t 4m1.. 1 , L. L x -11 �L 15 -1 -8 I - 711-4 I I` - • 31-0 -0 Over 2 Supports `RIIR/ 4 -23.11 PL TYP. Al I me 1 I • - I • A%t t •OF WA - /• / / /F Scale -..167p"/Ft. -i t=1 U U Era i=1 *IN imp OR TAN I,, '00.4 minim 0100006, tit. WARN111G111i0It0Wenn 011111010 COI S F V� TC LL 25.0 PSF REF 11561- -94046 ..1 Q + Q I:WL ti. 154 I14P011S)N( TO Avf IM MAMOUIO, tel(r11M mg/ l0. �r - uA1 =ILL✓. Ma 14511 0(510.0 0i 1 IP(L114C4r0OR0. 00 Aa( IIA[ITO. 500 10111 I► TP1. SCE loll OM I ;BS9 'Q TC DU 7.0 PSF DATE 11/18/96 7,1 -J 11 1=1 LAI104 10 RMIlO INL LCOSS 10 00100501.415( 0110 IP1 rcii 1411110000AI 1011.1IL PCRMWIet WOW C=1 E a CI a 'i.H ttavcrat6 PL Mt N low t#1.5. MU 11L1111R UM (oi4O( Mfo. VV.t55 OTPtIMl4t (IOICAIW. f BC Dl 10.0 PSF DRW CAUSR561 963.2302t ` 3 LJ ca EL) 11.0 Ow diem' AS alto. APPLY UIOOLCNIS TI 'gm tat IC 40 U alma Of tu011 l.T 11040.9 VIM end c, RJ 3 cp win L4A M 511115 00(1156 08 11110 ttllie. 10511104 a 541/(011) Ptfali0 1.1112510 11911011 CNOI owe y BC LL 0.0 PSF CA-ENG OC /CHIC la AL P I N L , LOYLL41010 PSI 01011/01 560. Ito • *000 -L. 411ICM SrmlAIOI M•1 N 10P0ALI 0 144110 400) CC0•Vu •, Oil D , `4 A V -1 1 LPMrw4 ( IP•ri Una Pa NISI0A1 w Lys 0111. 0 0 11 6000R�11 4 1/1X0 4 1/1X0 10 rroat (PtuPf) 511 ►11MU ,➢ EC, i S1 4E TOT, l.D , 42.0 PSF SEON - 2 27212 -TRU 5 IN m SIAI OM 1015 07AMI.0 Ain Ifs t0 154 COYSIIYr OIOICrl0 NCR( 0((010. IPPII Iolong 0 OP( 0r 1.11 / �� . C� 4 IIUR . FAC , 1.15 __ FR0I1 ZG - 1M t. 0W 51141 10r 44 I CA V ll1ECI1 IM A0 11.00$ T MAP. 0 Ci0PI IO Tot was t (IRO C/111Ut1011, 'I F3 O ( f.=! I`7 ' .Saef T0JO. 9A n• ` UAL ylOAN / 657 THIS fWG. PREPAAEO FROM COMPU1ER 1NPUI ILUAUS C DIMENSIONS) SUBMITTED AY [ROSS MFR. T01' CHORD 2X4 HEM-Fill 11Cee t . TC X - LOC L - TI: 0.29 7.55 14.67 OOT CHORD 2X4 ITEM -FIR MBet. WEBS 2X4 FIR - LARCH Standard BC X --LOC L-R: 0.29 7.55 14.67 ° CONNECTOR PLATES MUST BE INSTALLED IN ACCORDANCE HUH {U) BDTTUN CHORD CHECKED FOR 10 PSF LIVE LOAD. b . REQUIREMENTS OF I.C.B.O. RESEARCH REPORT 12949. 4.l IA)1X4 1 HEM -FIR OR BETTER CONTINUOUS LATERAL BRACING TO m �� PLATES DESIGNED IN ACCORDANCE WITH I.C.B.O. CRITERIA. BE EQUALLY SPACED. ATTACH WITH (2) Bd NAILS. BRACING ay MATERIAL TO BE SUPPLIED AND ATTACHEO AT BOTH ENOS TO A Io END VERTICAL MAY NOT BE EXPOSED TO HIND PRESSURE. SUITABLE SUPPORT BY ERECTION CONTRACTOR. m m C- CONNECTOR PLATES DESIGNED FOR GREEN LUMBER PER NDS Iv NOTE: ALL HEN - fIR SPECIES MAY BE REPLACED BY FIN -LAWN SPECIES OF THE TABLE 8.18. _ o SAME GRADE. 2.5X4 °i 71 411D _` N` J L ,I-1 553 4 W � i _ �' TRUS WAY' INC. 3x 4 . - p. Box 600 ii p t 988 es ' Van ov t, f, (A) 10-'3 -14 amaLft . 751. I _ 8.00 -4 (A) ( 0 3x4 (A1) N.., , 3x4 M co imo 0 Ma 1 -6 - D * I --- e M * - w M * -- —14-11-8 OVER 2 SNORTS - - -- . - -- * R +706# N+ 5.50' R -6041 N- 5.50" • , 1 1, TYP - ALPIl SEUN -- 31211 0 01410 4. REV s.s,s ScAIE - 0.2500 ,uv1. 114+Hr.lu N n.ai n lu/SSLS r4nn•* 14111( [Irc ti C '! . •I SIGN CRI': UBC REF R561- -36489 •- -1 l -, ' N Ii I MPORTAN N M srIla u 1 1,110.04311111: fur 1 1,110.04311111: (1)4 WARNING to 10144u1i (14;10110 (14;10110 41r 4E0 • • . ' 1 -- l 11'• . 1 wCI • 119 ttalto LA 1 IE:E .luu4, L. C M11 1 04 0111 114 IP{ 1(I 'hi;44vw qY � i I LL R5 . 0 PSF DATE 04/3C/96 (.3:1 L., I' ■ t._I I ►141( 14 4II16 1,4 Ipr,. IM W 111111 G4469 be *1 IWI 619I11GIII MAIM ?18111111 UlU.itli Uri t Imo) t .. - `t , .W/t 1Av 1114 UM CI 1.14 (IV. SRO III 11141 41111 111111101401 1011-En .101. t,ICIr4140. 111P TC DL 7.0 PSF DRUG CAUS:154i1 116120111 11 N� r ' 1 I) 1_1 1. • 4,q. 4. 4 & III CS -,.1H 1.11,1 1VU.IC1OP1 10 44]1 DICE •r 0040 0040 J4. &BI( . (N(IallC WWI 41I1 1144(1 ALPINE r ...., i i Otitis 11.4041 114:14&1 114 11111 L(sI41 4'US4454I 4.1 016044 fl IMO f 601141 claw M BP UL (IA 10.0 PSF CA -1 NG g TC ggiY VI f'7 L1i 1LCCIc RN 44i111 414, 114 1 51441 IAaIW /HIW/ri/ 4 /M1 MOM. 41141:1411 III .:1.11444 144 0� ' '' ' � TRUSS , i . Lo . 42.0 PSF 0/A LEN, 14 -II -8 , ` . (441" morri1Ca111 (i.l oSIWH N 144 1 we lo 4i811dtN'i 333 i'I, •Ire TtI['M N•M'CN WIWI 1//1/911 IN a t�I� / 8 : 1 RUSS , 7rx w INN( DN111W Ian I/A /4 let [9014 >i►1414 , I I.r 0.1,. NO U lm [O1 If * HU 11•W 111 411 111.( l.V. ,� MK 4411144.( Ir 60 n 11n 1G11611. 4601111 l owl o 1419 / C � 0 I • - . FA C . + . 1 5 P 1 (. �I N � ,0_____ / G 1 , , , 414 I1 UV w1IliV11C101 ........_..., r .� ..,.. l4 N VII. ��* SPACING 24.0 TYPE MOI 1640• EGWND 11011ES / ENG - T -3) THIS DNG PREPARED FROM COMPUTER INPUT (LOADS A DIMENSIONS) SMUTTED 6P TRUSS MFR *OP CHORD 2x4 HF Meet. CONNECTOR PLATES MUST BE INSTALLED III ACCORDANCE WITH TUE iOf CHORD 2x4 OF [16Bet. REOUIHENENTS OF I.C.B.O. RESEARCH REPORT 42949. IdEOS 2x4 FL Standard • CONTRACTORS DARNING: <= 11115 TRUSS IS DESIGNED IN 111AI1 111111 /UR SUPPORT AIII)ITIOBM. twos 8 i.- ONNECTOR PLATES DESIGNED FOR GREEN LUMBER PEN NOS•9L TABLE AT SPECIFIC LOCATIONS, IIARTICULAI( CANE IS ADVISED UURINII < w INSTALLATION TO ENSURE THAT TUtS TRUSS IS ERECTED PROPERLY. n • m TOTE: BC CHECKED FOR )0 fSf ADDITIONAL LIVE LOAD IN ICCORDANCE MITH TABLE 164•SPECIAL LOADS 11994 BBC). o TOTE: ALL HEN Fill SPECIES MAY BE REPLACED BY FIR LARCH r (Y1 SPECIES Of THE SAME GRADE. IV' (U) PROVIDE fOR AN UPLIFT CORRECTION OF ZOO$ AT BEARINGS AS THUS � '��' - 3 i INDICATED. PC. BO 500. 3 C Vancouver, WA 98888 n U' 41(4m (360) 750-1470 - n I! Fi ic H . n 3X4(A1)is 3X4 (AI A D•19 r : 4.x.3 0 8 -0 -0 (U) (U) 2.5x44' 2.5X44 ° 1.9 -0� L�, - ► I �n 1* - 10-0 - 0 Over 2 Supports Ali 4 1i =4114 I(-5. R -484 N =5.5' ' P1 IYP. Alpine De I 'n Criteria: U“C - x'O_ WA/ 1 1 1 1 !F Scale -.375" Ft. [j c3 ED p Q p r0 , urlhtl+:I 4 MOO aeewttS.Itt. Clu.11( aIREIIACHI C TC LL 25 .0 PSI REF 8561• - 94044 IMPORT '' 1K.11 101 aC Itsmm�lttt rat w( WAR IiYG 111 HAULM. uuneN eM0 4 �`,�V - P I:3 CI P t(i(M $a S 0 till ailror t•1 rout v ukficalaa. a ►MM UMW- Itt 010 -00 IT trt- Ott IRIS OCO1 kg I /06B El C:3 F�1 a 4t TC [X 7.0 PSF DATE il/ld/96 N ,� C CUet t� NI iV pt (tasl 00 t ae! lexe0rt rI (PI fro g71li OHM, 11100). PIte111AI et /CIt+G � J c CI ED 6.646i (I UIIl[ ME hAat IT 1101 ono. Lau xrtnry,f16 NoRtetyn. ONLUO *1110101 lwltMOO. ( BC DL 10.0 PSF DR�i CAUSRS61 16721019 • 0 • L�1 O p G MI LAO Wirt 01 IOHA. 0N,0 011610665 to tea Mt If Mil INIt1. 00 001(004! 04 lam 614 ttq a r I- p 0 11411 MI MI Oatavlft 001110 or NIS KSIw, fa11t10r It £100040 /1.rr010 1001(0100. 1o1III co. L1ltE V BC LL 0.0 PSF , CA • E (JG DC C41C A rE� �0t,r0 Ft Otgpel 011. t h OA•t. 0100 0:.vww 0 POgNnI IIYta 01010 I IkAIG • E • I n �A L P 1 N E C Io 0 vltnu : •aaln l or v1 I MI i v1. 10 a tim •0 ur Iwlt wo Ca +1t 111 « •0; S 0 1 jl eC 7 � 0 A Q ) i TOT . L D . 4 2.0 P S F SEAN - 27200 • TRUSS 10 4141. MO OK u. NOT 04 WO a OM I O u(O t IA! 'Wm OOAHON (Nl MOM 01114+110. ,��/ w. CI. D(�R . FAC . 1.15 FROM ZG SPA[`. i Nf, 7A I I I CD — 1 In _. ...... ..... ..,.,.,,.. _ ..... ,...�. ....,...,.... :::] n L (1640•IEGEHD HOLIES / CHO - T-4 INC) THIS DWG PREPARED PROM CORPUTER INPUT (LOADS L DIMENSIONS) SUBMITTED BY TRUSS 1'.R TOP CHORD 2x1 HE i1bBet. CONTRACTORS WARNING: NUF CHORD 2x4 TIE 4I &Bet. THIS TRUSS IS DESIGNED TO BEAR AND /OR SUPPORT ADDITIONAL LOADS WEBS 2x4 EL Standard AI SPECIFIC LOCATIONS. PARTICULAR CARE 1S ADVISED DURING INSTALLATION TO ENSURE THAT THIS TRUSS IS ERECTED PROPERLY. CONNECTOR PLATES OE5lGIiLU FOR GREEN LU14UEll PER NUS-DI TABLE (C) PROVIDE SPECIAL HANGER OR CONNECTION FOR 400.004. L 7.3,3, r . (T) PROVIDE FOR AN UPLIFT CONNECFIOII OF 2001 Al BEARINGS AS kci CONNECTOR PLATES MUST BE INSTALLED ILL ACCORDANCE WITH THE INDICATED. RLOUIRENENTS OF t.C.B.O. RESEARC1t REPORT 12949. m CONVENTIONAL FRAMING IS NOT THE RESPONSIBILITY OF TILE TRUSS ..- NOTE: BC CHECKED FOR 10 PSI ADDITIONAL LIVE LOAD IN DESIGNER, PLATE MANUFACTURER, IIOR TRUSS FABRICATOR. PERSONS n, ut ACCORDANCE WITH TATTLE 16-11•SPECLAL LOADS (1994 HOC). ERECTING TRUSSES ARE CAUTIONED TO SEEK ADVICE SY A LOCAL Lj z p PROFESSIONAL ENGINCER REGARDING CONVENTIONAL FRAMING. ti 3 NOTE: ALL HEN FIR SPECIES MAY BE REPLACED DY FIR LARCH - SPECIES OF THE SAME GRADE. $ (C) 480 TERMINAL NIP WITH 5-0-0 SETBACK DESIGNED TO SUPPORT t CONVENTIONALLY N FRAMED HIP RAFTERS TO THE TOP CHORD AND S -0.0 CONVENTIONAL FRAMING TO THE BOTTOM CHORD. CONCENTRATED LOAD PER HIP RAFTER IS 24011. OPPOSITE t + y FACE SUPPORTS 2' TC/BC SPLIT. m Z? 4X4 H ii (I, TRUS -WAY, INC. P.O. Box 5005 Vancouver, WA 98668 o I -- e H (38O) 7601410 3X4 (Al Pa 3X4 (Al 0 -4 -3 1. 0 -4 -3 -D -O )T) (T) 7 2.5X44: 2.5X4■ Lt -0-n 1-9.0J (, l . , L-D•0 L. S-0 -Et _I- -b -O I " 10 4 1;110 'dollar 10 -0 -0 Over 2 Supports a I .'' 11 -799 W -5.5' R =799 W -5.5' .-- Immo 4,25.91 _ PL1' )"YP. A1Uine Deslnn Criteria: UBC 4. ' h OJ" �tA F a • - .375" F LI LJ CD LJ C7 Li A "IMPORTANTAA ILIItlf NANOP CT1.IM. WARNING IM1CSAMIETI$IA(rtCT( y L • , TC IL 25.0 PSF REF R561- -94045 stwI 441 IC 6e1tVIIgL 0/111 Mr 1..AsimkG uterltri 929 ti 1} y! 1771 C 7 C7 (;7 p /1„114. ($O$ TAO 4:SIG0 ‘11 14U SPLCI $l*TIC41, as MT 62MIA4. ax N►-21 W WI, sa rwt;Ell Ey 14N59 '� TC DI 7 , 0 PSF DATE 11/18/96 1 13 C--1 C:3 CJ I1utMe 14 11111.0 1110 7 1.AS f CO2fCaa*IC( WM 111 lEt MDItitWt& SP1CItt KIW**M SWIM 13 „, L-1 p ri CJ tlalle I4tArcr421 la( rtA 4r 140* Guy. sou 2E11414 AVIAA wiac*Ott. Must Min/INN I/ MAIM r. - BC DL 10.0 PSF ORW CAUSRSGt 96323020 • N i i Q I1 NM' Cs *OTlo. OM I42MCT l 11 I0 (11rAS( CO Ot C WAIL D[ I t1l1AU 1111D1 A laA(te 1111D1 rt4 (y I C3 Ez WAS 4a 1 .1Y.t14 011 112111 LCSAII.D CA NIA DUlt mum 111 NOON WSW IIIAIIIIK, NINA 4144 f1RE , BC L!. 0.0 PSF CA- ENG DC /CWC ri A L P I N E q catltulou 11$ 011*.110) u:. Tso A TAGA•r. 001144 stal)MOS ru1Awt Ctl4 tn4C@2 uem Cr1t/ • • lE OE �4� ti TOT . LD , 42.0 PSF SEAN 27202 GOtlTYAY AI APIl IC41lE D2DYI11W1 CA ItA t {al, fY 1141wI12.6 Ilgaf 1,001;,6:11C,01141:,1161141110,1 t /MIi4I PY NAlas, tOt ;licit 9 T q In r3 T R U S a Oh O W 11401114 ul 101 4444141 00 1Y MY T r 1110 111.1.E ws 02 THE M U 11 l c4x�iler�IYSS idl / co, *� OUR . FAC . 1.15 FROM ZG rl I - f Cl 171 [ - 1 LA • I„i - rsuss 0.01$ IAS11112Ir 411 - 1291 11A1/11A1/0101 0t WAWA 5111 llrr0 1111 Mott I'Iir I,I 211 SPKC ING 24.0” in: LEGEND / 893 THIS OWE. PREPARED FROM COMPUTER INPUT 1DADS G 0 MENSTONS S : TIED BY TRUSS MFR. TOP CHORD 2X6 FIR -LARCH #2. EXCEPT AS SHOWN TC X--LOC L -R: 0.29 3.92 7.33 13.00 18.67 22.08 25.71 n BOY CHORD 2X4 HEN -FIR FICBet. WEBS 2X4 FIR -LARCH Standard BC X-LOC L-11: 0.29 7,45 13.00 16.55 25.71 c LT. WEDGE 2x4 /2 OR BETTER m 6 RI. WEDGE 2X4 02 OR BETTER a t - :I1-2X4 NEt4 -FIR 118Bet, m yi CONVENTIONAL FRAMING IS NOT THE RESPONSIBILITY OF THE TRUSS LLB (.DESIGNER. PLATE MANUFACTURER. NOR TRUSS FABRICATOR. PERSONS m a' PHOFESSIONALSENGINEERCREGARDINGTCONVENTIONALEFRAMINGAL iI HIP DESIGNED 70 SUPPORT 7 -11 -04 JACKS WITH NO HERS. a (A)1X4 M3 REM-FIR OR BETTER CONTINUOUS LATERAL BRACING TO c ( CONNECTOR PLATES MUST BE INSTALLED IN ACCORDANCE WITH BE EQUALLY SPACED. ATTACH WITH 12) dd NAILS. BRACING Na REDUIREMENIS OF I.C,B.O, RESEARCH REPORT 42949. MATERIAL TO BE SUPPLIED AND ATTACHED Al BOTH ENDS TO A -0- SUITABLE SUPPORT BY ERECTION CONTRACTOR. 2:1 PLATES DESIGNED IN ACCORDANCE WITH I,C.B.O. CRITERIA. TOP CHORD SHALL BE LATERALLY BRACED WITH PROPERLY ATTACHED c CONNECTOR PLATES DESIGNED FOR GREEN LUHOER PER NDS PLYWOOD SHEATHING OR PURLIMS SPACED 24" O.C. MAX. I 1 - TABLE B.fB- s , USE THIS SANE DESIGN FOR COMMON HIP TRUSSES • 24" O.C. EXTEND SLOPING TOP NOTE: ALL HEM - FIR SPECIES HAY SE REPLACED BY FIR -(.ARCH SPECIES OF THE CHORD OF TRUSS TO HIP RAFTER AND SUPPORT TRUSS EXTENSION EVERY 2 -0-0 FEET.. r SAME GRADE. LATERALLY SPACE FLAT TOP CHORD WITH 2X4 13 OR BETTER HEN -FIR 8 24" O.C. '-'r WITH 2 - 164 NAILS AID 2X4 DIAGONAL BRACE PER HIB -91. FIGURE 33. SUPPORT ij al HIP RAFTER WITH CRIPPLE AT EVERY 34 ". NOTE: ALL JACK AND RAFTER 5X8 EXTENSIONS MUST BE SUPPORTED EVERY 2.0 FEET TO FLAT TOP CHORD OF CA-HIP BX8 X8 SET. I I ` ew 2.5X4 (C2) 2.5X4 2.5X4 2 , 5X4 (C2) A.0 W. c A � 12 IAl IA) a . 00 8. ..» ti Am �„�[yC. 6X6 (C2) 5X6 6X8 5X TRU - :r `�""" '''�' P.O. Vancouver WA 98668 (3601 )50.14711 7_11 -4 MR 7 -3 1.4 0 Mi _ I_ 10 -1 - 8 - 0 iiii VIII - 0- -- ---- _ - ._.. _ .--- .26 -0.0 OVER 2 SUPPORTS- - --- - "' IM H =24351 W. 5.50' R■24381 14 - 5.50 - 0 Mop 1 ?t_T, TYP.- ALPINE SEDN -- 410 �w - REV 15.65 , SCALE ■ 0.25 M M IMP RT 411111 /I•I.C48Ca MYD4LIh uc . .1 I''"?." FEW" C1.4 , 1 ` IESIGN CHIT: MC REF 8561 -- 0200 , , ' .1 1- ., t .'. 1 . .7.• 0 AN Ilk 1.W1 14/4 Fe ACIPMIrc1114 f00 YIi i)A Lll 10144 PIG, 4 4 t •- , 1 4 C ' •J LI -I L -1 Ca' /1+II4F 111111 11115 gISIP. 94 IIi54 WF41FICai1Vq all 441 MOW. Alt 4.11y1 FY 141 911 141ST I II ' , ' LL 25.0 PSFi DATE 12/13/95 h- ' 1 . ' L-a 1: **Wok SO WILD 111 111.14% 111 C1 l aI 1. L 11114 06145 lY It1 /U4 ACg1114141 fI41:444 1EI11YilI1 MOM 1-1 1..1 C:1 C:1 4tFI4 C4il.tttrnt ME 1144( 1W awl 4Auf. SAIL ICLI9n AM Wjh 10113. Inns On474LLE IIOlCa1EY, V IX 7.0 PSF LANG CAUSRB6l 95367014 \D ,: n r -. .1.10 G% a C[CEtI a PAPS /lvif C»ultcl/LY1 t0 IMi' 61 a[ 081111 WMLL 1! LA1/ALtIV M1C1P *ITN • n L" ' ALP I NE �, 14141 Nll 1,A (1G 0.11114151 mail() 1l In15 445104 1 441110' I.1 1114CIED R' +.f ou 1 4A1144 OWN 7 C DL 42. 1 0. PSF CA-ENG K 1'C p(1,. f 'C L '1 L,J CW441:ICAl ar4 Wl4r11 ill. 157 1 ►Fa CisWl 1It 1 8I 41141 IILIFI1 04 Y AI Itp4L M61a EEI4NA • - Q 4] V ()T.LD 0 PSFO /A LEN. 26 -d`- '-' 1- 1 TRUSS MUSS [t10CF4' 8 4 ft ICL S F/CYWW4'I Ifl t 11 L1 FMa IILIN't 11ICIL W11[ 1/41 /ill 401 F W1XA .' 911 - C 4111 W Pat V44W4lr N111J141 10 1Mi tl4/[1EN1 41FIn5I! M11 1Wiu11. , I811l1w P40 1 WI If Inu / j1 / � W. 4Q DUR.FAE. 1 . 15 PITCH 8 . 0/12 • .- l ` . � i . } / III act • l D M A IX Rhin Ii41 ill MI1 511111 III. UMW PO }l* MIMS mum all1lt4Mr411. �jr � . r 1 - 1 I - VI • INtta 5.111 2/511110r, Its - 1111 1441A0•01 Ps1AI+'J1chIClllIll Tao 1104a al W+ U SETBACK 7 11 TYPE C I PB 1-11•.. ■ - r . . Y f 1B_ LEGEND 1 493 _ S U I W G _ PREP FROM COMPUTR I _ T GADS 6 QIMEN5JONS) SUBMITTED BY TRUSS MFR. rOP CHORD 2X4 HEM -FIR 1I(6Bet. TC X -LOC L E -R: 0.29 7.51 (4.58 21.66 2B.137 n )0T CHORD 2x4 HEM -FIR f(Ceet. . WEBS 2X4 FIR -LARCH Standard 6C X L -R: 0.29 9.81 19.30 28.97 c In . "UNNECTDR PLATES MUST BE INSTALLED IN ACCORDANCE WITH (U) BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. 3 � ` IEDUIREMENTS OF I.C.8.0. RESEARCH REPORT 12949. ALL TOP CHORD SPLICES OCCURRING BETWEEN Q1 w SLATES DESIGNED IN ACCOROANCE WITH I.C,8.O. CRITERIA. PANEL POINTS ARE TO BE LOCATED AT APPROXIMATELY .. 1/4 OF PANEL LENGTH FROM PANEL POINT (WITHIN 121 ANO W l a ) CONNECTOR PLATES DESIGNED FOR GREEN LUMBER PER NOS SHOULD NOT OCCUR IN PANELS NEXT TO A PANEL POINT SPLICE. us TABLE 8.18. N i m NOTE: ALL NEM -FIR SPECIES MAY BE REPLACED BY FIR- LAtT.H SPECIES OF THE : ~ • SANE GRADE. c I -4 A. 1 7=-8 5x 4 :71 TRUE -WAY, INC. , c i1 N P.O. Box 5005 !,1_ Vancouver, WA 98688 '-< (360) 750 -1470 1- B4O�B.00 Iz mow. 2.5x4 2.5x4 f ll • O wan .4.»., Sxs (Al) AlIllhk (A1) •••.. 3X5 3X4 3x5 ____ m a ;e m ®' 1 -0 7 14"7 -0 14 - ° M - - ----- t- 29 - 2 - OVER 2 SUPPORTS )1 iiM * R °12694 k• 5.59' 14°12001 V.1 3.50 ' =4 1'1. TYP.- ALPINE SEON -- 39639 . 0 PROF , REV 15.6.5 SCALE 6 0.2500 uv 4.1 i,E Ica[ {c 9i Ln51xE1/951 Pox1IME rpl 441911[511, 4Mr 1C WARNING 1M It TMIG =U [ U ll `Aia[Y! C ; ri �` fi . /Q DESIGN CRIT: UpC FIEF 8561-- ,� '- �� +1MIMPORTANTa 15 9 , TO 1 . 1 1-. •:) 1:- 14) *.141101 raw 11.411111cm 191 ETe9E 5PeotrICAInot OA MI 1100401M. a r 1/51AI Mr [II as mos ( 1359 ' j► IC U. 255.0 Psr GATE D9/21/95 I..) J 1 - • U /4111.1'11 0 .10140 WIIA ML IKKS In mfOi oottl Illn ObIle 011 UPI rQi 45151110104. %MIAl PE1 1810 1-- L.., I__ _A La C -) M514r C1111EC10W4 me MM.E K oat 9NY. 5711). 111114* 451$ 40.11l*PFNN1. ENL51 01x[10111 JIM1CAr , TC DL 7 . 0 PS! ORHO CAt19R'S61 93264074 'N J r C., 1-J ' .s w A 11:1 45 9)1(1. 'q'i [01405156 t0 airn 5µE Of 51010 DULL II[. L *74PA1LY *AMU 9111 ! f' ( - 1 - ALAI 1'9155 1145 00.EK 0115x1115[ Lower 511 11100 5110105 0011101 Li *1111,10 rot= OCQA/91. 541041 WA BC. OI IU) 10.0 PSF CA -ENG KTC I l.�/ To Kg 001 IN. III 11@7Ad • OEi[1 411*10Y11a ono 411251041 (T5APa4 11110 Wilma OREGON TOT , 42 PSF 0/A LEN 29-2-0 cU EL- TRUSS 1 _ WWI y /A17LMY/1{ 1x0041}14 Or Iq I III. AN 1161560.'9 UPIM 11)7141511 u1MTE 17/11911 r00 • - O q A ._ ' 14 ` a te . 141$ 1 . IO PI III ' aM:°��. *10 i::� 01 1;: OM a1_ �< 4 / „ ... -CC. / %�' �4� OUR . F A C , 1 s 15 PITCH 6.0/12 / l� ' ' p x.--In - 5911 I1L1 IId11I14 514 - 1111 W71a.0 9315• {PE1CI1104TM79 199 .490 px ' ' S{M fA 1� VN4► SPACING 24 .0 _TYPE CNN - -- - -- r, . ? •?Ir top„ ,,, II April 28, 1999 FILE COPY CITY OF OF TIG Wright 1 Electric Inc. OREGON 5618 SE 135th Ave. Portland, OR 97236 Re: Permit ELC97 -0619 for work at 12583 SW 116th Ave. Tigard, OR To Whom It May Concern: It has come to our attention that the work permitted by ELC97 -0619 has not been inspected as required by OAR 918 - 271 -0010. OAR 918 - 271 -0010 is reproduced below for your convenience. OAR 918 - 271 -0010 Calls for Inspection (1) All persons who take out an electrical permit, homeowners as well as electrical contractors, shall request an inspection within 24 hours of: (a) The completion of any electrical installation intended to be covered or concealed or which is intended to be placed into service before the final electrical inspection; and (b) The completion of all electrical installations for the job site covered by a particular permit. (2) Transactions under a master inspection permit are covered by separate requirements. The penalty for failure to request a timely electrical inspection is found in this excerpt from OAR 918 -307- 0000 shown below: 3) Civil penalty amounts. A "subsequent violation" is a repeat violation of any electrical statute or rule within a 36- month period of any order for the same violation. (a) A penalty of no less than $250 for the first violation and $500 for subsequent violations shall be charged for violations of: (A) OAR 918- 271 -0010 for failure to request a timely electrical inspection; or (B) Electrical Safety Law or rule, including code, not expressly mentioned in this rule. Please arrange for an inspection of the electrical installation covered under permit ELC97 -0619 within 30 days. You can request an inspection by calling our 24 -hour inspection line at (503) 639 -4175. Failure to schedule the required inspection may result in this case being turned over to the State of Oregon Compliance Division. In order for the inspector to inspect electrical installations at an occupied structure a responsible adult must be on -site to provide access. If necessary for the inspection a ladder must be provide on site. If you have any questions feel free to call me at (503) 639 -4171 ext. 356. Sincerely, Chuck Dutton Senior Electrical Inspector 1\ k‘ 13125 SW Hall Blvd., Tigard, OR 97223 (503) 639 -4171 TDD (503) 684 -2772 1 ,2 5 g - 3 514/I1 /}-vi_ 'i7-c( 3S' Structural Calculations For Victoria "B" @ Hunters Glen Lot 7 (3 car) (Misc. Framing, Footings & Partial Lateral) Legend Homes Tigard, OR 0 PROf V ��Gt "fF' a y ice V al AF # I • RE ON 7 jr te "4, G4 - 2 ��' X 4 AZ DINO 44, ES' ` * LIMITATIONS ` * * ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT. DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT, WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF SAME. NO RESPONSIBILITY AND / OR LIABILITY IS ASSUMED BY, OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. April 17, 1997 Job Number - 554.1 -96 m I R :EEK1 ..„ _ _ CON ULfl N G _._.-_,. .,_„__ E These Calculations Are Void If Seal And Signature Are Not Original MAIN OFFICE CENTRAL OREGON 6969 SW Hampton St. 94 SE Wilson Suite 105 Tigard, Oregon 97223 Bend, Oregon 97702 503.624.7005 503.383.1828 FROELICH CONSULTING ENGINEERS, INC client: LEGEND HOMES project: VICTORIA B project number. 554.495 date: Nov, 1996 by: TS FT 3 1L LB a 1M K := 1000• LB IN :_ .0833333• FT KSF := K PSF :_ K3F FT 1000 DESIGN CRITERIA DESIGN CODE: CURRENT CABO / UBC SBP : 1500 PSF (ASSUMED) WIND DESIGN : VELOCITY = 80PSF, EXPOSURE B SEISMIC ZONE : 3 ROOF DEAD LOAD RFR = 2•PSF FRAMING RPL := 2• PSF PLYWOOD RRF := 5-PSF ROOFING RME := 2• PSF MECH & ELECT RMS := 0.5• PSF MISC RCG := 2.5• PSF CEILING RIN := 1 •PSF INSULATION ROOF DEAD LOAD RDL RFR + RPL + RRF + RME + RMS + RCG + RIN RDL = 15 •PSF ROOF LIVE LOAD RLL := 25• PSF ROOF TOTAL LOAD RTL := RDL + RLL RTL = 40 • PSF FLOOR DEAD LOAD 1•FIt := 2.5•PSF FRMG FPL := 4-PSF • PLYWOOD + UNDERLAYMNT FME := 2.5• PSF MECH + ELECT FMS := 1.5• PSF MISC FIN := 2.5- PSF INSULATION + FINISH FLOOR DEAD LOAD FDL := FFR + FPL + FME + FMS + FIN FDL = 13 • PSF FLOOR LIVE LOAD FLL := 40• PSF FLOOR TOTAL LOAD FTL := FDL + FLL FTL = 53 • PSF . .... A N. -... — . , ____ 1111 . - _. - •• i I S. 4:' - CO • • • 151. — — ...O7 .. • -- , .•/. 7. • , ... . ' • 2 IV • 4 .... .• . _ 1 15, , • 77 i ..• .. .. . A% • Mir - • 1 . 1 •.= s.v.s ■^..c ,7 4-ED . 0 el* •••::c• eFLca .:st I • ::•• ••••-ses • :, L ...a !MACE 7.71 • 77 • 7 1 :• 7 4 7 i • •_7,11 77.7277 r.r,l, _ • ill , .. .... 4 1 • . 14 R 4 .rArglik . M I El 111.11.11111110 - WMF r• 4- .., I - . /01 . . • .. . . . . • • ( al 1 7 Mr • . . . . 0 , • ,- .:.4.E - ------. . Aft .. AlllIL 1 . . . . • •,±2,4 .7 So. IV • - Cl a r . . ;•.....- 1 • , t _ . . ..—.— S A I I Thl • ....... • I A . .._ .,... : 0. .......s• ..,...:. :. . , , , • ti 3 CD , ROOF FRAMING FLAN ( 1 4...L..:!*" , ...1.747 • ,,....-• 7.E....- 1 7.7.5, CC•C • - •• • -7 Jr I 16325 '3W Boones Ferry Rood CLIENT ,,. \ C, 1 - • TIM R Lake Oswego, Oregon 97035 Z-0 E y D 3/ Z 503.636 -078.1 PROJECT: // z FROELICH FAX 503.636 -0615 U/ c_.- ro2 13 CONS ULTING PROJECT NUMBER. ENGINEERS,INC DATE. / / / • BY _____,_.:__W .zs ' 7SP1 :_ -__ ... a i 6 '- -r,J �L - /3�2s)-= —,314' ..------7— - - — .__ _ - _r 2t.�:0 /.. _1 4s C .__ _ i? Z _...___�✓fl� -.`_ i3C.ca ). -- . . . 77.5 f,__ __ .________ _____..... _ . ;. . . _____ .._._ _ ._ . _ ••. - . 1,1 S • G X / a IDF # - . - - - ! jam, : _� /ZQO , /, ,_. 32 s, i� -- r- r --- __ .. ,i,.. 1 I • • - . . "-- ( 6 51- 5x I m , rn, ■ i 1 1 16325 SW Boon.; Ferry 4rarrd CLIEN PAGE L • TIM R Like Oswego. Oregon :07035 L Z.-r4 503.636 -078.1 PROJEC r. •• FROELICH FAX 503.636 -0615 V/ d.:70 CONSULTING PROJECT NUMBER: ENGINEERS,INC 117 _)/• 4 /fi • (A/4I1G LL= it Zs Soi H i urv1P. DL = Z6. 2 -.- ? 1..P- • • 1 • C221 i t= f 1 / l ()Se-- 4X / �_ � • 1 1 1 • W o o d w o r k s - Software for Wood Design S /ZZ File Name: untitled WoodWorks 1.0c 6 Nov,1996 12 :52 COMPANY 1 PROJECT DESIGN CHECK DESIGN DATA: code: NDS -1991 t type: Beam -----^ database: Custom material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 11.00 [ft] INPUT LOADS: (force =kips, pressure =psf, udl =plf, location =ft) Load I Distribute 1 Type I Magnitude 1 Location I Pattern I I I Start End 1 Start End I Load I I I I I 1 Part'l UDL Dead 45.00 45.00 0.00 5.00 No 2 Part'l UDL Snow 75.00 75.00 0.00 5.00 No 3 Part'l UDL Dead 195.00 195.00 5.00 11.00 No 4 Part'). UDL Snow 325.00 325.00 5.00 11.00 No 5 Point Snow 1.20 5.00 No 6 Point Dead 0.72 5.00 No Self - weight automatically included. DESIGN SECTION: D.Fir -L, No.2, 6x12 @17.569 plf **************************************, e** * * * * * * * * ** * * * * * * ** * * * ** * * * * * * ** MAXIMUM REACTIONS and BEARING LENGTHS (force =kips, length =in) 11.0 ft A A Reaction 2.46 3.37 B.Length 1.0 1.0 * * * ** WARNING: This section violates the following design criteria: * * * ** Bending SECTION vs. DESIGN CODE (stress =psi, deflection =in) Criteria 1 Analysis Value I Design Value I Analysis /Design I yM N S Shear fv @d = 64 Fv' = 98 fv /Fv' = 0.66 / Bending( +) fb = 1046 Fb' = 1006 fb /Fb' = 1.04 /� Live Defl'n 0.14 = L/929 0.37 = L/360 0.39 Total Defl'n 0.28 = L/472 0.55 = L/240 0.51 Bending( +): Crit.LC#= 2 CD= 1.15 CL= 1.00 Shear : Crit.LC#= 2 CD= 1.15 V @d= 2.70 Deflection: Crit.LC # = 2 Total Deflection = 1.50(Defln dead) + Defln Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. W o o d w o r k s - Software for Wood Design File Name: untitled woodworks 1.Oc 6 Nov,1996 15:24 COMPANY 1 PROJECT DESIGN CHECK DESIGN DATA: code: NDS -1991 !!�� type: Beam 1 P1�. 2 database: Custom material: Glulam Simple lateral support: Top = Full Bottom= @Supports total length: 12.50 (ft) INPUT LOADS: (force =kips, pressure =psf, udl =plf, locakion =ft) Load I Distribute I Type 1 Magnitude I Location I Pattern I I I Start End I Start End I Load I I I I I 1 Part'l UDL Dead 45.00 45.00 0.00 8.00 No 2 Part'l UDL Snow 75.00 75.00 0.00 8.00 No 3 Part'l UDL Dead 195.00 195.00 8.00 12.50 No 4 Part'l UDL Snow 325.00 325.00 8.00 12.50 No 5 Point Snow 1.20 8.00 No 6 Point Dead 0.72 8.00 No Self- weight automatically included. ***************************************** * * * * * ** * *ttt *** *****rt* * * * * **** DESIGN SECTION: V.G. Western, 24F -v4, 5.125x10.5 @14.948 plf * t*** t******** t***** t******** t*********** * * * * * *t * * *tt *t * ** * * * * ** * ** * *t ** MAXIMUM REACTIONS and BEARING LENGTHS (force =kips, length =in) 12.5 ft I 1 A A I 1 Reaction 1.86 3.55 B.Length 1.0 1.1 SECTION vs. DESIGN CODE (stress =psi, deflection =in) Criteria I Analysis Value 1 Design Value I Analysis /Design I I I I I Shear fv 8d = 81 Fv' = 190 fv /Fv' = 0.43 Bending( +) fb = 1343 Fb' = 2760 fb /Fb' = 0.49 Live Defl'n 0.17 = L/857 0.42 = L/360 0.42 Total Defl'n 0.35 = L/433 0.83 = L /180 . 0.42 Bending( +): Crit.LC #= 2 CD= 1.15 CL= 1.00 CV= 1.00 Shear Crit.LC # = 2 CD= 1.15 V @d= 2.92 Deflection: Crit.LC #= 2 Total Deflection = 1.50(Defln dead) + Defln Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: bxd = actual breadth x actual depth. 3. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. W o o d W o r k s - software for Wood Design 7 fit_ File Name: untitled WoodWorks 1.Oc 6 Nov,1996 15:27 COMPANY I PROJECT DESIGN CHECK DESIGN DATA: code: NDS -1991 type: RoofJoist D Z- database: Custom material: Lumber -soft lateral support: Top = Full Bottom= @Supports total length: 20.00 Eft] repetitive factor: applied where applicable. INPUT LOADS: (force =kips, pressure =psf, udl =plf, location =ft) Load 1 Distribute I Type I Magnitude I Location I Pattern I I I Start End I Start End I Load I I I I I 1 Full UDL Dead 45.00 No 2 Full UDL Snow 75.00 No Self- weight automatically included. DESIGN SECTION: D.Fir -L, No.2, 4x12 @10.937 plf ***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** MAXIMUM REACTIONS and BEARING LENGTHS (force =kips, length =in) 20.0 ft I A A Reaction 1.31 1.31 B.Length 1.0 1.0 SECTION vs. DESIGN CODE (stress =psi, deflection =in) Criteria 1 Analysis value I Design Value 1 Analysis /Design 1 1 1 I I Shear fv @d = 45 Fv' = 109 fv /Fv' = 0.41 Bending( +) fb = 1064 Fb' = 1273 fb /Fb' = 0.84 Live Defl'n 0.41 = L /590 0.67 = L/360 0.61 Total Defl'n 0.86 = L/278 1.00 = L/240 0.86 Bending( +): Crit.LCt= 2 CD= 1.15 CL= 1.00 Cr= 1.15 Shear : Crit.LC$= 2 CD= 1.15 V @d= 1.19 Deflection: Crit.LC##= 2 Total Deflection = 1.50(Defln dead) + Defln Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. . / CLIENT. 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R • 1 . ..� • w o o d w o r k s - Software for Wood Design qv_ File Name: untitled woodworks 1.0c 6 Nov,1996 16:50 COMPANY ( PROJECT DESIGN CHECK DESIGN DATA: code: NDS -1991 type: Beam fr database: Custom material: Glulam Simple lateral support: Top = Full Bottom= @Supports total length: 8.00 [ft) INPUT LOADS: (force =kips, pressure =psf, udl =plf, location =ft) Load I Distribute I Type I Magnitude I Location I Pattern I I 1 Start End I Start End I Load I I I I I 1 Full UDL Dead 395.00 No 2 Full UDL Snow 630.00 No Self- weight automatically included. *.******************** *** * * *** * * * ** * **** * * * * **** * * * ** DESIGN SECTION: V.G. Western, 24F -V4, 6.75x9 @16.875 plf MAXIMUM REACTIONS and BEARING LENGTHS (force =kips, length =in) 8.0 ft I A A 1 Reaction 4.17 4.17 B.Length 1.0 1.0 SECTION vs. DESIGN CODE (stress =psi, deflection =in) Criteria 1 Analysis Value I Design Value I Analysis /Design I I I I 1 Shear fv @d = 84 Fv' = 190 fv /Fv' = 0.44 Bending( +) fb = 1098 Fb' = 2760 fb /Fb' = 0.40 Live Defl'n 0.08 = <L/999 0.27 = L/360 0.29 Total Defl'n 0.16 = L/616 0.40 = L/240 0.39 Bending( +): Crit.LC#= 2 CD= 1.15 CL= 1.00 CV= 1.00 Shear : Crit.LCt= 2 CD= 1.15 V @d= 3.39 Deflection: Crit.LC # = 2 Total Deflection = 1.50(Defln dead) + Defln Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: bxd = actual breadth x actual depth. 3. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. FROELICH CONSULTING ENGINEERS, INC client: LEGEND HOMES project: VICTORIA B project number. 554.0-95 date: Nov, 1996 by: TS kips := 1M lb := kips. .001 kft :_ kips-ft p]f := lb ft kcsi kiPS := ksf := b lb Ps Flu :_ pcf : lb of := in ft in ft p f 2 FOUNDATION DESIGN - FOR 1500 PSF ALLOWABLE SOIL BEARING PRESSURE CAPACITY OF TYPE AND SIZES CONTINUOUS FOOTINGS 16 " CONT. FTG. 1500• psf l6•in = 2000 • plf 18 " CONT. FTG. 1500• paf 18• in = 2250 • plf SQUARE FOOTINGS 36°x36" 1500• pef (36. in• 36. in) = 13500 • lb 42" x 42° 1500•psf (42• in- 42•in) = 18375 •lb ROUND FOOTINGS 18" dia. 1500•psf n•(9•in) = 2651 -lb 24" dia. 1500• psf n• (12• in) = 4712 • lb I3 /ZZ FROELICH CONSULTING ENGINEERS, INC client: LEGEND HOMES project: VICTORIA B project number: 554.0 -95 date: Nov, 1996 by: TS B =2D Capacity of continuous foundation wall - Allowed For a Typ. 24" depth allowed = 1500• psf(16•in)• (24•in)• 2 P 8000• lb and 16" wide allowed For a Typ. 20" depth P allowed := 1500.psf (16•in)•(20•in)•2 P 6667 •lb and 16" wide allowed FROCLICN CONSULTING; CNGINCGRC, INC client: LEGEND HOMES project: VICTORIA B project number. 554.0 -95 date: Nov, 1996 by TS lips := 1M lb := kips- .001 kft := kips- R Of kit :_ —2 ksf :_ $-2 psi :_ pcf :_ $ inn . R2 k 2 LATERAL WIND: 80 mph exposure B q = 16.4•psf 1 := 1 P = C C q I windward C qw :_ .8 leeward C : =.5 C tot : =C +C windward leeward Total 0' -15' C : = .62 P : =Ceg PC =8.13•psf P - C = 5.08•psf P•C tot = 13.22 15' - 20' C e :_ .67 P := C e- q i I P• C q w = 8.79 • paf P C q l = 5.49 • psf P• C tot = 14.28 • psf 20" - 25' Ce :_.72 P : =Ceg P•C =9.45- PC 5.9•pef P•C tot = 15.35•pal 25 30' C e = .76 P := C e q a' I P C q w = 9.97 • psf P• C q l = 6.23 • p s f P• C tot =16.2 • psf SEISMIC: Zone 3 Z : =.3 C: =2.75 R w := 8 WDL:= 1•kipa V :- Z.I.C w R DL V :_ - DL SiZ FROCLICW CONCULTINC GNCINGGRS, INC client: LEGEND HOMES project: VICTORIA B project number. 554.0-95 date: Nov, 1996 by: TS FT• IL LB .1M K := 1000-LB IN := .0833333•FT KFT := K FT KLF := KSI := KSF := K PSI := LB PSF := KSF PLF KLF .001 FT IN IN 2 1000 DETERMINE THE LATERAL LOAD THAT GOVERNS DESIGN WIND LOAD TO LEFT / RIGHT SIDE OF HOUSE - Loads Front and Back AT ROOF P1 :_ (15.3•PSF•(2•FT) + 14.3•PSF•(10•FT))•25•FT P 1 = 4.34•K 2ND FLOOR P := 13.2.PSF•(4•FT+ 4.5•FT).25•FT P =2.8•K Garage P 13.22•PSF•(10•FT+ 4.5•FT)•22•FT P =4.22•K Contribution TOTAL LOAD P tot := P1+ P2 Pg P tot = 11.36 • K WIND LOAD TO FRONT AND BACK SIDE OF HOUSE - Loads Left and Right Walls AT ROOF P 1 := 14.32•PSF•(9•FT+ 4•FT).36•FT P 1 =6.7•K 2ND FLOOR P := 13.75•PSF•(4•FT+ 4.5•FT)•36•FT P2 =4.21 •K TOTAL LOAD Ptot =P1 +P2 P tot = 10.91•K ocioMio Lnrro ROOF DEAD LOAD 15•PSF•(25• FT- 36.5•FT) = 13.69•K FLOOR DEAD LOAD 10• PSF (25• FT- 36.5• FT) = 9.13 • K WALL DEAD LOAD 8•PSF•(2.25•FT + 2-36.6- FT). 17.- FT = 16.76•K Garage and 15•PSF•((22• FT- 31•FT)) + 8•PSF•(2.22.FT+ 3.14•FT)•4.5•FT = 13.33•K Living Room TOTAL SEISMIC LOAD .1 • (13.69• K + 9.13.K + 16.76-K + 13.33-K) = 5.29•K WIND GOVERN DESIGN • client: LEGEND HOMES project: VICTORIA B project number. 554.0 - 95 date: Nov, 1996 by: TS DISTRIBUTE THE LATERAL LOAD TO REAR WALLS Upper Level WIND FORCE: P :_ (14.28. PSF• 8. FT + 13.22• PSF• 4• FT) -12.5• FT P = 2.09 • K Lenght of Shear L tot := 6.5• FT + 3• FT + 3• FT L tot = 12.5 • FT Resisting wall SHEAR v := v = 167.12 •PLF 12.5• FT SHEAR WALL : 1/2" CDX ONE SIDE W/ SILL HALING: 16d AT6 " o.c. 8d nails at 6" o.c. at edges 8d nails at 12" o.c. in field Lower Level WIND rurtc;L: P := 2.09•K+ 13.22•PSF•(4•FT+ 4.5•FT)- 12.5•FT P= 3.49•K Lenght of Shear L tot := 8• FT + 2• FT L tot = 10 • FT Resisting wall SHEAR v 3.49.K v = 332.38 •PLF 10.5• FT HD M (3.49K9FT).- 2 00 M 6.28•KFT 2 M (2 r := 2 .(15•PSF•13•FT+ 13•PSF•7•ft+ 8.PSF•17.FT)• ) M 0.48•KFT T _ - Mr T= 2901.84•LB 2• FT SHEAR WALL : 1/2" CDX ONE SIDE W/ SILL BOLTING: 1/2" A.B. g 30" o.c. 8d nails at 4' o.c. at edges HOLDOWN: SIMPSON HTT22 8d Halls at 12" o.c. in field at each end of shear resisting wall W/ 5/8" dia. A307 A.B. embedd 12" FROELICH CONSULTING ENGINEERS, INC client: LEGEND HOMES project: VICTORIA B project number: 564.0 -96 date: Nov, 1996 by: TS LATERAL LOAD TO WALL AT BACK OF GARAGE (LOWER LEVELI WIND FORCE: p (4.222-K) + 3 1 P = 3.45 -K 1.3 Lenght o f Shear L t o t := 26. FT L tot = 26 • FT Resisting wall SHEAR v 3.45.K v = 132.69 •PLF 26• FT HD M := (3.45• K• 9• FT) M = 31.05 • KFT 2 M r 3 (I5 PSF 4. FT + 8 PSF 13 ft + 10 PSF 6. FT) (26 2 ) M r = 34.18 • KFT Mot- Mr T 26. FT T=- 120.5•LB SHEAR WALL : 1/2" piywd one side/ SILL BOLTING: 1/2" X 10" A.B. 48 in o.c. 8d nails at 6" o.c. at edges 8d nails at 12" o.c. in field HOLDOWN: None Requred LATERAL LOAD TO WALL AT BEDROOM 3 (UPPER LEVEL) WIND FORCE: P (2.09.K).— P = 1.29•K 1.3 Lenght of Shear L tot := 12• FT L tot = 12 • FT Resisting wall 1.33.K SHEAR v := v = 110.83 •PLF 12•FT SHEAR WALL : 1/2" CDX ONE SIDE W/ SILL NAILING: 16 d" at 6 " o.c. 8d nails at 6" o.c. at edges 8d nails at 12" o.c. In field HOLDOWN: None Required • FROELICH CONSULTING ENGINEERS, INC jg) - client: LEGEND HOMES project: VICTORIA B project number. 554.0 -95 date: Nov, 1996 by: TS LATERAL LOAD TO WALL AT LIVING ROOM AND DEN WIND FORCE: P :_ (3.5.K). 8 + 13.22•PSF•7•FT. 10 -FT P = 3.08•K 1.3 Lenght of Shear L tot := 12.5• Fr L tot = 12.5 • FT Resisting wall 3.08-K SHEAR v = v = 256.67•PLF 12•FT HD M (3.08•K•9•FT) M ot = 27.72 • KFT 2 M := 2 .(15.PSF•20.FT+ 8•PSF•13•ft+ 10•PSF•2.FT)• ) M= 18.32•KFT 3 M ot - M r T:= T= 752.19•LB 12.5• FT SHEAR WALL : 1/2" CDX ONE SIDE W/ SILL BOLTING: 112" A.B. ig 48 " o.c. 8d nails at 6" o.c. at edges HOEDOWN: None Requred 8d nails at 12" o.c. In field LATERAL LOAD TO WALLS AT LIVING ROOM WIND FORCE: P := 13.22•PSF•(7.5•FT•7•FT) P = 0.69•K Lenght of Shear Resisting wall L tot := 2.5• FT + 2.5• FT L •— = 5 • FT P v := v = 138.81 •PLF SHEAR tot ( P ' 8 * • 2 M 2.78 • KFT HD 2 M =3 (15PSF2FT +8PSF4FT) ) M r = 0.13•KFT T M ot - Mr T= 1058.81•LB 2.5 -FT SHEAR WALL : 1/2" CDX ONE SIDE W/ SILL BOLTING: 1/2" AB. 48 " o.c. 8d nails at 6" o.c. at edges HOEDOWN: SIMPSON HTT22 8d nails at 12" o.c. in field at each end wall • • FROELICH CONSULTING ENGINEERS, INC ►9�zz client: LEGEND HOMES project: VICTORIA B project number. 584.0-95 date: Nov, 1996 by: TS LATERAL LOAD GARAGE PIERS WIND FORCE: P :_ (14.28- PSF•9•FT+ 13.22•PSF•(5•FT+ 4•FT)). Fr P= 2.76•K Lenght of Shear Resisting wall L tot := 2.5• FT + 2.5• FT L tot = 5-Fr SHEAR v := P v = 551.92 •PLF L tot HD M =(2.76.K. 8FT)� M = 11.04•KFT M r := 3 (1 PSF 2. FT + 8 PSF 8 FT) (2.5 FT)2 M r = 0.2 • KFT 2 T:= M r T= 3614.72•LB SHEAR WALL : 1/2" CDX ONE SIDE W/ HOLDOWN: SIMPSON HTT22 10d nails at 3" o.c. at edges at each end wall 10d nails at 12" o.c. in field w/ 5/8" dia. A.B. A307 embedd 12" min. Check shear at roof sheathing 2.76.K = 250.91 •PLF 1/2" ply w/ min nailing o. k. 11•FT 2.76. K = 86.25 •PLF 32• FT FROELICH CONSULTING ENGINEERS, INC client: LEGEND HOMES project: VICTORIA B project number 554.0 -95 date: Nov, 1996 by: TS lb lb kips := 1M lb := kips•.001 plf := ft psf :_ psi := k si in in ANCHOR BOLT DESIGN ett HOLDOWN (AS PER SECTION 19251 CAPACITY OF 5/8" dia. A.B. embedded 12" CHECK CONCRETE CAPACITY :_ .85 R := 1.0 f := 2500 psi concrete strenght Embedment depth d := 12•in Width of Stem Wall b 6 in A. .707 b 2 +P c := �• �.• 2.8 -A ' \A ` )psi +P c = 24.24. kips P Anchorage Capacity A = c • 1.33 A = 6.32•kips GOVERNS 1.7.3.0 cap CHECK STEEL ANCHOR BOLT CAPACITY f := 60•ksi yeild 2 5/8" dia. d :_ .625•in A := � Ab = 0.31 *1/1 P„ := 0.9•Ab•f, P„ = 16.57•kips AS PER AISC A307 BOLT T s := 20. ksi• A b.1.33 T = 8.16 • kipa Use 5/8 " dia A307 Anchor 9cIt with 12 " ?mhvrrmont • IC, ; .. -.1.......,,...„...__..-:...: ., ;!!!,. '..•, y -.. 1 . • . -, -.. ,:.-..:..- i . _ ,0 _ ________ . .. ,:zi...,1.:Li_i.62S <3Y ., "ier,AL k, • . 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