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Plans S 1.1.1..1!,: ,. Fi/doh�1 1I 1 1 : 1 ; l. ' i ;: . ;!LI �. -4 -fl -1 ...-!---!.1 '1 1 i 1 1 .-j• -, . 1 -', 111111 ' 1 i 1 i i.11 j 1 I i i.' 11 . 1 L 1 1 : 111 .. 11 ! . : . : ... 1 I � , � l i I 1 ' � ! ■ ' 1'+ 1 iiii. _1._.- -Et: _-. _E, 'Y.i.ii -..:. C ii C CC ; . H , _ T 11�1CC� .. _ _ _ /1►.�� I 1 __ • C - CC .- III -� �CC�1s,� � IlIe!� 1CICCC���O CC il ' ; ; 1 ; ! I t .A. . . _. , milimmt 11 lunrumiumiummin ! H i I 1 t , . i i, . i i _, _.. _ .. _ ..,_.1... ..,... i., .._., ____ _____. _ ... 'knoll' CI _.... , .. .1 .. _ _ _ I i 1 ]I�IICi i -- .- r -_ : -- - -1... t- -.. d. .. ' t r' tE 1 1 10111 �Ii111�11 ! I ! ' • I I I �II.I - I �� ..I� I i. i 1I .,� I I or � ` .. ,., i i I , 0_0 -- -I- - '. - - - 441 ,- . 1 1-- -1 1 --- -I • - --.- -:- , , , ....„___ ....,... _ ...._.,...... . _._4--1.4.; .:1111 hi , L r - • T -- I U 1 01 h 4 r .,..!.._... , -L ., : I _ I Q 4-1' s')(f' . 1 :__. �_f� i,. H $ fC ' l� 111x II I 1 ili. �!.;, ,1 1 m I „ __ - ( I • i t 1 T l l i 111 i ', .Ii � _ 1 t �I I 1 1 1 ! � 1! !!1: .' .• • JO : LEGEND V1C14,1A TOP C)IORO 2x{ F!R-LAilCl1 �f T 1 - 1 1 �, • I i IN t ..; • T . 1 r ' i.[. ::„. I T 1 BY TRUSS ' 801 own 2X4 FIR -LARCH 1! IC X -LOC L-11: 0.28 4,00 7 1. �� WEBS 2X4 FIR 5tandarq 8C X - LOC 1-11; 0.29 4.00 7.7i 11' • CONt�EcTan rLAlEg RUST BE INSTALLED IN ACCORDANCE WI Tit 4 I `-I • U- REOUIRE11ENTS OF I.C.B.O. RESEARCH REPORT 129491 Pt.AJFS DESIGNED 144 ACCORDANCE NUN ;.Culp, CRITERIA. A z CONNECTOR PLATES DE ?OH:OREEN:Idn 1 p `PEA NOs ....a w TAeLe e.fU, • US • . • 0 m W. lA1 - • .A• 1 a o W' - q• • • -.r," . a s 0 ' . 1 4 . I� ,M� - J,1 H 4X4 �; ; •,.. � 0 11 I. • • �tN W. u 9.00 N . • ti f 3X4 (A1) H • 2X a ( 1I -0 -0 .. _ '1-0`0 I 4 -0-0 1 -0 -0 wf rwl MI ---- _0.0.0 OVER a SUPPORTS_ - -- -- 1 - • w- 4,..390, - 5.50 R -3790 We 5.50' in P1 1 . PM - At 1 SEEN --- 31163 - — - • MY 45.6,5 SCALE - O.5000 • I / ' 1 / ' . 1 . , I „„,,, 11u11J11114 rNY4I4lf. ha l 111441:14 ; Mtlwlt alA(Y[ 4111 ESIGN CRITS UGC D tiff {� "G 1 19 wMIF4PRf1TANTHx 11 4,11 11D1 14 11 11 1 111LL141 1 Jill IIAANING 11 Ylfatllq. 0 M au l'•' I I I I , I • 1 ' I 4a11I1W. /,W Inn 1 all 1114 vitlllaal11Y.9. all IIN NuCUE. WE WS 81 II Iii RI 4d$ 11441411 25.0 ` 9 C4, 4 . . I , ' I /IIIY1 14 0,4111 1,4 O1 - :. IV 1 WIfuuu[al 1 Ii. 44414 41 PH 1 I1f/111f/14, imam 1ijr$lli 4 $4 yJ1 .r4. iC' IL 7.0 ) /.SF 1}��E 0 +/04/75 • 1 1 I 1 , , . , 1 Arl I � • i� � F.f hill........p..., 4,1 hilt w 11144 uk1. 11111 KIIII,i 014 N 111glynwh. 1 14(1 41Ww141 link 411l. /It PST URN f.Al�'11SG1 40004913 W ' ' I I i 1 , , 1 1 It41 N 1 11(0 H 4,1111, 4141 1 111/1(14111 It 144.11 4 Atl all 4 4 111.14 f1 (►11 11 41111 tMIN. ~ • '• DL 1 . A l I l { : , 1 Mr. I di 1 14111 , 11r1 . Ilia/[11 III 1 411441,1. PIlslnYll I f gNUlo ft mop tlllIrI.1. t •;l 4 1 C +, 0 . O /� [; K /+ ••� [ 1 {�._h 1 , 1 .4..„ fin 11 ILL. 11' 4 Wit -f % V V1. 1 yA't.l1G 11 �1� �� 111411/1 4141,INa4 Ili ll 114,1,‘ -1 1 114( 1 14 11410 fl[ft' 116 - 1114 - —' - C•. 4...G —." 1 1 � 1!.1. . l . I• \ , , 4.1.444 11 / 1 / 1 1 I4 I1I In /fINIV11 V fin I WI 4$ Iw11 111114 II111IICY yfl4i , /I / 10 ION Phalli. __ 111 1f 11 •,. + IUT . 1 0, 42 inn 0/A LEN. 0 - 1 O, -0 1 I 1 4 l• 0 It 11 4.4 11••1111,1 ,r_ _ J► h - 1�1 VV I .1 -- '' 0/0 1 1� s 4- I I I p II.114 moult. Am it q 1147 1116 1144 1 4 4'[ 44 11114 II *,..., FAC I _ . f 5 _ P 1 T x :1 1 • - ' ' • h Yu„ ,,,1 IM 1`I IIY 1 1.11 PI VII 41,4„ III [1:)4 IY INC 1MWf [HtIlY11 [I 1,11..[111. l.� q /q• ,0,l [Ilu 11. 111, 1...III,41 f 11'b ,.,g1 .I 1..4L4.tm i _ -- T'Iiili• 'PAClllr. + ' 1 .7 (I' ' (�(1 . '••1 • II( • ..f ( . A 1 H P i7i »r' '• m , 11. .i ; • : 1 , 1..., 'r ;: ,,• 1 , 1 I _ . 1.6 ..., 1 t ., TOP CHORD 2X4 HEM -FIR IISBet. IC K -LOC L -R: 0.29 6.60 12.82 n BOT CHORD 2X4 HEN -FIR tI(8et. r WEBS 2XA FIR -LARCH Standard BC X -LOC L. -Ft 0,20 8.60 12.92 c • in ti CONNECTOR PLATES MUST BE INSTALLED IN ACCOI1UANCE WITH (U) 80TION CHORD CHECKED FOR 10 PSF LIVE LOAD, u REQUIREMENTS OF I.C.B.O. RESEARCH REPORT 02949. PLATES DESIGNED IN ACCORDANCE WITH I.C.B.O. CRITERIA. m m �� CONNECTOR PLATES DESIGNED FOR BREEN LUMBER PER NDS TABLE 8,18. 10 to v� NOTEI ALL HEN -FIN SPECIES NAY BE REPLACED BY FIR -LAM SPECIES OF m IA gm THE BASE GRADE. TRUS-WAY, 1NC. a w P.O. Boa 6008 • la Vancouver, WA 08868 = 4X4 (360) 750 -1470 • t �� tL i , rD _0- `x r 12' • • • 8.00F, NI8,00 • �' .' . • 1.,,,,,,N,,,09: , A a ( 6•+1 �•a�.fr� 2.5X4 ( Al) 2.5X4 (Ai) 2,5x4 • • • gel . N ® 6-7_4 6 -7 -4 . MI I- INN * L-+ - 13 -2 -8 OVER 2 SUPPORTS -- - ---- -- • mg * R ■5305 N. 3.80' A-5300 N■ 3,50' In ,,Eta PI1 p PU TYP,- ALPINE SCOW-- 40208 .rer1l. a REV 15.6.5 SCA E - 0.5000 111.111 t,illuWHl P1011 :11: WC , 11ftn1t11IIUltc (8"11* C •� • 859 p ' O DESIGN CRI1' UBC REF R56 1- -87927 t: t w ca = .. ti=) iU IMPORTANTN N sirl. .ls1 if aw1uR1 fui Orr ARNINO IN 10414.1,11 li'CCf:W 1 W f'.1 1"' '.I c.3 I-0 l I wtIlf10t pall floc StsICN WI 141i. ,A srtC111Lf110 ON MI iPlClli• VI 1110-11 ss IPL, WI B c I-1 TC LL ZcJ . 0 PSF DATE 11/08/95 f /08 /95 i7 Y'i f'-1 t-1 moan IN 1111:10 it Irtts :it CYOPNPAitE 111111161116 if IN fan otolliffik ifum limun 11 mat ,J 1:.J L', L •, uplift tmlttlppi Pt Ott is Dot Om MIL weiNIG 1110 % i*fl10. Mess 1hf1M11[ )1 ' 1 TC OL 7 .0 PSF CA-ENS Cl�116AIS6i 5531200!3 Cri 111 n L •j 1> /411 P A 1411.1 as wig*. aim.' nilIatIa Il VIVI pall ii 0On 111W. at 1AIlP.0 S% II 111,1 N . Q PSF M{� -ENS Mlr �'' %.c NC Ufttb1 mKf4111 LV:lfl1 011 11111 alsIGN 01/1111011 1.1 11111 ILri1lt'q ptt 101x., . , OI EM BC DL (U) 3 0 , . , o ALPINE ,, Cranr.1 v/ 1 IL I L LI Ks Mon* fraN1C0c. tgsig hnl ilro & OTC, 1 14� �t TOT.LO. i12. 0 PSF 0/4. LEN. 13 -2 -8 TRUSS 11 VS uo Mu i � a iol et l KUri l l�rtn l � n � plaitlut i a�ts1a [aei111q ec,11w cuw� `rl / 91�1 W� O� .� Q �` Dt1A FAC . 1. PITCH 8.0/12 t • t_7 1.-1 c:..? C ' - 1 1---1 ,.. WI : miss n ttl »emelt. IDS •1201 R►nelal. *swI SKci r _ N ,O +J O ppf ►,.r 1 1a, .—.� SPACING 24 TYPE COHN- EXP. 1 2 . 31 -0r, r` 1 ?(--- • .wu: 11261- -JOiNI LOVE 1011 UM \) / 1 -1 IHIS ONO. PREPARED FROM C OPU1ER Minn LOADS • DtNENS10H51 SUB4ITTEO OY'MUSS WO. TOP CHORD 2x4 HF if`8et. CONNECTOR PLATES RUST BE INSTALLED IN ACCORDANCE WITH THE x. • .80T CHORD 2x4 HF 1101et REQUIREMENTS OF I.C.O.O. REBEARCti REPORT •2949. •.;.c WEBS 2x t FL Standard . . ; u • (U) in PSF Be LL CHECKED PER t*C CRITERIA. ••u CONNECTOR PLATES DESIGNED FAA GREEN LUMBER PER NOS -91 TABLE .. N 01 � 7.3,3, .. p • `�' • w * -a . •M V m • u . �" 0 1....„0 . ~ � 3 al -i i C Mt axa : 1 5-4 / 111111 � tin 2.x4 �� .5x4 ;' :: x11 o . IA 0./...."7". / �• cam , ` v • c4:941 Vi "044 $ ;'447 C - 3X4...., ..._ 2.6 :0 ` - mac 4 ._ _T -- •- \ EXP.12.31.97 S1Tn =� - - - -- 10 .._...__..." .►. 10 -4 -0 _ o -.I _ OVER 2 A.9321 N =5'B R.932# H =SS'H l/( I I. T YP . - ALP I NF .- .- DEUR( c i l t WA 0 1 Rev S CALE 17 7 • `• 6 • * • I • 1 r •, l, l 1 _•1 1_ 1 r x M IMPAATANT M S °' `i• 0.6104 5 1 "4";13' �+ WARNING "'v`rls IlnulY' llnrnt " • • IC IL 25.0 PSF :. F R55 - -531 0 IN 60160. UM. [11101( MO �_, 1 • 1 • i f. , 1 1 r 1 . r r.1/13/4111“ 14. N IS 111s.n1 U. 1104 �lSCP 104111 I IM 0141 Mu/4W Ski 1 144.91 01 0 OE 1115 (*!0614 IC CIL 7 . 0 PSF I TE 06/27/ • • t 1 '1 •-•1 • • 1 1 1 411 Iii 14 mail/ 1h! 1189 14 I 11111 (411111 Y5 111. 101 11111111111114 (NM (1 1°H Al � F+ 1 I I 1 - -1 1 1F.51 11141(114'S 146 PM 41 1X4 . .111% ►9 111111 111111.:11114 11 1 °111%91Ilr4iit 1141: 101' 1 1 BC [IL 10 aSil .0 PSF I CAu 96179501 Du • - • 1 1 i 1 I .1 1446 f0. % ll l•)I AS 111111 .4+1 I if.r4C10 19 11.1 5 11!,1 (1 11/(Q W I% 9: 1 111pr111 UU A II ALP 1 NE 1 . r f 1 .Y soli 114161 11464•1161 11111 0.1190 0111011 0 1 ( 41111: 1 6 •9000 6 111111 %I91*1 1 r . ,� 6Y .4 BC LL (UI 00 • � PSF CA- NG 2G it 1 1 .-1 1.61 /1.IIM1 11.% I% /r11.1.1. 1. 4s11 0 . i66a - 6 41410M t.IS.p/nri *IN /WH 11( f/14 (514[6 1400 1910 111% -- 916; 42 , 1/ PSF ~ 1 1 • 1 / /// . ) (, ! If� ,, mu vINRIIIN( 1°471tIM / 01 UIC 11 f5 •1;15 •'1 1pIN'L IIY6i 11(1 /1111 14+ 1 111( f( /Il1 f) 46l•JI.7G /P ! TOY.tO I 1 D 1 1 / �,)•, 1 ,, • I '1 1111%Is 1 h 1.N 1- WI 01 1. 1 .1/ 1111 K411/41 /•. 00!!1 4 rt lrf 17 dIIS Ill ref Wit fil It . �� � � 11• 1 U: /. mu, 11, 11. , . 6 , 1 , 11 it, 411 11111 *kJ IN Arlr ,11 {11*kJ l•l!.1r, 16 114 1111;.1 .41 1141;.4.1.1111 _nun 14 11 .00.1, . 15 i.i,•,T/51. rr1. r•r.v 11 .. is LEGEND 0 THI' 0118. P' PAL I FROM COMPUTER NPUT LOAD S 0 MENSII S .: ITTED :Y TRUSS MFR. . )P CHORD 2X4 HEM -FIR •$SBit. IC X-LOC L -R: 0.29 5.99 11.08 16.17 21.87 ri )T CHORD 2X8 FIR -LARCH 01 s WEBS 2X4 FIR -LARCH Standard. EXCEPT AS SHOWN BC )I-LOC L -R: 0.29 5.99 11.08 15.17 21,87 c m iI -2x4 HEN -FIR Meet. : • 2 COMPLETE TRUSSES AEOUIREO L. t a i ll c-I )NNECTOR PLATES MUST BE INSTALLED IN ACCORDANCE 111TH NAILING SCHEDULE: I15d COMMON WIRE NAII.S1 N :OUIREHENTS OF I.C.B.O. RESEARCH REPORT 02949. TOP CHORD 1 ROW 0 11" O.C. ` WEBS 1 ROW S 4" O.C. m ..AYES DESIGNED IN ACCORDANCE WITH I.C.8,O. CRITERIA. BOTTOM CHORD' 1 ROW 6 3" 0.C. n USE EQUAL SPACING BETWEEN ROWS AND STAGGER N DNNECTOR PLATES DESIGNED FOR GREEN LUMBER PEA NDS NAILS IN EACH ROW TO AVOID SPLITTING. `I o ABLE 9.18. NOTE: II) - 1/2" 01A, THRU BOLT NAY BE SUBSTITUTED ° 5 co )TE, ALL IUEH -FIR SPECIES MAY BE REPLACED BY FIR -LARCH SPECIES OF THE FOR 12) - 16d NAILS IN 80TTON CHORD ONLY. a A ME GRADE. THIS GIRDER HAS BEEN DESIGNED TO SUPPORT: a 1 FROM ONE SIDE --27' 4" OF SPAN FRAMING TO THE BOT CHORD OPPOSITE SIDE -- 2' 0" OF SPAN FRAMING TO THE TC /BC SPLIT OIVIN6 A TC LOAD OF 64 PLF AND A BC LOAD OF 546 PLF 3 • • 'l; it ~ . ' i , ! -: i7H. • 7X6 I a . 'TCT �;� ' ' 7 9: a,.,1 ,, n- 5X8 12 5XA ` . 8.o0V 0.00 =k: L • 1-' f. O 3XB (C3) Z1111) (C3) 4�I . ii UIl ..r . 3X8 (C3) 25X6 12x14 2.5X8 3x8 (C3) MI 4 M- 11-1 -0 J. i -1 -0 L--- 22 -2 -0 OVER 2 SUPPORTS s w ME 1 ia 05502i N- 5.50' R -6582 M- 5.50' ED PqA_• A , 1, -ALPINE SEON -- 38847 � REV 15.6.5 SCALE • 0.1875 •loin aaro "+l, „c "' 1 Ei1 o t CI ri p OESIESP{. CRI T: I1�(r REF R56 - "75716 u u (...a ce tJ MNIHPORT ANT WN slsaa 101 ., a a +a 1,01010111, [1,01010111, s+'unfuE rlsix rnl W AR NING " IN' 110 D.11:5..II![, IF[C1l4, S .1 I ti I . 1 1_1 a •. 111fU 1V1K Ions 111110, 111 11 41( %PECU Wallah% OR ail w1r1.6, 614 $19-111 e+ wl. Ict MIA MS C LL 25.0 PSF I ATE 09/27/95 ( -, 1=:1 c:.1 r+llst( 10 141111 115 0111 Ill 11 0: Id ,GIN rl WI 1111 SF11U1a+4 11116111 rlWN.1i4 a1C1la lit r i - 1: 111111E Ott Mt" 01 MI 111, car SIGN 14up10 11111 Mtpl0IN7$. Valli 01/101111i lIcIlaaq ( C DL 7.0 PSF ORWG CAUSR561 00270020 • \ MAIL •--1 ++H to ■ SAM as M Mr ,lu, 1u1 I aost.lOrc II Rico r or °W10 }1011 It 'litmus 1011100111 E'' ALP INE , _ � 1/Jas Wa Witt euiiaw locla0111 Pus uIIlu1 p41110. if sMicllr 14100,0 1111411114, 161 a 0 C OL 10 , 0 PSF CA-ENS KTC Chu r n p(f OD c. cr1[c,utts NA Isurucs +11. ea s lW1 t 0/11111 0/11111 110111. 1II1 1Kli/LY rot /1111 116111 Mt 110 r lV TUi.1-D . 4t2 . . 0 PSF 0/A LEN 22 - 2 - 0 1M+Qlsll /APPA ICNl i 11001011110411 V1s WI. Ill 1101001/ lieu* +Lar11I..4 MAIL i1/1,41; fort '1� • "T(1 1`9 L y 1y,a . 1 ., TRUSS -- 111 01u 01 11110 miaow Irh,a 00.00.1.104 11 s IS ow 1.• P10140 Nola Iw t UPR rar.la1I0I1 01114111 i (01'1 91 1111 /i1 1 t Q 1Tw>t.FAC, 1. 15 PITCH 8.0/12 - iv a• .. 1/1,61 bit. Na S ,uaL W li I 01 ter 1W', 0 .1111 1 5111p M11 Onus 119 110 1M+s ( (11n, CD,la* lw. /,i W (I�, 'Q SPACING SEE ABOVE ,TYPE P G OMP1 -- • r U G7 d I'"1 C� W. �` V ai 11 • AMC 11d1f1011. ,0S • 1111 1111 1P11 01 p111µ Otil(•+ IrI 91f1fA M9 40 ls 01 'r 01 7 / . — , VW 1 •l n, 1 11 I •/ ' ' r- P YSON P AN -52 T- 1 S 0 - P PARE° FROM COSFUT R INP LI IS S II NSIt SUBI4ITTE! :Y TRUSS HER TOP CHORD 2X4 HEN -FIR I1CSet. TC X -LOC L -I% 0.29 4.75 9.21 n OoT CHORD 2X4 NEH -FIR /last. WEBS 2X4 FIR -LARCH Standard BC X -LOC L 0,29 4.75 9.21 . c In CONNECTOR PLATES MUST 8E INSTALLED IN ACCORDANCE WITH (U) QOTTOH CHORD CHECKED FOR 10 PSF LIVE LOAD. N n REOUIREHENTS OF I.C.8.0. RESEARCH REPORT 12949. a z PLATES DESIGNED IN ACCORDANCE WITH I.C.B.O. CRITERIA. CONNECTOR PLATES DESIGNED FOR GREEN LUMBER PER NOS lil R3 ■ TABLE 8.18. NOTES ALL HEN -FIR SPECIES MAY BE REPLACED SY FIR -LARCH SPECIES OF THE ID SANE GRADE. li U3 Thl TRUS -WAY, INC. o • pi • P.O. Box 6005 a CO Vancouver, WA 98868 a A 3 (300) 750/1470 4X4 0 Sr—,,a. w ,fir: -< r,l l .Y ��. H 8. <1 8.00 4NA .. • . woo 1'1 •$ 0 _ 2.5X4 (A1) 2.5X4 (A1) - 2.5X4 4,— • "1 -s -a � q -9 -Q "� * -- 9 - 6 - 0 OVER 2 SUPPORTS------ -- - - -- _ , --,,.. 6n WM — * R•3744 M- 5,50' A•374i W 5.S0' • SILT. TYP.- ALPINE SEAN -- 29006 _ REV 5 6.5 'CALE • 0.5010 aq•I 1110/11110/100010 w1110/100010 a rat NC. 1140111310111,10E 101111E OH( OESIGN CRI UDC REF 8561- :9203 r7) r..1 G_ J 1 t I :1 1-:1 if N I MPOq T AN T H M snot ICI 1E 1 144 Ma NA In 01.00 Ira. Eh 01110 LEI 1 , r7 e - - - e--) 1'1 ILN r.a 10111 Ifs1fN GI 110 0c:1 ,. ANA uaclaE. WE i iv.a1 al Irl at sills I.'Ya;I .0 PAD TC LL 25.0 PSF DATE t t / 14 /95 I - t-7 r .. r.:1 11.11A14 HI AMID he MIN 11, Ea(V44'Ct VIII' «iw if .r tell 110111101111 iii E7a1 ►11N.Et111 OPIUM al i,_ 1= a Sall/ Iti tJNECrvlu Kt 4 44 N a our. 40401 Moo; 111+ 11irEttENe1. Intts 014 Noictita tar � � 0 IC OL 7 • PSF URNS CAUe0561 35318003 ZN • U 1:_1 [ !�1 1:_-, 6 WAt b MAPS o Y 111'i•tI 1.4C11(0 a rrlSlRS1u�1 K 1� orltN11(11 W 01'IYE6009TEI'KW. N,11� ` 11 '` ,_ %U4 i0 .0 P5F L 1 , -• 0t, CA -ENG MNBI� st ! � � ALPINE UsnItC atl *LA 0 I01 Is. 6 101 / as IIIIIIRO; a1111 Poprirt t aI (ttLv 41111, t1x pig -• 1 \03 ►� « I 42 --- - -- LEN 9 -6 - D • ) QrlaM Mfl.•tt lcJ.lt wpm'. p WI t. LL IN Og1N I10'i 01,P114 MMBrr, 1ryu,1 11/ •v 111 `: TRUSS f= ,I /L W. 11116 V.w114 '(1* III 10 II* Eua 010111 MIS WIC E4IaA1I w11 017144 WAIN l S y r a ins I ►R. FAC. I. 15 PITCH 8.0 12 1- u - "' Is OK1. Ina 5(11 1101 1E 14 41G a►EII III MM WW1 VAT. , •R16 lo Net 11143! 1I tI$U 0114 - ..0 " 1. • - u ,te a • Iwl� n11t 'ACING 24.0 COMN-• P1f111 ros - sits . ao t ►1 ill slg4 t rva 16 ao ter '6:I1o 1� t ■ : e e TYPE �— — 414.0 ' i %S ,,,t' !l ' eI _ qC ' 1. .1, i .1 . ' { . • : A :1- 1.,' S ,' f_In • 1 .4,4 ;II; - I:. I : :, J■ t P CHOW) 2x4 HEM -FIR •1C6et. TC X - LOC L -R: 0.29 3.00 9.71 n T CHORD 2K8 FIR -LARCH 01 HEBS 2X4 HEN -FHA 01CBst. BC X -LOC i. -FL 0.29 5,00 9.73 c NNECTOR PLATES RUST DE INSTALIEO IN ACCORDANCE WITH THIS GIRDER HAS BEEN DESIGNED TO SUPPORT: a Li OUIREMENTS OF 1.C,B4O. RESEARCH REPORT 02949. FROM ONE SIDE - -26'10" OF SPAN FRAMING TO THE DOT CHORE) u c N . DESIGNED IN ACCORDANCE WITH I.C.6.0. CRITERIA, GIVING OF 2 64 P A OF 636PLFPLIT bg CONNECTOR PLATES DESIGNED FOR GREEN LUMBER PER NOS u ITEs ALL FEN -F1I SPECIES MAY BE REPLACED BY FIR -LARCH SPECIES OF TABLE 6.18, w , IE SANE GRADE. ..A m Al w o ali .p ... 3 Taus -WAY, • INC. P.O. Box 6005 ,_ Vancouver, WA 98888 • (360 X50.1470 n 7x6 . . . • 1 H "I , . . ... t i v iv ; • E a.00 B.oa �� all. 4X8 (83) 4X8 (63) 11nrs. ..)i. P M. •, 4X8 • .Mal MIN N 5 -0 -0 �-L -- -- 5 -0 -0 a iiii OVER - 10 - 0 OVER 2 SUPPORTS -- R -2826 N- 3,50 1 en 1.28240 W 3.50' 1 1 7 , TYP • - ALPI 5EON 40216 ro ,, REV 35. • , A E 0 5000 c' ' 1° d `� NM IMPORTANT* Al /1K ti4ulasu 1 +116/414 MCr�. [.us�[a "'" " C 1;p �• V DESIGN CR11: UGC REF 8561- -87834 I Rau tvil Ot 41 0411 My 1l 10 4&A III. tIlfa11P • r 41 59 4 1 1 `=� c - -. ultlAltu. f., N 1I /101 n 1Yl 1 II Re 0110114. C 1110.11 00 q•1. sit 11141 IW TC LL 25. P6f I ATE 11/08/95 • ' 1 -t c• i 4'_3 Cl !41104 1014110 IA WTI {0 Co.1[WA1(4 411.1 CtfY 04 fel IM IWIllIf1A1 WWI 0611114.111.[ 11Adi 1-... i I :7 Ci I-i 411111 4l114t1411 IA Mt 41 $l& HIV. SIMLL 17411,4 001x1 N4U4011114 60/4044 .I,(r isi iiiitmff6 ,� TC OL 7.0 PSF OR1IG c &4511561 85312011 13 W i r ,• 7 L1 [ I4.0 t• 4 16[101 11 WHO. 11.11' C�,11(GI0 10 111111 If 0•lI0 1.1411 41 1.11111 1.11111 w /.[[R 0I II II (4°414111011111K 10.0 PSF CA -t:NG MNO 111 � !. r ALP I NF L-, 10455 114 WHn 1111 E• 1 111 1 WAIWAIN 11/ 11 119140 01 tf .0110044 44 0 11110810 0 11110810 6/4610106, tw tU11: \ m l 1 ,•. 1 [444141111. PO l Fl(.Y4 ilk ; • W:1.1 11314111101114 MIDI 41141,411.4 111ltlf4111:10 41111111 •- Q (ARIAS '''s �' ;4 , pu w mits� +� ra oiA: wu11 6f+ 1c rt6 1010‘I4 6 11,II /W4I4M a C4'I t WWI `Ii 101 1, � �' r• 3 9 �� ~ 101.Ld 4 2 . Q P SF O /A L EN. 10 -G"G '.0 1 : IQ l DUR.FAC. 1.15 PITCH 8. 12 Ill 11 f. 41c, U 011. 1011 16 WI MO 44,1 In lH mailing. 4431W 11 11 4. P t°t!C tR 1l 1,(11114:114. k4; 111e. 4 I.J u u . -, r� 1 : ■ . 171 • II111i1 0I Ali 1 KIS • Is/II 114110041 OSI 16K[MIUP lJI l4NA[o6 [a111111r• • '"' �[� � DL SPACING SEE ABOVE TYPE CC}MN -- ^ rvui ... If. „ ., ,.1 I LEGEND / 493 TUES DWG. PREPARED, FROM COMPUTER IIi*UT (LQADS G OIMEN §IONS1 SUBMITTED DY TRUSS HER, ) CHORD 2X4 HEM - FIR #i6aet. TC X-LOC L -R: 0.29 7.51 14.58 {21.56 28.87 n CHORD 2X4 HEM -FIR /ICBet• BC X L-R: 0.29 9.87 19.30 28.87 c 1 Li WEDS 2X4 FIR-LARCH Standard 1n m INECTOR PLATES MUST BE INSTALLED IN ACCORDANCE NiiH (t4 BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. 7D m Z )U1RENENTS OF I.C.B.D. RESEARCH REPORT 12949. u ALL TOP CHORD SPLICES OCCURRING BETWEEN I. m 13 ATES DESIGNED IN ACCORDANCE KITH I.C•9.O. CRITERIA. PANEL POINTS ARE TO BE LOCATED AT APPROXIMATELY 1/4 OF PANEL LENGTH FROM PANEL POINT (WITHIN 12') AND m L' hNECTOA PLATES DESIGNED FOR GREEN LUMBER PER NOS SHOULD NOT OCCUR IN PANELS NEXT TO A PANEL POINT SPLICE. to BLE: 9.18 . N • 6 m NOTE; ALL NEM -FIR SPECIES NAY BE REPLACED BY FIR -LJJVI SPECIES OF THE mm 4 0 0 • SANS GRADE. 4 •. } 3 5x4 xi c J3.00 . ow ;VI 2.5X4 - ; ., - ' . • Imo 1.1 . . 3X61#1) 3X6 (Ai) • . . � ,� 3X5 3X4 3X5 �. • • am • 1 - 0 - 0 14 -7 -0 . l . 14 -7 -0 .. NM ,* w ------- 29 -2 -0 O 2 SUPPORTS R• f2oof W- 6.50 ME * A.. 1268# !1- 5.59' Pl_T. TYP.- ALP1 NE SOON -- 38639 . 0PROF REV 15.6.5 SCALE m 0.2500 arm EIf11UK0 1I[IaJCIR ue IPU I Ivw { iE pIN IYe q , �� DESIGN CR1 T: UDC REF 11561 - -71899 La L) U P NNINPORTANIMN (Wit taI iE IEVani4tE IEIINn WARNIJV& IN wua . r.11M ( 455 Y TC LL 2 .O PSF OITE 09/21/9 1- -, C7 c 4. mmi,IIN Wow this MAIM WI ,101E SPIc il0111d6, M 1H NW SWING. fEE 140.01 Pt WE 1q1 Lo L3 u I. .- II1t1A1 Ia wilo 0E MSS W CC/IO41t•1Et 11tH KIN 94 WI Wei t9a11101N& Welk 404114€11 If MI ' �, v uEUt wtefna Art wu1 a 4441 011 uEa 1111111 tsrls w1tErENIS. u,01455 1 11(0/141111 11(0/141111 111 1wICt1E IC OL 7.0 PSF ORWG CIUSRS61 /528/077 - a r K7C PC . D f t-...1 Q c ., O tµ1 o, t [410.1 t/ URIC t1Plt ClIteC1016 40 14(11 tin 10 (444(4 Mal IR Ut(gYUI I MMO 0474+ 8C a (U) i� , O PSP CA -LNG *CO m 19dt III Wltfi 01411111 L.AlEO 4 11115 11151M 194 4 El 111 ►ctt5 PLENI10a MEGRIMS. W11w WA ALPINE O cul.eC,ag1 459 a6 M149 170, 460 1 ISM I. MGM 6TMIRECE5 MIN X1wEUI IIEWan 01010 CLILIW - OREGON „ TOT . LO , 42.0 PSf OA LEN. 29 -2-0 Macon' 4/44,4$(..4/44 016711770177 4( 6474 i II I 711 t1AilIIL'aI•i 04P11i *44$II5 i 10477E (7!1!011 MI N a C -7 TRUSS — sx1 4II ails (mum 701K111 H. 1,E COw010M ammo Km OR 41N/U1C.IIl101 rIA111y{ 0 (wr w 1 K j D FC i VA DUR RA 1 . 5 l'1TCH 8,0/12 114 a nt. i Ma I Yp, I1 Kim ARM Pi sit W W1 i o, se1 1Ui to R 141170 MORI0A Cw11WL /On. 1 I '- I~ SPACING 24.0' TYPE COMN ~ I "1 ,--1 L7 l,l 1 °J ■ - 11{ • , 11A% 44(1( _y Hb - met WHIM K:A 6.'[.G4EECEI Ea Ler iCN ���' 1 � Lost, _ ,i r �� / = l L! 737 T - ON . P ' _ ' A ' a ' Iia C!'. ' INPUT LIADS . 1 L. 1.,. : , : 1 1 . Y TRU' S MFR. TOP CHORD 2X4 HEM -FIR 11CBet. TC X -LOC 1. -Ft 0.20 6.97 13.00 20.03 26.71 n BOT CHORD 2X4 HEM -FIR 010et. N. WEBS 2X4 FIR -LARCH Standard BC X -LOC L -R: 0.29 6,97 13.50 20.03 26.71 • C a ti CONNECTOR PLATES MUST BE INSTALLED TN ACCORDANCE WITH 40 BDTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. 11 z 'REQUIREMENTS OF I.C.6.D. RESEARCH REPORT C179i9. 1$ • ON TABLE CTOR PLATER DESIGNED FOR GREEN LUMBER PER ND$ PLATES DESIGNED IN ACCORDANCE WITH I.C,B.D. CRITERIA, up 1t NOTE! Ml HEN -FIR SPECIES HAY BE REPLACED SY FIR -LARCH SPECIES 10 OF THE 1 E GRADE. p w M r r I e , S TflUS-W INC. . 5X6 PQ Boot 5005 c Vancouver, WA 98669 • m il (360) 7504470 t e.00 PAOf n ra 411S. INtr 3X4 X4 . 7 R • 1111 .........._____________, . 8.011 �.,` , 4187 '4 3X9 iF11 • ...c=::13.00 3.00 - 12 6X6 le 3X10 (F31 . -FOIL I-I 2 , 5X4 2.5X4 -, x' -gt-46 N 1-3 13 -6- a ._ r - i3 ^6 ^Q o • .. * 13 - 6 - 0 I 1 -6 -0 Pi M t0* -- 27 -0 -0 OVER 2 SUPPOATa R El -1104* K. 5.50 R -11101 W- 5.50' n 1 1.1. IYP,- ALPINE SEAN -- 41219 REV 15.6.5 SCAL I" 0. 00 ,,, f.G 41.E+11a nw m m415. iAU 4 +lJ 10 00101 1.1141101 OW % {, /� DESIGN CAIT' UDC REF A561-- 03016 . 1 -I 1 , Li L� E---, w 1 i NN IMPORTANT* N v1 'HI ti ILva00 1 141 Oil 0 00 W ARNING 1Y bawl lw, 11011101. 110 .4� '. � • I • I I -I r J t- t I - 1 aim. f�i 1.10.1 111Il (1r1104 CI. OM w101SK►riny 1. 110.. SIMCi0S. SIT 1119 91 1.1 ..•1. 541 1410 116144 ti •. TC LL 25.0 PSF BATE 12/18/95 • = t a 4 - 1 %i IILILUI l 8y1L014 11(44 II. CLY101411C( 0110 l 141 II 114 /406411 1 10104 CSI4L 14(4111111 414141,011 1 I-. I .1 L - 1%.1 L� drat c0100(1,./0 am 144/ Y I, 44 hi I at40141LY. $1411 K11I111 m1a*III*. 10155 00.1410 1 140. .at Tc 4L 1 • PSF MO C4USR56t 4153520 l7 „id r. 1.. , 1_� I -1 4..1 ►4' K 1 404144//4 un44..r41 La.aaC4P4 11. (0011 Of 0011 S.LLUL K L4ltf01. 1,'09 0000 441100 ' (� K I . \ 1 - J ALPINE G -1 110 10 Lt 14 Lans 0114e/1x 'K AM III "Nil 1 III 1404 PO4e11 tY multi' rump spays: 44)1 j 1 4 I BC DL �l' v� 1 • 0 • 0 0 PSF A-E m \.■ f7t COIHLI KO [4111 M. 150 t 10040 L(51014 010.4014 41101 0150 If 001* 111140 C1I4If 4414 TOT .LO. 42.0 PSF O/A LEN. 27-0-0 • €00.01 0,0101.1005 4 (!.11411 1 4 It 400 1 111 141401.401'1 MPhil IILIIII[tt lft•lf Wino 001 M9ta0 15 'ITCH I J . lI TRl ICS ' -' 4411 W 110i 0104110 i %III 10 110 L01vVEW (1011101* '(MI 41014E 001N1ICM. P 1*aI I F OP Cy 14(4 1 �.FAC. I . 15 ' • TCH 6. 0 12 c'_1 7 J 0 1 t') U L I'1 �,,, ill OM 4, 0 WI I Iasi at 0010 1001 IM 41f OMR 4110. , 451 OK100 10 104 10 10.0 KlU7. q 101 CQ1 111.., I .1 • Wu nut I tilW1 MPS • 1 ' Milatw 0451041 - (CIt cal 1011o0 10010 1' •0:11011 '- OL1.�•• SPACING 24.0' TYPE COI�Ir' IYIIff 1.11 - 17 - II-4r, Joh• 111218 - LEGEND HOMES 930 / T-2 mis awa. PNEpanrn Fiiml C(81PUTEA INPUT 0-0109 4 0111E0I0101 SU1MIf1E0 1)Y TRU61 NFP. TOP CHORD 2w4 HF fISBet. (A) 1X4 113 HEM -FIR OR BETTER CONTINUOUS LATERAL BRACING TO > BaT CHORD 2w4 HF •I &Bat. BE EQUALLY SPACED. ATTACH WITH (21 Oct NAILS. BRACING C WEBS 2w4 FL SLanaarc MATERIAL TO BE SUPPLIED AND ATTACHED AT BOTH ENDS TO A m ti SUITABLE SUPPORT BY ERECTION CONTRACTOR. m' LD CONNECTOR PLATES DESIGNED FOR GREEN LUMBER PER NDS TABLE RIGHT END VERTICAL MAY NOT BE EXPOSED TO N0RIZ, WINO PRESSURE. ° ' 4N 7.3.3. CONNECTOR PLATES MUST BE INSTALLED IN ACCORDANCE WITH THE WI 10 PSF OC LL CHECKED PER UDC CRITERIA. REQUIREMENTS OF t.C.B.O. RESEARCH REPORT /2949. a � ` xi RIGHT END VERTICAL NAY NOT BE EXPOSED TO HORIZ. WINO PRESSURE, a m to .. . 11 •I40 1z. o %1 of • • ES • • :- • XI 12.5X4 . �_$ 00P• 1 r-( Al c k tr. T 10 �V -i : 01 EXPI 12 -31-07 1 1 x4 f!`6 -O _ 1-'- - 11.6. — _..__.___— ,{ . OVER 2 SUPPORTS R»5509 W "5 "8 R11450# W ■5'8 Sge 16 2 ELT- TYP.- A(PIMF ' � 1 GH C l iii SI@ 1 1 — - i- S . A . I t.I I a1a1 w M I MPO AND/ p iri1a i i,'sLW/ l,r1 4l . IP; 4Wil IIEo111 gimp' ca.* 1 iMil 1 1. , 1..1.4., 1 1 l I Ri H Y WARN , , . IC LL 25 PSF Mil • 1-. J014 WI it IIYWIflilt 14,11 ►A$41 I! IN•pl AI:. (hello( Ili 1 , , , 1- . 1 1. r '', 1$.11111x1 Intl urn u,)lr+ ts uc:L 0.1/CO t1I1i41. «1 iu NOON. iat ma CI of u9 uL Ma 013101 ` + IC QL 7.0 PSF GATE 06/10 I0 96 .D , 1 I ..1 , . 1 1. 1 15IlUIE In 14114 I1! 1047,4 IM i IIiI.1y11S 11 pi t IU1 QOM 11S P1C1 1114P 1114P VOWS q MC ' , I +► t I 'I I _1 _ 1 , I .y urtu wIIII , b ,1! WC in • t ,I lV. situ yttl 16 11 1 011 a011 011 114•156 11 1 1D1 `' I !/t • "� , BC DL O . D P9 OfiMl CA U5R481 961i2a06 M 1 1 1 1 1 1 _ 1 c I I 11s 7 NI,! 111C41 111 mit4 lust/ d114cWy ID gum I[li of c u m UMII PC (mum { 1 1 4 P . I 01111 K41g1 1 I \ } 1 ' 1 AI . PI N - ,. loos, sill w111 1 011t S! l4Callll WI OM 4($111 bus 11 x14a¢,a1 KiaWV 11+1.111114 W1/111 DUO BC LL (1J) O , O PSF CA-ENS ZG ! L , ,� A . 1 ' � . ...` L•1 111 51111.1111111.1 I%4, If4 $ 114a•r. WWII SIlI ((uDI 11 n l mtg. 11IW1f1$ atiaCmtg. cu11116 -- 444 TOT.I 11rrr D. 42 . 0 PSF mil (� ! 11NNN11111111��1�11444111���rrrfff11111IS1s1s1HHH (JI i ' Zr. ' I rllhr' I.. ow 1 141 4 /1/11,1:1641 1111Y1a1l11i it 11b I Ir! 1NF /+0111111'! MPil5 ILtrNl11k (0 1414 0/ $l ii1DNLM ,1 1 lows t AU NI 1.111W W 111 11 1Y t.5 kl111 W.I. Ifu list Wiwi Am Na1ig1 1 'u 1 1 10 I,r1$ �R rA�,' { 15 T■ ` I,IIIH lil 1444. 4111 14„11 .lI 11 11 III I.V.al Ii 11., 111! 4II I;IIIf l ill 1411 HMS 1' 1 1:11.11111.101. ArYi1i1 Job: 11211-- LEOE10 HOMES SSW / T -1 THIS DRS. PREPARED FROM COMPUTER INPUT h,OA0S c DIMENSIONS) SUMMED SY TRUSS MFR. TOP CHORD 2x4 HF PISBet. THIS DESIGN TO BE USED WITH DRYWALL OR OTHER FLEXIBLE CEILING y SOT CHORD 2x4 HF PISBet. ONLY. DO NOT USE WITH PLASTER CEILING, c WEBS 2x4 FL Standard :W3, W4 2r 4 HF •ISBet,: In ti (A) 1K4 13 HEM -FIR DR BETTER CONTINUOUS LATERAL BRACING TO : BE EQUALLY SPACED. ATTACH WITH (2) Bd NAILS. BRACING en CONNECTOR PLATES DESIGNED FOR GREEN LUMBER PER NOS -91 TABLE MATERIAL TO BE SUPPLIED AND ATTACHED AT BOTH ENDS TO A Q. ko 7 .3. 3 . SUITABLE SUPPORT BY ERECTION CONTRACTOR. r . MI 10 PSF BC LL CHECKED PER UOC CRITERIA. CONNECTOR PLATES MUST QE INSTALLED IN ACCORDANCE WITH THE tD `� REQUIREMENTS OF I.C.B.O. RESEARCH REPORT 12949. 1. 0 CONTRACTORS WARNING: m w THIS TRUSS IS DESIGNED TO BEAR AND /OR SUPPORT ADDITIONAL LOADS (T) MMWARNINGem AN UPLIFT REACTION OF -5320 OCCURED ON ea DC AT SPECIFIC LOCATIONS. PARTICULAR CARE IS ADVISED DURING A NON -WINO LOAD CASE, SPECIAL CONNECTION OA HANGER IS w INSTALLATION TO ENSURE THAT THIS TRUSS IS ERECTED PROPERLY. REQUIRED C ANCHORAGE MUST BE CONTINUOUS TO THE FOUNDATION. ° i Ul SHIM ALL SUPPORTS SOLID TO BEARING. —I ccn 5X6 1 -D ---r-G7 ,,,,,R., . t ,,al t 15x. 'ssN'sssNi 1 . ORNION %, IA) • 19 �C. t VI a.�x4 IA) W4 A) xe ' fir /')N w ' G � * 3X10 l83) a 7 \/ 4/7/ W3 �1 1 . 7X6 2.5x4 k � 1 •34'10 . - (T) � 19 -A -12 17 -5--4 ~ 1-Ititib 37 -0 -6 - OVER 3 3 SUPPORTS 11■15031 W R- 220111 W.S'6 Ra 5 ZI# Wore Se.: 16 1: P T TY' - ALPINE _ N C' ,. I ■ - - ;• 7 . I .. �, • c.1 1.J r=1 . . a 1- MMIMP0RTANTRM'Ilwt. +q rI•alw I M nu M tsn� tl/ f'niU I h Mlr`' i t1 v 1f III $lIV111qc WARNINGr:,,I,:.M t " ; -4 •lO TC LL 25.0 PSF REF 85111 -"4nee r I . T � , -I :l -1 c ,� (,Intl,., s.,,N wt, uswt to lira t1tElfI:11M u1 Am 0411111:. stO I•IS al of U•I, tee MIA Oeaux I T '?1\it TC DL 7.0 PSF ,SATE 06/10/96 Z-Q , CJ .4 CZ, I. 1 ;ARUM Ill M11tU t0 MAI 111 W OM I.1 144 AAVIIIN1tt WICIII frw -'mot *KIM It ' 1--� t_1 , c 1 L pouf GORACClu41 AI* Ma Gf TOGA *UV. Stall Nttlats ISM r,u(,rtI suss 011enrlle I.A+ItlIN4 IO j 1 i�t ' � 8C Di 1().0 PS?* DRk Ce�lael ee+aasos u 1� Ern r: 1 U'. WV) twirl is lollu AMA Co1a51(, to ktan tart of flUU SMfll ME IA1ENIl WW1 Om SAWS A LPINE RN% wo.M1La tdI V{lIcI LaLldU Oa III, 0.0 PSF CI ZG Q� n l7 1"'7 9 0CSCGY kV /ffl0I It to ICI[U Pt sickroom. . b'31 CWIp • 'b. BL: Ll. (U) L., _ ca Ceooff lolS Y{• oft 110. {IS a pOt S. M•ICII ,uldatan .1n1.••.Df,•lf •luttkd .1110 FRB ,•O -- TEE TOT.LD, 42.0 PSF Orli 1� R TR(1. f tq'af, Mq 1 tl / U &l 11111Vtsll..t R Wl c ATI tN tlulHluy WON. III/Mk Vf Ifalf1111 fUM Mina MI ( a. TAI S It . fLIIS 10 IIr CIy4S'I.tltl Off WAG tltNrAll all( Minor tI f CYg1 ES 1X19 1 ' -1 r n-, 111 III I I 611•:1 INS lit ,•I,t1 AIM IN ill nil IN X61. . vvIL4 III lit II/JSS f •I Cl.lt►tt'Itul �;, oU!T i _ 15 __ _ TRIO ONG. PREPARED FAOT4 COMPUTER 111P0T 1LOADS 01110011014SUMMED 9SUMMED BY TRUSS MFR. v: (1218 -Lf6EN q HO 99 B! / 1 0111001101491 CT IF CHORD 2x4 HF 116Bet. 2 Complete Trusses Required F _ -.S Tr IT CHORO 2Ms FL SS In WEBS 2>ta FL Standard :W3 2)cn HF >risget.. NAILING SCHEDULE: t0.131K3.09sai Is? 3) c D Li TOP CI 1 ROW 0 16" 0 - . INNECTOR PLATES DESIGNED FOR GREEN LUMBER PER 1105-S1 TABLE Bat' CHORD' 1 ROW P 6" o.c. O1 RI 1-.. 1 WEBS : I ROW P 4" b.c. -.. tD 3.3. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS FA to )NNECTOR PLATES MUST BE INSTALLED IN ACCORDANCE WITH THE IN EACH ROW TO AVOID SPLITTING. of w Ti :OUIREMENTS OF I,C.B.O. RESEARCH REPORT A2949. " THIS GIRDER DESIGNED TO CARRY 25 -06 -08 TRUSSES FRAMING TO m � , BOTTOM CHORD FROM ONE SIf>E AND 02-00-00 FRAMING IC/BC SPLIT ru ITt l ALL HEM -FIR SPECIES MAY BE REPLACED BY FIR -LARCH SPECIES OF FROM OTHER SIDE. m if SSE GRADE. M m li 3 -1 b c H 51(5 tRI .. — , ` 0 ED PROF A Pc n . / OREGON 3x • l(8 t�. � � ?1 EXP. 12-31.91 ° `--= J s..7,7=.. 4xa (83) axB t831 _ -- _--=-..,. :1 _ — (p1 3X10 8KB 3X10 Y 6 -6 -0 — -tom 13 -6 - 0 • • OVER 2 SUPPORTS � 80486411 W'5 "13 Rtl4O646 WuS'8 Se4: 1528 PLT. TYP.- ALPINE _ DESIGN CRIT UGC • I 1 ••• .- '''V 7 3 5cAI `3750 E - , 0 1:_1 t= la 1_J MN IMPORTANT " 1, ' It»I ' "oodo 0'. WARNING" 1: IC LL 25.0 PSF REF 8561- -47565 : W SIt b1 l,i 14s►4rt,tU.E ren Alt Ih IM1Ali16 it1Ett)aM AIr7 G `o• (-I r 1 rE41r1i(N r1C1/ nut R1t16" oft view s"itrrictllfrlG on to swim. . r), rli IU or Wu at ner rate•! 't TC DI 7.0 PSF OAT 06/10/96 11� 'm1 C. GATT MO II roaa OF V153 III relslMwalI} 4111 PI. 1 miItI toKIR PinyMEM .mGN.4 Rt I r 0 PSF p�N CAU6ASat 9 O162sD0 ■ C 1:.) t...! ,lull" QOMarcitro or: r;LO or 204.1 utv. surf. HUMP; R. UIM 1rI'rlulls. oa)Es% II tRM1% 113KAnl, la t iiiii t BC R A 0 L N. C p L� O a ae1) (A) i. 1 !gaol At NO U IEO. ,tt tLitttlr!R. tr CsGR MUM Of malt MM II LAlLPN WW1 1 1111 PALM I PAL . ' -.l ALPIN t,....) 111X1 MO U.Ir3) rultedIY i .:tllLI at INR IIIr6v 1. An 11 No I.r AIIhrt0 "I RAM GItII'P . tolImo afro * %if ., BC LL 0.0 P5F CA- ew,tECOIn Pee owwrs 1 ». 1M a urt -r. IRMO SIlV ON rut wyitl&f AMMO 'IMO COIL lal •- itt TOT. LO. 42.0 PSF a il% ( I N �I , — pump, Maws tou fr 1I v w: a If "I ur'ulttM ZI"et t110•401.. wmlO 11/1/1011 r1r Inar Ra Il Ire: t. I TRUSS r 0' . ells pl.AWIM twlIS 11 IIF raft/4M nt "NteC. I <Rt MOM ►anlr'nul. 'Or • cNr r. a '°aaJ1� OUR .RAC. 1. 15 t -I s n: rtr. au alai ;Oh K 1. :E% III, WWI Ill Iw anc v.v. t't IO Pt 44414 tie :a!! E 1. cr All(111t OB: LEGEND / 293 THI5 DW P AEPARC( FROM COMPUTER INPUT LOADS & DIMENSIONS{ SUBMITTED BY TRUSS Oil, TOP CHORD 2X4 FIR - LARCH /l TC X•-LOC L -R: 0.29 4.47 8.50 12.59 15.71 n COT CHORD 2X4 FIR -LARCH Il WEBS 2X4 FIR -LARCH Standard •BC X -LOC 1-11: 0.29 0.50 16.71 c y CONNECTOR PLATES MUST SE INSTALLED IN ACCORDANCE WITH an BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. >o fz REQUIREMENTS OF 1.C.8.O. RESEARCH REPORT 12949. tit 'N PLATES DESIGNED IN ACCORDANCE WITH I.C.8.0. CRITERIA. °i ` CONNECTOR PLATES DESIGNED FOR GREEN LUMBER PER NDS i .` TABLE 8.1B, , a VD a o m . • of w a I- . ,A W 1 3 • xi 4X4 11 1, .uu, • 4- TI ,f r.: ,... „..,,,,,.... . , � r 1+ H 1 � 2.5X4 2 ,5X4 12 ' v ".:-.-,' ,' 9 ! Igt A ., �. farina 1.2 # 1 e.00 N8.00 ° 3X4 (Al) 3X4 (A1) 5X6 IMIN a sr a MN 1 -0 -0 8 -6 -0 8-6-0 1 -0 -0 a ilm * a n . X 17 - 0 - 0 OVER 2 SUPPORTS -- " a P.7581/ N- 5.60' A -7371 N- 5.50' PLT , TYP. - ALPINE SEON -- 9197 �rrITI/s. REV 5.6.5 SCALE - 0.37 0 urac VioritiPiftl ra//IA;1S. Irc. TMfll[s Lfa11fit retaUF Cf '<4 4$41 0 . SIGN CPU: UBC IIEF 8561- -2•5031 o 1, ma o r1 =2 14* IMPORTANT PI M aau ml Of sesmiatal c ran or( WARNING 111 MALIN% [q[ci1W NO N5 p( n G [J C••, •VifliOS /NA 1 aisliN on 1rsr slrclflcM1W W I,111 -13 Y. WI OH AOUY. AU 14111.111 /if pfs. Me IM6 c 1ELIM Q /r , ' i L 25.0 PSF ,DATE 03/ 04 96 (Z$ - ( J r- /0.11.1104 I9 W O Tin II M/1 IN (OfD e11N 1 111!1 It 1f( PM f001t1/I /L N10IK ! N4'.01 H 11'4 K `V 1-.... 1.-M r - ' r..n API't CrINECTINK Hit INK if MK pµ1. intl. /el►LMi Writ w"PIC /Le, 11 /1,11s oirtHflM 100ic.1E1 fa. I L 7. 0 PSF DANG CAUSA55I 99054 003 [A, = .- G7 MS P1 1 1A P I /s WIC0. M UPffft10P! f0 MI Mt If DWG $ U. H wawa. mato AIM ►/C.TH (� �.r! T f'�f� ru a ALPINE O INb! uf> 1Ni Cls alarms( !Orin I I Mli magi Masai IS .ITAP[f ILTM//0 Y1.INI MTV 4 [Irl,n % 1 (U) 10 • .+ PSF CA- TSt7 1 C ll� m ` /uriti!•JA$ /P dN,1111FS 111, 100 I If.A -r. WOW tumulus r11N ISgarf.T ill0ara mIrI, cuL1/.6 -• sat �,p ,I�.wf �1 t Dt►,.Ob/ s /Yfa ILAILF aI10 Ir/II Y1S 111 f0! $ sal Sl . ►s [Mlitla 01.1.11f ll( 17th Wan (Watt ro {/ 0 nlltlifl 1' TQ . LU. a� . � P5F 83 TRUSS /rAt /f pits wA111At wafts l0 116. caoaa a watalf AM wafts. Aa►s[cAliOU nosily' sily' II c4vf tf Iti5 cip Ol. • T, ry . �' , FAC . 1 . 15 .- , 0/A LEN. 17 -0-d PITCH 8.0/12 Ili MI. 1J 101 f. 101 001 It Pt111(0 LfW In Pi NiIL% ILl. !tiro' 1% tt[ MI5 111( 10H OIHUMQIA• Jr' J PAC MG 24 , 0' C - G7 = C" 47 7 C_l / � q/' ...NI • tWSI 11411 maim. an - MI 'alma p'alma Erma Erma stciryNLStn rfW� pa f , TYPE CDI+IN f 7- s) 7 1220 - LEGEND / CAMB. 2A - 11) THIS 0116 PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS HER IP CHORO 0x4 HF O1&Bet. ROOF OVERHANG DESIGNED fOR A 2.00 PSE SOFFIT LOAD. IT CHORD zx4 FL S 2x4 HL Stamford 11.Bet. IA) 114 f3 HEM -FIR OR BETTER CONTINUOUS LATERAL BRACINO TO ti WEBS EQUALLY SPACED, ATTACH WITH (2) ad MAILS. BRACING L I n MATERIAL TO Of SUPPLIED AND A1'IACRED AT BOTH CLADS TO A z z )NNECTOR I'LAIES DESIGNED FOR GREEN LUMBER PER NDS-91 TABLE SUITABLE SUPPORT UT ERECTION CONERACTOR. N LD .3.3. RIGHT END VERTICAL MAY NOT BE EXPOSED TO HORIE. WINO PRESSURE. )NNECTOR PLATES HOST BE INSTALLED IN ACCORDANCE WITH THE EOUIREMENTS Of I.C.B.O. RESEARCH REPORT 02949. NOTE: BC CHECKED FOR 10 PSf ADDITIONAL LIVE LOAD IN ACCORDANCE WITH TABLE 16-9- SPECIAL LOADS (1994 UBC)• km. w , RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24' O.C. N LUST BE PROPERLY ATTACHED 10 111E 11011OH CHORD. - &X4� 3 IoTE: ALL HEN FIR SPECIES NAY BE REPLACED BY FIR LARCH SPECIES OF THE SAME GRADE. It 4 TRUS -WAY, INC. c 414144, . 2.5X41 P.O. Box 6005 D Vancouver, WA 98668 li H (360) 780.1470 r 2.5X4011 H 6-4-3 (: 7 o`2 A 0 -4 -3 • - _ 4.8.0 - 3 (AIM 3 X 5 " 2.5X4° 4 ' 1 -9-0 _,I.. 3 J y � I— X 11 1---- 16-6 Over 2 Supports R -177 W -5.5' R -677 V-5.5' . PLT TYP. A1'I e TP -9 Des 'n •terla: UBC 'Asrrrl" WA tale - 5" Ft. I] C1 I=1 C CO I 171 *"'IMPORTANT"" ILPI*I II0a0t0 nouns, INC. WARNI r "°`scs 1t0UIOC cttu c rr t TC LL 25.0 PSF REF R56 L- • 24968 10au MN rC usr00iou raw AM I1 maim. Wimp 1400 is ' / o TC DL- 7 .0 PSF DATE 01 29/97 :01 0 o Cl O 00 1141 telr crslfl a 111111 1r(CInl►T: /1:, v Nn MK+las, Kt all 01 rY lee ul su [Ills 141140 d p p C7 CZI moon to 00110 on 101n1 IN cwranwlt 11+1 III rot SQt1I00s. Mein plowroEM noon IC C3 CI C1 CI I nom moor 11411 on ono 0r ono Mi. Mara. NMI* PST* anitnues. ions: ,tlto4lsc Homan). too BC DL 3 0.0 PSF DRW CAUSR561 9)029009 µh r.:3 g C_1 ED 1040 0tH Eittri IS 5110. anlr 00.00014: 10 tones C or 41m0 wuL 011 (.MINILU 000100/110 005Th !su 8C LI 0.0 p$F CA-ENG DCJCWC \ G3 E n Huss r,0: W I 1110 S 111410 Oceans ow 1101 OCOIGI. 101101/41 a MAW room :14(0111$. 10110111112111 • C-3 ALPINE l"u"`'ats an 010 114. 100 0 1raf- GUM 11wOr1r1 ono nano ninny 111410 ICLCnro -- MC DNE v TOT (). 42.0 P$F SEAN - [4402 C� ClIrlel lrJFrl.ltal(C 14011114W w 104 s fn. al rugl(FO�i mom tupe 1M. loam (1!1/91: rag N9sf1 1, a f ^ v all ( y t 1 �( f/ C] \ 1 � 1 :1/l as ,W1 0,111100 YftIIS 1$ tIt lD1,0 NM= 1010 0444 tl 0Fh.ICt1I0I. UNION a ton :r OHIO 46 d TI ` U � [�t I]UR . F . 1 . IS FROM KTC TRU5.S`' 00 at NIL I LO vr Nt 0!100 M. nr I1 O [111 TO Mr 11v1: (01111011 talturOea, tI�AU vi. ?4.O" .. • .... • •.. -..., ,....... ....Intl e NW 1aa111u11IN r � a SPACING (1220 LEGEMD / CAM). 2A_• III__ THIS DMG PREPARED FROM COMPUTER INPUT (LOADS i DINENSTONS) SUBMITTED BY 'TRUSS IWR EOP CHORD 2x4 HE 4l6Bet. ROOF OVERHANG OESI€NED FOR A 2.00 PSF SOFFIT LOAD. 90T CHORD 2x4 HF /1lSet, WEBS ?344 HE 'Meet. :W5, W6, U. W8 ?xi FL Standard: (A) 1114 93 HEH-1 OR BETTER CONTINUOUS LATERAL BRACING TO c_, BE EQUALLY SPACED. ATTACK WITH (2) Dd NAILS. GRACING D D M TO 8L SUPPLIED AND ATTACHED AT 11011 ENDS TO A z ro CDNNECTOR PLATES DESIGNED FOR GREEN LUMBER PER NOS-91 TABLE SUITABLE SUPPORT BY ERECTION CONTRACTOR. NID 7.3.3. t0 LEFT END VERTICAL MAY NOT BE EXPOSED TO I10RI2. HIND PRESSURE. .kD CONNECTOR PLATES MUST BE INSTALLED IN ACCORDANCE %ITN THE REQUIREMENTS OF I•C.B.O. RESEARCH REPORT 42949. A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24' O.C. all MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. GAY NOTE: ALL MEM FIR SPECIES NAY BE REPLACED DV FIR LARCH SPECIES OF TIIE SAME GRADE. NOTE: BC CHECKED FOR 10 PSF ADDITIONAL LIVE LOAD IN -CO ACCORDANCE DUN TABLE (6-B- SPECIAL LOADS (1994 DSC). � C sx6+ 4xaw TRUS•WAY, IN P.O. Box 5005 R-< a . a Van couver, WA 98668 (300) 750-1470 1-n Iiir P 11-4- UV* c 2.5X411 6 N7 �. 1 - 2 l 4 1 s.0 -D 7x6p 3x4 ft `s - '- "tip' 2.5X41 3X4 j ;fir° 1 . R -949 W -5.5" R -949 W -5.5" li . 1-0•0 ( -0 •0 f 2.11.121 17-6-4 _.,i 1:4111 !:!!'" -- 2 0 -6 -0 Over 2 Supports - ri lm ! PIT TYP ltine TP -95 4's it Cri • RC T•;t W: - - - - al - l: " t co Cm in 1=3 C1 C1 "; IMPORTANT" k l µ «ul t c(0 1 10 1 0 00 MUM. imt, WARN' 7* Kola MOW OW tmli 1 C, ^•0 TC LL 25.0 PSF REF R561- En © C7 C] 411011 01011 OTtIW a 11111 ctaulclrtal4. E1 Nn r f[[ w eft sr 44 01, nt i011 DIfItA ►'' TC Dl 7.0 PSF DATE 01/2919 • C3 0 C� 1 = 1 unlit 10 HUD in mu t0 101 ■111w1f 00104 VI rOt 010I110Mt OfRM It1MNrr1 111(NN1 H pp t C] 1:=1 En 1=1 1L00011 ►A1 0131 p 100E 0w1. SIM WEr10O 001M 00111MNrf. Ol.tftt01Ht1It( IMIC11t0. 10P BC DL 1.0 .0 PSF W DPW CAUSR561 97029010 W O to Ct Li ••01 all RCM AS 00110. NP11 (0N0IC11101 10 EON FILE OF CN010 malt ft 1.U11AKt pump KR 010000 ¶000* IM untsl Orl{(0YI1m Iu1101 tM 11I1 0111/0.'011Tlo1r LT /r11C1[0 ni0100 i11EAT IH0. (01100 COt /0 BC LL 0_ PSF CA -EKG DC CWC N co ALPINE [� 7:0",,."7„:",. l /Alm 04 01AYIOtt 010110I 1{f OF 1 I /001 1 •1304U D15t1/0 IMOtO[t0'S 1f101100W' $1l1Yt It11J1OIGtr tw)4) 1 T1 IAC /l[ 0iIlr1610r111I1 Krf1 1Y1 •. ►1NU 1tm O TOT. 10. 42 PSF SEQN - 14406 V . Ca `I / 11-1 \ - \ M ILK Ell 1011 01 PPPElt1 440 101 10MHOCYT 01f1t010 rr m lt 'Wilco 1,14.1011M 000110 A COPY or 1011 -j � • .. `0 DUR . FAC . 1.15 FROM KTC 4T R U S S r� 10 01/44' 100 001 1M OTI I(0 0P00 l0 11144 MI%l 011. 0E51E0 10 1440 taunt 111t1ri0P 10x10uei01. 44 N V ' 0\1* L +' • - -- - "`, SPACING 24.0" • IT M ST 7- 0 I 44 Misc. Structural Calculations (Misc. Framings, Footings, and Lateral) For Legend Homes CAMBRIDGE H 'A' \����� I NR�F�( �' 4, 395 ' _ , �y OREG4 f/ R. FROE i 22, ,�� ,z,, � * • 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. January 1997 Job Number - 123.0 -97 FICI E L These Calculations Are Void If Seal And Signature Are Not Original MAIN OFFICE =I CENTRAL OREGON 6969 S.W. Hampton Street 94 S.E. Wilson Tigard, Oregon 97223 Bend, Oregon 97702 503.624.7005 503.383.1828 • ,.. ... ■ r )ZZ\ 9 • me , x 2 LOD. TRIM/ - . ,,. . . . • , . ., . . . . , . - ' . . . _ . . . . I III Meli a Mi ME ir NM/ le - NM/ II ,R AND RONT ELEv I ''' . • :•,,, ... '. ' V...,,i,' [ r . , ANG III!!! • = ' MIMI - -, , ' ,• _ — — _ .-.. "A - 3 111.1•111' Ell•MIll . -;?%/1111111.1=111=111, - • — t ' - _ — __ _ s-..— 0 , • , ir , • , • • r , ....., . . ... . ... .. f A -----....„--,,,t..__ ' •• „,, V.—Y. , J.'"1• - M ,,, ZI:' , .r. / 4 , 1 '+''; . • . , . , •,. . '- - .. - 4:,14. ,‘ ,s;7 , ' ' ; MIME. MM. • • ' ilall 1 • 7, `” •; , s; s , '.' ME ME 1.1 . • '' , ' : III III L Pi,,..,' •:. , - , 1 ---- i ' --:111.IIIIIIIIIlq ,,,,,, nasnum L. '""'"1 1 ',' :Val 1 r••■•••-• , " • hti. 11■:niraTe MISMIIMMIIIMII I I I I I M MX I:raj Nil 7 , ■ I I 1 wl a i Mr, 111 .m..... ,,,1 i /■, ........• am* r... - • - • I 17' 1- •...... -, CI I .1.1011MOINIM i 111=11MMIIIIMI IIMIIIIMME• II,•• J OMMTIIIIIIIIi ......t , ...... 4 ,., : 1 ..1 ■.. t.. ..---■••••----■•■••■•■•••-■••■ww..■ 11,.;',Ii um trainra r----:.,.: , = = = id.... . , ROUND COLE/ r / II — • I Er 0. BRICK REDS. I / in OS OE r ' 1 DI J ' 7 i, 0 FRONT ELEVATION PROvIOE A TOTAL 0 ATTIC AR.EA vENPLAT,ON \ .... N .. . . . . ..... -..,......., ,,, • FROELICH CONSULTING ENGINEERS, INC Z client: Legend Homes project: Cambridge= PrI project number: iv , o -o1 date: 3-4. FT E IL LB E 1M K := 1000• LB IN :_ .0833333• FT KSF := K PSF KSF 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 FFR := 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 ft = t psf - t pcf - I -1 (Lo SNOW DRIFT & SLIDING CALCULATIONS W b - 50 ft Horizontal dimension of upper roof ( 50ft minimum) h r 8.5-ft Difference in height between the upper roof and lower roof P = 25 • psf Basic ground snow load hd = 0.43 + 10 - 1.5 hd= 2.35 -ft THEREFORE: hd = 2.35 ft (Maximum height of drift surcharge) D = 0.13•P + 14.0 (D< =35pcf) D = 17.25 •pcf Density of snow Wd = 4•hd Wd= 9.41 OR C = .7 I =t.0 P f = C P P hb = D h -hb Check = 7.38 > .2 then drift loads need be considered hb hb= 1.01-ft h =8.5 -ft Wd = 4-(h hb) Wd= 29.94 -ft USE: Wd = 9.41 ft (Width of drift) P = D. ! h d h b i P m = 58.09 -psf (Maximum intensity of the load at the height change) Pd = D•hd P d = 40.59 -psf (Maximum drift surcharge at the height change in addition to base) • • NI. y I t . 1 • 0 µ © S!'�'. FbT112 AT EA DO C4 3L1CL. v # ATD ALL SPLICES AT D'J .EAT r A4 '.. '4np A REAR WALL t r 4- }. Aril An sr. .�.� -� • . Q 2 x 6 F LAT CLOCKMG uY (2J e Y'+e. c 616 STRAPS ra OWL 1 I � � J ! + I I r...i..-+a ri • 2 x � -R i s at �•oc -? i 9 2pt 1O pLR jOlO I I t ' 4xIO = R 4 i xr•1 , t 3 Ur x � CiU- LA-t. S .' 1 1 4 x b . .. ' •' i Fowl 11:::/'.. ^, ..,./ , ' i ! ; (Flt.0.1) 1� " t: . ' 1 •} ':''.4.*: 511•+4. u 1 I - [� 35a y .�� r 1 :� i rE CU. volc Ems• i 4 , m t � I � i d m� i t I I I ' I � I I - �..... 64C... .c 4 4(..41 :.. T 2 ! - n n n J _ L ., 0 17 _F T 5' OCR O W (21 O CS16 STRAPS x 26' LG1J6 �I + n t L ...„ 11 1 . J 1 M i. - - ` - 1 I ', I µg... 4x10 2x1 F.' 't t..• IIt ale 1 -i +" j /I 4 10 SIC i � I _ - ! I _ ='F .� - I I I I II +'c // ; i ICE- .`.{.i G T - y • ___ r :.._' ='i.: : +,4 .• 5 1 0' - 22177:L41)1 4 .^ - mz + l sx u - y C i NU ' STAIR 2 II - - x t JO to. .t V.•.c -. /'�.. h 1I STRINGERS " Q ,6't... g `. ,6 • Li . i .....; ■ • / 1 L I ]' • ' �� � —� I —� -*� -- -SrP MSTI453 - EA. END Co NPR. 2 I I b ti �•�'- T`k j .3 VD x•!! V1' GL4 -LAH —� 4 u SEAM AT 4 - 1 It X • -�' • I t{ j . -- iW SNIP. MSTIII P . f-11.:::::::::: - . ^Q- ." ; I IV' CIA. COLI ' 5,(4, 7TST16O I y 0 *---= I 4 X 6 GOLS. - ..t - ■97T. DG.. ►• . Eeill' 3 SECOND FLOO F ,a1 1INC PLAIN A4 J4' I' -p• 6 CJ 6969 SW Hampton Street CLIEN PA 1 • TIM R Tigard, Oregon 97223 K FAX 503.624.9770 PROJECT: FROELICH CONSULTING 503.624.7005 0 94 SE Wilson • Suite 105 PROJECT NUMBER: Bend, X S Oregon .383.7696 NGINEERS,INC 541.383.1828 PATE BY: Wix, )lo, ) IPPACI h3.5 x 15 psF = 2'77, s sti : I5•51 x x r = 4Gz } q� u. s2 : ^2 %;3 x +— •• _ '1 r1• + '- 1 r = h3, 27 r �. cox. id ,sue t4! + I5 p dap r^'G F 3 + 012A PT 0 1 yf " S 9 . 2 7 rr'? l 4- I • 1 0 6909 SW Hampton Street CLIENT: PAGE / • } ' TIM R Tigard, Oregon 97223 ■ FAX 503 624.9770 • * PROJECT • 4 FROELICH 503 y; ❑ 94 SE W • Suite 105 PROJECT NUMBER CONSULTING Bend, Oregon ilson 97702 AX 541.383.7696 DATE: E NGINEERS , INC F 541 383 1828 • BY 1 bc. = 4 +e = l ' 's 2 - SL, : 4-• s X y s rP = 1(2 5- ) -- PI- -; 17 , 33 \C7-41C 1 T.L. -D (- - = 93.�3r� Iit" : ')- Lx1.0 pl... -; I.o''L + 517.S s L - � Pe21 S L-= I.av- .. 1462-.5 = 7.,$!o ' I h1, : Ig.s x IS r5F = 277,Sr -A- \ Fe- F e,l4•s 4l. : is, 5 � A 2S lnO w. = 46L.sr, w M.11111111111ffirla y_= 5 :75.1 ,,,. k' P = 7 4-. pLiir 1 M E W t..4..., . S•-1S x4{-o F ° Z.- 17o c-t. J {'L'"v Di- 7. 4-5 / , L V5 rf, = sys . . / ■ ' '7 Z w"""- ta... = + I x 15 4- IS 'A- 11 -r's , 24 orv ) ( 240 r 4 L. = 4. 7.-,S + 2'x 317 >�� = 16 C= t ..,,=" ....„.. 7t- = 1 r+^rr r w f 1, ) 4. f / 1 I(. �y� .. 5�s 'wt., c-)1...- Imo- '75,13 f . o � b� :. x 13:5);".2F- P _ �4� � = z �t.t� J �'`� &4 t13' o �- IA.- ,. S•'7 5 ; x T BG . 2rFrLC= = 4L- = 5.7s x r� 1 J Ai 171 11 1 �` I • W o o d w o r k s - Software for Wood Design . File Name: FJ1 Woodworks 1.Oc 28 Jan,1997 15:38 COMPANY I PROJECT Froelich Consulting Engineers, Inc. I LEGEND HOMES 6969 SW Hampton Street, Tigard, OR I CAMBRIDGE II 'A' Phone: (503) 624 -7005 { 123.0 -97 Fax: (503) 624 -9770 I Floor joist 1 DESIGN CHECK DESIGN DATA: code: NDS -1991 type: Joist database: All material: Lumber -soft lateral support: Top= Full Bottom= @Supports total length: 16.00 [ft) repetitive factor: applied where applicable. INPUT LOADS: (force =kips, pressure =psf, udl =plf, location =ft) Load I Distribute I Type I Magnitude I Location I Pattern 1 I 1 Start End I Start End I Load 1 1 1 1 I 1 Full Area Dead 13.00 (Tributary Width = 12.00) No 2 Full Area Live 40.00 (Tributary Width = 12.00) No Self- weight automatically included. Custom duration factor for Wind load = 1.33 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * DESIGN SECTION: D.Fir -L, No.2, 2x10 @ 3.854 plf MAXIMUM REACTIONS and BEARING LENGTHS (force =kips, length =in) 16.0 ft 1 I I I Reaction 0.45 0.45 B.Length 1.0 1.0 SECTION vs. DESIGN CODE (stress =psi, deflection =in) Criteria 1 Analysis Value 1 Design Value I Analysis /Design I 1 1 I 1 Shear fv @d = 44 Fv' = 95 fv /Fv' = 0.47 Bending( +) fb = 1021 Fb' = 1107 fb /Fb' = 0.92 Live Defl'n 0.37 = L/515 0.53 = L/360 0.70 Total Defl'n 0.61 = L/315 0.80 = L/240 0.76 Bending( +): Crit.LC#= 2 CD= 1.00 CL= 1.00 Cr= 1.15 Shear : Crit.LC#= 2 CD= 1.00 V @d= 0.41 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: FJ2 Woodworks 1.Oc 28 Jan,1997 15:37 COMPANY I PROJECT Froelich Consulting Engineers, Inc. I LEGEND HOMES 6969 SW Hampton Street, Tigard, OR I CAMBRIDGE II 'A' Phone: (503) 624 -7005 1 123.0 -97 Fax: (503) 624 -9770 I Floor joist 2 DESIGN CHECK DESIGN DATA: code: NDS -1991 type: Joist database: All material: Lumber -soft lateral support: Top= Full Bottom= @Supports total length: 17.00 [ft) repetitive factor: applied where applicable. INPUT LOADS: (force =kips, pressure =psf, udl =plf, location =ft) Load I Distribute I Type I Magnitude I Location 1 Pattern I I Start End I Start End 1 Load I 1 I 1 1 Full Area Dead 13.00 (Tributary Width = 8.00) No 2 Full Area Live 40.00 (Tributary Width = 8.00) No Self- weight automatically included. Custom duration factor for Wind load = 1.33 DESIGN SECTION: D.Fir -L, No.2, 2x10 @ 3.854 plf MAXIMUM REACTIONS and BEARING LENGTHS (force =kips, length =in) 17.0 ft I 1 A i 1 Reaction 0.33 0.33 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 I 1 1 Shear fv @d = 33 Fv' = 95 fv /Fv' = 0.34 Bending( +) fb = 794 Fb' = 1107 fb /Fb' = 0.72 Live Defl'n 0.32 = L/644 0.57 = L/360 0.56 Total Defl'n 0.54 = L/378 0.85 = L/240 0.63 Bending( +): Crit.LC4= 2 CD= 1.00 CL= 1.00 Cr= 1.15 Shear : Crit.LC#= 2 CD= 1.00 V @d= 0.30 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: FJ3 WoodWorks 1.Oc 28 Jan,1997 15:41 COMPANY I PROJECT Froelich Consulting Engineers, Inc. I LEGEND HOMES 6969 SW Hampton Street, Tigard, OR I CAMBRIDGE II 'A' Phone: (503) 624 -7005 1 123.0 -97 Fax: (503) 624 -9770 I Floor joist 3 DESIGN CHECK DESIGN DATA: code: NDS -1991 type: Joist database: All material: Lumber -soft lateral support: Top= Full Bottom= @Supports total length: 14.50 [ft] repetitive factor: applied where applicable. INPUT LOADS: (force =kips, pressure =psf, udl =plf, location =ft) Load I 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 Area Dead 13.00 (Tributary Width = 16.00) No 2 Full Area Live 40.00 (Tributary Width = 16.00) No Self- weight automatically included. Custom duration factor for Wind load = 1.33 DESIGN SECTION: D.Fir -L, No.2, 2x10 @ 3.854 plf ***************************************** * * * * * * * * * * * * * * * * * * * * * * ** * * ** * ** MAXIMUM REACTIONS and BEARING LENGTHS (force =kips, length =in) 14.5 ft I I A A I I Reaction 0.54 0.54 B.Length 1.0 1.0 SECTION vs. DESIGN CODE (stress =psi, deflection =in) Criteria I Analysis Value 1 Design Value I Analysis /Design 1 I 1 I I Shear fv @d = 52 Fv' = 95 fv /Fv' = 0.55 Bending( +) fb = 1099 Fb' = 1107 fb /Fb' = 0.99 Live Defl'n 0.34 = L/519 0.48 = L/360 0.69 Total Defl'n 0.53 = L/325 0.72 = L/240 0.74 Bending( +): Crit.LC#= 2 CD= 1.00 CL= 1.00 Cr= 1.15 Shear : Crit.LC#= 2 CD= 1.00 V @d= 0.48 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: FB1 woodworks 1.Oc 28 Jan,1997 16:14 COMPANY I PROJECT Froelich Consulting Engineers, Inc. I LEGEND HOMES 6969 SW Hampton Street, Tigard, OR I CAMBRIDGE II 'A' Phone: (503) 624 -7005 1 123.0 -97 Fax: (503) 624 -9770 I FBI. DESIGN CHECK DESIGN DATA: code: NDS -1991 type: Beam database: All material: Glulam Simple lateral support: Top= Full Bottom= @Supports total length: 20.00 (ft] INPUT LOADS: (force =kips, pressure =psf, udl =plf, location =ft) Load I Distribute I Type I Magnitude 1 Location I Pattern I I I Start End I Start End I Load I I 1 I 1 1 Full UDL Dead 58.50 No 2 Full UDL Live 180.00 No 3 Part'l UDL Dead 74.75 74.75 5.50 14.50 No 4 Part'l UDL Live 230.00 230.00 5.50 14.50 No 5 Part'l UDL Dead 277.50 277.50 0.00 5.50 No 6 Part'l UDL Snow 462.50 462.50 0.00 5.50 No 7 Part'l UDL Dead 277.50 277.50 14.50 20.00 No 8 Part'l UDL Snow 462.50 462.50 14.50 20.00 No 9 Point Dead 1.94 5:50 No 10 Point Live 2.46 5.50 No 11 Point Dead 1.94 14.50 No 12 Point Live 2.46 14.50 No Self- weight automatically included. Custom duration factor for wind load = 1.33 DESIGN SECTION: V.G. Western, 24F -V4, 5.125x19.5 @27.760 plf * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * MAXIMUM REACTIONS and BEARING LENGTHS (force =kips, length =in) 20.0 ft I A A Reaction 12.50 12.50 B.Length 3.8 3.8 SECTION vs. DESIGN CODE (stress =psi, deflection =in) Criteria I Analysis Value I Design Value 1 Analysis /Design I 1 I I 1 Shear fv @d = 163 Fv' = 190 fv /Fv' = 0.86 Bending( +) fb = 2192 Fb' = 2642 fb /Fb' = 0.83 Live Defl'n 0.49 = L /485 0.67 = L/360 0.74 Total Defl'n 0.93 = L/257 1.00 = L/240 0.93 Bending( +): Crit.LC#(= 2 CD= 1.15 CL= 1.00 CV= 0.96 Shear : Crit.LC#= 2 CD= 1.15 V @d =10.87 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 13 , File Name: HDR1 Woodworks 1.Oc 28 Jan,1997 17:10 COMPANY I PROJECT Froelich Consulting Engineers, Inc. I LEGEND HOMES 6969 SW Hampton Street, Tigard, OR I CAMBRIDGE II 'A' Phone: (503) 624 -7005 123.0-97 Fax: (503) 624 -9770 I HDR1 DESIGN CHECK DESIGN DATA: code: NDS -1991 type: Beam database: All material: Glulam Simple lateral support: Top= Full Bottom= @Supports total length: 17.00 [ft) INPUT LOADS: (force =kips, pressure =psf, udl =plf, location =ft) Load I Distribute I Type I Magnitude I Location I Pattern 1 1 I Start End I Start End I Load 1 1 1 I I 1 Part'l UDL Dead 86.25 86.25 0.00 4.00 No 2 Part'l UDL Snow 143.75 143.75 0.00 4.00 No 3 Part'l UDL Dead 86.25 86.25 13.00 17.00 No 4 Part'l UDL Snow 143.75 143.75 13.00 17.00 No 5 Part'l UDL Dead 74.75 74.75 4.00 12.00 No 6 Part'l UDL Live 230.00 230.00 4.00 13.00 No 7 Point Dead 1.06 4.00 No 8 Point Live 1.00 4.00 No 9 'Point Dead 1.06 13.00 No 10 Point Live 1.00 13.00 No Self- weight automatically included. Custom duration factor for Wind load = 1.33 DESIGN SECTION: V.G. Western, 24F -V4, 3.125x15 @13.021 plf ***************************************** * ** * * * * * * * * * * ** * * * * * * * * * * * * * * ** MAXIMUM REACTIONS and BEARING LENGTHS (farce =kips, length - =in) 17.0 ft I -- 1 7. 7 1 I Reaction 4.46 4.46 B.Length 2.2 2.2 SECTION vs. DESIGN CODE (stress =psi, deflection =in) Criteria I Analysis Value I Design Value I Analysis /Design I I 1 1 I Shear fv @d = 133 Fv' = 190 fv /Fv' = 0.70 Bending( +) fb = 1958 Fb' = 2760 fb /Fb' = 0.71 Live Defl'n 0.39 = L/518 0.57 = L/260 0.69 Total Defl'n 0.79 = L/259 0.85 = L/240 0.93 Bending( +): Crit.LC#= 2 CD= 1.15 CL= 1.00 CV= 1.00 Shear : Crit.LC#= 2 CD= 1.15 V @d= 4.16 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 l4 • File Name: HDR2 WoodWorks 1.Oc 28 Jan,1997 17:22 l COMPANY I PROJECT Froelich Consulting Engineers, Inc. I LEGEND HOMES 6969 SW Hampton Street, Tigard, OR I CAMBRIDGE II 'A' Phone: (503) 624 -7005 123.0-97 Fax: (503) 624 -9770 I HDR2 DESIGN CHECK DESIGN DATA: code: NDS -1991 type: Beam database: All material: Glulam Simple lateral support: Top= Full Bottom= @Supports total length: 9.00 [ft] INPUT LOADS: (force =kips, pressure =psf, udl =plf, location =ft) Load I Distribute I Type I Magnitude 1 Location 1 Pattern 1 I I Start End 1 Start End I Load I 1 1 I I 1 Full UDL Dead 277.50 No 2 Full UDL Snow 462.50 No 3 Triangular Snow 110.00 0.00 0.00 9.00 No Self - weight automatically included. Custom duration factor for Wind load = 1.33 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * DESIGN SECTION: V.G. Western, 24F -V4, 3.125x9 @ 7.812 plf * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * MAXIMUM REACTIONS and BEARING LENGTHS (force =kips, length =in) 9.0 ft 1 1 A A I 1 Reaction 3.70 3.53 B.Length 1.8 1.7 SECTION vs. DESIGN CODE (stress =psi, deflection =in) Criteria I Analysis Value I Design Value I Analysis /Design I I I I 1 Shear fv @d = 163 Fv' = 190 fv /Fv' = 0.86 Bending( +) fb = 2313 Fb' = 2760 fb /Fb' = 0.84 Live Defl'n 0.22 = L/483 0.45 = L/240 0.50 Total Defl'n 0.41 = L/264 0.45 = L/240 4 Bending( +): Crit.LC#= 2 CD= 1.15 CL= 1.00 CV= 1.00 Shear : Crit. LC#!✓ 2 CD= 1.15 V @d= 3.06 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 15 • File Name: FB3 Woodworks 1.Oc 28 Jan,1997 17 :30 COMPANY I PROJECT Froelich Consulting Engineers, Inc. I LEGEND HOMES 6969 SW Hampton Street, Tigard, OR I CAMBRIDGE II 'A' Phone: (503) 624 -7005 1 123.0 -97 Fax: (503) 624 -9770 I FB3 DESIGN CHECK DESIGN DATA: code: NDS -1991 type: Beam database: All 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 I Type I Magnitude I Location I Pattern 1 I 1 Start End I Start End I Load I 1 I 1 Full UDL Dead 113.29 No 2 Full UDL Live 53.20 No Self- weight automatically included. Custom duration factor for Wind load = 1.33 DESIGN SECTION: D.Fir -L, No.2, 6x8 @11.458 plf MAXIMUM REACTIONS and BEARING LENGTHS (force =kips, length =in) 11.0 ft I 1 Reaction 0.98 0.98 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 1 Shear fv @d = 32 Fv' = 85 fv /Fv' = 0.37 Bending( +) fb = 626 Fb' = 700 fb /Fb' = 0.89 Live Defl'n 0.07 = <L/999 0.37 = L/360 0.19 Total Defl'n 0.31 = L/419 0.55 = L/240 0.57 Bending( +): Crit.LC#= 2 CD= 1.00 CL= 1.00 Shear : Crit.LC#= 2 CD= 1.00 V @d= 0.87 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: FJ5 Woodworks 1.Oc 29 Jan,1997 11:10 16, COMPANY I PROJECT Froelich Consulting Engineers, Inc. I LEGEND HOMES 6969 SW Hampton Street, Tigard, OR I CAMBRIDGE II 'A' Phone: (503) 624 -7005 1 123.0 -97 Fax: (503) 624 -9770 I Floor joist 5 DESIGN CHECK DESIGN DATA: code: NDS -1991 type: Beam database: All material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 14.00 [ft] INPUT LOADS: (force =kips, pressure =psf, udl =plf, location =ft) Load I Distribute I Type 1 Magnitude I Location I I Pattern I I Start End I Start End I Load I I I I I 1 Full UDL Dead 17.33 2 Full UDL Live No 53.33 No 3 Full UDL Dead 198.00 4 Full UDL Snow 83.00 No No Self- weight automatically included. Custom duration factor for Wind load = 1.33 DESIGN SECTION: D.Fir -L, No. 1, 6x10 @14.514 plf MAXIMUM REACTIONS and BEARING LENGTHS (force =kips, length =in) 14.0 ft I I I Reaction 2.56 2.56 B.Length 1.0 1.0 SECTION vs. DESIGN CODE (stress =psi, deflection =in) Criteria I I Analysis Value 1 Design Value I Analysis /Design I I I I Shear fv @d = 65 Fv' = 98 fv /Fv' = 0.67 Bending( +) fb = 1301 Fb' = 1552 fb /Fb' = 0.84 Live Defl'n 0.19 = L/896 0.47 = L/360 0.40 Total Defl'n 0.66 = L/254 0.70 = L/240 0 Bending( +): Crit.LC#= 2 CD= 1.15 CL= 1.00 Shear : Crit.LC#= 2 CD= 1.15 V @d= 2.27 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. MULTI —STORY SEISMIC FORCE DISTRIBUTION LEGEND HOMES CAMBRIDGE II 'A' 1994 UBC SEISMIC FACTOR CALCULATION Z: Zone Factor = 0.30 Importance Factor = 1.00 Rw Coefficient = 8,0 S: Site Response - 1.5 Hn: Height to Top Level= 21.00 ft Building Period = 0.237 Ct: Coefficient = 0.020 C: Coefficient = 2.750 Final Seismic Factor = Z I C / Rw = 0.1031 Building Period t 0.1 => No "Ft" top force TABLE OF SEISMIC FORCES @ BUILDING LEVEL Based On: Fx = (V -Ft) Wx Hx / ( Sum(i =1 ->n) WiHi ) Weight Height Lateral Story Story Level Wi Hi Wi * Hi Ft Fx Force Shear Moment ; (k) (ft) (k -ft) (k) (k) (k) (k) (k -ft) 2 46.9 18.00 845 0.000 6.30 6.30 1 40.6 9.00 365 2.73 2.73 6.30 56.71 Sum Wi = 87.54 k Sum WiHi = 1210 k -ft Base Shear = 9.03 k Base Mom = 137.96 k -ft -- DIAPHRAGM FORCE DISTRIBUTION TABLE _ Based on: Fpx = Wpx * Sum(l=x->n) Fl / Sum(l=x->n) 'W1 Level Weight Lateral Sum Sum Max Diaphragm ?* "!ox Fl Fl WI .75ZIWpx Fpx 2 46,9 6.30 6 47 10.56 6.30 k 1 40.6 2.73 9 88 9.14 4.26 k MULTI -STORY WIND FORCE DISTRIBUTION lb LEGEND HOMES - CAMBRIDGE II 'A' FRONT /BACK DIRECTION 94 Exposure for Calc of Ce; Enter 2 ->'B', 3- >'C',14 >' D B C WIND FORCE CALCULATION 2 Cq: Press Coeff. - 1.30 Basic Wind Speed = 80.0 mph Qs: Wind Stagnation Press: 16.40 psf Importance Factor : 1.00 Parapet Height : 9.00 ft TABLE OF WIND FORCES @ BUILDING LEVEL Level Exposed Design Lateral Story Story LEVEL Height Width Pressure Force Shear Moment # (ft) (ft) Ce Cq (psf) (k) (k) (k) 2 18.00 54.00 0.650 1.30 13.86 10.10 1 9.00 54.00 0.620 1.30 13.22 6.42 10.1 90.92 Total Base Shear : 16.53 k Base Moment = 239,66 k MULTI -STORY WIND FORCE DISTRIBUTION LEGEND HOMES - CAMBRIDGE II 'A' SIDE /SIDE DIRECTION 1994 UBC WIND FORCE CA: :jLu 10N Exposure for Calc of Ce; Enter 2 ->'B', 3 ->'C', 4 ->'D' : 2 Cq: Press Coeff. : 1.33 Basic Wind Speed : 80.0 mph Qs: Wind Stagnation Press: 16.40 psf Importance Factor : ..00 Parapet Height : 7.50 ft TABLE OF WIND FORCES @ BUILDING LEVEL Level Exposed Design Lateral Story Story LEVEL Height Width Pressure Force Shear Moment (` :) (ft) Ce Cq (psf) (k) (k) (k) 2 10.00 43.50 0.650 1.30 13.86 7.23 1 9.00 • 43.50 0.620 1.30 13.22 5.18 7.23 65.10 Total Base Shear : 12.41 k Base Moment : 176.78 k C \kJ I f.J( (■'7./e G.•rsTYr -o L- $ 'F?-4) 171 f2- -�-T) cr3. 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L .0 .t•.t ht/f (i� .L i .t l C•.L I �' t /OMO WI I I all L 1 1. u!. e C/I G l l c � P • CacitICNO7 ;Oran, Oi c .II •f $ ana ozana .tlla LID � . 9 ,mi • LOI S I 61410 C.— a 0 ro o102Le -oo�a s ca L- �NINfQ 1 ;a LC a L OOO N � d O• I e — i$ OO $ s a _ Clgee�luvm ® as.... mo t og �,4F�i Z 1 't b I6 I £ " ? �. s . Oi ' 1 ,.��.q I MF51lJ y '' M c — m or9 • WC a) NOON s" . 9')j dl'�� I r OA = OM en r 1 + WC 0/4I = m /E { (a � OM = F - i -- ■ Li/ 1 MO .4.......„ I ! I I ZIt't l@ j l 1 . Cx4 m/ i a m/ �� " 9/, ■ m/r I ' j j l m,t . m,G: j I I I I bI1Dd 1 1 j I r. " j 1 1 1 1 J. I 'i C•.0 1 .9•.t i .LI L•., e -i . ,I 9-,i � an (-.E "' .M E•,f . .11•,C f k .m•,LI L ,. .0-.L4 / • • • , .;969 SW Hampton Street CLIENT: PAGE •I TIM R Tigard, Oregon 97223 FAX 503.624.9770 PROJECT 503.624 7005 bROELIC11 CONSULTING n 02105 Bend, 5411.383 7696 en PROJECT NUMBER: ENGINEERS,INC 541.383.1828 DATE: • BY: 54 x441.5 I5I"9+% 5 LX S 3 11"7b0 � L'f' ' .. 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S L _ - : „.0 t atc-t' t,L Ib w/ l o aA 41-'3 Z'4-2- {2.s er = '°� = 2�,'� , l8 ;y`- 1.�- ��� - (�L't'c�'p ,,f) sZ)04. ta 5.5 ( -1-14- 1 \-1 r. ids (p 'li I S K.' , ruY w 1 .4p. L / it ( I T -r, e. �- �1 - '`qS �8 6 3 eP low 6. 412 35 . _ . 2 FROELICH CONSULTING ENGINEERS, INC. Client: LEGEND HOMES Project: CAMBRIGE li 'A' Project #: 123.0 -97 Date: Jan -97 SHEARWALLS' HOLDOWNS Wall Shear Length Height Roof Wall(s) Floor 2/3* Stacked walls Adjusted Hold Line v L h DL DL DL Total DL T =C adjustment T =C Down (Pit) (ft) (ft) (pit) (plt) (Pit) (pit) (Ib) (lb) (lb) 2nd flr 1 122.21 2.5 8 187.5 96 189.00 741.43 741.43 r1L 2nd flr 1 122.21 9.5 10.5 126 84.00 884.21 884.21 O ' - 2nd fir 1 12 2.21 7.5 8 187.5 96 189.00 268.93 268.93 c7 1G 2nd flr " 2 344.28 5 8 187.5 80 178.33 2308.41 2308.41 4 "11"44 2nd flr • 2 344.28 5 5 8 187.5 80 478.33 2263.82 2263.82 P1 cT`# 3 i 2nd flr { 3 205.44 3 8 96 64.00 1547.52 1547.52 1114 -11 2nd flr 3 205.44 3 8 96 64.00 1547.52 1547.52 M I 2nd fir A 114.38 14 8 96 64.00 467.04 467.04 &lc_ 2nd flr A 114.38 15 8 150 96 164.00 - 314.96 - 314.96 Ot 2nd flr B 270.26 11.5 8 150 96 164.00 1219.08 1219.08 '1 2nd flr D 23022, 13.5 8 qh 64.00 1409.76 1409.76 M .::,-;-.7„4 • lift FROELICH CONSULTING ENGINEERS, INC. Client: LEGEND HOMES Project: CAMBRIDGE II 'A' Project #: 123.0 -97 Date: Jan -97 SHEARWALLS' HO L DOWNS Wall Shear Length Height Roof Wall(s) Floor 2/3* Stacked walls Adjusted Hold Line v L h DL DL DL Total DL T =C adjustment T =C Down (pif) (ft) (ft) , (Plf) (plf) (Pit) (Pit) (lb) (lb) (lb) 1st fir 1k-1.1724 1 328.15 2.5 9 187.5 204 55 297.67 2581.27 978 3559.27 L ! . WOS 1st flr 1 328.15 4.5 9 204 70 182.67 2542.35 1283 3825.35 L ST / e.t31., 1st flr 'I,�,� �, 1 328.15 6.5 9 187 5 204 80 314.33 193 1.77 978 2909.77 I I (Jl b1�v 1st flr T� c rin ,� 2 187.69 19.5 9 90 125 143.33 291.71 291.71 014- 1st flr 3 350.17 3 9 204 75 186.00 2872.53 v G' � 1st flr 1643.52 4516.05 � 'fT LZ �sw ri 3 350.17 3 - _,I-G.,,,,. 9 204 75 186.00 2872.53 1643.52 4516.05 �"'r c ., r ;�, 1st flr 913,.5 4 483.54 2 7 82.5 70 101.67 3283.11 3283.11 4171 s .n. n 1st fir i 7921. 4 483.54 2 7 82.5 70 101.67 3283.11 3 �'� SrUq 1st flr 4 483.54 2.5 8.75 82.5 87.5 113.33 4089.31 4089.3 1 PITT 7 ' 2 4, f 6-r.,* , 1st fir ff A 237.18 5 5 9 204 136.00 1760.62 915 2675.62 1 4171 g I S iTS 1st flr till-1W � p 4 V A 237.18 14 9 150 204 236.00 482.62 915 1397.62 I cjrv 1st flr B 371.65 17 9 150 170 213.33 1531.52 2162 3693.52 ZZ c 1st fir C _ 198.63_ 35_ 9 108 _ 72.00 527.67 527.67 eie.-- •