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Illr ot......4_, '% r c,._ • ' . RECEIVED , ��� -''� Western ,Wood Structures, Inc. rff� -� t JUL 2 2 2008 ��`� PO Box 130 r 41 .e.: k -4 'fi Tualatin, Oregon 97062. CITY OFTIGARD ..'. Voi c e: (503) 692 -6900 BUILDING DIVISION ... Fax: (503) 692 -6434 • 6-0 .0 3-- 0 a.,s- Structural Design Calculations For: TRUSS ANALYSIS TRUSS REPAIR Designer: BAM ( 1 L7 ' 2 f coy Tigard Bowl Truss Upgrade Tigard, Oregon WWSI Job No. 088014 • • July 22, 2008 • . ,(c5 0 PRop kJ cr 63004PE r. . t p s OREGON '� co anP : %2 M�l ; I U '' The attached calculations ( Sheets) show the span and loading conditions and product design /selection for the above referenced project. OFFICE COPY 10/P - coo • 3 RD+ PROJECT / 6A f7 � � )t - 7T i55�C _ DATE -• WESTERN WOOD STRUC IN -�i � / • O\\ LOCATION , �D , D/eEGcw �(D I / JJ44YIa P.O. BOX 130, TUALATIN, OREGON 97062 � SHEET 503/692 -6900 • FAX 503/692 -6434 JOB NO. OE ec( 4 BY - /, Dr M, OF t 6 T T Y A'i Cr /0 / e - D - � ' � I l � - � u � , E E ' ( 3 G / 4 ) 3 - ,Lo/srO Co ND , 3 S ff t -71) i $ _ (2, 5 ��3, /5t/t , Ta (,0 � Xrsr, 77y 1- 5 -Tlv 7 A /tic /6 = 27, 00z) 2 x ID C?WeD />fO77 - 877 //v -LS l''" T`° = 3/, 868 ,L /3 A xi LaflD — 31 , Bog— r78,87 Fes= 7 7,2511 4gO8 2C,669 + I, g77 = 869,72 f - = //45 I °6 (. 4.--81 /5 -143 _ /7a 8 8 9 ,7? -6, 2, 364. 4 - 0/ 6, 1,96c '-- 77Z5 // 4-5 Bo rro ► C 40e D — e 7r , .6C/ 63 - LOAD n);`)//0, / rA/s,o/v _ ye., 6)54- 4 ` 6x / rg Loh 0 ^ — Z7 D C� D f- /6 g54-' = • 1�l o/w F= 27 38 9 = 27 38 9 5 (t) _ _ (0, .94 { -_ L /�, 63 = ��' �3 4 l 2,,s ` 10, 418e( b c9(. ° r oc_ = 4d,3)((z Kin) = 259/ 04,631 267,8E / Z lz l i t - / - /55.D — 259// /35' 1, g 245 _ - y 2 , 399 1 L 1^'c_ = (13 > Co, 8(.03) - //(l f 5/ P ROJECT ' (-6 A �0 go LA/ / ,eLQ.SZ DATE WESTERN WOOD STRUCTURES, INC. � 77A D /FE � ° g LOCATION � P.O. BOX 130, TUALATIN, OREGON 97062 -1-712, SHEET 503/692 -6900 • FAX 503/692 -6434 JOB NO. O e pp Ot 4 BY OF _ _ (37Z4-6,) 2 f 5 83 l ] �� \ 7Z�b L C F<<JJ l�r (g � )(r 3 z .53/ Dr 1057 -t- 0/742-3 = Or e48c9 4 ." 0 �l,1lE D, f=, Nv. / 2X 3 To jbP DF pm) CH a e D /gNi PLA e 2 - G/exFO.E 27D Ca4 tsLEs /9/YD 7 T /v5()N l` 9 cry 77 /3, FdD AP C 6€612p 7? , ' 7 / - C/.(U D /S //d 7 . Ov1= -IZ.S' E� 55F7 j , &L/r/7 /s sf L / 7 - CLAM 7744:- Chi vreD lO (%h' TJD CLAMP'S F Mc7 ,-f Dx /4 / /4" ,LL)L TD DIVE 57 DE 7Z Z Ti S/LIT F FED6S// YE; - AOLD M E &Dz. 776/9r 96'A/ /v 57 77 7D f DF 7'/7'Z ,LDLc.1 , TC / G f TG 7 7 f Cr5/ D 7 n�/ � 7Z'� 7 ,7D2 , a/4r .WI- Tv ovr_= SrDr' - = /. 9X /D /VET Tc, 1.0(Dr&- 2�� - 9e= 4,'" EFF 6.J(D77— ,4 )(1,75`)= l‘ 4-4,q- 6)(12 5 7.71M7 S= C 2.94) /24 / /'' • A'/d/)17- 52, 434 //Y -L8 - COI�I ,Pe, = 4� , 814 ,Le � � `� � ` 7 /3, 911'x/ �s = - 5 2, 434 = 47.I , ZG b = / (39 4 /24,47 (-D/aq = 6,2(.. (. /d)„ ¢ 5,3 8 FcE = (613)( 1r7x 10‘) /3,6/.2.,L F !S= 172,.5' CP= / -t i 1 t !3�/ Z � 3d!� / / 17 172_5 - i7z5) - Ir Ir �o Or �! 5-'54°2 _ (5 j 2 -- 9,4364 1 1 = 6(9 7/3 Fc = (172,5) (0, 97!3 _ /‘,75 P5/ DATE ; i PROJECT / /Q�' 05 to) / E 0 ScS= ^\\_, - = WESTERN WOOD STRUCTURES, INC. -�i/+ -746/6e LOCATION ! ! c V/� A r • / SHEET ak P.O. BOX 130, TUALATIN, OREGON 97062 Q � \ 503/692 -6900 • FAX 503/692 -6434 JOB NO. � 6� ��' BY 770, N, 3 - _ OF • r 1 Z I • _ 7/3 Z ` f 2 /, 2 � v f _ 7/3 ; 9/ J f l - ( l (1/39,4)(3,0/4 1 I • �- ( /fcr1 I) o//E17 +- .0,, v-312., = o, 57 X 1,0 x � C,eE i ` 1-U�. ' a TL- TC 5 7 0 /y Tc /0(0 Tc Tar> C 1'1 7 ( 7 S a —GOAD CO/v0, ' Z • ,,DO / 3 /4 ,C W To O /VE . 57.0/- r � _/, 9 K !/Ea) 7 C c /Or& = 4 ,, 4-G' 7 /9- = ((, ")(ll, pl � �7 7N (4(4.440. ? - =. /03 6 8 / N3 /42:1\ 6 3 9 lag C6Dxt'gr = 38 (x`93 L� fL- _ 2 093 = b = „r3, (34 = 3 77 , 45 f°177 F = /rho, 5Ps1 /13 , 6 j 6, (/) =z —5 xrD J ID 837 � � _ /od x r, rs = 172 f (G, 86)z- C >' = / ? F/ _ / ,, ° 7 // 725 2 2. r ? 175 = 4,55/4. — C4r 55 /4-) —. 7, 8529 0, 95r) F = 07Z5)(0.95D) = 5 _ / 7 Z3,2.4 Z 3 77, 45 C. F w ( � yFcr) ( 7-gifP) Epoxy - Cff2e) / /z 7a / CA" / Z= 5Z. fir,/ 6 ._ 6/!7E • ' WESTERN WOOD STRUCTURES, INC. PROJECT 77 i e � � &La� 7- " � • . 7/ DATE E `I \ LOCATION 7 `6�RD /EsSenr� 8 P.O. BOX 130, TUALATIN, OREGON 97062 77-0,M, SHEET 503/692 -6900 • FAX 503/692 -6434 JOB NO. O sac /4. BY -7-OF W2 G,/ / 5 LoA17 Co/W , e 2 . AIO.A15 7 i 3 /A/- - RDD 2)(4- 1),F, /v , / . 7Z 6/Y6 Co N,fe6c S roar = 3 67 �� o r 1 _4)7: 5 _ « , 77 f s= (4, (3, ) 8,17 F = i70/,I t-'s! - 4 c - I L I A = ( 4 ' , � = 2 9 , /es/ /4,a (Q4) — 26,7/ (-PjJ =. 93,5 '.' 714/€4 Fc 17251/, /5_7 /g4(f (27- / 7/-4 06 �� �, g,ro z L /5 s4 (o- /9 — 7/4 `%64. / 8 85oz - (0,85o — �4�0� = 0t 3 I" c =6994)(0, 3 2gz)= 654 22 . � b , 93 / - G5 /,Z3 _ 2 ff 4f) ( � 'cove) '/- O,U(56- 0:(7. /, Epoxy •ceEw 2x NO, / /7F 76 z)/iF s /�D,E (j 2, (.0/5 /1e 1/V5 - ,LOAD COND. ` 3 YID/ FNi = 204 Div - - "700 2x4 F; AV6 Iry c ' Co1ve r- 5Srb/a'- 2 L 3 Sr OF d� /�e/� 4 = (4' /4/A/ 204- 24,97 S- (4)(3,5)2 = 8, /7 ' g, 17 F R .PS/ - - = /84, z/ ,r P ROJECT 7769 &OW , T- ' 5 5 DATE WESTERN WOOD STRUCTURES INC. ► ,a v ������ LOCATION \ 7-7619'°° o / S P.O. BOX 130, TUALATIN, OREGON 97062 SHEET �� \\ 503/692 -6900 • FAX 503/692 -6434 JOB NO. 6e ' 8 6 i 4 BY OF ( -19> )x - 37, ¢5 ( - 121 32,e I - O. 7x/ flbJ_ 3 0 . 6 ¢ F c _ / 7 z-5 e, / = 7981-C's/ (37 t3ff- .1z C p l + _ / -t 20,64 6 2 X63. ¢ /, 6 �gi 1/ 9 8 . - 0,7396 -- (0r7• -- 0, -2..7c3ii z - O` /757 FL - (f 3E4-) (0,,757) 34E,6,7, i °51 . • ( 4) L �t __ . i$1, Z7' Z + ' 24 , 7 F, _. 348, I I _ 764 at Fri( �$7�8 363t,�4 , D 2. 2' - t - 0 I030 = Or :30 ( 32...--- (, b FP0Xj .5CeEW 2X4- A /O,/ Di /`-‘ %o DNF S/ /7 05 W(2 144 /.-V W /( — ,L.,O A D C©NO, t 3 7 7 b y V r = 2 07 / A / • - 7 Q,0 2Y4 2I/b, / 0, F, TO' gon+ Coni1 = 5D(7 i,j 5 / DEs of //F_8 Az =X5' 3, 5„) = 19, 25/4T 2- - 207 3= (,5)(3,t z 11,23/N3 /1,23 G V = 2 (/d)' ( ) ,/y) sy -- = 24 5 0 2 aD, / - 5 . . /9,25 (38, o/)Z _ .I; - cp = C . 363: oa _ l _ „ _ 27 � °- 5. y , , o� g E>4 l , 01 - 736 2. - 0 = Ortio9 F = ( /9g4) (0, 70 9 - 339 /f----/' /, A .!-- P ROJECT J ( 614('1) So W4, cfa5r5 DATE � � WESTERN WOOD STRUCTURES, INC. � � � , W _ c � � o� ,����� o P.O. BOX 130, TUALATIN, OREGON 97062 LOCATION 1 (6d� l , O J 6`• SHEET •riiii � _ 503/692 -6900 • FAX 503/692 -6434 JOB NO. OS SO (4 BY - 7, - 0/ Al, blao OF , I� z-- lb 6D 1�) -2- /8, 4? 1 rte. / 2` 33 / i - z6a,a F F � 9 6b ( l 3s3 . ) 0,53/0 '-. 0,04(7= dr63Z7 -l' 0 ,E Pox y 0 Scee u3 2x4- P /Va. 7 Tv & m( Si/75s OF 4/60w/7 /7 IA/t7 G✓O W 9 — -C.,oAO cb/vD, ', Pio/4 = 3 0, 0 N--42 R-Dv 2 x y- (VO, (D, r7 ISO77 L COM NRF SS/DX/ = -5 - Ro LB 5 / D ---S p wE .fib ` ILL, _ 23,14 P51 '_ (6;5 ")(3,5` =-2,75/N 1 13,27 s- (6 .5 6 ')z 13,27 /N F c = 1725 Ps/ l G c = � - 2 r (4 z --- 4/, e. 6 ( '-(43'7)- - 24b 22',75 5 F = <03)( 1,7xrob)_ 3D2,5D F'_ I725X I, l5 = 1984 / ( C P .-- (/ 3�2 / ,� d — / f 360,5,6'z' 9 �4 (qS4 -- 3v ( ' , ' / l 9 ae 8 7 1 - O 7 ' 3 ' 3 6 ,/474 F _c) ( /47z06/ 964) zz, 0 / -7 Z J 24��7r� 2 �3 � -1-- _ .. I , 7a5� /- T r 6 --6 7e - � �(/ /r� � 292 � � ) at c776 4- 6,06,6 = O,7142_ /, O E1`oxy c'?_ L ZY — 0, F; Aid , / f077 :3/0i bFL W8 W9 s2k 7/15/2008 Tigard Bowl Truss Repairs - Tigard, Oregon - 087004 ; File J:\ 2008 \087- Design \087004 \Calcs \Trussl \Trussl.s2k saved 1/25/08 9:21: 51 in lb -in SYSTEM DOF= UX,UZ,RY LENGTH =IN FORCE =LB PAGE =LINES LINES =59 JOINT 1 X =0 Y =0 Z =0 2 X=34.75272 Y =0 Z= 18.10284 3 X= 48.23413 Y =0 Z= 24.68032. 4 X= 61.80996 Y =0 Z= 31.06069 5 X= 72.42599 Y =0 Z= 35.88321 6 X= 111.1084 Y =0 Z=52.25309 7 X= 125.0793 Y =0 Z= 57.71449 8 X= 139.1282 Y =0 Z= 62.97176 9 X= 147.6135 Y =0 Z= 66.03466 10 X=165.1135 Y =0 Z= 72.08832 11 X= 189.8526 Y =0 Z= 80.05176 12 X= 204.2201 Y =0 Z= 84.36294 13 X= 218.6489 Y =0 Z= 88.46434 14 X= 240.801 Y =0 Z= 94.32249 15 X= 270.7252 Y =0 Z= 101.407 16 X= 285.3953 Y =0 Z= 104.5377 17 X= 300.1094 Y =0 Z= 107.4543 18 X= 317.9885 Y =0 Z= 110.6998 19 X= 331.9885 Y =0 Z= 113.0145 20 X= 352.9279 Y =0 Z= 116.1081 21 X= 367.8034 Y =0 Z= 118.0396 22 X= 382.7055 Y =0 Z= 119.7541 23 X= 409.176 Y =0 Z= 122.259 24 X= 436.1893 Y =0 Z= 124.1065 25 X= 451.1725 Y =0 Z= 124.824 26 X= 466.1646 Y =0 Z= 125.3231 27 X= 485.926 Y =0 Z= 125.6472 28 X= 499.926 Y =0 Z= 125.6472 29 X= 519.6874 Y =0 Z= 125.3231 • 30 X= 534.6794 Y =0 Z= 124.824 31 X= 549.6627 Y =0 Z= 124.1065 32 X= 576.676 Y =0 Z= 122.259 33 X= 603.1464 Y =0 Z= 119.7541 34 X= 618.0485 Y =0 Z= 118.0396 35 X= 632.9241 Y =0 Z= 116.1081 36 X= 653.8635 Y =0 Z= 113.0145 37 X= 667.8635 Y =0 Z= 110.6998 38 X= 685.7426 Y =0 Z= 107.4543 • 39 X= 700.4567 Y =0 Z= 104.5377 40 X= 715.1268 Y =0 Z= 101.407 41 X= 745.051 Y =0 Z= 94.32249 42 X= 767.2031 Y =0 Z= 88.46434 43 X= 781.6319 Y =0 Z= 84.36294 44 X= 795.9994 Y =0 Z= 80.05176 45 X= 820.7385 Y =0 Z= 72.08832 46 X= 838.2385 Y =0 Z= 66.03466 47 X= 846.7238 Y =0 Z= 62.97176 48 X= 860.7727 Y =0 Z= 57.71449 49 X= 874.7436 Y =0 Z= 52.25309 50 X= 913.426 Y =0• Z= 35.88321 51 X= 924.042 Y =0 Z= 31.06069 52 X= 937.6179 Y =0 Z= 24.68032 53 X= 951.0992 Y =0 Z= 18.10284 54 X= 985.852 Y =0 Z =0 55 X= 47.42599 Y =0 Z =0 56 X= 72.42599 Y =0 Z =0 57 X= 81.42599 Y =0 Z =0 58 X= 232.301 Y =0 Z =0 59 X= 240.801 Y =0 Z =0 1 �? 'tt�iss1.s2k 7/15/2008 • 60 X= 247.801 Y =0 Z =0 61 X= 288.926 Y =0 Z =0 62 X= 324.926 Y =0 Z =0 63 X= 360.926 Y =0 Z =0 64 X= 402.176 Y =0 Z =0 65 X= 409.176 Y =0 Z =0 66 X= 416.176 Y =0 Z =0 67 X= 569.676 Y =0 Z =0 68 X= 576.676 Y =0 Z =0 69 X= 583.676 Y =0 Z =0 70 X= 624.926 Y =0 Z =0 71 X= 660.926 Y =0 Z =0 72 X= 696.926 Y =0 Z =0 73 X= 738.051 Y =0 Z =0 74 X=745.051. .Y=0 Z =0 75 X= 753.551 Y =0 Z =0 76 X= 904.426 Y =0 Z =0 77 X= 913.426 Y =0 Z =0 78 X= 938.426 Y =0 Z =0 RESTRAINT ADD =1 DOF= UX,UY,UZ ADD =54 DOF =UZ MATERIAL NAME =STEEL IDES =S M= 7.324016E -04 W =.283 T =0, E= 2.9E +07 U =.3 A= .00.00065 FY =36000 NAME =CONC IDES =C M= 2.246377E -04 W =.0868 T =0 E= 3600000 U =.2 A= .0000055 NAME =DF1 W= 35/1728 E= 1700000 U =.3 FRAME SECTION NAME =TC1 MAT =DF1 SH =R T= 10.19,2.5 NAME =TC2 MAT =DF1 SH =R T= 11.81,2.5 • NAME =TC3 MAT =DF1 SH =R T= 12.94,2.5 NAME =BC MAT =DF1 SH =R T= 9.25,2.5 • NAME=W1 MAT =DF1 SH =R T= 3.5,2.5 NAME =W2 MAT =DF1 SH =R T= 3.5,3.5 FRAME 1 J =1,2 SEC =TC2 NSEG =4 ANG =O • 2 J =2,3 SEC =TC1 NSEG =4 ANG =0 JREL =R3 3 J =3,4 SEC= TC1'_NSEG =4 ANG =0 IREL =R3 4 J =4,5 SEC =TC2 NSEG =4. ANG =0 5 J =5,6 SEC =TC2 NSEG =4 ANG =0 6 J =6,7 SEC =TC3 NSEG =4 ANG =O • 7 J =7,8 SEC =TC3 NSEG =4 ANG =O 8 J =8,9 SEC =TC2 NSEG =4 ANG =O 9 J =9,10 SEC =TC2 NSEG =4 ANG =O 10 J =10,11 SEC =TC2 NSEG =4 ANG =O 11 J =11,12 SEC =TC1 NSEG =4 ANG =O JREL =R3 12 J =12,13 SEC =TC1 NSEG =4 ANG =O IREL =R3 13 J =13,14 SEC =TC2 NSEG =4 ANG =O 14 J =14,15 SEC =TC2 NSEG =4 ANG =O 15 J =15,16 SEC =TC3 NSEG =4 ANG =O 16 J =16,17 SEC =TC3 NSEG =4 ANG =O 17 J =17,18 SEC =TC2 NSEG =4 ANG =O 18 J =18,19 SEC =TC2 NSEG =4 ANG =O 19 J =19,20 SEC =TC2 NSEG =4 ANG =O 20 J =20,21 SEC =TC1 NSEG =4 ANG =O JREL =R3 21 J =21,22 SEC =TC1 NSEG =4 ANG =O IREL =R3 22 J =22,23 SEC =TC2 NSEG =4 ANG =O • 23 J =23,24 SEC =TC2 NSEG =4 ANG =0 24 J =24,25 SEC =TC3 NSEG =4 ANG =0 25 J =25,26 SEC =TC3 NSEG =4 ANG =O 26 J =26,27 SEC =TC2 NSEG =4 ANG =O 27 J =27,28 SEC =TC2 NSEG =4 ANG =O 2 • • w O 0 N ul • • • M M M M M M M M M M M M M M 01 en c4 124 C4 c4 04 r4 c4 04 04 04 c4 04 r4 04 C4 CL' II II II II II II II II II II II II II II II II : .4 hl ,4 aaaaa .1WWwWWwwwwWw W W fxlxfxa 04 c4 p4 04c404 04 aaa C4 ahhhh - 3I - ) hhhhh M M M M M M h h M MM MMMMMMMMM MM II II - II II II II M a 04 114 M M 01' R' C4 P.' !�.' a' f3' P: f34 P.' fx fx fx 04 as as as a 11 II II C4 Ix II II II II u u II II II 11 11 H II II ww w w ww u a a- auuaaaaaaaaaaaaa a i 04 C 4 lx Ix r 4 a W w Waa W 14 41 W ww W W W W W W hp H h p 1-1 hH W - r4 c4 04 W w a a a c4 CL c4 r4 P4 04 04 04 c4 (x 04 P4 _ hp F] 1:4HHHHHHHHHHHHF 0 0 0 0 0 0 0 '0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 H H H II I I I I I i I I I I I I 1 1 I I I I I I I I II 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I I I I I I I I 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000000000000000 C 7C. 7C DCDCDCDCDCDCDCDCDCD CDCDCDCDCDCDCD0CDCDCDCDCDCD0 I I I I I I I I I ' 1 1 I I I I I I I I I I I I u I I I I I I II II II II II II u II II OO II U 11 II I II II 5 ll II II II II it II I�Ii W d' 4 4 4 V' 4 V' V' V' V V 4 4 V' 4 V' 4 V' V' 4 CP d' V• V' II II II II II II II II II II 1I 11 II II 11 II II II II II II II II II II II d' dL V' d' V' d' V' V• d' V' Tti V V V' V V• V a' V V' V' V' _ V' V V. V' V' V' V• V' V' V' V' V' V' V' V' V' CD CD CD CD C7 CD CD CD CD CD CD C D CD CD CD CD 0 0 CD CD 0 0 CD CD 0 CP CD ,r - IT II 1 1 I I I I I I I I I I I I I I I I I I I I II 1 1 I I I I I I I I I I I I I I II I I V' V' I I H U I I II II II II II II II II II II W W W W W W W W W W W W W W W W W W W W W W W W W W II CD CD CD CD 0 0 CD 0 C7 C7 CD CD C7 0 C7 CD C7 C7 C7 CD CD CD CD CD u II C7 C7 C7 0 C7 C7 CD CD C7 CD 0 0 0 C7 ul ul cn ul cn m ul 0) ul ul 00 ul u] ul Cn ul 01 u m m ul 01 u] ul 01 u] ul .0 W W 4141411.4414141414141414141414141 W W W W W W CD CD 41411.44141 W W W W W 41414141 Z ZZZZZZZZZZZZZZZZZZZZZZZZZZ WCn U]C!]CI ICgU] U] CJ ICnU] C!)CnU][1)U)ulUlCflU]U]mmCnC/)W W mU]u]U]Cn mmCnU]CnC1)U]Ul Ul 0)ZZZZ N H H N N M M N N N ri ri N N M M N N N r1 H N N M M N U UUUUU UUUUUUUUUUUUUUUUUUUU UUUUUUUUU UUUUUUUU UUU CU U U rHrHHHHNNHHHrirlriHH HHHHHHHHHHHHHHHHH +HHU01PQPO CO POPOPO W c0000 MIP1C QWplCOP1Pt1W [O tcl r1333333 II II II 11 II II II II II it I1 11 11 II 11 Il it II II II II II II II U II II PA II II II II II II II H II II II II II 11 II II II II II II II II II II 3 3 II II 11 II II II II II II H II II II II U U U U U U U U U U U U U U U U U U U U U U U U U U U II U U U U U U U U U U U U U U U U U U U U U U U U II II U U U U U U U U U U U U U U W W - W W 41,41 W W W W W W W W W W W W W W W W W W W W W U W W W W W W W W W W W W W W W W W W W W W W W U U W W W W W W W W W W W W W W ul u1 ul Cn ul u) (n ul ul ul ul ul U] u] co ul ul ul co ul ul 01 Ul u1 Ul on ul W ul co Cn ul co u] En ul ul u] ul ul u) u) u1 u1 U1 CO ul ul ul ul u) u) W W CO ul ul u) Cn Ul ul co co Ul co co ul co u] u] CA O H N PI [N Lfl l0 C 00 Ol O ri N M V' Ul lO h CO CA OH N M V' ID [ , 0 0 0 \ O H N M V' Lfl UO r- 00 Ol O H N M TV ul V D r- OD d' M V' 00 d'MNL- NlO M rl LO l0O N M M M M M M M M M M V' V' V' d' V' 4 V' d' cr V' Ill Lfl Lfl In In Lfl Lfl In I.fl ul 10 l0 l0 l0 l0 l0 W l0 l0 l0 I- N.N N N L- 1- L- L- Ul Ifl 01 Lfl rH rH l0 Cl N l0 M M L- 4 d' L - ul N In ,x co Ol O H N M V Ul ■0 N O0 CA O ri N M V' Ifl 10 N W CA O r1 N M LIl lfl I - W CA O rH N M V• Lfl VP w0 Ol O ri N M V' Lfl 10 h 00 l0 L- O CA O al Lfl l0 00 00 Ol r- V' in l0 r-I N N N f"1 M M M M M M M MM V' d' V• d' V V' d' d' d' V• Ul ul Lfl Lfl ri Ul Lfl Lfl Ul Lfl l0 l0 VD 10 l0 l0 l0 lO l0 l0 N L- N N I- L - L - N I` lfl Ul H Lfl l0 r-1 l0 VD N VD l0 M r - L - V' N II U l H I I H U I I I I I I t l I I 1 1 fi 1 1 U I I I I I I 1 1 I I I I 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I U I I u I I u u II II u II II II u H 11 II II II tl tl II II II II II II II II II II II 11 II II h . • I hp hp hp hp hp hp hp hp hp hp hp hp hp hp hp hp hp hp hp hp hp hp hp hp hp Fp hp hp hp hp hp hp hp hp hp hp hp hp hp hp hp hp hp hp hp hp hp hp hp hp hp hp hp hp hp hp hp hp hp hp hp hp hp hp hp hp ri m ri Ul CO CA O H N M C' in l0 I` 00 Ol O H N M d' Ill ■0 r- m Ol O H N M V' in l0 L- 00 Ol O r-1 N M cv lfl l0 00 O■ O H N M d' ul 10 I- co 0l O H N M V' lfl l0 I` 00 Ol O rl N M Tr O M M M M MMM M M M V 4 4 4 V d' 4 4 4 4 Ill Ul Ul ul Ill ul Ul Ul L/1 ul l0 LA l0 VD l0 VD l0 l0 lO VD h L� I - r r I` I` r - h 00 O co O 00 co O0 00 CO m al CA al On Ol ri • • • • co O 0 • • N Ul • H • M m M M m co m m m m m M as as as as as a C•, II II II II II II II II II II II 11 M a a s a s a s a s - a a a s a II 41 41 WW • 41 41 WW WW ')CO II a s as a s as a as a w IJH I7H IDH I FJH hH a raj <M 00000000000000000000000000000000000000000000000000 I I I I H I I H I I II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II O O O O O O O O O O O O O O O O C9 CD CD 0 CD C9 CD CD CD CD CD CD C5 CD C9 CD CD CD CD CD CD CD CD CD 00 CD CD CD C5 CD CD CD 0 CD CD C9 C9 CD 0 CD CD CD CD CD CD CD CD CD CD CD n I �II I I II a II Fl u II II II a I I II a II • dr d' Tr d' Tr Tr <r <r <M <r <M <M Tr Tr Tr <M <r Tr T' Tr Tr Tr Tr dr Tr d' Tr <M <r Tr V' Tr Tr d' <H U' d' 4 dr dr Tr Tr Tr V' Tr Tr Tr V' Tr Tr Tr Tr II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II mod' <V a'd' W cr V' d' d' d'a'<I'<M O C O O O O O O O O O C D O C O O C 0 7 Tr II II II II II II II II II II II II II II II W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W I I C7 CD C7 C7 C7 C7 C7 0 C7 C.7 C7 CD C7 C7 0 u)UIU) coon coU) U] ulu] mu) mmmmulmmmU) U]u)CAco COODUlu101U)COODCO01COu CO CO CO OD U) CO CO 01 01 cocncomcnCD CO W CO CO CO CO CO CO CO CO CO W 41.14 CO Z 2 2 2 2 2 2 Z 2 2 2 2 2 2 Z Z Z Z Z Z Z Z Z Z Z 2 2 2 2 2 2 2 2 2 Z Z Z Z Z 2 2 2 2 2 2 Z Z Z 2 2 2 2 1.4 Cn Cn Cn Cn Cn U) Cn Cn Cn Cn Cn Cn u) U) Cn Cn 2 2 2 2 2 2 2 Z 2 2 2 2 2 2 2 2 M M N N H H N N N rn M N N H H N N N M M N N H H N N N M M N N H H N N N M M N N H H N N N M M N N H H N . U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U HHHHHHHHE +HHHEIHHHHHHHFFFHHEIE HERE -I PE-I IHHPHEIHEIPFHHHFHHUPI W W W W W WPgPOWPI01PI10al u II a 11 11 II II 11 II 11 II 11 11 II n II II 11 II 11 11 11 II 11 II 11 11 II 11 n 11 II II II II II . 11 11 11 II II II II II 11 II 11 II II II II II CO 11 11 11 II II II 11 II II II II II II II II U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U C)-C) U U U U U U U U U II U U U U U U U U U U U U U U U W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W 41 41 W W W W W W U W W W W W W W W W W W W W W W U) CnU) u)( n U) U) U) U) U) COCO cnm00cocoU)CnU)U)U)CnmU)mCn 00 co00cnU)U)Cn co u) co u) OD CO U) U) OD 01 U)U) m U) CO CO U) U) W u) m co Cn Cn co m CO OD Cn U) cn Cn co U) • H N M d+ Up VD 00 Ol O H N M Ul 00 CA O H N M' V' Ul \0 r- CO Ch O H N M d ul VD CO 01 O H N M Tr ■0 N CO Ol O H N M cM Ul VD C"- CO Ol O O H H H H H H H H H N N N N N N N N N N M M M M rn M M M M M d V <V <V <V <r <V d' dV <V IP1 ul Ul Ul Ul in Ul Lfl Ul Ul "CO l0 CO CO CO VD CO CO l0 CO N O H N M 4' U1 LD C- 00 Ol O H N M d' ul l0 r 00 Ol O H Cl M d. ul l0 I` 00 CA O H N M Ul lD 1` CO Ch O H N M - ul l0 N aV CA O H N M Ul l0 N m CA M in l0 r- O Ol H H H H H H H H H H N N N N N N N N N N M M M M M M M M M M <M Tr Tr 4 C d' Tr Tr 4 d' ul ul ul ul H ul ul Ul Ul ul l0 ■0 ■O l0 VD lD l0 l0 VD l0 N II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II cn h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h h H C/1 N M d' ul lD I- W 01 O H N M .4 ul lfl r 00 CA O H N M <r Ul l0 I` 00 CA O H N M d' ul lfl 1` 00 al O H N M d' Ul VD r- CO CA O H N M TP Ul VD I- O CA O H N M d' ul VD I- W Ol U ) O O O O O O O O H ri H H H H H H H H N N N N N N N N N N 01 M M M MMM M M M dr Tr cr cr Tr Tr cr d dr Ul 111 Ul Ul Ul Ul Ul Ul Ul ul l0 l0 l0 l0 u) l0 l0 u) "l0 lD H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H O • Sq? Ti iss1 . s2k 7/15/2008 170 J =70,71 SEC =BC NSEG =4 ANG =0 JREL =R3 171 J =71,72 SEC =BC NSEG =4 ANG =0 172 J =72,73 SEC =BC NSEG =4 ANG =O 173 J =73,74 SEC =BC NSEG =4 ANG =0 174 J =74,75 SEC =BC NSEG =4 ANG =0 175 J =75,76 SEC =BC NSEG =4 ANG =0 176 J =76,77 SEC =BC NSEG =4 ANG =0 • 177 J =77,78 SEC =BC NSEG =4 ANG =0 178 J =78,54 SEC =BC NSEG =4 ANG =0 JREL =R3 LOAD NAME =SW SW =1 • NAME =DL TYPE =DIST ADD= 1,53,1 UZ = -10 *10/12 ADD= 101,153,1 UZ = -10 *10/12 ADD= 54,78,1 UZ = -8 *10/12 ADD= 154,178,1 UZ = -8 *10/12 TYPE =CONC ADD =57 RD =0.056 UZ= -132 ADD =157 RD =0.056 UZ = -132 ADD =57 RD =0.95 UZ = -132 ADD =157 RD =0.95 UZ = -132 • ADD =62 RD =0.94 UZ = -132 ADD =162 RD =0.94 UZ =. -132 ADD =66 RD =0.5 UZ = -132 ADD =166 RD =0.5 UZ = -132 ADD =70 RD =0.056 UZ = -132 ADD =170 RD= 0.056 UZ = -132 ADD =75 RD =0.048 UZ = -132 ADD =175 RD =0.048 UZ = -132 ADD =75 RD =0.•94 UZ= -132 ADD =175 RD =.94 UZ = -132 NAME =SL TYPE =DIST • ADD= 1,53,1 UZP = -25 *10/12 ADD= 101,153,1 UZP = -25 *10/12 NAME =USL TYPE =DIST ADD =27 RD =0.5,1 UZP =- 12.50 *10/12, =13.06 *10/12 ADD =28 UZP =,- 13.06 *10/12,- 14.56 *10/12 ADD =29 UZP =- 14.56 *10/12,- 15.69 *10/12 ADD =30 UZP =- 15.69 *10/12,- 16.81 *10/12 ADD =31 •UZP =- 16.81 *10/12,- 18.88 *10/12 ADD =32 UZP =- 18.88 *10/12,- 20.88 *10/12 ADD =33 UZP =- 20.88 *10 /12,722.00 *10/12 ADD =34 UZP =- 22.00 *10/12,- 23.13 *10/12 ADD =35 UZP =- 23.13 *10/12,- 24.75 *10/12 ADD =36 UZP =- 24.75 *10/12,- 25.81 *10/12 ADD =37 UZP =- 25.81 *10/12,- 27.19 *10/12 ADD =38 UZP =- 27.19 *10/12,- 28.31 *10/12 ADD =39 UZP =- 28.31 *10/12,- 29.38 *10/12 ADD =40 UZP =- 29.38 *10/12,- 31.69 *10/12 ADD =41 UZP =- 31.69 *10/12,- 33.38 *10/12 ADD =42 UZP =- 33.38 *10/12,- 34.44 *10/12 • ADD =43 UZP =- 34.44 *10/12,- 35.56 *10/12 ADD =44 UZP =- 35.56 *10/12, - 37.44 *10/12 ADD =45 UZP =- 37.44 *10/12,- 38.75 *10/12 ADD =46 UZP =- 38.75 *10/12,- 39.44 *10/12 ADD =47 UZP =- 39.44 *10/12,- 40.50 *10/12 ADD =48 UZP =- 40.50 *10/12,- 41.56 *10/12 ADD =49 UZP =- 41.56 *10/12,- 44.50 *10/12 ADD =50 UZP =- 44.50 *10/12,- 45.31 *10/12 ADD =51 UZP =- 45.31 *10/12,- 46.31 *10/12 ADD =52 UZP =- 46.31 *10/12,- 47.38 *10/12 ADD =53 UZP =- 47.38 *10/12,- 50.00 *10/12 ADD =127 RD =0.5,1 UZP =- 12.50 *10/12,- 13.06 *10/12 . ADD =128 UZP =- 13.06 *10/12,- 14.56 *10/12 5 7/15/2008 ADD =129 UZP =- 14.56 *10/12,- 15.69 *10/12 ADD =130 UZP =- 15.69 *10/12,- 16.81 *10/12 ADD =131 UZP =- 16.81 *10/12,- 18.88 *10/12 ADD =132 UZP =- 18.88 *10/12,- 20.88 *10/12 ADD =133 UZP =- 20.88 *10/12,- 22.00 *10/12 ADD =134 UZP =- 22.00 *10/12,- 23.13 *10/12 ADD =135 UZP =- 23.13 *10/12,- 24.75 *10/12 ADD =13.6 UZP =- 24.75 *10/12,- 25.81 *10/12 ADD =137 UZP =- 25.81 *10/12,- 27.19 *10/12 ADD =138 UZP =- 27.19 *10/12,- 28.31 *10/12 ADD =139 UZP =- 28.31 *10/12,- 29.38 *10/12 ADD =140 UZP =- 29.38 *10/12,- 31.69 *10/12 ADD =141 UZP =- 31.69 *10/12,- 33.38 *10/12 ADD =142 UZP =- 33.38 *10/12,- 34.44 *10/12 ADD =143 UZP =- 34.44 *10/12,- 35.56 *10/12 ADD =144 UZP =- 35.56 *10/12,- 37.44 *10/12 ADD =145 UZP =- 37.44 *10/12,- 38.75 *10/12 ADD =146 UZP =- 38.75 *10/12,- 39.44 *10/12 ADD =147 UZP =- 39.44 *10/12,- 40.50 *10/12 ADD =148 UZP =- 40.50 *10/12,- 41.56 *10/12 ADD =149 UZP =- 41.56 *10/12,- 44.50 *10/12 ADD =150 UZP =- 44.50 *10/12,- 45.31 *10/12 ADD =151 UZP =- 45.31 *10/12,- 46.31 *10/12 ADD =152 UZP =- 46.31 *10/12,- 47.38 *10/12 ADD =153 UZP =- 47.38 *10/12,- 50.00 *10/12 COMBO NAME =D LOAD =SW SF =1 LOAD =DL SF =1 NAME =D +S LOAD =SW SF =1 LOAD =DL SF =1 LOAD =SL SF =1 NAME =D+SU LOAD =SW SF =1 LOAD =DL SF =1 LOAD =USL SF =1 OUTPUT ; No Output Requested END • ; The following data is used for graphics, design and pushover analysis. ; If changes are made to the analysis data above, then the following data ; should be checked for consistency. SAP2000 V7.40 SUPPLEMENTAL DATA STATICLOAD SW TYPE DEAD • STATICLOAD DL TYPE DEAD STATICLOAD SL TYPE SNOW STATICLOAD USL TYPE SNOW END SUPPLEMENTAL DATA • 6 • • SkP2 0 0 0 7/22/08 10:59:38 zJ • • • ;1 ;I • • 17 .8.17 . 1 . 2 S I 4 j • • . . 4 1 1 • • SAP2000 v7.10 - File:Trussl - X-Z Plane @ Y=0 - lb-in Units SkP2 O O O 7/22/08 10:59:48 • i it I I; • • • • i . • • SAP2000 v.7.10 - File:Trussl - X -Z Plane @ Y =0 - lb -in Units w s P2 v7.10 File: TRUSS1 lb -in Units PAGE 1 7/15/08 10:48:24 Western Wood Structures, Inc. Tigard Bowl Truss Repairs - Tigard, Oregon - 087004 L O A D C O M B I N A T I O N M U L T I P L I E R S COMBO TYPE CASE FACTOR TYPE TITLE • D ADD D SW 1.0000 STATIC(DEAD) DL 1.0000 STATIC(DEAD) D +S ADD D+S SW 1.0000 STATIC(DEAD) DL 1.0000 STATIC(DEAD) SL 1.0000 STATIC(DEAD) D +SU ADD D +SU SW 1.0000 STATIC(DEAD) DL 1.0000 STATIC(DEAD) USL 1.0000 STATIC(DEAD) • r , � sRP2 000 v7.10 File: TRUSS1 lb -in Units PAGE 2 7/15/08 10:48:24 Western Wood Structures, Inc. Tigard Bowl Truss Repairs - Tigard, Oregon - .087004 J O I N T D I S P L A C E M E N T S JOINT LOAD U1 U2 U3 R1 R2 R3 1 D 0.0000 0.0000 0.0000 0.0000 5.183E -03 0.0000 1 D +S 0.0000 0.0000 0.0000 0.0000 0.0115 0.0000 1 D +SU 0.0000 0.0000 0.0000 0.0000 6.651E -03 0.0000 2 D 0.0805 0.0000 - 0.1845 0.0000 5.029E -03 0.0000 2 D +S 0.1784 0.0000 - 0.4078 0.0000 0.0110 0.0000 2 D +SU 0.1034 0.0000 - 0.2381 0.0000 6.553E -03 0.0000 3 D 0.1085 0.0000 - 0.2542 0.0000 4.848E -03 0.0000 3 D +S 0.2396 0.0000 - 0.5601 0.0000 0.0106 0.0000 3 D +SU 0.1400 0.0000 - 0.3294 0.0000 6.394E -03 0.0000 4 D 0.1337 0.0000 - 0.3204 0.0000 4.523E -03 0.0000 4 D +S 0.2943 0.0000 - 0.7038 0.0000 9.851E -03 0.0000 4 D +SU 0.1735 0.0000 - 0.4174 0.0000 6.036E -03 0.0000 5 D 0.1511 0.0000 - 0.3688 0.0000 4.174E -03 0.0000 5 D +S 0.3325 0.0000 - 0.8092 0.0000 9.169E -03 0.0000 5 D +SU 0.1970 0.0000 - 0.4821 0.0000 5.600E -03 0.0000 6 D 0.1962 0.0000 - 0.5115 0.0000 3.152E -03 0.0000 6 D +S 0.4330 0.0000 - 1.1261 0.0000 6.959E -03 0.0000 6 D +SU 0.2591 0.0000 - 0.6768 0.0000 4.437E -03 0.0000 • 7 D . 0.2082 0.0000 - 0.5564 0.0000 3.021E -03 0.0000 7 D +S 0.4595 . 0.0000 , - 1.2247 0.0000 6.565E -03 0.0000 7 D +SU 0.2768 0.0000 - 0.7406 0.0000 4.377E -03 0.0000 8 D 0.2190 0.0000 - 0.5998 0.0000 2.919E -03 0.0000 8 D +S 0.4825 0.0000 - 1.3180 0.0000 6.260E -03 0.0000 8 D +SU 0.2934 0.0000 - 0.8042 0.0000 4.344E -03 0.0000 9 D 0.2250 0.0000 - 0.6254 0.0000 2.868E -03 0.0000 9 D +S 0.4954 0.0000 - 1.3728 0.0000 6.147E -03 0.0000 9 0+50 0.3029 0.0000 - 0.8424 0.0000 4.312E -03 0.0000 10 D 0.2359 0.0000 - 0.6763 0.0000 2.616E -03 0.0000 • 10 D +S 0.5184 0.0000 - 1.4823 0.0000 5.659E -03 0.0000 10 D +SU ' 0.3203 0.0000 - 0.9192 0.0000 3.905E -03 0.0000 11 D 0.2462 0:0000 - 0.7380 0.0000 2.240E -03 0.0000 11 D +S 0.5408 0.0000 - 1.6165 0.0000 . 4.835E -03 0.0000 11 D +SU 0.3359 0.0000 - 1.0090 0.0000 3.229E -03 0.0000 12 D 0.2505 0.0000 - 0.7710 0.0000 2.139E -03 0.0000 12 D +S 0.549 0.0000 - 1.6871 0.0000 4.518E -03 0.0000 12 D +SU 0.3423 0.0000 - 1.0562 0.0000 3.083E -03 0.0000 . 13 D 0.2539 0.0000 - 0.8026 0.0000 2.059E -03 0.0000 13 D +S 0.5565 0.0000 - 1.7531 0.0000 4.257E -03 0.0000 13 D +SU 0.3476 0.0000 - 1.1019 0.0000 2.999E -03 0.0000 14 D 0.2578 0.0000 - 0.8487 0.0000 1.875E -03 0.0000 14 D +S 0.5637 0.0000 - 1.8481 0.0000 3.899E -03 0.0000 14 D +SU 0.3541 0.0000 - 1.1697 0.0000 2.804E -03 0.0000 15 D 0.2597 0.0000 - 0.9027 0.0000 1.631E -03 0.0000 15 D +S 0.5670 0.0000 - 1.9621 0.0000 3.421E -03 0.0000 15 D +SU 0.3588 0.0000 - 1.2531 0.0000 2.696E -03 0.0000 16 D 0.2596 0.0000 - 0.9274 0.0000 1.561E -03 0.0000 16 D +S 0.5663 0.0000 - 2.0138 0.0000 3.240E -03 0.0000 16 D +SU 0.3603 0.0000 - 1.2950 0.0000 2.849E -03 - 0.0000 17 D 0.2589 0.0000 - 0.9507 0:0000 1.456E -03 0.0000 17 D +S 0.5643 0.0000 - 2.0620 0.0000 3.021E -03 0.0000 17 D +SU 0.3617 , 0.0000 - 1.3398 0.0000 2.979E -03 0.0000 18 D 0.2572 0.0000 - 0.9764 0.0000 1.224E -03 0.0000 18 D +S. 0.5603 •0.0000 - 2.1158 0.0000 2.669E -03 0.0000 18 D +SU 0.3630 0.0000 - 1.3950 0.0000 2.935E -03 0.0000 19 D 0.2551 0.0000 - 0.9926 0.0000 9.580E -04 0.0000 19 D +S 0.5557 0.0000 - 2.1526 0.0000 2.280E -03 0.0000 • SA 2000 v7.10 File: TRUSS]. lb -in Units PAGE 3 i 7/15/08 10:48:24 Western Wood Structures, Inc. Tigard Bowl Truss Repairs - Tigard, Oregon - 087004 J O I N T D I S P L A C E M E N T S JOINT LOAD U1 U2 U3 R1 R2 R3 19 D +SU 0.3628 0.0000 - 1.4365 0.0000 2.537E -03 0.0000 20 D 0.2503 0.0000 - 1.0096 0.0000 6.363E -04 0.0000 • 20 D +S 0.5462 0.0000 - 2.1959 0.0000 1.716E -03 0.0000 20 D +SU 0.3585 0.0000 - 1.4816 0.0000 1.793E -03 0.0000 • 21 D 0.2462 0.0000 - 1.0187 0.0000 5.093E -04 0.0000 21 D +S 0.5379 0.0000 - 2.2207 0.0000 1.412E -03 0.0000 21 D +SU 0.3538 0.0000 - 1.5068 0.0000 1.495E -03 0.0000 22 D 0.2418 0.0000 - 1.0260 0.0000 4.220E -04 0.0000 22 D +S 0.5287 0.0000 - 2.2406 0.0000 1.166E -03 0.0000 22 D +SU 0.3484 0.0000 - 1.5279 0.0000 1.302E -03 0.0000 23 D 0.2337 0.0000 - 1.0360 0.0000 2.322E -04 0.0000 23 D +S 0.5115 0.0000 - 2.2684 0.0000 7.799E -04 0.0000 23 D +SU 0.3378 0.0000 - 1.5601 0.0000 9.758E -04 0.0000 24 D 0.2247 0.0000 - 1.0401 0.0000 9.581E -05 0.0000 24 D +S 0.4927 0.0000 - 2.2858 0.0000 4.667E -04 0.0000 24 D +SU 0.3256 0.0000 - 1.5842 0.0000 .9.603E -04 0.0000 25 D 0.2196 0.0000 - 1.0418 0.0000 1.161E -04 0.0000 25 D +S 0.4817 0.0000 - 2.2928 0.0000 3.766E -04 0.0000 25 D +SU 0.3186 0.0000 - 1.6006 0.0000 1.361E -03 0.0000 26 D 0.2145 0.0000 - 1.0440 0.0000 .1.311E -04 0.0000 26 D +S 0.4705 0.0000 - 2.2981 0.0000 2.809E -04 0.0000 26' D +SU 0.3116 0.0000 - 1.6255 0.0000 1.844E -03 0.0000 27 D 0.2079 0.0000 - 1.0464 0.0000 5.083E -05 0.0000 27 D +S 0.4560 0.0000 - 2.3023. 0.0000 8.426E -05 0.0000 27 D +SU 0.3022 0.0000 - 1.6672 0.0000 2.317E -03 0.0000 • 28 D 0.2032 0.0000 - 1.0464 0.0000 - 5.072E -05 0.0000 28 D +S 0.4457 0.0000 - 2.3023 0.0000 - 8.415E -05 0.0000 28 D +SU 0.2947 0.0000 - 1.7019 0.0000 2.142E -03 0.0000 29 D 0.1965 0.0000 - 1.0440 0.0000 - 1.311E -04 0.0000 29 D +S 0.4311 0.0000 - 2.2981 0.0000 - 2.808E -04 0.0000 29 D +SU 0.2829 0.0000 - 1.7354 0.0000 1.370E -03 0.0000 30 D 0.1914 0.0000 ' - 1.0418 0.0000 - 1.161E -04 0.0000 30 D +S 0.4200 0.0000 - 2.2928 0.0000 - 3.766E -04 • 0.0000 30 D +SU 0.2735 0.0000 - 1.7522 . 0.0000 8.946E -04 0.0000 31 D 0.1863 0.0000 - 1.0401 0.0000 - 9.580E -05 0.0000 31 D +S 0.4090 0.0000 - 2.2858 0.0000 - 4.667E -04 0.0000 31 D +SU 0.2643 0.0000 - 1.7614 0.0000 5.298E -04 0.0000 32 D 0.1774 0.0000 - 1.0360 0.0000 - 2.322E -04 0.0000 32 D +S 0.3901 0.0000 - 2.2684 0.0000 - 7.799E -04 0.0000 32 D +SU 0.2482 0.0000 - 1.7689 0.0000 1.550E -04 0.0000 33 D 0.1692 '0.0000 - 1.0260 0.0000 - 4.220E -04 0.0000 33 D +S 0.3729 0.0000 - 2.2406 0.0000 - 1.166E -03 0.0000 • 33 D +SU 0.2328 0.0000 - 1.7686 0.0000 - 1.466E -05 0.0000 34 D 0.1648 0.0000 - 1.0187 0.0000 - 5.093E -04 0.0000 34 D +S 0.3637 0.0000 - 2.2207 0.0000 - 1.412E -03 0.0000 34 D +SU 0.2241 0.0000 - 1.7672 0.0000 1.808E -05 0.0000 35 D 0.1607 0.0000 - 1.0096 0.0000 - 6.362E -04 0.0000 35 0+S 0.3555 0.0000 - 2.1959 0.0000 - 1.716E -03 0.0000 35 D +SU 0.2152 0.0000 - 1.7669 0.0000 9.640E -05 0.0000 36 D 0.1559 0.0000 - 0.9926 0.0000 - 9.579E -04 0.0000 36 D +S 0.3459 0.0000 - 2.1526 0.0000 - 2.279E -03 0.0000 36 D +SU 0.2026 0.0000 - 1.7683 0.0000 2.383E -04 0.0000 37 D 0.1538 0.0000 - 0.9764 0.0000 - 1.224E -03 0.0000 37 D +S 0.3413 0.0000 - 2.1158 0.0000 - 2.669E -03 0.0000 37 D +SU 0'.1935 0.0000 - 1.7714 0.0000 - 3.109E -06 0.0000 • SAP2000 v7.10 File: TRUSS1 lb -in Units PAGE 4 7/15/08 10:48:24 Western Wood Structures, Inc. Tigard Bowl Truss Repairs - Tigard, Oregon - 087004 J O I N T D I S P L A C E M E N T S JOINT LOAD U1 U2 U3 R1 R2 R3 38 D 0.1521 0.0000 - 0.9508 0.0000 - 1.456E -03 0.0000 38 D +S 0.3374 0.0000 - 2.0620 0.0000 - 3.020E -03 0.0000 38 D +SU 0.1832 0.0000 - 1.7622 0.0000 - 7.490E -04 0.0000 39 D 0.1514 0.0000 - 0.9274 0.0000 - 1.561E -03 0.0000 39 D +S 0.3353 0.0000 - 2.0138 0.0000 - 3.240E -03 0.0000 39 D +SU 0.1765 0.0000 - 1.7452 0.0000 - 1.394E -03 0.0000 40 D 0.1513 0.0000 - 0.9027 0.0000 - 1.630E -03 0.0000 40 D +S 0.3346 0.0000 - 1.9622 0.0000 - 3.421E -03 0.0000 40 D +SU 0.1723 0.0000 - 1.7172 0.0000 - 1.969E -03 0.0000 41 D 0.1532 0.0000 - 0.8487 0.0000 - 1.875E -03 0.0000 41 D +S 0.3379 0.0000 - 1.8481 0.0000 - 3.899E -03 0.0000 41 D +SU 0.1698 0.0000 - 1.6405 0.0000 - 2.766E -03 0.0000 42 D 0.1571 0.0000 - 0.8026 0.0000 - 2.059E -03 0.0000 42 D +S 0.3452 0.0000 - 1.7531 0.0000 - 4.257E -03 0.0000 42 D +SU 0.1728 0.0000 - 1.5707 0.0000 - 3.186E -03 0.0000 43 D 0.1606 0.0000 - 0.7710 0.0000 - 2.139E -03 0.0000 43 D +S 0.3518 0.0000 - 1.6872 . 0.0000 - 4.518E -03 0.0000 43 D +SU 0.1766 0.0000 - 1.5202 0.0000 - 3.472E -03 0.0000 44 D 0.1648 0.0000 - 0.7380 0.0000 - 2.240E -03 0.0000 44 D +S 0.3608 0.0000 - 1.6165 • 0.0000 - 4.835E -03 0.0000 44 D +SU 0.1826 0.0000 - 1.4650 0.0000 - 3.725E -03 0.0000 45 D 0.1751 0.0000 - 0.6763 0.0000 - 2.617E -03 0.0000 45 D +S 0.3832 0.0000 - 1.4823 0.0000 - 5.659E -03 0.0000 45 D +SU 0.1971 0.0000 - 1.3635 . 0.0000 - 3.997E -03 0.0000 46 D 0.1860 0.0000 - 0.6254 0.0000 - 2.868E -03 0.0000 46 D+S 0.4063 0.0000 - 1.3728 0.0000 - 6.147E -03 0.0000 46 D +SU 0.2098 ' 0.0000 - 1.2882 0.0000 - 4.271E -03 0.0000 47 D 0.1921 0.0000 - 0.5998 0.0000 - 2.919E -03 0.0000 47 D +S 0.4191 0.0000 - 1.3180 0.0000 - 6.261E -03 0.0000 47 D +SU 0.2172 0.0000 - 1.2491 0.0000 - 4.511E -03 0.0000 ' 48 D 0.2028 0.0000 - 0.5564 0.0000 - 3.021E -03 0.0000 48 D +S 0.4421 0.0000 - 1.2247 0.0000 - 6.565E -03 0.0000 48 D +SU 0.2322 0.0000 - 1.1790 0.0000 - 5.187E -03 0.0000 49 D 0.2149 0.0000 - 0.5115 0.0000 - 3.152E -03 0.0000 . 49 D +S 0.4686 0.0000 - 1.1261 0.0000 - 6.959E -03 0.0000 49 D +SU 0.2530 0.0000 - 1.0963 0.0000 - 5.988E -03 0.0000 50 D 0.2599 0.0000 - 0.3688 0.0000 - 4.174E -03 0.0000 50 D +S 0.5692 0.0000 - 0.8092 0.0000 - 9.170E -03 0.0000 50 D +SU 0.3443 0.0000 - 0.8043 0.0000 - 8.626E -03 0.0000 51 D 0.2774 0.0000 - 0.3204 0.0000 - 4.524E -03 0.0000 51 D +S 0.6074 0.0000 - 0.7038 0.0000 - 9.851E -03 0.0000 . 51 D +SU 0.3800 0.0000 - 0.7055 0.0000 - 9.298E -03 0.0000 52 D 0.3025 0.0000 - 0.2542 0.0000 - 4.848E -03 0.0000 52 D +S 0.6620 0.0000 - 0.5601 0.0000 - 0.0106 0.0000 52 D +SU 0.4319 0.0000 - 0.5690 0.0000 - 0.0102 0.0000 53 D 0.3306 0.0000 - 0.1845 0.0000 - 5.029E -03 0.0000 53 D +S 0.7233 0.0000 - 0.4078 0.0000 - 0.0110 0.0000 53 D +SU 0.4926 0.0000 - 0.4190 0.0000 - 0.0110 .0.0000 54 D 0.4110 0.0000 0.0000 0.0000 - 5.183E -03 0.0000 54 0+S 0.9016 0.0000 0.0000 0.0000 - 0.0115 0.0000 54 D +SU 0.6781 0.0000 0.0000 0.0000 - 0.0120 0.0000 55 D 0.0190 0.0000 - 0.2494 0.0000 5.047E -03 0.0000 55 D +S 0.0413 0.0000 - 0.5474 0.0000 0.0111 0.0000 55 D +SU 0.0251 0.0000 - 0.3247 0.0000 6.666E -03 0.0000 56 D 0.0290 0.0000 - 0.3749 0.0000 5.109E -03 0.0000 56 D +S 0.0631 0.0000 - 0.8186 0.0000 0.0107 0.0000 `h00 v7.10 File: TRUSS1 lb-in Units PAGE 5 7/15/08 10:48:25 Western Wood Structures, Inc. Tigard Bowl Truss Repairs - Tigard, Oregon - 087004 J O I N T D I S P L A C E M E N T S JOINT LOAD U1 U2 U3 R1 R2 R3 56 D +SU 0.0383 0.0000 - 0.4914 0.0000 6.792E -03 0.0000 57 D 0.0326 0.0000 - 0.4217 0.0000 5.096E -03 0.0000 57 D +S 0.0709 0.0000 -0.9148 0.0000 0.0103 0.0000 57 D +SU 0.0430 0.0000 - 0.5536 0.0000 6.715E -03 0.0000 58 D 0.0946 0.0000 - 0.8264 0.0000 3.049E -03 0.0000 58 D +S 0.2073 0.0000 - 1.8016 0.0000 5.700E -03 0.0000 58 D +SU 0.1271 0.0000 - 1.1386 0.0000 4.708E -03 0.0000 59 D 0.0982 0.0000 - 0.8556. 0.0000 3.857E -03 0.0000 59 D +S •0.2152 0.0000 - 1,.8539 0.0000 6.572E -03 0.0000 59 D +SU 0.1321 0.0000 - 1.1827 0.0000 5.567E -03 0.0000 60 D 0.1012 0.0000 - 0.8851 0.0000 4.513E -03 0.0000 60 D +S 0.2218 0.0000 - 1.9026 0.0000 7.223E -03 0.0000 60 D +SU 0.1363 0.0000 - 1.2245 0.0000 6.072E -03 0.0000 61 D . 0.1187 0.0000 - 1.1262 0.0000 6.683E -03 0.0000 61 D +S 0.2601 0.0000 - 2.2526 0.0000 9.286E -03 0.0000 61 D +SU 0.1615 0.0000 - 1.5034 0.0000 7.119E -03 0.0000 62 D 0.1339 0.0000 -1.3755 0.0000 - 4.444E -03 0.0000 62 D +S 0.2936 0.0000 - 2.5948 0.0000 - 4.371E -03 0.0000 62 D +SU 0.1835 0.0000 - 1.7605 0.0000 - 3.213E -03 0.0000 63 D 0.1492 0.0000 - 1.2156 0.0000 - 4.363E -03 0.0000 63 D +S 0.3271 0.0000 - 2.4379 0.0000 - 4.260E -03 0.0000 63 D +SU 0.2056 0.0000 - 1.6483 0.0000 - 2.819E -03 0.0000 64 D 0.1667 0.0000 - 1.0606 0.0000 - 2.587E -03 0.0000 64 D +S 0.3655 0.0000 - 2.2890 0.0000 - 2.375E -03 0.0000 64 D +SU 0.2308 0.0000 - 1.5770 0.0000 8.592E -05 0.0000 65 D 0.1697 0.0000 - 1.0445 0.0000 - 1.999E -03 0.0000 65 D +S 0.3721 0.0000 - 2.2745 ' 0.0000 - 1.779E -03 0.0000 65 D +SU 0.2354 0.0000 - 1.5811 0.0000 7.864E -04 0.0000 66 D 0.1727 0.0000 - 1.0327 0.0000 - 1.428E -03 0.0000 66 D +S 0.3787 0.0000 - 2.2643 0.0000 - 1.222E -03 0.0000 66 0+50 . 0.2399 0.0000 - 1.5895 0.0000 1.107E -03 0.0000 . 67 D 0.2383 0.0000 - 1.0327 0.0000 1.427E -03 0.0000 67 D +S 0.5229 0.0000 - 2.2643 0.0000 1.222E -03 0.0000 67 D +SU 0.3448 0.0000 - 1.7357 0.0000 4.374E -03 0.0000 68 D 0.2413 0.0000 - 1.0445, 0.0000 1.998E -03 0.0000 68 D +S 0.5295 0.0000 - 2.2745 0.0000 1.779E -03 0.0000 68 D +SU 0.3499 0.0000 - 1.7709 0.0000 5.200E -03 0.0000 69 D 0.2444 0.0000 - 1.0606 0.0000 2.586E -03 0.0000 69 D +S 0.5361 0.0000 - 2.2890 0.0000 2.374E -03 0.0000 69 D +SU 0.3550 0.0000 - 1.8103 0.0000 5.582E -03 0.0000 70 D 0.2618 0.0000 - 1.2156 0.0000 4.361E -03 0.0000 70 D +S 0.5745 0.0000 - 2.4378 0.0000 4.257E -03 0.0000 70 D +SU 0.3866 0.0000 - 2.0463 0.0000 5.548E -03 0.0000 71 D 0.2771 0.0000 - 1.3754 0.0000 - 6.996E -03 0.0000 71 D +S 0.6080 0.0000 - 2.5946 0.0000 - 9.569E -03 0.0000 71 D +SU 0.4141 0.0000 - 2.2362 0.0000 - 8.840E -03 0.0000 72 D 0.2924 0.0000 - 1.1262 0.0000 - 6.681E -03 0.0000 72 D +S 0.6416 0.0000 - 2.2525 0.0000 - 9.264E -03 0.0000 72 D +SU 0.4417 0.0000 - 1.9260 0.0000 - 8.023E -03 0.0000 73 D 0.3096 0.0000 - 0.8851 0.0000 - 4.511E -03 0.0000 73 D +S 0.6799 0.0000 - 1.9026 0.0000 - 7.222E -03 0.0000 73 D +SU 0.4731 0.0000 - 1.6617 0.0000 - 4.052E -03 0.0000 74 D 0.3128 0.0000 - 0.8556 0.0000 - 3.856E -03 0.0000 74 D +S 0.6864 0.0000 - 1.8539 0.0000 - 6.571E -03 0.0000 74 D +SU 0.4788 0.0000 - 1.6376 0.0000 - 3.172E -03 0.0000 f M: • SAP2000 v7.10 File: TRUSS1 lb -in Units PAGE 6 7/15/08 10:48:25 Western Wood Structures, Inc Tigard Bowl Truss Repairs - Tigard, Oregon - 087004 J O I N T D I S P L A C E M E N T S JOINT LOAD U1 U2 U3 RI R2 R3 75 D 0.3164 0.0000 - 0.8264 0.0000 - 3.048E -03 0.0000 75 D +S 0.6943 0.0000 - 1.8016 0.0000 - 5.699E -03 0.0000 75 D +SU 0.4857 0.0000 - 1.6148 0.0000 - 2.510E -03 0.0000 76 D 0.3784 0.0000 - 0.4217 0.0000 - 5.099E -03 0.0000 76 D +S 0.8307 0.0000 - 0.9148 0.0000 - 0.0104 0.0000 76 D +SU 0.6103 0.0000 - 0.8938 0.0000 - 9.522E -03 0.0000 77 D 0.3820 0.0000 - 0.3749 0.0000 - 5.111E -03 0.0000 77 D +S 0.8386 0.0000 - 0.8186 0.0000 - 0.0107 0.0000 77 D +SU 0.6178 0.0000 - 0.8063 0.0000 - 9.874E -03 0.0000 78 D 0.3920 0.0000 - 0.2494 0.0000 - 5.047E -03 0.0000 78 D +S 0.8603 0.0000 - 0.5474 0.0000 - 0.0111 0.0000 78 D +SU 0.6386 0.0000 - 0.5478 0.0000 - 0.0108 0.0000 • • • • SAP2000 v7.10 File: TRUSS1 lb -in Units PAGE 7 7/15/08 10:48:25 Western Wood Structures, Inc. Tigard Bowl Truss Repairs - Tigard, Oregon - 087004 J O I N T R E A C T I O N S JOINT LOAD Fl F2 F3 M1 M2 M3 1 D 0.0000 0.0000 17296.6578 0.0000 0.0000 0.0000 1 D +S 0.0000 0.0000 37835.2379 0.0000 0.0000 0.0000 1 D +SU 0.0000 0.0000 22432.1119 0.0000 0.0000 0.0000 54 D 0.0000 0.0000 17296.0953 0.0000 0.0000 0.0000 54 D +S_ 0.0000 0.0000 37834.6754 0.0000 0.0000 0.0000 54 D +SU 0.0000 0.0000 37837.3629 0.0000 0.0000 0.0000 • • • • • • • • • SAP2000 v7.10 File: TRUSS1 lb -in Units PAGE 8 7/15/08 10:48:25 Western Wood Structures, Inc. Tigard Bowl Truss Repairs - Tigard, Oregon - 087004 F R A M E E L E M E N T F O R C E S FRAME LOAD LOC P V2 V3 T M2 M3 1 D • 0.00 - 17851.72 - 220.75 0.00 0.00 0.00 0.00 9.80 - 17811.30 -143.15 0.00 0.00 0.00 1782.42 19.59 - 17770.88 -65.55 0.00 0.00 0.00 2804.67 29.39 -17730.46 12.04 0.00 0.00 0.00 3066.76 39.19 -17690.04 89.64 0.00 0.00 0.00 2568.69 1 D +S 0.00 - 38975.03 - 697.02 0.00 0.00 0.00 0.00 9.80 - 38850.99 -458.89 0.00 0.00 0.00 5661.80 19.59 - 38726.95 - 220.76 0.00 0.00 0.00 8990.84 29.39 - 38602.91 17.36 '0.00 0.00 0.00 9987.13 39.19 -38478.87 255.49 0.00 0.00 0.00 8650.66 1 D +SU 0.00 -23517.34 - 178.16 0.00 0.00 0.00 0.00 9.80 -23476.92 - 100.56 0.00 0.00 0.00 1365.24 1.9.59 -23436.50 -22.97 0.00 0.00 0.00 1970.32 29.39 - 23396.07 54.63 0.00 0.00 0.00 1815.24 39.19 - 23355.65 132.23 0.00 0.00 0.00, 899.99 2 D 0.00 - 15586.75 _ 42.87 0.00 0.00 0.00 1537.86 3.75 - 15572.20 72.70 0.00 0.00 0.00 1321.17 7.50 - 15557.65 102.52 0.00 0.00 0.00 992.63 11.25 -15543.10 132.35 •0.00 0.00 0.00 552.24 15.00 - 15528.55 162.17 0.00 0.00 0.00 0.00 2 D +S 0.00 - 33908.75 178.33 0.00 0.00 0.00 5463.05 3.75 -33863.41 271.26 0.00 0.00 0.00 4620.03 7.50 - 33818.07 364.19 0.00 0.00 0.00 3428.52 11.25 - 33772.73 457.12 0.00 0.00 0.00 1888.51 15.00 - 33727.39 550.06 0.00 0.00 0.00 0.00 2 D +SU 0.00 - 20578.02 -37.51 0.00 , 0.00 0.00 332.18 3.75 -20563.47 -7.68 0.00 0.00 0.00 416.91 7.50 -20548.92 22.15 0.00 0.00 0.00 389.79 11.25 -20534.37 51.97 0.00 0.00 0.00 250.82 15.00 - 20519.82 81.80 0.00 0.00 0.00 0.00 3 D 0.00 -15530.04 -718.40 0.00 0.00 0.00 0.00 3.75 - 15515.92 - 688.37 0.00 0.00 0.00 2637.78 7.50 - 15501.81 -658.34 0.00 0.00 0.00 5162.92 11.25 -15487.69 - 628.30 0.00 0.00 0.00 7575.43 15.00 -15473.58 - 598.27 0.00 0.00 0.00 9875.32 3 D +S 0.00 - 33739.77 - 1511.18 0.00 0.00 • 0.00 0.00 • 3.75 - 33695.58 - 1917.15 0.00 0.00 0.00 5490.78 7.50 - 33651.39 - 1323.13 0.00 0.00 0.00 10628.94 11.25 - 33607.20 - 1229.10 0.00 0.00 • 0.00 15414.50 15.00 - 33563.01 - 1135.07 0.00 0.00 0.00 19847.45 3 D +SU 0.00 -20519.41 - 852.03 0.00 0.00 0.00 0.00 3.75 - 20505.29 - 821.99 0.00 0.00 0.00 3138.87 7.50 -20491.18 - 791.96 0.00 0.00 0.00 6165.11 11.25 -20477.06 - 761.92 0.00 • 0.00 0.00 9078.72 15.00 -20462.95 - 731.89 0.00 0.00 0.00 11879.70 9 D 0.00 - 17558.57 - 618.73 0.00 0.00 0.00 14083.52 2.92 -17547.80 - 595.02 0.00 0.00 0.00 15852.57 5.83 - 17537.03 - 571.32 0.00 0.00 0.'00 17552.53 8.75 - 17526.27 -547.62 0.00 0.00 0.00 19183.39 11.66 - 17515.50 - 523.91 0.00 0.00 0.00 20745.15 4 D +S 0.00 - 38093.06 -1058.49 0.00 0.00 0.00 28518.74 2.92 -38059.43 -984.45 0.00 0.00 0.00 31496.35 5.83 - 38025.79 -910.40 0.00 0.00 0.00 34258.11 8.75 - 37992.15 - 836.36 0.00 0.00 0.00 36804.03 • 11.66 - 37958.52 - 762.31 0.00 0.00 0.00 39134.10 4 D +SU 0.00 - 23218.27 - 881.06 0.00 0.00 0.00 16848.03 2.92 - 23207.50 - 8 0.00 0.00 . 0.00 19381.78 5.83 - 23196.73 - 833.65 0.00 0.00 0.00 21846.43 8.75 - 23185.96 - 809.95 0.00 0.00 0.00 24241.98 �- i. SAP2000 v7.10 File: TRUSS1 lb -in Units PAGE 9 7/15/08 10:48:25 Western Wood Structures, Inc. Tigard Bowl Truss Repairs - Tigard, Oregon - 087004 F R A M E E L E M E N T F O R C E S FRAME LOAD LOC P V2 V3 T M2 M3 11.66 - 23175.19 - 786.24 0.00 0.00 0.00 26568.43 5 D 0.00 - 16997.72 196.99 0.00 0.00 0.00 20745.15 . 10.50 - 16961.17 283.36 ' 0.00 0.00 0.00 18223.05 21.00 - 16924.62 369.74 0.00 0.00 0.00 14793.98 31.50 - 16888.07 456.11 0.00 0.00 0.00 10457.93 42.00 - 16851.52 542.48 0.00 0.00 0.00 5214.90 5 D +S 0.00 - 37168.18 38.90 0.00 0.00 0.00 39134.10 10.50 - 37053.11 310.81 0.00 0.00 0.00 37298.00 21.00 - 36938.04 582.72 0.00 0.00 0.00 32606.58 31.50 - 36822.97 854.63 0.00 0.00 0.00 25059.83 42.00 - 36707.90 1126.54 0.00 0.00 0.00 14657.76 5 D +SU 0.00 - 22397.63 380.46 0.00 0.00 0.00 26568.43 10.50 - 22361.08 466.83 0.00 0.00 0.00 22119.80 . 21.00 - 22324.53 553.20 0.00 0.00 0.00 16764.20 31.50 - 22287.97 639.57 0.00 0.00 0.00 10501.61 42.00 - 22251.42 725.94 0.00 0.00 0.00 3332.05 6 D 0.00 - 18861.92 -26.97 0.00 0.00 0.00 6824.38 3.75 - 18849.65 4.42 0.00 0.00 0.00 6866.66 7.50 - 18837.37. 35.82 0.00 0.00 0.00 6791.21 11.25 - 18825.10 67.21 0.00 0.00 0.00 6598.03 , 15.00 - 18812.83 98.61 0.00 0.00 0.00 6287.11 6 D +S 0.00. - 41082.37 - 253.83 0.00 0.00 0.00 19248.77 3.75 - 41043.61 - 154.67 0.00 0.00 0.00 20014.72 , , 7.50 -410.04.84 -55.50 0.00 0.00 0.00 20408.79 11.25 - 40966.08 43.67 0.00 0.00 0.00 20430.98 15.00 - 40927.31 142.83 0.00 0.00 0.00 20081.29 6 D +SU 0.00 - 24907.20 125.86 0.00 0.00 0.00 4333.90 3.75 - 24894.93 157.26 0.00 0.00 0.00 3803.04 7.50 - 24882.66 188:65 0.00 0.00 0.00 ' 3154.44 11.25 - 24870.39 220.05 0.00 0.00 0.00 2388.10 15.00 - 24858.11 251.44 0.00 0.00 0.00 1504.04 7 D 0.00 - 18808.79 100.32 0.00 0.00 0.00 6287.11 3.75 - 18796.98 131.89 0.00 0.00 0.00 5851.69 7.50 - 18785.16 163.46 0.00 0.00 0.00 5297.89 11.25 - 18773.35 195.03 0.00 0.00 0.00 4625.69 15.00 - 18761.53 226.60 0.00 0.00 0.00 3835.10 • 7 D +S 0.00 - 40913.50 468.08 0.00 0.00 0.00 20081.29 3.75 - 40876.05 568.18 0.00 0.00 0.00 • 18138.24 7.50 - 40838.59 668.28 0.00 0.00 0.00 15819.82 11.25 - 40801.13 768.38 0.00 0.00 0.00 13126.00 15.00 - 40763.67 868.48 0.00 0.00 0.00 10056.81 7 D +SU 0.00 - 24853.99 -66.40 0.00 0.00 0.00 1504.04 3.75 - 24842.17 -34.83 0.00 0.00 0.00 1693.86 7.50 - 24830.36 -3.26 0.00 0.00 0.00 1765.30 11.25 - 24818.54 28.31 0.00 0.00 0.00 1718.34 15.00 - 24806.73 59.88 0.00 0.00 0.00 1553.00 8 D 0.00 - 16765.41 - 114.89 0.00 0.00 0.00 2871.79 2.26 - 16758.57 -95.94 0.00 0.00 0.00 3109.52 4.51 -16751.74 -76.99 0.00 0.00 0.00 3304.53 6.77 - 16744.90 -58.05 0.00 0.00 0.00 3456.80 9.02 - 16738.06 -39.10 0.00 0.00 0.00 3566.35 8 D +S 0.00 - 36426.22 -52.81 0.00 0.00 0.00 7452.17 2.26 - 36404.38 7.70 . 0.00 0.00 0.00 7503.03 4.51 - 36382.54 68.22 0.00 0.00 - 0.00 7417.42 6.77 - 36360.69 128.74 0.00 0.00 0.00 7195.32 9.02 - 36338.84 189.25 0.00 0.00 0.00 6836.74 8 D +SU 0.00 - 22167.36 - 222.73 0.00 0.00 0.00 1152.26 2.26 - 22160.52 - 203.78 0.00 0.00 0.00 1633.21 SAP2000 v7.10 File: TRUSS1 lb -in Units PAGE 10 7/15/08 10:48:25 ' •Western Wood Structures, Inc. Tigard Bowl Truss Repairs - Tigard, Oregon - 087004 F R A M E E L E M E N T F O R C E S FRAME LOAD LOC P V2 V3 T M2 M3 4.51 - 22153.68 - 184.84 0.00 0.00 0.00 2071.44 6.77 - 22146.84 - 165.89 0.00 0.00 0.00 2466.94 9.02 - 22140.00 - 146.94 0.00 0.00 0.00 2819.71 9 D 0.00 - 17280.42 - 523.42 0.00 0.00 0.00 3566.35 4.63 - 17266.91 - 484.34 0.00 0.00 0.00 5899.00 9.26 - 17253.39 - 445.27 0.00 0.00 0.00 8050.77 13.89 - 17239.87 - 406.19 0.00 0.00 0.00 10021.64 18.52 - 17226.35 - 367.12 0.00 0.00 0.00 11811.62 9 D +S 0.00 - 37983.94 - 1090.86 0.00 0.00 0.00 6836.74 4.63 - 37940.63 - 965.65 0.00 0.00 0.00 11596.91 9.26 - 37897.31 - 840.43 0.00 0.00 0.00 15777.41 13.89 - 37854.00 - 715.22 0.00 0.00 0.00 19378.27 18.52 - 37810.68 - 590.01 0.00 0.00 0.00 22399.46 9 D +SU 0.00 - 23568.73 - 1133.90 0.00 0.00 0.00 2819.71 4.63 - 23555.22 - 1094.82 0.00 0.00 0.00 7978.49 9.26 - 23541.70 - 1055.75 0.00 0.00 0.00 12956.39 13.89 - 23528.18 - 1016.67 0.00 0.00 0.00 17753.39 18.52 - 23514.67 - 977.60 0.00 0.00 0.00 22369.50 10 D 0.00 - 17645.10 185.37 0.00 0.00 0.00 11811.62 6.50 - 17627.32 240.60 0.00 0.00 0.00 10427.79 12.99 - 17609.54 295.84 0.00 0.00 0.00 8685.06 19.49 - 17591.76 351.08 0.00 0.00 0.00 6583.43 . 25.99 - 17573.98 406.32 0.00 0.00 0.00 4122.90 10 D +S 0.00 - 38476.42 64.41 0.00 0.00 0.00 22399.46 6.50 - 38419.16 242.30 0.00 0.00 0.00 21403.09 12.99 - 38361.90 420.19 0.00 0.00 0.00 19250.92 19.49 - 38304.64 598.08 0.00 0.00 0.00 15942.94 25.99 - 38247.38 775.97 0.00 0.00 0.00 11479.15 10 D +SU 0.00 - 24407.57 480.67 0.00 0.00 0.00 22369.50 6.50 - 24389.79 535.91 0.00 0.00 0.00 19067.00 12.99 - 24372.01 , 591.14 0.00 0.00 0.00 15405.60 19.49 - 24354.23 646.38 0.00 0.00 0.00 11385.31 25.99 - 24336.44 701.62 ' 0.00 0.00 0.00 7006.11 11 D 0.00 - 15490.74 126.00 0.00 0.00 0.00 2843.67 3.75 - 15481.21 157.79 0.00 0.00 0.00 2311.55 7.50 - 15471.67 - 189.57 0.00 0.00 0.00 1660.23 11.25 - 15462.13 221.36 0.00 0.00 0.00 889.72 15.00 - 15452.59 253.14 0.00 0.00 0.00 0.00 . 11 D +S 0.00 - 33714.20 314.82 0.00 0.00 0.00 7826.21 3.75 - 33683.16 418.28 0.00 0.00 0.00 6451.63 . • 7.50 - 33652.11 521.73 0.00 0.00 0.00 4689.07 11.25 - 33621.07 625.19 0.00 '0.00 0.00 2538.53 15.00 - 33590.02 728.65 0.00 0.00 0.00 0.00 11 D +SU 0.00 - 21453.20 264.02 0.00 0.00 0.00 4913.93 3.75 - 21443.66 295.80 0.00 0.00 0.00 3864.25 . 7.50 - 21434.12 327.59 0.00 0.00 0.00 2695.36 11.25 - 21424.59 359.37 0.00 0.00 0.00 1407.28 15.00 - 21415.05 391.16 0.00 0.00 0.00 0.00 12 D 0.00 - 15457.49 -170.97 0.00 0.00 0.00 0.00 3.75 - 15448.42 - 139.05 0.00 0.00 0.00 581.29 7.50 - 15439.34 - 107.13 0.00 0.00 0.00 1042.88 11.25 - 15430.27 -75.20 0.00 0.00 0.00 1384.76 15.00 - 15421.19 -43.28 0.00 0.00 0.00 1606.93 12 D +S 0.00 - 33606.14 - 509.53 0.00 0.00 0.00 0.00 3.75 - 33576.52 - 405.32 0.00 0.00 0.00 1715.38 7.50 - 33546.90 - 301.11 0.00 0.00 0.00 3039.97 11.25 - 33517.27 •- 196.90 0.00 0.00 0.00 3973.77 15.00 - 33487.65 -92.70 0.00 0.00 0.00 4516.78 12 D +SU • SAP2000 v7.10 File: TRUSS1 lb -in Units PAGE 11 7/15/08 10:48:25 Western Wood Structures, Inc. Tigard Bowl Truss Repairs - Tigard, Oregon - 087004 F R A M E E L E M E N T F O R C E S FRAME LOAD LOC P V2 V3 T M2 M3 0.00 - 21421.37 - 147.75 0.00 0.00 0.00 0.00 3.75 - 21412.30 - 115.83 0.00 0.00 0.00 494.24 7.50 - 21403.23 -83.91 0.00 0.00 0.00 868.77 11.25 - 21394.15 -51.99 0.00 0.00 0.00 1123.59 15.00 - 21385.08 -20.07 0.00 0.00 0.00 1258.71 13 D 0.00 - 17502.47 - 264.62 0.00 0.00 0.00 2415.24 5.73 - 17489.39 - 215.15 0.00 0.00 0.00 3789.41 11.46 - 17476.31 - 165.69 0.00 0.00 0.00 4880.23 17.19 - 17463.23 -116.23 0.00 0.00 0.00 5687.72 22.91 - 17450.15 -66.77 0.00 0.00 0.00 6211.87 13 D +S 0.00 - 38013.13 - 408.40 0.00 0.00 0.00 6910.56 5.73 - 37970.55 - 247.40 0.00 0.00 0.00 8788.92 11.46 - 37927.97 -86.40 0.00 0.00 0.00 9744.99 17.19 - 37885.39 74.60 0.00 0.00 0.00 9778.77 22.91 - 37842.82 235.61 0.00 0.00 0.00 8890.26 13 D +SU 0.00 - 24271.10 - 327.23 0.00 .. 0.00 0.00 1958.44 5.73 - 24258.02 - 277.76 0.00 0.00 0.00 3691.26 11.46 - 24244.94 - 228.30 0.00 0.00 0.00 5140.74 17.19 - 24231.86 - 178.84 0.00 0.00 0.00 6306.88 22.91 - 24218.78 - 129.38 0.00 0.00 0.00 7189.68 14 D 0.00 - 17315.75 13.78 0.00 0.00 0.00 6211.87 7.69 - 17299.93 80.60 0.00 0.00 0.00 5849.10 15.38 - 17284.12 147.41 0.00 0.00 0.00 4972.66 23.06 - 17268.30 214.23 0.00 0.00 0.00 3582.54 . 30.75 - 17252.48 281.04 0.00 0.00 0.00 1678.76 14 D +S 0.00 - 37730.00 - 302.54 0.00 0.00 0.00 8890.26 7.69 - 37678.27 -84.06 0.00 0.00 0.00 10376.30 15.38 - 37626.55 134.42 0.00 0.00 0.00 10182.71 23.06 - 37574.82 352.90 0.00 0.00 0.00 8309.49 30.75 - 37523.10 571.38 0.00 ,' 0.00 0.00 4756.64 14 D +SU 0.00 - 23969.29 244.31 0.00 0.00 0.00 7189.68 7.69 - 23953.47 311.13 0.00 0.00 0 :00 5054.63 15.38 - 23937.65 377.94 0.00 0.00 0.00 2405.90 23.06 - 23921.83 444.76 0.00 0.00 0.00 - 756.49 30.75 - 23906.01 511.57 0.00 0.00 0.00 - 4432.56 15 D 0.00 - 19304.35 - 211.34 0.00 0.00 0.00 2281.73 3.75 - 19297.32 - 178.37 0.00 0.00 0.00 3012.46 7.50 - 19290.28 - 145.41 0.00 0.00 0.00 3619.56 11.25 - 19283.25 - 112.44 0.00 0.00 0.00 4103.04 15.00 - 19276.21 -79.48 0.00 0.00 0.00 4462.90 15 D +S 0.00 - 41982.84 - 513.59 0.00 0.00 -0.00 6462.61 3.75 - 41959.86 - 405.90 0.00 0.00 0.00 8186.68 7.50 - 41936.87 - 298.21 0.00 0.00 0.00 9506.91 11.25 - 41913.89 - 190.52 0.00 0.00 0.00 10423.29 15.00 -41890.91 -82.83 0.00 . 0.00 0.00 10935.82 15 D +SU 0.00 - 26752.84 230.95 0.00 0.00 0.00 - 5786.67 3.75 - 26745.80 263.92 0.00 0.00 0.00 - 6714.58 7.50 - 26738.77 296.88 0.00 0.00 0.00 - 7766.12 11.25 - 26731.73 329.85 0.00 0.00 0.00 - 8941.28 15.00 - 26724.70 362.82 0.00 0.00 0.00 - 10240.07 16 D 0.00 - 19271.63 - 167.83 0.00 0.00 0.00 4462.90 3.75 - 19265.08 - 134.76 0.00 0.00 0.00 5030.26 7.50 - 19258.53 - 101.70 0.00 0.00 - 0.00 5473.63 11.25 - 19251.97 -68.63 0.00 0.00 0.00 5793.00 15.00 - 19245.42 -35.57 0.00 0.00 0.00 5988.37 16 D +S 0.00 - 41878.86 - 185.61 0.00 0.00 0.00 10935.82 3.75 - 41857.41 -77.37 0.00 0.00 0.00 11428.91 7.50 - 41835.95 30.87 0.00 0.00 0.00 11516.09 11.25 - 41814.50 139.11 0.00 0.00 0.00 11197.37 SAP2000 v7.10 File: TRUSS1 lb -in Units PAGE 12 7/15/08 10:48:25 Western Wood Structures, Inc. Tigard Bowl Truss Repairs - Tigard, Oregon - 087004 F R A M E E L E M E N T F O R C E S FRAME LOAD LOC P V2 V3 T M2 M3 15.00 - 41793.05 247.35 0.00 0.00 0.00 10472.75 16 D +SU 0.00 - 26720.68 - 522.92 0.00 0.00 0.00 - 10240.07 3.75 - 26714.12 - 489.85 0.00 0.00 0.00 - 8341.07 7.50 - 26707.57 - 456.79 0.00 0.00 0.00 - 6566.07 11.25 - 26701.02 - 423.72 0.00 0.00 0.00 - 4915.07 15.00 - 26694.46 - 390.66 0.00 0.00 0.00 - 3388.06 17 D 0.00 - 17195.41 - 368.29 0.00 0.00 0.00 4583.73 4.54 - 17188.17 - 328.37 0.00 0.00 0.00 6166.12 9.09 - 17180.92 - 288.44 0.00 0.00 0.00 7567.15 13.63 - 17173.67 - 248.52 0.00 0.00 0.00 8786.83 18.17 - 17166.43 - 208.60 0.00 0.00 0.00 9825.15 17 D +S 0.00 - 37343.69 - 547.82 0.00 0.00 0.00 7898.85 4.54 - 37319.82 - 416.28 0.00 0.00 0.00 10088.72 9.09 - 37295.94 - 284.74 0.00 0.00 0.00 11681.01 13.63 - 37272.06 - 153.19 0.00 0.00 0.00 12675.72 18.17 - 37248.18 -21.65 0.00 0.00 0.00 13072.85 17 D +SU 0.00 - 23851.83 - 489.88 0.00 0.00 0.00 - 2552.76 4.54 - 23844.58 - 449.96 0.00 0.00 0.00 - 418.00 9.09 - 23837.34 - 410.04 0.00 0.00 0.00 1535.40 13.63 - 23830.09 - 370.12 0.00 0.00 0.00 3307.44 18.17. - 23822.84 - 330.19. 0.00 0.00 0.00 4898.14 18 D 0.00 - 16915.75 - 199.01 0.00 0.00 0.00 9825.15 3.55 - 16910.58 - 167.75 0.00 0.00 0.00 10475.69 7.10 - 16905.41 - 136.49 0.00 0.00 0.00 11015.34 • 10.64 - 16900.24 - 105.23 0.00 0.00 0.00 11444.09 14.19 - 16895.07 -73.97 0.00 0.00 0.00 11761.94 18 D +S 0.00 - 37198.89 - 552.68 0.00 0.00 0.00 13072.85 3.55 - 37181.83 - 449.48 0.00 0.00 0.00 14850.45 7.10 - 37164.77 - 346.28 0.00 0.00 0.00 16261.95 10.64 - 37147.70 - 243.08 0.00 0.00 0.00 17307.35 14.19 - 37130.64 - 139.88 0.00 0.00 0.00 17986.65 18 D +SU 0.00 - 24669.31 - 1656.88 0.00 0.00 0.00 4898.14 3.55 - 24664.14 - 1625.62 '0.00 0.00 0.00 10720.51 7.10 - 24658.97 - 1594.36 0.00 0.00 0.00 16431.99 10.64 - 24653.80 - 1563.10 0.00 0.00 0.00 22032.57 14.19 - 24648.63 - 1531.84 0.00 0.00 0.00 27522.26 19 D 0.00 - 17137.28 211.09 0.00 0.00 0.00 11761.94 5.29 - 17130.38 257.84 0.00 0.00 0.00 10521.23 10.58 - 17123.47 304.60 0.00 0.00 0.00 9033.11 15.88 - 17116.56 351.35 0.00 0.00 .0.00 7297.58 21.17 - 17109.65 398.11 0.00 0.00 0.00 5314.65 19 D +S • 0.00 - 37467.25 24.93 0.00 0.00 0.00 17986.65 5.29 - 37444.41 179.57 0.00 0.00 0.00 17445.59 10.58 - 37421.56 334.21 0.00 0.00 0.00 16086.22 15.88 - 37398.71 488.85 0.00 0.00 0.00 13908.53 21.17 - 37375.86 643.50 0.00 0.00 0.00 10912.52 19 D +SU 0.00 - 25723.44 601.17 0.00 0.00 0.00 27522.26 5.29 - 25716.53 647.93 0.00 0.00 0.00 24217.36 10.58 - 25709.62 694.68 0.00 0.00 0.00 20665.05 15.88 - 25702.72 741.43 0.00 0.00 0.00 16865.33 21.17 - 25695.81 788.19 0.00 0.00 0.00 12818.20 20 D 0.00 - 15080.22 179.82 0.00 0.00 0.00 3684.74 3.75 - 15075.95 212.73 0.00 0.00 0.00 2948.67 7.50 - 15071.68 245.64 0.00 0.00 0.00 2089.20 11.25 - 15067.40 278.55 0.00 0.00 0.00 1106.31 15.00 - 15063.13 311.46 0.00 0.00 0.00 0.00 20 D +S 0.00 - 32940.34 275.00 0.00 0.00 0.00 7417.39 3.75 - 32926.09 384.74 0.00 .0.00 0.00 6180.35 SAP2000 v7.10 File: TRUSS1 lb -in Units PAGE 13 7/15/08 10:48:25 Western Wood Structures, Inc. Tigard Bowl Truss Repairs - Tigard, Oregon - 087004 F R A M E • E L E M E N T F O R C E S .FRAME LOAD LOC P V2 V3 T M2 M3 7.50 - 32911.84 494.48 0.00 0.00 0.00 4531.77 11.25 - 32897.59 604.22 0.00 0.00 0.00 2471.66 15.00 - 32883.34 713.96 0.00 0.00 0.00 0.00 20 D +SU 0.00 - 22650.41 532.42 0.00 0.00 0.00 8973.75 3.75 - 22646.14 565.33 0.00 0.00 0.00 6915.44 7.50 - 22641.87 598.24 0.00 0.00 .0.00 4733.70 11.25 - 22637.59 631.14 0.00 0.00 0.00 2428.56 15.00 - 22633.32 664.05 0.00 0.00 0.00 0.00 21 D 0.00 - 15066.30 - 158.37 0.00 0.00 0.00 0.00 3.75 - 15062.50 - 125.40 0.00 0.00 0.00 532.08 7.50 - 15058.71 -92.43 0.00 0.00 0.00 940.53 11.25 - 15054.92 -59.46 0.00 0.00 0.00 1225.35 15.00 - 15051.12 -26.50 0.00 0.00 0.00 1386.53 21 D +S 0.00 - 32891.62 - 489.36 0.00 0.00 0.00 0.00 3.75 - 32878.96 - 379.28 0'.00 0.00 0.00 1628.75 7.50 -32866.29 - 269.21 0.00 0.00 0.00 . 2844.71 11.25 - 32853.63 - 15,9.13 0.00 0.00 0.00 3647.87 15.00 - 32840.96 -49.06 0.00 0.00 0.00 4038.24 21 D +SU , 0.00 - 22638.75 - 255.13 '0.00 0.00 0.00 0.00 3.75 - 22634.96 - 222.16 0.00 0.00 0.00 894.94 7.50 - 22631.17 - 189.19 0.00 0.00 0.00 1666.25 11.25 - 22627.37 - 156.22 0.00 0.00 0.00 2313.92 15.00 - 22623.58 - 123.26 0.00 0.00 0.00 2837.95 22 D . 0.00 - 17081.85 . - 231.01 0.00 0.00 0.00 2140.87 6.65 - 17076.25 - 171.90 0.00 0.00 0.00 3479.97 13.29 - 17070.66 - 112.80 0.00 0.00 0.00 4426.19 19.94 - 17065.07 -53.69 0.00 0.00 0.00 4979.53 26.59 - 17059.48 5.41 0.00 0.00 0.00 514.0.00 22 D +S 0.00 - 37274.71 - 428.40 0.00 0.00 • 0.00 6246.62 6.65 - 37256.13 - 232.04 0.00 0.00 0.00 8441.68 13.29 - 37237.54 -35.69 0.00 0.00 0.00 9331.51 19.94 - 37218.96 160.67 0.00 0.00 0.00 8916.11 26.59 - 37200.38 357.03 0.00 0 0.00 7195.48 22 D +SU 0.00 - 2567 -6.65 - 290.57 .0.00 0.00 0.00 4344.57 6.65 - 25671.06 - 231.47 0.00 0.00 0.00 6079.61 13.29 - 25665.47 - 172.36 0.00 0.00 0.00 7421.77 19.94 - 25659.87 - 113.26 0.00 0.00 0.00 8371.05 26.59 - 25654.28 -54.15 0.00 0.00 0.00 8927.46 23 D 0.00 - 17018.17 82.21 0.00 0.00 0.00 5140.00 6.77 - 17014.04 142.52 0.00 0.00 - 0.00 4379.40 13.54 - 17009.91 202.84 0.00 0.00 0.00 3210.50 20.31 - 17005.79 263.15 0.00 0.00 0.00 1633.33 . 27.08 - 17001.66 323.47 0.00 0.00 0.00 - 352.14 23 D +S 0.00 - 37171.21 - 234.65 0.00 0.00 ,0.00 7195.48 6.77 - 37157.48 -33.96 0.00 0.00 0.00 8104.61 13.54 - 37143.76 166.72 0.00 0.00 0.00 7655.29 20.31 - 37130.03 367.40 0.00 0.00 0.00 5847.54 • 27.08 - 37116.31 568.08 0.00 0.00 0.00 2681.34 23 D +SU • 0.00 - 25556.82 554.32 0.00 • 0.00 0.00 8927.46 6.77 - 25552.69 614.64 0.00 0.00 0.00 4971.07 13.54 - 25548.57 674.95 0.00 0.00 0.00 606.39 20.31 - 25544.44 735.27 0.00 0.00 0.00 - 4166.57 27.08 - 25540.32 795.58 0.00 0.00 0.00 - 9347.82 24 D 0.00 - 19026.12 36.75 0.00 0.00 0.00 - 427.16 3.75 - 19024.50 70.42 0.00 0.00 0.00 - 628.11 • 7.50 - 19022.89 104.09 0.00 0.00 0.00 - 955.32 11.25 - 19021.28 137.76 0.00 0.00 0.00 - 1'408.80 15.00 - 19019.67 171.43 0.00 0.00 0.00 - 1988.54 24 D +S SAP2000 v7.10 File: TRUSS1 lb -in Units PAGE 14 7/15/08 10:48:25 , Western Wood Structures, Inc. Tigard Bowl Truss Repairs - Tigard, Oregon - 087004 F R A M E E L E M E N T F O R C E S FRAME LOAD LOC P V2 V3 T M2 M3 0.00 - 41532.26 - 269.51 0.00 0.00 0.00 3701.24 3.75 - 41526.91 - 157.89 0.00 0.00 0.00 4502.65 7.50 - 41521.57 -46.28 0.00 0.00 0.00 4885.48 11.25 - 41516.22 65.34 0.00 0.00 0.00 4849.74 15.00 - 41510.88 176.96 0.00 0.00 0.00 4395.42 24 D +SU 0.00 - 28588.76 1032.99 0.00 0.00 0.00 - 12400.84 3.75 - 28587.14 1066.66 0.00 0.00 0.00 - 16337.78 7.50 - 28585.53 1100.33 0.00 0.00 0.00 - 20400.99 11.25 - 28583.92 1134.00 0.00 0.00 0.00 - 24590.46 15.00 - 28582.31 1167.67 0.00 0.00 0.00 - 28906.19 25 D 0.00 - 19018.83 - 207.72 0.00 0.00 0.00 - 1988.54 3.75 - 19017.71 - 174.03 0.00 0.00 0.00 - 1272.74 7.50 - 19016.59 - 140.34 0.00 0.00 0.00 - 683.28 11.25 - 19015.47 - 106.65 0.00 0.00 0.00 - 220.16 15.00 - 19014.34 -72.96 0.00 0.00 0.00 116.62 25 D +S 0.00 - .41508.52 - 216.07 0.00 0.00 0.00 4395.42 3.75 - 41504.80 - 104.34 0.00 0.00 0.00 4996.22 7.50 -41501.08 7.39 .0.00 0.00 0.00 5178.03 11.25 - 41497.36 119.12 0.00 0.00 0.00 4940.83 15.0 - 41493.64 230.85 0.00 0.00 0.00 4284 25 D +SU , 0100 - 28585.31 - 603.64 0.00 0.00 • 0.00 - 28906.19 3.75 . - 28584.19 - 569.95 0.'00 0.00 0.00 - 26705.65 7.50 - 28583.07 - 536.26 0.00 0.00 0.00 - 24631.46 11.25 - 28581.94 -502.57 0.00 0.00 0.00 - 22683.60 15.00 = 28580.82 - 468.88 0.00 0.00 0.00 - 20862.08 26 D 0.00 - 16991.17 - 291.19 0.00 0.00 0.00 74.03 4.94 - 16990.45 - 247.07 0.00 0.00 0.00 1403.79 9.88 - 16989.73 - 202.94 0.00 0.00 0.00 2515.54 14.82 - 16989.00 - 158.82 0.00 0.00 0.00 3409.27 19.76 - 16988.28 - 114.69 0.00 0.00 0.00 4084.98 26 D +S 0.00 - 37081.19 - 465.72 0.00 0.00 0.00 3138.43 4.94 - 37078.78 - 318.69 0.00 0.00 0.00 5076.31 9.88 - 37076.37 - 171.65 0.00 0.00 0.00 6287.69 14.82 - 37073.96 -24.62 0.00 0.00 0.00 6772.57 19.76 - 37071.55 122.42 0.00 0.00 0.00 6530.95 • 26 D +SU 0.00 - 25542.82 - 262.56 0.00 0.00 0.00 - 15979.42 4.94 - 25542.10 - 218.43 0.00 0.00 0.00 - 14791.13 9.88 - 25541.37 - 174.31 0.00 0.00 0.00 • - 13820.87 14.82 - 25540.65 - 130.18 0.00 0.00 • 0.00 - 13068.63 19.76 - 25539.93 -86.06 0.00 0.00 0.00 - 12534.40 27 D 0.00 - 16805.52 -62.63 0.00 0.00 0.00 4084.98 3.50 - 16805.52 -31.37 0.00 0.00 0.00 4249.48 7.00 - 16805.52 - 1.095E -01 0.00 0.00 0.00 4304.56 10.50 - 16805.52 31.15 0.00 0.00 0.00 4250.24 14.00 - 16805.52 62.41 0.00 0.00 0.00 4086.51 27 D +S 0.00 - 36919.72 - 208.46 0.00 0.00 0.00 6530.95 3.50 - 36919.72 - 104.29 0.00 0.00 0.00 7078.26 7.00 - 36919.72 - 1.096E -01 0.00 0.00 0.00 7260.95 10.50 - 36919.72 104.07 0.00 0.00 0.00 7079.03 14.00 - 36919.72 208.24 0.00 0.00 • 0.00 6532.49 27 D +SU 0.00 - 26860.10 - 2882.83 0.00 0.00 0.00 - 12534.40 . 3.50 - 26860.10 - 2851.57 0.00 0.00 0.00 - 2499.19 7.00 - 26860.10 - 2820.31 0.00 0.00 0.00 7426.60 10.50 - 26860.10 - 2752.19 0.00 0.00 0.00 17178.71 14.00 - 26860.10 - 2683.24 0.00 0.00 0.00 26690.95 28 D 0.00 - 16988.41 114.71 0.00 0.00 0.00 4086.51 4.94 - 16989.14 158.84 0.00 0.00 0.00 3410.70 9.88 - 16989.86 202.96 0.00 0.00 0.00 2516.87 14.82 - 16990.58 247.09 0.00 0.00 0.00 1405.03 SAP2000 v7.10 File: TRUSS1 lb -in Units PAGE 15 7/15/08 10:48:25 . Western Wood Structures, Inc. . Tigard Bowl Truss Repairs - Tigard, Oregon - 087004 F R A M E E L E M E N T F O R C E S FRAME LOAD LOC P V2 V3 T M2 M3 19.76 - 16991.31 291.21 0.00 0.00 0.00 75.16 28 D +S 0.00 - 37071.68 - 122.40 0.00 0.00 0.00 6532.49 4.94 - 37074.09 24.64 0.00 0.00 0.00 6774.00 9.88 - 37076.50 171.67 0.00 0.00 0.00 6289.01 14.82 - 37078.91 318.71 0.00 0.00 0.00 5077.52 19.76 - 37081.33 465.74 0.00 0.00 0.00 3139.54 28 D +SU 0.00 - 28760.72 263.11 0.00 0.00 . 0.00 26690.95 4.94 - 28762.34 361.77 0.00 0.00 0.00 25147.81 9.88 - 28763.99 461.97 0.00 0.00 0.00 23113.41 14.82 - 28765.66 563.71 0.00 0.00 0.00 20580.10 19.76 - 28767.35 667.00 0.00 0.00 0.00 17540.26 29 D 0.00 - 14973.11 -64.19 0.00 0.00 0.00 32.23 3.75 - 14974.21 -31.02 0.00 0.00 0.00 210.74 7.50 - 14975.31 2.15 0.00 0.00 0.00 264.87 11.25 - 14976.42 35.32 0.00 0.00 0.00 194.63 15.00 - 14977.52 68.48 0.00 0.00 0.00 0.00 29 D +S 0.00 - 32674.02 -89.55 0.00 0.00 0.00 1992.99 3.75 - 32677.72 21.66 0.00 0.00 0.00 2120.29 7.50 - 32681.42 132.86 0.00 0.00 0.00 1830.57 11.25 - 32685.12 244.07 0.00 0.00 0.00 1123.80 15.00 - 32688.82 355.28 0.00 0.00 0.00 0.00 29 D +SU 0.00 - 25352.80 647.03 0.00 0.00 0.00 12099.50 3.75 - 25355.43 726.09 0.00 0.00 0.00 9525.13 7.50 - 25358.09 806.03 0.00 0.00 0.00 6652.62 11.25 - 25360.78 886.85 0.00 0.00 0.00 3478.68 15.00 - 25363.50 968.56 0.00 0.00 0.00 0.00 30 D 0.00 - 14977.10 -47.85 0.00 0.00 0.00 0.00 3.75 - 14978.69 -14.70 0.00 0.00 0.00 117.29 7.50 - 14980.28 18.45 0.00 0.00 0.00 110.27 11.25, - 14981.87 51.59 0.00 0.00 0.00 -21.06 15.00 - 14983.45 84.74 0.00 0.00 0.00 - 276.70 30 D +S 0.00 - 32686.91 - 332.98 0.00 0.00 0.00 0.00 3.75 - 32692.23 - 221.88 0.00 0.00 0.00 1040.39 7.50 - 32697.55 - 110.78 0.00 0.00 0.00 1664.16 11.25 - 32702.87 3.120E -01 0.00 0.00 0.00 1871.30 15.00 - 32708.19 111.41 0.00 0.00 0.00 1661.82 30 D +SU 0.00 - 25365.73 - 543.34 0.00 0.00 0.00 0.00 3.75 - 25369.68 - 460.84 0.00 0.00 0.00 1883.16 7.50 - 25373.67 - 377.46 0.00 0.00 0.00 3455.29 11.25 - 25377.71 - 293.21 0.00 0.00 0.00 4713.10 15.00 - 25381.78 - 208.08 0.00 0.00 .0.00 5653.32 • 31 D 0.00 - 17001.80 - 323.46 0.00 0.00 0.00 - 351.52 6.77 - 17005.93 - 263.14 0.00 0.00 0.00 1633.86 13.54 - 17010.05 - 202.83 0.00 0.00 0.00 3210.95 20.31 - 17014.18 - 142.51 0.00 0.00 0.00 • 4379.75 27.08 - 17018.30 -82.19 0.00 0.00 0.00 5140.26 31 D +S 0.00 - 37116.44 - 568.07 0.00 0.00 0.00 2681.91 6.77 - 37130.17 - 367.39 0.00 0.00 0.00 5848.00 13.54 - 37143.89 - 166.70 0.00 0.00 0.00 7655.66 20.31 - 37157.62 33.98 0.00 0.00 0.00 8104.87 27.08 - 37171.34 234.66 0.00 0.00 0.00 7195.65 31 D +SU 0.00 - 28808.22 - 167.97 0.00 0.00 0.00 8646.89 6.77 - 28818.90 -11.82 0.00 0.00 0.00 9257.06 13.54 - 28829.78 147.23 0.00 0.00 0.00 8800 20.31 - 28840.86 309.20 0.00 0.00 0.00 7257.23 27.08 - 28852.13 474.06 0.00 0.00 0.00 4607.88 32 D 0.00 - 17059.61 -5.38 0.00 0.00 0.00 5140.26 6.65 - 17065.21 53.73 0.00 0.00 0.00 4979.56 • ' SAP2000 v7.10 File: TRUSS1 lb -in Units PAGE 16 7/15/08 10:48:25 western wood Structures, Inc. Tigard Bowl Truss Repairs - Tigard, Oregon - 087004 F R A M E E L E M E N T F O R C E S FRAME LOAD LOC P V2 V3 T M2 M3 13.29 - 17070.80 112.83 0.00 0.00 0.00 4425.99 19.94 - 17076.39 171.94 0.00 0.00 0.00 3479.55 26.59 - 17081.99 231.04 0.00 0.00 0.00 2140.23 32 D +S 0.00 - 37200.52 - 357.00 0.00 0.00 0.00 7195.65 6.65 - 37219.10 - 160.65 0.00 0.00 0.00 8916.09 13.29 - 37237.68 35.71 0.00 0.00 0.00 9331.32 19.94 - 37256.27 232.07 0.00 0.00 0.00 8441.32 26.59 - 37274.85 428.43 0.00 0.00 0.00 6246.11 32 D +SU 0.00 - 28866.42 - 154.02 0.00 0.00 0.00 4607.88 6.65 - 28881.95 10.11 0.00 0.00 0.00 5087.67 13.29 - 28897.74 176.99 0.00 0.00 0.00 4467.33 19.94 - 28913.79 346.61 0.00 0.00 0.00 2728.62 26.59 - 28930.10 518.98 0.00 0.00 0.00 - 146.71 33 D 0.00 - 19115.09 - 254.48 0.00 0.00 0.00 2894.35 3.75 - 19118.94 - 220.99 . 0.00 0.00 0.00 3785.89 7.50 - 19122.80 - 187.51 0.00 0.00 0.00 4551.84 11.25 - 19126.65 - 154.02 0.00 0.00 0.00 5192.22 15.00 - 19130.50 - 120.53 0.00 0:00 0.00 5707.01 33 D +S 0.00 - 41710.71 - 698.01 0.00 0.00 0.00 .8454.30 3.75 - 41723.43 - 587.42 0.00 0.00 0.00 10864.54 7.50 - 41736.15 - 476.82 0.00 0.00 0.00 12860.04 11.25 - 41748.88 - 366.23 0.00 0.00 0.00 14440.80 15.00 - 41761.60 - 255.63 0.00 0.00 0.00 15606.82 33 D +SU 0.00 - 32377.47 79.87 0.00 0.00 0.00 -88.35 3.75 - 32388.78 178.19 0.00 0.00 0.00 - 571.96 7.50 - 32400.19 277.37 0.00 0.00 0.00 - 1425.88 11.25 - 32411.70 377.42 0.00 0.00 0.00 - 2653.37 15.00 - 32423.31 478.32 0.00 0.00 0.00 - 4257.66 34 D 0.00 - 19130.58 - 149.19 0.00 0.00 0.00 5707.01 3.75 - 19134.92 - 115.76 0.00 0.00 0.00 6203.80 7.50 - 19139.26 -82.33 0.00 0.00 0.00 6575.23 . 11.25 - 19143.60 -48.90 0.00 0.00 0.00 6821.30 . 15.00 - 19147.95 -15.48 0.00 0.00 0.00 6942.02 34 D +S 0.00 - 41765.36 - 140.40 0.00 0.00 0.00 15606.82 3.75 - 41779.68 -30.14 0.00 0.00 0.00 15926.60 7.50 -417 -93.99 80.12 0.00 0.00 0.00 15832.90 11.25 - 41808.31 190.38 0.00 . 0.00 0.00 15325.71 15.00 - 41822.63 300.64 0.00 0.00 0.00 14405.04 34 D +SU 0.00 - 32431.03 - 169.34 0.00 0.00 0.00 - 4257.66 3.75 - 32444.21 -67.87 0.00 0.00 0.00 - 3812.61 7.50 - 32457.50 34.48 0.00 0.00 0.00 - 3749.73 11.25 - 32470.90 137.69 0.00 0.00 0.00 - 4072.28 15.00 - 32484.41 241.77 0.00 0.00 0.00 - 4783.50 35 D 0.00 - 17109.79 - 398.07 0.00 0.00 0.00 5312.70 5.29 - 17116.70 - 351.32 0.00 0.00 0.00 7295.46 10.58 - 17123.61 - 304.56 0.00 0.00 0.00 9030..81 15.88 -17130.52 - 257.81 0.00 0.00 0.00 10518.75 21.17 - 17137.42 - 211.05 0.00 0.00 0.00 11759.29 35 D +S 0.00 - 37376.01 . - 643.46 0.00 0.00 0.00 10910.51 5.29 - 37398.85 - 488.82 0.00 0.00 0.00 13906.35 10.58 - 37421.70 - 334.18 .0.00 0.00 0.00 16083.86 15.88 - 37444.55 - 179.53 0.00 0.00 0.00 17443.06 21.17 - 37467.40 -24.89 0.00 0.00 0.00 17983.94 35 D +SU 0.00 - 29036.55 - 190.15 0.00 0.00 0.00 - 3831.36 5.29 - 29058.34 -42.70 0.00 0.00 0.00 - 3214.50 10.58 - 29080.38 106.49 0.00 0.00 0.00 - 3382.50 15.88 - 29102.68 257.43 0.00 0.00 0.00 - 4344.61 21.17 - 29125.24 410.12 0.00 0.00 0.00 - 6110.09 36 D SAP2000 v7.10 File: TRUSS1 lb -in Units PAGE 17 7/15/08 10:48:25 Western Wood Structures, Inc. Tigard Bowl Truss Repairs - Tigard, Oregon - 087004 F R A M E E L E M E N T F O R C E S FRAME LOAD LOC P V2 V3 T M2 M3 0.00 - 16895.31 73.78 0.00 0.00 0.00 11759.29 3.55 - 16900.48 105.03 0.00 0.00 0.00 11442.12 7.10 - 16905.65 136.29 0.00 0.00 0.00 11014.06 10.64 - 16910.81 167.55 0.00 0.00 0.00 10475.11 14.19 - 16915.98 198.81 0.00 0.00 0.00 9825.26 36 D +S 0.00 - 37130.88 139.69 0.00 0.00 0.00 17983.94 3.55 - 37147.94 242.89 0.00 0.00 0.00 17305.34 7.10 - 37165.00 346.09 0.00 0.00 0.00 - 16260.64 10.64 - 37182.06 449.29 0.00 0.00 0.00 14849.83 14.19 - 37199.13 552.49 0.00 0.00 0.00 13072.92 36 D +SU 0.00 - 30085.10 - 2397.87 0.00 0.00 0.00 - 6110.09 3.55 - 30102.10 - 2295.01 0.00 0.00 0.00 2214.17 7.10 - 30119.23 - 2191.38 0.00 0.00 0.00 10172.16 10.64 - 30136.49 - 2087.00 0.00 0.00 0.00 17761.19 14.19 - 30153.88 - 1981.85 0.00 0.00 0.00 24978.56 37 D 0.00 - 17166.84 208.60 0.00 0.00 0.00 9825.26 4.54 - 17174.09 248.53 0.00 0.00 0.00 8786.93 9.09 - 17181.34 288.45 0.00 0.00 0.00 7567.24 13.63 - 17188.58 328.37 0.00 0.00 0.00 6166.20 18.17 - - 17195.83 368.29 0.00 0.00 0.00 4583.81 37 D +S 0.00 - 37248.60 21.65 . 0.00 0.00 0.00 13072.92 4.54 - 37272.47 153.19 0.00 0.00 0.00 12675.78 9.09 - 37296.35 284.74 0.00 0.00 0.00 11681.07 13.63 - 37320.23 416.28 0.00 0.00 0.00 10088.77 18.17 - 37344.11 547.82 0.00 0.00 0.00 7898.89 37 D +SU 0.00 - 32315.56 -67.57 0.00 0.00 0.00 24978.56 4.54 - 32340.09 67.57 0.00 0.00 0.00 24979.05 9.09 - 32364.85 203.98 0.00 0.00 0.00 24362.72 13.63 - 32389.84 341.65 0.00 0.00 0.00 23123.84 18.17 - 32415.06 480.59 0.00 0.00 0.00 21256.66 38 D 0.00 - 15153.18 146.83 0.00 0.00 0.00 3179.14 3.75 - 15159.63 179.39 0.00 0.00 0.00 2567.47 7.50 - 15166.09 211.94 0.00 0.00 0.00 1833.72 11.25 - 15172.54 244.49 0.00 0.00 0.00 977.90 15.00 - 15178.99, 277.04 0.00 0.00 0.00 0.00 38 D +S 0.00 - 32902.67 139.54 0.00 0.00 0.00 5324.97 3.75 - 32924.02 247.26 0.00 0.00 0.00 4599.70 7.50. - 32945.37 354.99 0.00 0.00 0.00 3470.45 11.25 - 32966.73 462.71 0.00 0.00 0.00 1937.21 15.00 - 32988.08 570.44 0.00 0.00 0.00 0.00 38 D +SU 0.00 - 28558.89 736.14 0.00 0.00 0.00 14505.52 3.75 - 28581.64 850.88 0.00 0.00 0.00 11530.05 7.50 - 28604.55 966.45 0.00 0.00 0.00 8122.74 11.25 - 28627.62 1082.87 0.00 0.00 0.00 4280.45 15.00 - 28650.86 1200.12 0.00 0.00 0.00 0.00 39 D 0.00 - 15177.24 - 136.64 0.00 0.00 0.00 0.00 3.75 - 15184.16 - 104.19 0.00 0.00 0.00 451.57 7.50 - 15191.09 -71.73 0.00 0.00 0.00 781.43 11.25 - 15198.02 -39.28 0.00 0.00 0.00 989.58 15.00 - 15204.94 -6.82 0.00 0.00 0.00 1076.02 39 D +S 0.00 - 32979.10 - 417.75 0.00 - 0.00 ' 0.00 • 0.00 3.75 - 33001.97 - 310.57 0.00 0.00 0.00 1365.62 7.50 - 33024.85 - 203.39 0.00 0.00 0.00 2329.31 11.25 - 33047.72 -96.21 0.00 0.00 0.00 2891.07 • 15.00 - 33070.59 10.97 0.00 0.00 0.00 3050.89 39 D +SU 0.00 - 28641.95 - 930.70 0.00 0.00 0.00 0.00 3.75 - 28667.02 - 813.23 0.00 0.00 0.00 3270.20 7.50 - 28692.26 - 694.95 0.00 0.00 0.00 6098.37 11.25 - 28717.67 - 575.88 0.00 0.00 0.00 8481.50 15.00 - 28743.25 - 456.01 0.00 0.00 0.00 10416.61 , I , , . . SAP2000 v7.10 File: TRUSS1 lb -in Units PAGE 18 7/15/08 10:48:25 - Western Wood Structures, Inc. Tigard Bowl Truss Repairs - Tigard, Oregon - 087004 F R A M E E L E M E N T ' ' F O R C E S FRAME LOAD LOC P V2' V3 T M2 M3 40 D 0.00 - 17252.89 - 281.06 0.00 0.00 0.00 1679.08 7.69 - 17268.71 - 214.25 0.00 0.00 0.00 3583.02 15. - 17284.53 - 147.43 0.00 0.00 0.00 4973.28 23.06 - 17300.35 -80.62 0.00 0.00 0.00 5849.88 30.75 - 17316.17 -13.80 0.00 0.00 0.00 6212.81 40 D +S 0.00 - 37523.51 - 571.40 0.00 0.00 0.00 4756.94 7.69 - 37575.24 - 352.92 0.00 0.00 0.00 8309.96 15.38 - 37626.96 - 134.44 0.00 0.00 0.00 10183.33 23.06 - 37678.69 84.04 0.00 0.00 0.00 10377.08 30.75 - 37730.41 302.52 0.00 0.00 0.00 8891.20 40 D +SU 0.00 - 32616.40 - 299.36 0.00 0.00 0.00 15616.89 7.69 - 32674.83 -52.56 0.00 0.00 0.00 16971.91 15.38 - 32734.09 197.74 0.00 0.00 0.00 16416.09 23.06 - 32794.18 451.55 0.00 0.00 0.00 13922.49 30.75 - 32855.10 708.86 0.00 0.00 0.00 9464.19 41 D 0.00 - 17450.57 66.74 0.00 0.00 0.00 6212.81 5.73 - 17463.65 116.20 0.00 0.00 0.00 5688.84 11.46 - 17476.73 165.66 0.00 0.00 0.00 4881.54 17.19 - 17489.81 215.12 0.00 0.00 0.00 3790.90 22.91 - 17502.89 264.58 0.00 0.00 0.00 2416.92 41 D +S 0.00 - 37843.23 - 235.64 0.00 0.00 0.00 8891.20 5.73 - 37885.81 -74.64 0.00 0.00 0.00 9779.90 11.46 - 37928.39 86.37 0.00 0.00 0.00 9746.30 17.19 - 37970.96 247.37 0.00 0.00 0.00 8790.42 22.91 - 38013.54 408.37 0.00 0.00 0.00 6912.24 . 41 D +SU 0.00 - 32805.08 - 364.42 0.00 0.00 0.00 9464.19 5.73 - 32855.80 - 172.63 0.00 0.00 0.00 11003.31 11.46 - 32907.02 21.05 0.00 0.00 0.00 11438.36 17.19 - 32958.74 216.62 0.00 0.00 0.00 10758.54 22.91 - 33010.95 414.06 0.00 0.00 0.00 8953.05 42 D 0.00 - 19588.03 - 158.82 0.00 0.00 0.00 3225.78 3.75 - 19597.24 - 126.39 0.00 0.00 0.00 3760.56 7.50 - 19606.46 -93.97 0.00 0.00 0.00 '4173.74 11.25 - 19615.67 -61.54 0.00 0.00 0.00 4465.33 . 15.00 - 19624.89 -29.12 0.00 0.00 0.00 4635.34 • 42 D +S 0.00 - 42541.21 - 676.00 0.00 0.00 0.00 9306.57 3.75 - 42570.98 - 571.29 0.00 0.00 0.00 11645.29 , 7.50 - 42600.74 - 466.58 0.00 0.00 0.00 13591.34 11.25 - 42630.50 - 361.87 0.00 0.00 0.00 15144.72 15.00 - 42660.27 - 257.16 0.00 0.00 0.00 16305.42 42 D +SU 0.00 - 36946.63 - 525.78 0.00 0.00 0.00 11949.86 3.75 - 36983.39 - 396.46 0.00 0.00 0.00 13679.34 7.50 - 37020.36 - 266.37 0.00 0.00 0.00 14922.40 11.25 - 37057.56 - 135.51 0.00 0.00 0.00 15676.17 15.00 - 37094.98 -3.89 0.00 0.00 0.00 15937.79 43 D 0.00 - 19628.13 - 115.95 0.00 0.00 0.00 4635.34 3.75 - 19637.82 -83.66 0.00 0.00 0.00 5009.61 7.50 - 19647.51 -51.37 0.00 0.00 0.00 5262.81 11.25 - 19657.20 -19.09 0.00 0.00 0.00 5394.93 15.00 - 19666.88 13.20 0.00 0.00 0.00 5405.98 43 D +S 0.00 - 42671.97 - 129.96 0.00 0.00 0.00 16305.42 3.75 - 42703.16 -26.00 0.00 0.00 0.00 16597.84 7.50 - 42734.35 77.96 0.00 0.00 0.00 16500.40 11.25 - 42765.55 181.92 0.00 0.00 0.00 16013.11 15.00 - 42796.74 285.88 0.00 0.00 0.00 15135.96 43 D +SU 0.00 - 37114.32 222.37 0.00 0.00 0.00 15937.79 3.75 - 37153.76 353.79 0.00 0.00 0.00 14857.72 7.50 - 37193.43 486.02 0.00 0.00 0.00 13283.29 11.25 - 37233.35 619.05 0.00 0.00 0.00 11211.49 SAP2000 v7.10 File: TRUSS1 lb -in Units PAGE 19 7/15/08 10:48:25 Western Wood Structures, Inc. Tigard Bowl Truss Repairs - Tigard, Oregon - 087004 • F R A M E E L E M E N T F O R C E S FRAME LOAD LOC P V2 V3 T M2 M3 15.00 - 37273.51 752.88 0.00 0.00 0.00 8639.31 44 D 0.00 - 17574.39 - 406.37 0.00 0.00 0.00 4125.85 6.50 - 17592.17 - 351.14 0.00 0.00 0.00 6586.73 12.99 - 17609.95 - 295.90 0.00 0.00 0.00 8688.71 19.49 - 17627.73 - 240.66 0.00 0.00 0.00 10431.80 25.99 - 17645.51 - 185.42 0.00 0.00 0.00 11815.98 44 D +S . 0.00 - 38247.79 - 776.02 0.00 0.00 0.00 11482.11 6.50 - 38305.05 - 598.13 0.00 0.00 0.00 15946.25 12.99 - 38362.31 - 420.24 0.00 0.00 0.00 19254.58 19.49 - 38419.57 - 242.35 0.00 0.00 0.00 21407.11 • 25.99 - 38476.84 -64.46 0.00 0.00 0.00 22403.83 44 D +SU 0.00 - 33322.01 - 289.92 0.00 0.00 0.00 6355.03 6.50 - 33396.32 -59.07 0.00 0.00 0.00 7490.04 12.99 - 33471.37 174.08 0.00 0.00 0.00 7117.66 19.49 - 33547.17 409.55 0.00 0.00 0.00 5222.89 25.99 - 33623.70 647.32 0.00 0.00 0.00 1790.75 45 D 0.00 - 17226.71 367.19 0.00 0.00 0.00 11815.98 4.63 - 17240.23 406.26 0.00 0.00 0.00 .10025.69 9.26 - 17253.74 445.34 0.00 0.00 0.00 8054.51 13.89 - 17267.26 484.41 0.00. . 0.00 0.00 5902.44 18.52 - 17280.78. 523.49 0.00 0.00 0.00 3569.48 45 D +S 0.00 - 37811.04 590.08 0.00 0.00 0.00 22403.83 4.63 - 37854.35 715.29 0.00 0.00 0.00 19382.32 9.26 - 37897.67 840.50 0.00 0.00 0.00 15781.16 13.89 - 37940.98 965.71 0.00 0.00 0.00 11600.35 18.52 - 37984.29 1090.93 0.00 0.00 0.00 6839.88 45 D +SU 0.00 - 34026.24 - 966.63 0.00 0.00 0.00 1790.75 4.63 - 34084.57 - 797.99 0.00 0.00 0.00 5875.72 9.26 - 34143.30 - 628.22 0.00 0.00 0.00 9177.37 13.89 - 34202.42 - 457.33 0.00 0.00 0.00 11690.51 18.52 - 34261.92 - 285.30 0.00 0.00 0.00 13409.89 ' 46 D . 0.00 - 16738.54 39.22 0.00 0.00 0.00 3569.48 • 2.26 - 16745.38 58.17 0.00 0.00 0.00 3459.66 4.51 - 16752.22 77.11 0.00 0.00 0.00 3307.11 6.77 - 16759.06 96.06 0.00 0.00 0.00 3111.83 9.02 - 16765.90 115.01 0.00 0.00 0.00 2873.82 46 D +S . 0.00 - 36339.33 - 189.13 0.00 0.00 0.00 . 6839.88 2.26 - 36361.18 - 128.61 0.00 0.00 0.00 7198.18 4.51 - 36383.02 - 68.10 0.00 0.00 0.00 7420.00 6.77 - 36404.86 -7.58 0.00 0.00 0.00 7505.34 9.02 - 36426.71 52.93 0.00 0.00 0.00 7454.20 46 D +SU ' 0.00 - 34613.47 - 572.37 0.00 0.00 0.00 13409.89 2.26 - 34643.61 - 488.85 0.00 0.00 0.00 14606.62 4.51 - 34673.87 - 405.04 0.00 0.00 0.00 15614.66 6.77 - 34704.22 - 320.94 0.00 0.00 0.00 16433.36 9.02 - 34734.68 - 236.56 0.00 0.00 0.00 17062.08 47 D . 0.00 - 14770.12 65.16 0.00 0.00 0.00 1909.94 3.75 - 14781.75 96.25 0.00 0.00 0.00 1607.29 7.50 - 14793.38 127.33 0.00 0.00 0.00 1188.08 11.25 - 14805.01 158.41 0.00 0.00 0.00 652.32 15.00 - 14816.64 189.49 0.00 0.00 0.00 0.00 . 47 D +S 0.00 - 32085.48 124.04 0.00 0.00 0.00 4848.99 3.75 - 32122.75 223.65 0.00 0.00 0.00 4197.07 7.50 - 32160.03 323.26 0.00 0.00 0.00 3171.60 11.25 - 32197.30 422.87 0.00 0.00 0.00 1772.57 15.00 - 32234.58 522.48 0.00 0.00 0.00 0.00 47 D +SU 0.00 - 30588.13 471.25 0.00 0.00 0.00 11273.91 3.75 - 30640.36 610.81 0.00 0.00 0.00 9245.23 SAP2000 v7.10 File: TRUSS1 lb -in Units PAGE 20 7/15/08 10:48:25 • Western Wood Structures, Inc. • Tigard Bowl Truss Repairs - Tigard, Oregon - 087004 ' F R A M E E L E M E N T F O R C E S FRAME LOAD LOC P V2 V3 T M2 M3 7.50 - 30692.85 751.09 0.00 0.00 0.00 6691.83 11.25 - 30745.62 892.10 0.00 0.00 0.00 3611.00 15.00 - 30798.66 1033.84 0.00 0.00 0.00 0.00 48 D . 0.00 - 14810.33 - 302.11 0.00 0.00 0.00 0.00 3.75 - 14822.41 - 271.20 0.00 0.00 0.00 1074.98 7.50 - 14834.50 - 240.29 0.00 0.00 0.00 2034.04 11.25 - 14846.58 - 209.38 0.00 0.00 0.00 2877.20 15.00 - 14858.66 - 178.47 0.00 0.00 0.00 3604.45 48 D +S 0.00 - 32213.80 - 868.39 0.00 0.00 0.00 0.00 3.75 - 32252.38 - 769.71 . 0.00 0.00 0.00 3071.52 7.50 - 32290.95 - 671.03 0.00 0.00 0.00 5772.99 11.25 - 32329.53 - 572.35 0.00 0.00 0.00 8104.39 15.00 - 32368.10 - 473.67 0.00 0.00 0.00 10065.74 48 D +SU 0.00 - 30768.99 - 1515.90 0.00 0.00 0.00 0.00 3.75 - 30824.13 - 1374.84 0.00 0.00 0.00 5420.52 7.50 - 30879.56 - 1233.07 0.00 0.00 0.00 10310.72 11.25 - 30935.26 - 1090.58 0.00 0.00 0.00 14667.90 15.00 - 30991.24 - 947.36 0.00 . 0.00 0.00 18489.37 49 D 0.00 - 16852.01 - 542.39 0.00 0.00 0.00 5213.57 10.50 - 16888.56 - 456.01 0.00 0.00 0.00 10455.62 21.00 - 16925.11 - 369.64 0.00 0.00 0.00 14790.70 31.50 - 16961.66 - 283.27 0.00 0.00 0.00 18218.79 - 42.00 - 16998.21 - 196.90 0.00 0.00 0.00 20739.90 49 D +S - 0.00 - 36708.39 - 1126.45 0.00 0.00 0.00 14656.38 10.50 - 36823.46 - 854.54 0.00 0.00 0.00 25057.47 21.00 - 36938.53 - 582.63 0.00 0.00 0.00 32603.24 31.50 - 37053.60 - 310.72 0.00 0.00 0.00 37293.69 42.00 - 37168.67 -38.80 0.00 0.00 0.00 39128.82 49 D +SU 0.00 - 35144.26 - . 991.05 0.00 0.00 0.00 27031.01 10.50 - 35312.50 - 593.51 0.00 0.00 0.00 35355.46 ' 21.00 - 35483.04 - 190.52 0.00 0.00 0.00 39476.73 31.50 -35655.89 217.94 0.00 0.00 0.00 39337.53 42.00 - 35831.05 631.84 0.00 0.00 0.00 34880.58 50 D . 0.00 - 17515.93 523.84 0.00 0.00 0.00 20739.90 2.92 - 17526.69 547.55 0.00 0.00 0.00 19178.35 5.83 - 17537.46 571.25 0.00 0.00 0.00 17547.70 • 8.75 - 17548.23 594.95 0.00 0.00 0.00 15847.96 • 11.66 - 17559.00 618.66 0.00 0.00 0.00 14079.11 50 D +S 0.00 - 37958.95 762.22 0.00 0.00 0.00 39128.82 2.92 - 37992.59 836.27 0.00 0.00 0.00 36799.02 ' 5.83 - 38026.22 910.31 0.00 0.00 0.00 34253.38 8.75 - 38059.86 984.36 0.00 0.00 0.00 31491.90 11.66 - 38093.49 1058.40 0.00 0.00 0.00 28514.58 ' 50 D +SU 0.00 - 36002.93 66.71 0.00 0.00 0.00 34880.58 2.92 - 36054.49 180.23 0.00 0.00 0.00 34520.76 5.83 - 36106.24 294.15 0.00 0.00 "0.00 33829.45 . 8.75 - 36158.18 '408.48 0.00 0.00 0.00 32805.46 11.66 - 36210.30 523.22 0.00 0.00 0.00 31447.60 51 D 0.00 - 19657.12 184.59 0.00 0.00 0.00 18285.94 3.75 - 19671.46 . 215.09 0.00 0.00 0.00 17536.52 7.50 - 19685.79 245.60 0.00 0.00 0.00' 16672.69 11.25 - 19700.13 ' 276.11 0.00 0.00 0.00 15694.46 15.00 - 19714.47 306.61 0.00 0.00 0.00 14601.82 51 D +S 0.00 - 42644.62 -4.41 0.00 0.00 0.00 37184.53 3.75 - 42689.04 90.09 0.00 0.00 • 0.00 37023.88 7.50 - 42733.45 184.59 0.00 0.00 0.00 36508.84 11.25 - 42777.86 279.09 0.00 0.00 0.00 35639.42 15.00 - 42822.27 373.59 0.00 0.00 0.00 34415.61 51 D +SU I SAP2000 v7.10 File: TRUSS1 lb -in Units PAGE 21 7/15/08 10:48:25 Western Wood Structures, Inc. Tigard Bowl Truss Repairs - Tigard, Oregon - 087004 F R A M E E L E M E N T F O R C E S ' FRAME LOAD LOC P V2 V3 T M2 M3 0.00 - 40535.86 - 1033.31 0.00 0.00 0.00 41354.55 3.75 -40604.86 -886.51 0.00 0.00 0.00 44954.53 7.50 - 40674.16 - 739.06 0.00 0.00 0.00 48002.76 11.25 - 40743.75 - 590.97 0.00 0.00 0.00 50496.84 15.00 - 40813.65 - 442.24 0.00 0.00 0.00 52434.39 52 D 0.00 - 19727.15 673.09 0.00 0.00 0.00 14601.82 3.75 - 19741.93 703.38 0.00 0.00 0.00 12020.90 7.50 - 19756.71 733.67 0.00 0.00 0.00 9326.37 11.25 - 19771.49 763.97 0.00 0.00 0.00 6518.24 15.00 - 19786.27 794.26 0.00 0.00 0.00 3596.50 52 D +S 0.00 - 42853.98 1318.47 0.00 0.00 0.00 34415.61 3.75 - 42899.55 1411.87 0.00 0.00 0.00 29296.12 7.50 - 42945.12 1505.27 0.00 0.00 0.00 23826.38 11.25 - 42990.69 1598.67 0.00 0.00 0.00 18006.39 15.00 - 43036.26 1692.07 0.00 0.00 0.00 11836.14 52 D +SU 0.00 - 40853.06 1408.29 0.00 0.00 0.00 52434.39 3.75 - 40925.04 1555.81' 0.00 0.00 0.00 46876.'80 7.50 - 40997.35 1704.02 0.00 0.00 0.00 40764.72 11.25 - 41069.99 1852.89 0.00 0.00 0.00 34095.60 15.00 - 41142.95 2002.45 0.00 0.00 0.00 26866.90 53 D 0.00 - 17690.47 -89.70 0.00 0.00 0.00 2566.42 9.80 - 17730.89 -12.10 0.00 0.00 0.00 3065.06 19.59 - 17771.31 65.49 0.00 0.00 0.00 2803.54 29.39 - 17811.73 143.09 0.00 0.00 0.00 1781.85 39.19 - 17852.15 220.69 0.00 0.00 0.00 0.00 . 53 D +S 0.00 - 38479.29 -255.53 0.00 0.00 0.00 8649.08 9.80 - 38603.34 -17.40 0.00 0.00 0.00 9985.96 19.59 - 38727.38 220.72 0.00 0.00 0.00 8990.07 • 29.39 - 38851.42 458.85 0.00 0.00 0.00 5661.42 39.19 - 38975.46 696.98 0.00 0.00 0.00 0.00 53 D +SU 0.00 - 36792.17 - 262.16 0.00 0.00 0.00 20091.36 9.80 - 36992.17 121.78 0.00 0.00 0.00 20782.36 19.59 - 37194.35 509.93 0.00 0.00 0.00 17691.60 29.39 - 37398.73 902.28 0.00 0.00 0.00 10777.88 39.19 - 37605.30 1298.83 •0.00 0.00 0.00 0.00 54 D 0.00 15730.50 - 205.34 0.00 0.00 0.00 0.00 11.86 15730.50 - 120.75 0.00 .0.00 .0.00 1933.12 23.71 15730.50 -36.15 0.00 0.00 0.00 2863.23 35.57 15730.50 48.45 0.00 0.00 0.00 2790.31 47.43 15730.50 133.05 0.00 0.00 0.00 1714.37 54 D +S 0.00 34244.49 - 293.60 0.00 0.00 0.00 0.00 11.86 34244.49 - 209.01 0.00 0.00 0.00 2979.60 23.71 34244.49 - 124.41 0.00 0.00 0.00 • 4956.17 • 35.57 34244.49 -39.81 0.00 0.00 0.00 5929.73 47.43 34244.49 • 44.78 0.00 0.00 0.00 5900.26 54 D +SU 0.00 20774.94 - 193.41 0.00 0.00 0.00 0.00 11.86 20774.94 - 108.82 0.00 0.00 0.00 1791.71 23.71 20774.94 -24.22 0.00 0.00 0.00 2580.40 35.57 20774.94 60.38 0.00 0.00 0.00 2366.07 47.43 20774.94 144.97 0.00 0.00 0.00 1148.72 55 D 0.00 15730.50 133.05 0.00 0.00 0.00 1714.37 6.25 15730.50 177.64 0.00 0.00 0.00 743.48 12.50 15730.50 222.23 0.00 0.00 0.00 - 506.12 18.75 15730.50 266.83 0.00 0.00 0.00 - 2034.44 25.00 15730.50 311.42 0.00 0.00 0.00 - 3841.46 55 D +S 0.00 34244.49 44.78 0.00 0.00 0.00 5900.26 6.25 34244.49 89.38 0.00 0.00 0.00 5481.01 12.50 34244.49 133.97 0.00 0.00 0.00 4783.04 18.75 34244.49 178.57 0.00 0.00 0.00 3806.36 SAP2000 v7.10 File: TRUSS1 lb -in Units PAGE 22 7/15/08 10:48:25 Western Wood Structures, Inc. Tigard Bowl Truss Repairs - Tigard, Oregon - 087004 F R A M E E L E M E N T F O R C E S FRAME LOAD LOC P V2 V3 T M2 M3 25.00 34244.49 223.16 0.00 0.00 0.00 2550.97 55 D +SU 0.00 20774.94 144.97 0.00 0.00 0.00 1148.72 6.25 20774.94 189.57 0.00 0.00 0.00 103.29 12.50 20774.94 234.16 0.00 0.00 0.00 - 1220.86 18.75 20774.94 278.75 0.00 0.00 0.00 - 2823.72 25.00 20774.94 323.35 0.00 0.00 0.00 - 4705.29 56 D 0.00 15730.50 - 963.66 0.00 0.00 0.00 - 3841.46 2.25 15730.50 - 947.61 0.00 0.00 0.00 - 1691.28 4.50 15730.50 - 931.55 0.00 0.00 0.00 422.77 6.75 15730.50 - 915.50 0.00 0.00 0.00 2500.71 9.00 15730.50 - 899.45 0.00 0.00 0.00 4542.53 56 D +S 0.00 34244.49 - 1717.53 0.00 0.00 0.00 2550.97 2.25 34244.49 - 1701.48 0.00 0.00 0.00 6397.36 4.50 34244.49 - 1685.43 0.00 0.00 0.00 10207.63 6.75 34244.49 - 1669.37 0.00 0.00 0.00 13981.78 9.00 34244.49 - 1653.32 0.00 0.00 0.00 17719.81 56 D +SU 0.00 20774.94 - 1595.87 0.00 0.00 0.00 - 4705.29 2.25 20774.94 - 1579.81 0.00 0.00 0.00 - 1132.66 . 4.50 20774.94 - 1563.76 0.00 0.00 0.00 2403.86 6.75 20774.94 - 1547.70 0.00 0.00 0.00 5904.25 9.00 20774.94 - 1531.65 0.00 0.00 0.00 9368.53 57 D 0.00 16159.81 - 466.99 0.00 0.00 0.00 4542.53 37.72 16159.81 -65.87 0.00 0.00 0.00 13217.75 75.'44 16159.81 203.26 0.00 0.00 0.00 10626.63 113.16 16159.81 472.38 0.00 0.00 0.00 - 2115.57 150.88 16159.81 873.51 0.00 0.00 0.00 - 26004.61 • 57 D +S 0.00 35540.23 - 356.43 0.00 0.00 0.00 17719.81 37.72 35540.23 44.70 0.00 0.00 0.00 22224.64 75.44 35540.23 313.82 0.00 0.00 0.00 15463.13 113.16 35540.23 582.95 0.00 0.00 0.00 - 1449.45 150.88 35540.23 984.07 0.00 0.00 0.00 - 29508.88 57 D +SU 0.00 21903.02 - 402.03 0.00 0.00 0.00 9368.53 37.72. 21903.02 - 9.085E -01 0.00 0.00 0.00 15593.60 • 75.44 21903.02 268.22 0.00 0.00 0.00 10552.33 • 113.16 21903.02 537.34 0.00 0.00 0.00 - 4640.01 150.88 21903.02 938.47 0.00 0.00 0.00 - 30979.20 58 D 0.00 16853.15 133.96 0.00 0.00 0.00 - 26004.61 2.13 16853.15 149.13 0.00 0.00 0.00 - 26305.39 4.25 16853.15 164.29 0.00 0.00 0.00 - 26638.39 6.38 16853.15 179.45 0.00 0.00 0.00 - 27003.61 8.50 16853.15 194.61 0.00 0.00 0.00 - 27401.05 58 D +S 0.00 36645.39 - 197.33 0.00 0.00 0.00 - 29508.88 2.13 36645.39 - 182.17 0.00 0.00 0.00 - 29105.67 4.25 36645.39 - 167.00 0.00 0.00 0..00 - 28734.67 6.38 36645.39 - 151.84 0.00 0.00 0.00 - 28395.90 8.50 36645.39 - 136.68 0.00 0.00 0.00 - 28089.34 58 D +SU 0.00 23380.81 - 642.75 0.00 0.00 0.00 - 30979.20 2.13 23380.81 - 627.59 0.00 0.00 0.00 - 29629.47 4.25 23380.81 - 612.43 0.00 0.00 0.00 - 28311.95 6.38 23380.81 - 597.27 0.00 0.00 0.00 - 27026.65 8.50 23380.81 - 582.10 0.00 0.00 0.00 - 25773.57 59 D 0.00 16853.15 - 347.13 0.00 0.00 0.00 - 27401.05 1.75 16853.15 - 334.65 0.00 0.00 0.00 - 26804.50 3.50 16853.15 - 322.16 0.00 0.00 0.00 - 26229.79 5.25 16853.15 - 309.67 0.00 0.00 0.00 - 25676.94 7.00 16853.15 - 297.19 0.00 0.00 0.00 - 25145.93 59 D +S 0.00 36645.39 - 588.89 0.00 0.00 0.00 - 28089.34 1.75 36645.39 - 576.41 0.00 0.00 0.00 - 27069.71 SAP2000 v7.10 File: TRUSS1 lb -in Units PAGE 23 7/15/08 10:48:25 Western Wood Structures, . Inc. Tigard Bowl Truss Repairs - Tigard, Oregon - 087004 F R A M E E L E M E N T ' F O R C E S FRAME LOAD LOC P V2 V3 T M2 M3 3.50 36645.39 - 563.92 0.00 0.00 0.00 - 26071.92 5.25 36645.39 - 551.43 0.00 0.00 0.00 - 25095.99 7.00 36645.39 ' - 538.95 0.00 0.00 • 0.00 - 24141.91 59 D +SU 0.00 23380.81 - 1606.35 0.00 0.00 0.00 - 25773.57 1.75 23380.81 - 1593.86 0.00 0.00 0.00 - 22973.39 3.50 23380.81 - 1581.37 0.00 0.00 0.00 - 20195.05 5.25 23380.81 - 1568.89 0.00 0.00 0.00 - 17438.58 7.00 23380.81 - 1556.40 0.00 0.00 0.00 - 14703.95 60 D 0.00 16656.72 - 601.19 0.00 0.00 0.00 - 25145.93 10.28 16656.72 - 527.83 0.00 0.00 0.00 - 19342.08 20.56 16656.72 - 454.47 0.00 0.00 0.00 - 14292.44 30.84 16656.72 - 381.11 0.00 0.00 0.00 - 9997.00 41.12 16656.72 - 307.76 0.00 0.00 0.00 - 6455.76 60 D +S 0.00 36610.50 - 588.17 0.00 0.00 0.00 - 24141.91 10.28 36610.50 - 514.81 0.00 0.00 0.00 - 18471.90 20.56 36610.50 - 441.45 0.00 0.00 0.00 - 13556.10 30.84 36610.50 - 368.10 0.00 0.00 0.00 - 9394.50 41.12 36610.50 - 294.74. 0.00 0.00 0.00 - 5987.11 60 D +SU 0.00 24068.61 - 465.80 0.00 0.00 0.00 - 14703.95 10.28 24068.61 - 392.44 0.00 0.00 0.00 - 10292.08 20.56 24068.61 - 319.08 0.00 0.00 0.00 - 6634.42 30.84 24068.61 - 245.72 0.00 0.00 0.00 - 3730.96 41.12 24068.61 - 172.37 0.00 0.00 0.00 - 1581.71 61 D 0.00 16656.72 - 307.76 0.00 0.00 0.00 - 6455.76 9.00 16656.72 - 243.54 0.00 0.00 0.00 - 3974.91 18.00 16656.72 - 179.33 0.00 0.00 0.00 - 2072.00 27.00 16656.72 - 115.11 0.00 0.00 0.00 - 747.03 36.00 16656.72 -50.90 0.00 0.00 0.00 0.00 61 D +S 0.00 36610.50 - 294.74 0.00 0.00 0.00 - 5987.11 9.00 36610.50 - 230.52 0.00 0.00 0.00 - 3623.42 18.00 36610.50 - 166.31 0.00 0.00 0.00 - 1837.67 27.00 36610.50 - 102.09 0.00 0.00 0.00 - 629.87 36.00 36610.50 -37.88 0.00 0.00 0.00 0.00 61 D +SU . 0.00 24068.61 - 172.37 0.00 0.00 0.00 - 1581.71 9.00 24068.61 - 108.15 0.00 0.00 0.00 - 319.37 18.00 24068.61 -43.94 0.00 0.00 '0.00 365.03 27.00 24068.61 20.28 0.00 0.00 0.00 471.48 36.00 24068.61 84.49 0.00 0.00 0.00 0.00 62 D 0.00 16656.72 -50.90 0.00 0.00 0.00 0.00 • 9.00 16656.72 13.32 0.00 0.00 0.00 169.09 18.00 16656.72 77.54 0.00 0.00 0.00 - 239.76 27.00 16656.72 141.75 0.00 0.00 0.00 - 1226.54 36.00 16656.72 337.97 0.00 0.00 0.00 - 3076.39 62 D +S 0.00 36610.50 -37.88 0.00 0.00 0.00 0.00 9.00 36610.50 26.34 0.00 0.00 0.00 51.93 18.00 36610.50 90.55 0.00 0.00 0.00 - 474.08 27.00 36610.50 154.77 0.00 0.00 0.00 - 1578.03 36.00 36610.50 350.98 0.00 0.00 0.00 - 3545.04 • 62 D +SU 0.00 24068.61 84.49 0.00 0.00 0.00 0.00 9.00 24068.61 148.71 0.00 0.00 0.00 - 1049.42 18.00 24068.61 212.93 0.00 0.00 0.00 - 2676.78 27.00 24068.61 277.14 0.00 0.00 0.00 - 4882.09 36.00 24068.61 473.36 0.00 0.00 0.00 - 7950.45 63 D 0.00 16656.72 337.97 0.00 0.00 0.00 - 3076.39 10.31 16656.72 411.55 0.00 0.00 0.00 - 6941.07 . 20.63 16656.72 485.13 0.00 0.00 0.00 - 11564.54 . 30.94 16656.72 558.71 0.00 0.00 0.00 - 16946.81 41.25 16656.72 632.29 0.00 0.00 ' 0.00 - 23087.87 63 D +S SAP2000 v7.10 File: TRUSS1 lb -in Units PAGE 24 7/15/08 10:48:25 Western Wood Structures, • Inc. Tigard Bowl Truss Repairs - Tigard, Oregon - 087004 • F R A M E E L E M E N T F O R C E S FRAME LOAD LOC P V2 V3 T M2 M3 0.00 36610.50 350.98 0.00 0.00 0.00 - 3545.04 10.31 36610.50 424.56 0.00 0.00 0.00 - 7543.97 20.63 36610.50 498.14 0.00 0.00 0.00 - 12301.69 30.94 36610.50 571.73 0.00 0.00 0.00 - 17818.21 41.25 36610.50 645.31 0.00 0.00 0.00 - 24093.52 63 D+SU 0.00 24068.61 473.36 0.00 0.00 0.00 - 7950.45 10.31 24068.61 546.94 0.00 0.00 0.00 - 13211.34 20.63 24068.61 620.52 0.00 0.00 0.00 - 19231.02 30.94 24068.61 694.10 0.00 0.00 0.00 - 26009.50 41.25 24068.61 767.68 0.00 0.00 0.00 - 33546.78 64 D 0.00 16984.11 111.02 0.00 0.00 0.00 - 23087.87 1.75 16984.11 123.50 0.00 0.00 0.00 - 23293.08 3.50 16984.11 135.99 0.00 0.00 0.00 - 23520.13 5.25 16984.11 148.47 0.00 0.00 0.00 - 23769.03 7.00 16984.11 160.96 0.00 0.00 0.00 - 24039.79 64 D +S . 0.00 37068.57 -86.38 0.00 0.00 0.00 - 24093.52 1.75 37068.57 -73.89 0.00 0.00 0.00 - 23953.29 ' 3.50 37068.57 -61.40 0.00 0.00 0.00 - 23834.91 5.25 37068.57 -48.92 0.00 0.00 0.00 - 23738.38 7.00 37068.57 -36.43 0.00 0.00 0.00 - 23663.71 64 D +SU . 0.00 25535.08 - 1587.70 0.00 0.00 0.00 - 33546.78 1.75 25535.08 - 1575.22 0.00 0.00 0.00 - 30779.23 3.50 25535.08 - 1562.73 0.00 0.00 0.00 - 28033.52 5.25 25535.08 - 1550.24 0.00 0.00 0.00 - 25309.67 7.00 25535.08 - 1537.76 0.00 0.00 . 0.00 - 22607.67 65 D 0.00 16984.11 - 350.79 0.00 0.00 0.00 - 24039.79 1.75 16984.11 - 330.30 0.00 0.00 0.00 - 23436.84 3.50 16984.11 - 325.82 0.00 0.00 0.00 - 22855.73 5.25 16984.11 - 313.33 0.00 0.00 0.00 - 22296.48 7.00 16984.11 - 300.84 0.00 0.00 0.00 - 21759.07 65 D +S 0.00 37068.57 - 404.37 0.00 0.00 0.00 - 23663.71 1.75 37068.57 - 391.88 0.00 0.00 0.00 - 22966.99 3.50 37068.57 - 379.39 0.00 0.00 0.00 - 22292.12 5.25 37068.57 - 366.91 0.00 0.00 0.00 - 21639.11 7.00 37068.57 - 354.42 0.00 0.00 0.00 - 21007.94 65 D +SU 0.00 25535.08 - 2806.91 0.00 0.00 0.00 - 22607.67 1.75 25535.08 - 2794.43 0.00 0.00 0.00 - 17706.50 3.50 25535.08 -2781.94 0.00 0.00 0.00 -12827.17 5.25 25535.08 - 2769.45 0.00 0.00 0.00. - 7969.70 7.00 25535.08 - 2756.97 0.00 0.00 0.00 - 3134.08 66 D 0.00 16805.52 - 613.65 0.00 0.00 0.00 - 21759.07 38.38 16805.52 - 339.84 0.00 0.00 0.00 - 3464.08 76.75 16805.52 65.97 0.00 0.00 0.00 4323.55 115.13 16805.52 339.78 0.00 0.00 0.00 - 3461.70 153.50 16805.52 613.58 0.00 0.00 0.00 - 21754.32 66 D +S 0.00 36919.72 - 613.65 0.00 0.00 0.00 21007.94 38.38 36919.72 - 339.84 0.00 0.00 0.00 - 2712.95 76.75 36919.72 65.97 0.00 0.00 0.00 5074.67 115.13 36919.72 339.78 0.00 0.00 0.00 - 2710.57 153.50 36919.72 613.58 0.00 0.00 0.00 - 21003.20 66 D +SU 0.00 26860.10 - 361.17 0.00 0.00 0.00 - 3134.08 38.38 26860.10 -87.36 0.00 .0.00 0.00 5472.19 76.75 26860.10 318.44 0.00 0.00 0.00 3571.08 115.13 26860.10 592.25 0.00 0.00 0.00 - 13902.89 153.50 26860.10 866.06 0.00 0.00 0.00 - 41884.24 67 D 0.00 16984.25 300.54 0.00 0.00 0.00 - 21754.32 1.75 1698'4.25 313.03 0.00 0.00 0.00 - 22291.20 3.50 16984.25 325.51 0.00 0.00 0.00 - 22849.92 5.25 16984.25 338.00 0.00 0.00 0.00 - 23430.49 SAP2000 v7.10 File: TRUSS1 lb -in Units PAGE 25 7/15/08 10:48:25 Western Wood Structures, Inc. Tigard Bowl Truss Repairs - Tigard, Oregon - 087004 F R A M E E L E M E N T F O R C E S • FRAME LOAD LOC P V2 V3 T M2 M3 7.00 16984.25 350.49 0.00 0.00 0.00 - 24032.92 67 D +S 0.00 37068.70 354.12 0.00 0.00 0.00 - 21003.20 1.75 37068.70 366.60 0.00 0.00 0.00 - 21633.83 3.50 37068.70 379.09 0.00 0.00 0.00 - 22286.31 5.25 37068.70 391.58 0.00 0.00 . 0.00 - 22960.64 7.00 37068.70 404.06 0.00 0.00 ' 0.00 - 23656.82 67 D +SU 0.00 28752.54 - 2534.06 0.00 0.00 0.00 - 41884.24 1.75 28752.54 - 2521.58 0.00 0.00 0.00 - 37460.56 3.50 28752.54 - 2509.09 0.00 0.00 0.00 - 33058.73 5.25 28752.54 - 2496.60 0.00 0.00 0.00 - 28678.75 7.00 28752.54 - 2484.12 0.00 0.00 0.00 - 24320.62 68 D . 0.00 16984.25 - 161.30 0.00 0.00 0.00 - 24032.92 1.75 16984.25 - 148.81 0.00 0.00. 0.00 - 23761.58 3.50 16984.25 - 136.32 0.00 0.00 0.00 - 23512.08 5.25 16984.25 - 123.84 0.00 0.00 0.00 - 23284.44 7.00 16984.25 - 111.35 0.00 0.00 0.00 - 23078.65 68 D +S 0.00 37068.70 36.10 0.00 0.00 0.00 - 23656.82 1.75 37068.70 48.58 0.0,0 0.00 0:00 - 23730.92 3.50 37068.70 61.07 0.00 0.00 0.00 - 23826.86 5.25 37068.70 73.55 0.00 0.00 0.00 - 23944.66 .7.00 ,37068.70 86.04 0.00 0.00 0.00 - 24084.30 68 D +SU • 0.00 28752.54 - 2597.82 0.00 0.00 0.00 - 24320.62 1.75 28752.54 - 2585.33 0.00 0.00 0.00 - 19785.37 3.50 28752.54 - 2572.84 0.00 0.00 0.00 - 15271.97 5.25 28752.54 - 2560.36 0.00 0.00 0.00 - 10780.42 7.00 28752.54 - 2547.87 0.00 0.00 0.00 - 6310.72 69 D 0.00 16656.98 - 632.41 0.00 0.00 0.00 - 23078.65 10.31 16656.98 - 558.83 0.00 0.00 0.00 - 16936.28 20.62 16656.98 - 485.25 0.00 0.00 0.00 - 11552.71 30.94 16656.98 - 411.67 0.00 0.00 0.00 - 6927.93 41.25 16656.98 - 338.09 0.00 0.00 0..00 - 30,61.95 69 D +S 0.00 36610.76 - 645.43 0.00 0.00 0.00 - 24084.30 10.31 36610.76 - 571.85 0.00 0.00 0.00 - 17807.68 20.62 36610.76 -498.27 0.00 0.00 0.00 - 12289.86 30.94 36610.76 - 424.69 "0:00 0.00 0.00 - 7530.83 41.25 36610.76 - 351.11 0.00 0.00 0.00 - 3530.60 69 D +SU 0.00 30073.28 - 415.35 0.00 0.00 0.00 - 6310.72' 10.31 30073.28 - 341.77 0.00 0.00 0.00 - 2406.79 20.62 30073.28 - 268.19 0.00 0.00 0.00 738.35 30.94 30073.28 - 194.61 0.00 0.00 0.00 3124.69 41.25 30073.28 - 121.03 0.00 0.00 0.00 4752.24 70 D 0.00 16656.98 - 338.09 0.00 0.00 0.00 - 3061.95 9.00 16656.98 - 141.88 0.00 0.00 0.00 - 1229.97 18.00 16656.98 -77.66 0.00 0.00 . 0.00 - 242.04 27.00 16656.98 -13.45 0.00 0.00 0.00 167.95 36.00 16656.98 50.77 0.00 0.00 0.00 0.00 70 D +S 0.00 36610.76 - 351.11 0.00 0.00 0.00 - 3530.60 9.00 36610.76 - 154.90 0.00 0.00 0.00 - 1581.45 18.00 36610.76 -90.68 0.00 0.00 0.00 - 476.36 27.00 36610.76 -26.46 0.00 0.00 0.00 50.79 36.00 36610.76 37.75 0.00 0.00 0.00 0.00 70 D +SU 0.00 30073.28 - 121.03 0.00 0.00 0.00 ,4752.24 9.00 30073.28 75.18 0.00 0.00 0.00 4630.67 18.00 30073.28 139.40 0.00 0.00 0.00 3665.05 27.00 30073.28 203.61 0.00 0.00 0.00 2121.50 36.00 30073.28 267.83 0.00 0.00 0.00 0.00 71 D 0.00 16656.98 50.77 0.00 0.00 0.00 0.00 9.00 16656.98 114.98 0.00 0.00 0.00 - 745.89 SAP2000 v7.10 File: TRUSS1 lb -in Units PAGE 26 7/15/08 10:48:25 Western Wood Structures, Inc. Tigard Bowl Truss Repairs - Tigard, Oregon - 087004 F R A M E E L E M E N T F O R C E S FRAME LOAD LOC P V2 V3 T M2 M3 18.00 16656.98 179.20 0.00 0.00 0.00 - 2069.72 27.00 16656.98 243.42 0.00 0.00 0.00 - 3971.49 36.00 16656.98 307.63 0.00 0.00 0.00 - 6451.20 71 D +S 0.00 36610.76 37.75 0.00 0.00 0.00 0.00 9.00 36610.76 101.97 0.00 0.00 0.00 - 628.73 18.00 36610.76 166.18 0.00 0.00 0.00 - 1835.39 27.00 36610.76 230.40 0.00 0.00 0.00 - 3620.00 36.00 36610.76 294.61 0.00 0.00 0.00 - 5982.55 71 D +SU 0.00 30073.28 267.83 0.00 0.00 0.00 0.00 9.00 30073.28 332.05 0.00 0.00 0.00 - 2699.44 18.00 30073.28 396.26 0.00 0.00 0.00 - 5976.81 27.00 30073.28 460.48 0.00 0.00 0.00 - 9832.13 36.00 30073.28 524.69 0.00 0.00 0.00 - 14265.38 72 D 0.00 16656.98 307.63 0.00 0.00 0.00 - 6451.20 10.28 16656.98 380.99 0.00 0.00 0.00 - 9991.13 20.56 16656.98 454.35 0.00 0.00 0.00 - 14285.27 30.84 16656.98 527.70 0.00 0.00 0.00 - 19333.61 41.13 16656.98 601.06 0.00 0.00 0.00 - 25136.16 72 D +S - 0.00 36610.76 294:61 0.00 0.00 0.00 - 5982.55 10.28 36610.76 367.97 0.00 0.00 0.00 - 9388.64 20.56 36610.76 441.33 0.00 0.00 0.00' - 13548.93 30.84 36610.76 514.68 0.00 0.00 0.00 - 18463.43 41.13 36610.76 588.04 0.00 0.00 0.00 - 24132.14 72 D +SU 0.00 30073.28 524.69 0.00 0.00 0.00 - 14265.38 10.28 30073.28 598.05 0.00 0.00 0.00 - 20036.97 20.56 30073.28 671.41 0.00 0.00 0.00 - 26562.76 30.84 30073.28 744.76 0.00 0.00 0.00 - 33842.76 41.13 30073.28 818.12 0.00 0.00 0.00 - 41876.96 73 D 0.00 16853.55 296.83 0.00 0.00 0.00 - 25136.16 1.75 16853.55 309.32 0.00 0.00 0.00 - 25666.54 3.50 16853.55 321.80 0.00 0.00 0.00 - 26218.77 5.25 16853.55 334.29 0.00 0.00 0.00 - 26792.85 7.00 16853.55 346.78 0.00 0.00 0.00 - 27388.78 73 D +S 0.00 36645.80 538.59 0.00 0.00 0.00 - 24132.14 1.75 36645.80 551.08 0.00 0.00 0.00 - 25085.59 3.50 36645.80 563.56 0.00 0.00 0.00 - 26060.90 5.25 36645.80 576.05 0.00 0.00 0.00 - 27058.06 7.00 36645.80 588.54 0.00 0.00 0.00 - 28077.07 73 D +SU 0.00 31808.01 - 1912.09 0.00 0.00 0.00 - 41876.96 1.75 31808.01 - 1899.61 0.00 0.00 0.00 - 38541.72 3.50 31808.01 - 1887.12 0.00 0.00 0.00 - 35228.33 5.25 31808.01 - 1874.63 0.00 0.00 0.00 - 31936.80 7.00 31808.01 - 1862.15 0.00 0.00'. 0.00 - 28667.11 74 D . 0.00 16853.55 - 194.97 0.00 0.00 0.00 . - 27388.78 2.13 16853.55 - 179.81 0.00 0.00 0.00 - 26990.58 4.25 16853.55 - 164.64 0.00 0.00 0.00 - 26624.61 6.38 16853.55 - 149.48 0.00 0.00 0.00 - 26290.85 8.50 16853.55 - 134.32 0.00 0.00 0.00 - 25989.31 74 D +S 0.00 36645.80 136.32 0.00 0.00 0.00 - 28077.07 2.13 36645.80 151.49 0.00 0.00 0.00 - 28382.87 4.25 36645.80 166.65 0.00 0.00 0.00 - 28720.89 6.38 36645.80 181.81 0.00 0.00 0.00 - 29091.13 8.50 36645.80 196.97 0.00 0.00 0.00 - 29493.59 74 D +SU 0.00 31808.01 - 1629.55 0.00 0.00 0.00 - 28667.11 2.13 31808.01 - 1614.39 0.00 0.00. 0.00 - 25220.43 4.25 31808.01 - 1599.23 0.00 0.00 0.00 - 21805.96 6.38 31808.01 - 1584.06 0.00 0.00 0.00 - 18423.72 8.50 31808.01 - 1568.90 0.00 0.00 0.00 - 15073.69 75 D • • SAP2000 v7.10 File: TRUSS1 lb -in Units PAGE 27 7/15/08 10:48:25 J • Western Wood Structures, Inc. Tigard Bowl Truss Repairs - Tigard, Oregon - 087004 F R A M E E L E M E N T F O R C E S FRAME LOAD LOC P V2 V3 T M2 M3 0.00 16160.12 - 873.97 0.00 0.00 0.00 - 25989.31 37.72 16160.12 - 472.84 0.00 0.00 0.00 - 2122.76 75.44 16160.12 - 203.72 0.00 0.00 0.00 10636.77 113.16 16160.12 65.41 0.00 0.00 0.00 13245.23 150.88 16160.12 466.53 0.00 0.00 0.00 4507.69 • 75 D +S 0.00 35540.54 - 984.53 0.00 0.00 0.00 - 29493.59 37.72 35540.54 - 583.41 0.00 0.00 0.00 - 1456.65 75.44 35540.54 - 314.28 0.00 0.00 0.00 15473.27 113.16 35540.54 -45.16 0.00 0.00 0.00 22252.12 150.88 35540.54 355.97 0.00 0.00 0.00 17684.97 75 D+SU 0.00 32472.62 - 851.45 0.00 0.00 0.00 - 15073.69 37.72 32472.62 - 450.33 0.00 0.00 0.00 7943.61 75.44 32472.62 - 181.20 0.00 0.00 0.00 19853.89 113.16 32472.62 87.92 0.00 0.00 0.00 21613.10 150.88 32472.62 489.05 0.00 • 0.00 0.00 12026.31 76 D 0.00 15730.91 898.89 0.00 0.00 . 0.00 4507.69 2.25 15730.91 914.94 0.00 0.00 0.00 2467.13 4.50 15730.91 931.00 0.00 0.00 0.00 390.45 6.75 15730.91 947.05 0.00 0.00 0.00 - 1722.36 9.00 15730.91 963.10 0.00 0.00 0.00 - 3871.28 • 76 D +S 0.00 34244.90 1652.76 0.00 0.00 0.00 17684.97 2.25 34244.90 1668.81 0.00 0.00 0.00 13948.20 4.50 34244.90 1684.87 0.00 0.00 0.00 10175.32 6.75 34244.90 1700.92 0.00 0.00 0.00 6366.31 9.00 34244.90 1716.97 0.00 0.00 0.00 2521.18 76 D +SU 0.00 32751.68 214.77 . 0.00 0.00 0.00 12026.31 2.25 32751.68 230.83 0.00 0.00 0.00 11525.01 4.50 32751.68 246.88 0.00 0.00 0.00 10987.58 6.75 32751.68 262.94 0.00 0.00 0.00 10414.04 9.00 32751.68 278.99 0.00 0.00 0.00 9804.37 77 D 0.00 15730.91 - 311.83 0.00 0.00 0.00 - 3871.28 6.25 15730.91 - 267.24 0.00 0.00 0.00 - 2061.68 12.50 15730.91 - 222.65 0.00 0.00 0.00 - 530.79 18.75 15730.91 - 178.05 0.00 - 0.00 0.00 721.39 25.00 15730.91 - 133.46 .0.00 0.00 0.00 1694.85 77 D +S 0.00 34244.90 - 223.57 0.00 0.00 0.00 2521.18 6.25 34244.90 - 178.98 0.00 0.00 . 0.00 3779.14 12.50 34244.90 - 134.38 0.00 0.00 0.00 4758.39 18.75 34244.90 -89.79 0.00 0.00 0.00 5458.93 25.00 34244.90 -45.19 0.00 0.00 0.00 5880.76 77 D +SU 0.00 32751.68 - 123.01 0.00 0.00 0.00 9804.37 6.25 32751.68 -78.42 0.00 0.00 0.00 10433.83 12.50 32751.68 -33.82 0.00 0.00 0.00 10784.58 18.75 32751.68 10.77 0.00 0.00 0.00 •10856.62 25.00 32751.68 55.37 0.00 0.00 0.00 10649.94 78 D 0.00 15730.91 - 133.46 0.00 0.00 0.00 1694.85 11.86 15730.91 -48.86 0.00 0.00 0.00 2775.67 23.71 15730.91 35.74 0.00 0.00 0.00 2853.47 35.57 15730.91 120.33 0.00 0.00 0.00 1928.24 47.43 15730.91 204.93 0.00 0.00 0.00 0.00 78 D +S 0.00 34244.90 -45.19 0.00 0.00 0.00 5880.76 11.86 34244.90 39.40 0.00 0.00 0.00 5915.10 23.71 34244.90 124.00 0.00 0.00 0.00 4946.42 35.57 34244.90 208.60 0.00 0.00 0.00 2974.72 47.43 34244.90 293.19 0.00 0.00 0.00 0.00 78 D +SU 0.00 32751.68 55.37 0.00 0.00 0.00 10649.94 11.86 32751.68 139.96 0.00 0.00 0.00 9491.99 23.71 32751.68 224.56 0.00 0.00 0.00 7331.01 35.57 32751.68 309.16 0.00 0.00 0.00 4167.02 47.43 32751.68 393.75 0.00 0.00 0.00 0.00 1 V • SAP2000 v7.10 File: TRUSS1 lb -in Units PAGE 28 7/15/08 10:48:25 Western Wood Structures, Inc. Tigard Bowl Truss Repairs - Tigard, Oregon - 087004 F R A M E E L E M E N T F O R C E S FRAME LOAD- LOC P V2 V3 T M2 M3 79 D 0.00 2550.17 0.00 0.00 0.00 0.00 0.00 8.97 2551.76 0.00 0.00 0.00 0.00 0.00 17.94 2553.35 0.00 0.00 0.00 0.00 0.00 26.91 2554.94 0.00 0.00 0.00 0.00 0.00 35.88 2556.53 0.00 0.00 0.00 0.00 0.00 79 D +S 0.00 3881.39 0.00 0.00 0.00 0.00 0.00 8.97 3882.98 0.00 0.00 0.00 0.00 0.00 17.94 3884.57 0.00 0.00 0.00 0.00 0.00 26.91 3886.16 0.00 0.00 0.00 0.00 0.00 35.88 3887.75 0.00 0.00 0.00 0.00 0.00 79 D +SU 0.00 3838.43 0.00 0.00 0.00 0.00 0.00 8.97 3840.02 0.00 0.00 0.00 0.00 0.00 17.94 3841.61 0.00 0.00 0.00 0.00 0.00 26.91 3843.20 0.00 0.00 0.00 0.00 0.00 35.88 3844.79 0.00 0.00 0.00 0.00 0.00 80 D 0.00 - 1218.70 -5.87 0.00 0.00 0.00 0.00 23.37 - 1215.78 -2.93 0.00 0.00 0.00 102.82 46.75 - 1212.85 0.00 0.00 0.00 0.00 137.09 70.12 - 1209.93 2.93 0.00 0.00 0.00 102.82 93.50 - 1207.0 0 5.87 0.00 0.00 0.00 0.00 80 D +S • 0.00 - 3666.54 -5.87 0.00 0.00 0.00 0.00 23.37 - 3663.61 -2.93 0.00 0.00 0.00 102.82 46.75 - 3660.68 0.00 0.00 0.00 0.00 137.09 70.12 - 3657.76 2.93 0.00 0.00 0.00 102.82 93.50 - 3654.83 5.87 0.00 0.00 0.00 0.00 80 D +SU 0.00 - 3192.86 -5.87 0.00 0.00 0.00 0.00 23.37 - 3189.93 -2.93 0.00 0.00 0.00 102.82 46.75 - 3187.01 0.00 0.00 0.00 0.00 137.09 70.12 - 3184.08 2.93 0.00 0.00 0.00 102.82 93.50 - 3181.15 5.87 0.00 0.00 0.00 0.00 . 81 D 0.00 2040.23 -5.95 0.00 0.00 0.00 _ 0.00 24.64 2037.03 -2.98 0.00 0.00 0.00 110.01 49.27 2033.84 0.00 0.00 0.00 0.00 146.68 73.91 2030.64 2.98 0.00 0.00 0.00 110.01 . 98.54 2027.45 5.95 0.00 0.00 -0.00 0.00 81 D +S 0.00 3248.25 -5.95 0.00 0.00 0.00 0.00 24.64 3245.06 -2.98 0.00 0.00 0.00 110.01 49.27 3241.86 0.00 0.00 0.00 0.00 - 146.68 73.91 3238.67 2.98 0.00 0.00 0.00 110.01 98.54 3235.48 5.95 0.00 0.00 0.00 0.00 81 D +SU 0.00 4341.34 -5.95 0.00 0.00 0.00 0.00 24.64 4338.15 -2.98 0.00 0.00 0.00 110.01 49.27, 4334.95 0.00 0.00 0.00 0.00 146.68 73.91 4331.76 2.98 0.00 0.00 0.00 110.01 98:54 4328.56 5.95 0.00 0.00 0.00 0.00 82 D 0.00 1083.49 0.00 0.00 0.00 0.00 0.00 23.58 1087.67 0.00 0.00 0.00 0.00 0.00 47.16 1091.85 0.00 0.00 0.00 0.00 0.00 70.74 1096.03 0.00 0.00 0.00 0.00 0.00 94.32 1100.20 0.00 0.00 0.00 0.00 0.00 82 D +S 0.00 904.42 0.00 0.00 0.00 ' 0.00 0.00 23.58 908.60 0.00 0.00 0.00 0.00 0.00 47.16 912.78 0.00 0.00 0.00 0.00 0.00 70.74 916.96 0.00 0.00 0.00 0.00 0.00 94.32 921.14 0.00 0.00 0.00 0.00 0.00 82 D +SU 0.00 2048.49 0.00 0.00 0.00 0.00 0.00 23.58 2052.67 0.00 0.00 0.00 0.00 0.00 47.16 2056.85 0.00 0.00 0.00 0.00 0.00 70.74 2061.02 0.00 0.00 0.00 0.00 0.00 ` 11 r' • rl SAP2000 v7.10 File: TRUSS1 lb -in Units PAGE 29 7/15/08 10:48:25 Western Wood Structures, Inc. . Tigard Bowl Truss Repairs Tigard, Oregon - 087004 F R A M E E L E M E N T F O R C E S FRAME LOAD LOC P V2 V3 T M2 M3 94.32 2065.20 0.00 0.00 0.00 0.00 0.00 83 D 0.00 723.85 -6.22 0.00 0.00 0.00 0.00 32.77 728.76 -3.11 0.00 0.00 0.00 152.86 65.54 733.66 0.00 0.00 0.00 0.00 203.81 98.31 738.57 3.11 0.00 0.00 0.00 152.86 131.08 743.47 6.22 0.00 0.00 0.00 0.00 83 D +S 0.00 120.51 -6.22 0.00 0.00 0.00 0.00 32.77 125.41 -3.11 0.00 0.00 0.00 152.86 65.54 130.32 0.00 0.00 0.00 0.00 203.81 98.31 135.22 3.11 0.00 0.00 0.00 152.86 131.08 140.13 6.22 0.00 0.00 0.00 0.00 83 D +SU 0.00 - 2578.74 -6.22 0.00 0.00 0.00 0.00 32.77 - 2573.84 -3.11 0.00 0.00 0.00 152.86 65.54 - 2568.93 0.00 0.00 0.00 0.00 203.81 98.31 - 2564.03 3.11 0.00 0.00 0.00 152.86 131.08 - 2559.12 6.22 0.00 0.00 0.00 0.00 • 84 D 0.00 1251.13 -6.22 0.00 0.00 0.00 0.00 33.26 1246.12 -3.11 0.00 0.00 0.00 155.14 66.52 1241.12 0.00 0.00 0.00 0.00 206.86 99.78 1236.11 3:11 0.00 0.00 0.00 155.14 . 133.04 1231.10 6.22 0.00 0.00 0.00 0.00 84 D +S - 0.00 1746.50 -6.22 0.00 0.00 0.00 0.00 33.26 1741.49 -3.11 0.00 0.00 0.00 155.14 66.52 1736.49 0.00 0.00 0.00 0.00 206.86 99.78 1731.48 3.11 0.00 0.00 0.00 155.14 133.04 1726.47 6.22 0.00 0.00 0.00 0.00 84 D +SO 0.00 5569.20 -6.22 0.00 0.00 0.00 0.00 33.26 5564.20 -3.11 0.00 0.00 0.00 155.14 . 66.52 5559.19 0.00 0.00 0.00 0.00 206.86 99.78 5554.18 3.11 0.00 0.00 0.00 155.14 133.04 5549.17 6.22 0.00 0.00 0.00 0.00 85 D 0.00 1023.50 0.00 0.00 0.00 0.00 0.00 30.56 1028.92 0.00 0.00 0.00 0.00 0.00 61.13 1034.34 0.00 0.00 0.00 0.00 0.00 91.69 1039.75 0.00 0.00 0.00 0.00 0.00 122.26 1045.17 0.00 0.00 0.00 0.00 0.00 85 D +S 0.00 735.87 0.00 0.00 0.00 0.00 0.00 30.56 741.29 0.00 0.00 0.00 0.00 0.00 61.13 746.71 0.00 0.00 0.00 0.00 0.00 91.69 752.13 0.00 0.00 0.00 0.00 0.00 122.26 757.54 0.00 0.00 0.00 0.00 0.00 85 D +SU 0.00 2538.31 0.00 0.00 0.00 0.00 0.00 30.56 2543.73 0.00 0.00 0.00 0.00 0.00 61.13 2549.15 0.00 0.00 0.00 0.00 0.00 91.69 2554.56 0.00 0.00 0.00 0.00 0.00 122.26 2559.98 0.00 0.00 0.00 0.00 0.00 86 D 0.00 720.34 -8.65 0.00 0.00 0.00 0.00 35.93 728.13 -4.33 0.00 0.00 0.00 233.16 71.85 735.93 0.00 0.00 0.00 0.00 310.88 107.78 743.72 4.33 0.00 0.00 0.00 233.16 143.71 751.51 8.65 0.00 0.00 0.00 0.00 86 D +S 0.00 597.78 -8.65 0.00 0.00 0.00 0.00 35.93 605.57 -4.33 0.00 0.00 0.00 233.16 71.85 613.37 0.00 0.00 0.00 0.00 310.88 107.78 621.16 4.33 0.00 0.00 0.00 233.16 143.71 628.96 8.65 0.00 0.00 0.00 0.00 86 D +SU 0.00 - 5475.58 -8.65 0.00 0.00 0.00 0.00 • 35.93 - 5467.79 -4.33 0.00 0.00 0.00 233.16 SAP2000 v7.10 File: TRUSS' lb -in Units PAGE 30 7/15/08 10:48:25 Western Wood Structures, Inc. Tigard Bowl Truss Repairs - Tigard, Oregon - 087004 F R A M E E L E M E N T F O R C E S FRAME LOAD LOC P V2 V3 T M2 M3 71.85 - 5459.99 0.00 0.00 0.00 0.00 310.88 107.78 - 5452.20 4.33 0.00 0.00 0.00 233.16 143.71 - 5444.41 8.65 0.00 0.00 0.00 0.00 87 D 0.00 752.07 -8.65 0.00 0.00 0.00 0.00 35.93 744.27 -4.33 0.00 0.00 0.00 233.16 71.85 736.48 0.00 0.00 0.00 0.00 310.88 107.78 728.69 4.33 0.00 0.00 0.00 233.16 143.71 720.89 8.65 0.00 0.00 0.00 0.00 87 D +S 0.00 629.51 -8.65 0.00 0.00 0.00 0.00 35.93 621.72 -4.33 0.00 0.00 0.00 233.16 71.85 613.92 0.00 0.00 0.00 0.00 310.88 107.78 606.13 4.33 0.00 0.00 0.00 233.16 143.71 598.34 8.65 0.00 0.00 0.00 0.00 87 D +SU 0.00 7813.76 -8.65 0.00 0.00 0.00 0.00 35.93 7805.96 -4.33 0.00 0.00 0.00 233.16 . 71.85 7798.17 0.00 0.00 0.00 0.00 310.88 107.78 7790.38 4.33 0.00 0.00 0.00 233.16 143.71 7782.58 8.65 0.00 0.00 0.00 0.00 • 88 D 0.00 1023.56 0.00 0.00 0.00 0.00 0.00 30.56 1028.98 0.00 0.00 • 0.00 0.00 0.00 61.13 1034.40 0.00 0.00 0.00 0.00 0.00 91.69 1039.82 0.00 0.00 0.00 0.00 0.00 122.26 1045.23 0.00 0.00 0.00 0.00 0.00 88 D +S 0.00 735.93 0.00 0.00 0.00 0.00 0.00 30.56 741.35 0.00 0.00 0.00 0.00 0.00 61.13 746.77 0.00 0.00 0.00 0.00 0.00 91.69 752.18 0.00 0.00 0.00 0.00 0.00 122.26 757.60 0.00 0.00 0.00 0.00 0.00 88 D +SU 0.00 227.40 0.00 0.00 0.00 0.00 0.00 . • 30.56 232.82 0.00 0.00 0.00 0.00 0.00 61.13 . 238.23 0.00 0.00 0.00 0.00 0.00 91.69 243.65 0.00 0.00 0.00 0.00 0.00 - 122.26 249.07 0.00 0.00 0.00 0.00 0.00 89 D 0.00 1230.61 -6.22 0.00 0.00 0.00 0.00 33.26 1235.62 -3.11 0.00 0.00 0.00 155.14 66.52 1240.63 0.00 0.00 0.00 0.00 206.86 99.78 1245.63 3.11 0.00 0.00 0.00. 155.14 133.04 1250.64 6.22 0.00 0.00 0.00 0.00 89 D +S 0.00 1725.98 -6.22 0.00 0.00 0.00 0.00 33.26 1730.99 -3.11 0.00 0.00 0.00- 155.14 66.52 1736.00 0.00 0.00 0.00 0.00 206.86 99.78 1741.00 3.11 0.00 0.00 0.00 155.14 133.04 1746.01 6.22 0.00 0.00 0.00 0.00 89 D +SU 0.00 - 5016.76 -6.22 0.00 0.00 0.00 0.00 33.26 - 5011.75 -3.11 0.00 0.00 0.00 155 66.52 - 5006.74 0.00 0.00 0.00 0.00 206.86 99.78 - 5001.73 3.11 0.00 0.00 0.00 155.14 133.04 - 4996.73 6.22 0.00 0.00 0.00 0.00 90 D • 0.00 744.02 -6.22 0.00 0.00 '0.00 0.00 32.77 739.11 -3.11 0.00 0.00 0.00 152.86 65.54 734.21 0.00 0.00 0.00 0.00 203.81 98.31 729.30 3.11 0.00 0.00 0.00 152.86 131.08 724.40 6.22 0.00 0.00 0.00 0.00 90 D +S 0.00 140.67 -6.22 0.00 0.00 0.00 0.00 32.77 135.77 -3.11 0.00 0.00 0.00 152.86 65.54 130.86 0.00 0.00 0.00 0.00 203.81 • 98.31 125.96 3.11 0.00 0.00 0.00 152.86 131.08 121.05 6.22 0.00 0.00 0.00 0.00 90 D +SU r • SAP2000 v7.10 File: TRUSS1 lb -in Units PAGE 31 7/15/08 10:48:25 Western Wood Structures, Inc. Tigard Bowl Truss Repairs - Tigard, Oregon - 087004 F R A M E • E L E M E N T F O R C E S ' FRAME LOAD .LOC P V2 V3 T M2 M3 • 0.00 6489.04 -6.22 0.00 0.00 0.00 0.00 32.77 6484.14 -3.11 0.00 0.00 0.00 152.86 65.54 6479.23 0.00 0.00 0.00 0.00 203.81 98.31 6474.33 3.11 0.00 0.00 0.00 152.86 131.08 6469.42 6.22 0.00 0.00 0.00 0.00 91 D 0.00 1083.49 0.00 0.00 0.00 0.00 0.00 23.58 1087.67 0.00 0.00 0.00 0.00 0.00 47.16 1091.84 0.00 0.00 0.00 0.00 0.00 70.74 1096.02 0.00 0.00 0.00 0.00 0.00 94.32 1100.20 0.00 0.00 0.00 0.00 0.00 91 D +S 0.00 904.42 0.00 0.00 0.00 0.00 0.00 23.58 908.60 0.00 0.00 0.00 0.00 0.00 47.16 912.78 0.00 0.00 0.00 0.00 0.00 70.74 916.96 0.00 0.00 0.00 0.00 0.00 94.32 921.14 0.00 0.00 0.00 0.00 0.00 91 D +SU 0.00 - 465.20 0.00 0.00 0.00 0.00 0.00 23.58 - 461.02 0.00 0.00 0.00 0.00 0.00 47.16 - 456.84 0.00 0.00 0.00 0.00 0.00 70.74 - 452.66 0.00 0.00 0.00 0:00 0.00 • 94.32 - 448.48 0.00 0.00 0.00 0.00 0.00 92 D 0.00 2027.73 -5.95 0.00 0.00 0.00 0.00 24.64 2030.93 -2.98 0.00 0.00 0.00 110.01 49.27 2034.12 0.00 4. 0.00 0.00 0.00 146.68 73.91 2037.31 2.98 0.00. 0.00 0.00 110.01 98.54 2040.51 . 5.95 0.00 0.00 0.00 0.00 92 D +S , 0.00 3235.76 -5.95 0.00 0.00 0.00 0.00 24.64 3238.95 -2.98 0.00 0.00 0.00 110.01 49.27 3242.15 0.00 0.00 0.00 0.00 146.68 73.91 3245.34 2.98 0.00 0.00 0.00 110.01 98.54 3248.54 5.95 0.00 0.0.0 0.00 0.00 92 D +SU 0.00 -1955.94 -5.95 0.00 , , 0.00 0.00 0.00 24.64 - 1952.34 -2.98 0.00 0.00 0.00 110.01 49.27 -1949.55 0.00 0.00 . 0.00 0.00 146.68 73.91 1946.35 2.98 0.00 . 0.00 0.00 110.01 98.54 - 1943.16' 5.95 0.00 0.00 0.00 0.00 93 D . 0.00 - 1206.72 -5.87 0.00 0.00 0.00 0.00 23.37 - 1209.65 -2.93. 0.00 0.00 0.00 102.82 46.75 - 1212.57 0.00 0.00 0.00 0.00 137.09 70.12 - 1215.50 2.93 0.00 0.00 0.00 - 102.82 93.50 - 1218.43 5.87 0.00 0.00 0.00 0.00 93 D +S 0.00 - 3654.54 -5.87 0.00 0.00 0.00 0.00 23.37 - 3657.47 -2.93 0.00 0.00 0.00 102.82 46.75 - 3660.40 0.00 0.00 0.00 0.00 137.09 70.12 - 3663.32 2.93 0.00 0.00 0.00 102.82 93.50 - 3666.25 5.87 0.00 0.00 0.00 0.00 93 D +SU . 0.00 794.24 -5.87 0.00 0.00 0.00 0.00 . 23.37 791.32 -2.93 0.00 0.00 0.00 102.82 46.75 788.39 0.00 0.00 0.00 0.00 137.09 70.12 785.47 2.93 0.00 0.00 0.00 102.82 93.50 .782.54 5.87 0.00 0.00 0.00 0.00 94 D - 0.00 2549.88 0.00 0.00 0.00 0.00 0.00 8.97 2551.46 0.00 0.00 0.00 0.00 0.00 17.94 2553.05 0.00 0.00 0.00 0.00 0.00 26.91 2554.64 0.00 0.00 0.00 0.00 0.00 35.88 2556.23 0.00 0.00 0.00 0.00 0.00 94 D +S . 0.00 3881.09 0.00 0.00 0.00 0.00 0.00 8.97 3882.68 0.00 0.00 0.00 0.00 0.00 17.94 3884.27 0.00 0.00 0.00 0.00 0.00 26.91 3885.86 0.00 0.00 0.00 0.00 0.00 1 SAP2000 v7.10 File: TRUSS1 lb -in Units PAGE 32 7/15/08 10:48:25 Western Wood Structures, Inc. Tigard Bowl Truss Repairs - Tigard, Oregon - 087004 F R A M E E L E M E N T F O R C E S FRAME LOAD LOC P V2 V3 T M2 M3 35.88 3887.45 0.00 0.00 0.00 0.00 0.00 94 D +SU 0.00 804.00 0.00 0.00 0.00 0.00 0.00 8.97 805.59 0.00 0.00 0.00 0.00 0.00 17.94 807.18 0.00 0.00. 0.00 0.00 0.00 26.91 808.77 0.00 0.00 0.00 0.00 0.00 35.88 810.36 0.00 0.00 0.00 0.00 0.00 101 D • 0.00 - 17851.72 - 220.75 0.00 0.00 0.00 0.00 9.80 - 17811.30 - 143.15 0.00 0.00 0.00 1782.42 19.59 - 17770.88 -65.55 0.00 0.00 0.00 2804.67 29.39 - 17730.46 12.04 0.00 0.00 0.00 3066.76 • 39.19 - 17690.04 89.64 0.00 0.00 0.00 2568.69 101 D +S 0.00 - 38975.03 - 697.02 0.00 0.00 0.00 0.00 9.80 - 38850.99 - 458.89 0.00 0.00 0.00 5661.80 19.59 - 38726.95 - 220.76 0.00 0.00 0.00 8990.84 29.39 - 38602.91 17.36 0.00 0.00 0.00 9987.13 39.19 - 38478.87 255.49 0.00 • 0.00 0.00 8650.66 101 D +SU 0.00 - 23517.34 - 178.16 0.00 0.00 0.00 0.00 9.80 - 23476.92 - 100.56 0.00 0.00 0.00 1365.24 19.59 - 23436.50 -22.97 0.00 0.00 - 0.00 1970.32 29.39 - 23396:07 54.63 0.00 0.00 0.00 1815.24 39.19 - 23355.65 132.23 0.00 ' 0.00 0.00 899.99 102 D 0.00 - 19785.79 - 794.60 0.00 0.00 0.00 3599.52 3.75 - 19771.01 - 764.31 0.00 0.00 0.00 6522.56 7.50 - 19756.23 - 734.01 0.00 0.00 0.00 9331.99 11.25 - 19741.45 - 703.72 0.00 0.00 0.00 12027.81 15.00 - 19726.67 - 673.43 0.00 0.00 0.00 14610.03 102 D +S 0.00 - 43035.78 - 1692.51 0.00 0.00 0.00 11838.27 3.75 - 42990.21 - 1599.11 0.00 0.00 0.00 18010.23 7.50 - 42944.64 - 1505.71 0.00 0.00 0.00 23831.93 11.25 - 42899.07 - 1412.31 0.00 0.00 0.00 29303.37 15.00 - 42853.50 - 1318.91 0.00 0.00 0.00 34424.55 102 D +SU 0.00 - 26124.07 - 927.24 0.00 0.00 0.00 1467.80 3.75 - 26109.29 - 896.95 0.00 • 0.00 0.00 4888.25 . 7.50 - 26094:51 - 866.66 0.00 0.00 0.00 8195.09 11.25 - 26079.73 - 836.36 0.00 0.00 0.00 11388.33 15.00 - 26064.95 - 806.07 0.00 0.00 0.00 14467.96 103 D 0.00 - 19713.99 - 306.45 0.00 0.00 0.00 14610.03 3.75 - 19699.65 - 275.95 0.00 0.00 0.00 15702.06 7.50 - 19685.32 - 245.44 0.00 0.00 0.00 16679.69 11.25 - 19670.98 - 214.93 0.00 0.00 0.00 17542.91 15.00 - 19656.64 - 184.43 0.00 0.00 0.00 18291.73 103 D +S 0.00 - 42821.79 - 373.36 0.00 0.00 0.00 34424.55 3.75 - 42777.38 - 278.86 0.00 0.00 0.00 35647.49 7.50 - 42732.97 - 184.36 0.00 0.00 0.00 36516.06 11.25 - 42688.56 -89.86 0.00 0.00 0.00 37030.23 15.00 - 42644.14 4.64 0.00 0.00 0.00 37190.04' 103 D +SU 0.00 - 26049.86 - 550.89 0.00 0.00 0.00 14467.96 3.75 - 26035.52 - 520.39 0.00 0.00 0.00 16476.67 7.50 - 26021.18 - 489.88 0.00 0.00 0.00 18370.97 11.25 - 26006.85 - 459.37 0.00 0.00 0.00 20150.87 15.00 - 25992.51 - 428.87 0.00 0.00 0.00 21816.37 104 D 0.00 - 17558.57 - 618.73 0.00 0.00 0.00 14083.52 2.92 - 17547.80 - 595.02 0.00 0.00 0.00 15852.57 5.83 _ 17537.03 - 571.32 0.00 0.00 0.00 17552.53 8.75 - 17526.27 - 547.62 0.00 0.00 0.00 19183.39 ' 11.66 - 17515.50 - 523.91 0.00 0.00 0.00 20745.15 104 D +S 0.00 - 38093.06 - 1058.49 0.00 0.00 0.00 28518.74 2.92 - 38059.43 - 984.45 0.00 0.00 0.00 31496.35 • t 0 n SAP2000 v7.10 File: TRUSS1 lb -in Units PAGE 33 . 7/15/08 10:48:25 • Western Wood Structures, Inc. Tigard Bowl Truss Repairs - Tigard, Oregon - 087004 F R A M E E L E M E N T F O R C E S FRAME LOAD LOC P V2 V3 T M2 M3 5.83 - 38025.79 - 910.40 0.00 0.00 0.00 34258.11 8.75 - 37992.15 - 836.36 0.00 0.00 0.00 36804.03 11.66 - 37958.52 - 762.31 0.00 0.00 0.00 39134.10 104 D +SU 0.00 - 23218.27 - 881.06 0.00 0.00 0.00 16848.03 2.92 - 23207.50 - 857.35 0.00 0.00 0.00 19381.78 5.83 - 23196.73 - 833.65 0.00 0.00 0.00 21846.43 8.75 - 23185.96 - 809.95 0.00 0.00 0.00 24241.98 11.66 - 23175.19 - 786.24 0.00 0.00 0.00 26568.43 105 D 0.00 - 16997.72 196.99 0.00 0.00 0.00 20745.15 10.50 - 16961.17 283.36 0.00 0.00 0.00 18223.05 21.00 - 16924.62 369.74 0.00 0.00 0.00 14793.98 31.50 - 16888.07 456.11 0.00 0.00 0.00 10457.93 42.00 - 16851.52 542.48 0.00 0.00 0.00 5214.90 105 D +S 0.00 - 37168.18 38.90 0.00 0.00 0.00 39134.10 . 10.50 - 37053.11 310.81 0.00 0.00 0.00 37298.00 21.00 - 36938.04 582.72 0.00 0.00 0.00 32606.58 31.50 - 36822.97 854.63 0.00 0.00 0.00 25059.83 42.00 - 36707.90 1126.54 0.00 0.00 0.00 14657.76 105 D +SU 0.00 - 22397.63 380.46 0.00 0.00 0.00 26568.43 10.50 - 22361.08 466.83 0.00 0.00 0.00 22119.80 • 21.00 - 22324.53 553.20 0.00 0.00 0.00 16764.20 31.50 - 22287.97 639.57 0.00 0.00 0.00 10501.61 42.00 - 22251.42 725.94 0.00 0.00 0.00 3332.05 106 D 0.00 - 14858.23 178.54 0.00 0.00 0.00 3605.42 3.75 - 14846.15 209.45 0.00 0.00 0.00 2877.93 7.50 - 14834.07 240.35 0.00 0.00 0.00 2034.53 11.25 - 14821.99 271.26 0.00 0.00 0.00 1075.22 15.00 - 14809.90 302.17 0.00 . 0.00 0.00 0.00 ' 106 D +S 0.00 - 32367.67 473.74 0.00 0.00 0.00 10066.75 3.75 - 32329.09 .572.42 0.00 0.00 0.00 8105.15 7.50 - 32290.52 671.10 0.00 0.00 0.00 5773.49 11.25 - 32251.95 769.78 0.00 0.00 0.00 3071.77 15.00 - 32213.37 868.46 0.00 0.00 0.00 0.00 106 D +SU 0.00 - 19618.78 93.53 0.00 0.00 0.00 2330.20 3.75 - 19606.70 124.43 0.00 0.00 0.00 1921.51 7.50 - 19594.61 155.34 0.00 0.00 0.00 1396.92 11.25 - 19582.53 186.25 0.00 0.00 0.00 . 756.41 15.00 - 19570.45 217.16 0.00 0.00 0.00 0.00 107 D ' 0.00 - 14816.21 - 189.39 0.00 0.00 0.00 0.00 3.75 - 14804.58 - 158.31 0.00 0.00 0.00 651.95 7.50 - 14792.95 - 127.23 0.00 0.00 0.00 1187.35 11.25 - 14781.32 -96.15 0.00 0.00 0.00 1606.19 15.00 - 14769.69 -65.07 0.00 0.00 0.00 1908.47 107 D +S 0.00 - 32234.15 - 522.38 0.00 0.00 0.00 0.00 3.75 - 32196.87 - 422.77 0.00 0.00 0.00 1772.21 7.50 - 32159.60 - 323.16 0.00 0.00 0.00 3170.87 11.25 - 32122.32 - 223.55 0.00 0.00 0.00 4195.98 15.00 - 32085.05 - 123.94 0.00 0.00 0.00 4847.54 107 D +SU 0.00 - 19576.69 - 112.26 0.00 0.00 0.00 0.00 3.75 - 19565.06 - -81.18 0.00 0.00 0.00 362.71 7.50 - 19553.43 -50.10 0.00 0.00 0.00 608.87 11.25 - 19541.80 -19.02 0.00 0.00 0.00 738.47 15.00 - 19530.17 12.06 0.00 0.00 0.00 751.51 108 D 0.00 - 16765.41 - 114.89 0.00 0.00 0.00 2871.79 2.26 - 16758.57 -95.94 0.00 0.00 0.00 3109.52 4.51 - 16751.74 -76.99 0.00 0.00 0.00 3304.53 6.77 - 16744.90 -58.05 0.00 0.00 0.00 3456.80 9.02 - 16738.06 -39.10 0.00 0.00 0.00 3566.35 108 D +S I SAP2000 v7.10 File: TRUSS1 lb -in Units PAGE 34 7/15/08 10:48:26 Western Wood Structures, Inc. Tigard Bowl Truss Repairs - Tigard, Oregon - 087004 F R A M E E L E M E N T F O R C E S FRAME LOAD LOC P V2 V3 T M2 M3 0.00 - 36426.22 -52.81 0.00 0.00 0.00 7452.17 2.26 - 36404.38 7.70 0.00 0.00 0.00 7503.03 4.51 - 36382.54 68.22 0.00 0.00 0.00 7417.42 6.77 - 36360.69 128.74 0.00 0.00 0.00 7195.32 9.02 - 36338.84 189.25 0.00 0.00 0.00 6836.74 108 D +SU . 0.00 - 22167.36 - 222.73 0.00 0.00 0.00 1152.26 2.26 - 22160.52 - 203.78 0.00 0.00 0.00 1633.21 4.51 - 22153.68 - 184.84 0.00 0.00 0.00 2071.44 6.77 - 22146.84 - 165.89 0.00 0.00 0.00 2466.94 9.02 - 22140.00 - 146.94 0.00 0.00 0.00 2819.71 • 109 D 0.00 - 17280.42 - 523.42 0.00 0.00 0.00 3566.35 4.63 - 17266.91 - 484.34 0.00 0.00 0.00 5899.00 9.26 - 17253.39 - 445.27 0.00 0.00 0.00 8050.77 13.89 - 17239.87 - 406.19 0.00 0.00 0.00 10021.64 18.52 - 17226.35 - 367.12 0.00 0.00 0.00 11811.62 109 D +S 0.00 - 37983.94 - 1090.86 0.00 0.00 0.00 6836.74 4.63 - 37940.63 - 965.65 0.00 0.00 0.00 11596.91 9.26 - 37897.31 - 840.43 0.00 0.00 0.00 15777.41 13.89 - 37854.00 - 715.22 0.00 0.00 0.00 19378.27 18.52 - 37810.68 - 590.01 0.00 0.00 0.00 22399.46 109 D +SU 0.00 - 23568.73 - 1133.90 0.00. 0.00 0.00 2819.71 4.63 - 23555.22 - 1094.82 0.00 0.00 0.00 7978.49 . 9.26 - 23541.70 - 1055.75 0.00 0.00 0.00 12956.39 13.89 - 23528.18 - 1016.67 0.00 0.00 0.00 17753.39 18.52 - 23514.67 - 977.60 0.00 0.00 0.00 22369.50 110 D 0.00 - 17645.10 185.37 0.00 0.00 0.00 11811.62 6.50 - 17627.32 240.60 0.00 0.00 0.00 10427.79 12.99 - 17609.54 295.84 0.00 0.00 0.00 8685.06 19.49 - 17591.76 351.08 0.00 0.00 0.00 6583.43 25.99 - 17573.98 406.32 0.00 0.00 0.00 4122.90 110 D +S 0.00 - 38476.42 64.41 0.00 0.00 0.00 22399.46 6.50 - 38419.16 242.30 0.00 0.00 0.00 21403.09 12.99 - 38361.90 420.19 0.00 0.00 0.00 19250.92 19.49 - 38304.64 598.08 0.00 0.00 0.00 15942.94 25.99 • - 38247.38 775.97 0.00 0.00 0.00 11479.15 110 D +SU 0.00 - 24407.57 480.67 0.00 0.00 0.00 22369.50 6.50 - 24389.79 535.91 0.00 0.00 0.00 19067.00 12.99 - 24372.01 591.14 0.00 0.00 0.00 15405.60 19.49 - 24354.23 646.38 0.00 0.00 0.00 11385.31 25.99 - 24336.44 701.62 0.00 0.00 0.00 . 7006.11 111 D 0.00 - 19666.42 -13.15 0.00 0.00 0.00 5402.12 3.75 - 19656.73 19.13 0.00 0.00 0.00 5390.90 7.50 - 19647.05 51.42 0.00 0.00 0.00 5258.61 11.25 - 19637.36 83.71 0.00 0.00 0.00 5005.24 15.00 - 19627.67 115.99 0.00 0.00 0.00 4630.80 111 D +S 0.00 - 42796.28 - 285.84 0.00 0.00 0.00 15132.09 3.75 - 42765.09 - 181.88 0.00 0.00 0.00 16009.07 7.50 - 42733.89 -77.92 0.00 0.00 0.00 16496.20 11.25 - 42702.70 26.04 0.00 0.00 0.00 16593.46 15.00 - 42671.50 130.00 0.00 0.00 0.00 16300.87 111 D +SU 0.00 - 27237.98 170.11 0.00 0.00 0.00 9098.28 3.75 - 27228.29 202.39 0.00 0.00 0.00 8399.84 7.50 - 27218.60 234.68 0.00 0.00 0.00 7580.31 11.25 - 27208.91 266.96 0.00 0.00 0.00 6639.71 15.00 - 27199.23 299.25 - 0.00 0.00 0.00 5578.04 112 D 0.00 - 19624.43 28.97 0.00 0.00 0.00 4630.80 . 3.75 - 19615.21 61.39 0.00 0.00 0.00 4461.38 7.50 - 19605.99 93.81 0.00 0.00 0.00 4170.36 11.25 - 19596.78 126.24 0.00 0.00 0.00 3757.76 r / SAP2000 v7.10 Eile: TRUSS1 lb -in Units PAGE 35 7/15/08 10:48:26 Western Wood Structures, Inc. Tigard Bowl Truss Repairs - Tigard, Oregon - 087004 F R A M E E L E M E N T F O R C E S FRAME LOAD LOC P V2 V3 T M2 M3 15.00 - 19587.56 158.66 0.00 0.00 0.00 3223.56 112 D +S 0.00 - 42659.81 257.00 0.00 0.00 0.00 16300.87 3.75 - 42630.04 361.71 0.00 0.00 0.00 15140.75 7.50 - 42600.28 466.42 0.00 0.00 0.00 13587.95 11.25 - 42570.51 571.13 0.00 0.00 0.00 11642.48 15.00 - 42540.75 675.84 0.00 0.00 0.00 9304.34 112 D +SU 0.00 - 27197.80 129.81 0.00 0.00 0.00 5578.04 3.75 - 27188.58 162.23 0.00 0.00 0.00 5030.46 7.50 - 27179.37 194.65 0.00 0.00 0.00 4361.29 11.25 - 27170.15 227.08 0.00 0.00 0.00 3570.53 15.00 - 27160.93 259.50 0.00 0.00 0.00 2658.18 113 D 0.00 - 17502.47 - 264.62 0.00 0.00 0.00 2415.24 5.73 - 17489.39 - 215.15 0.00 0.00 0.00 3789.41 11.46 - 17476.31 - 165.69 0.00 0.00 0.00 4880.23 17.19 - 17463.23 - 116.23 0.00 0.00 0.00 5687.72 22.91 - 17450.15 -66.77 0.00 0.00 0.00 6211.87 113 D +S 0.00 - 38013.13 - 408.40 0.00 0.00 0.00 6910.56 5.73 - 37970.55 - 247.40 0.00 0.00 0.00 8788.92 11.46 - 37927.97 -86.40 0.00 0.00 0.00 9744.99 • 17.19 - 37885.39 74.60 0.00 0.00 0.00 9778.77 22.91 - 37842.82 235.61 0.00 0.00 0.00 8890.26 113 D +SU 0.00 - 24271.10 - 327.23 0.00 0.00 0.00 1958.44 5.73 - 24258.02 - 277.76 0.00 0.00 0.00 3691.26 11.46 - 24244.94 - 228.30 0.00 0.00 0.00 5140.74 17.19 - 24231.86 - 178.84 0.00 0.00 0.00 6306.88 22.91 - 24218.78 - 129.38 0.00 0.00 0.00 7189.68 114 D 0.00 - 17315.75 13.78 0.00 0.00 0.00 6211.87 7.69 - 17299.93 80.60 0.00 0.00 0.00 5849.10 15.38 - 17284.12 147.41 0.00 0.00 0.00 4972.66 23.06 - 17268.30 214.23 0.00 0.00 0.00 3582.54 30.75 - 17252.48 281.04 0.00 0.00 0.00 1678.76 114 D +S 0.00 - 37730.00 - 302.54 0.00 0.00 0.00 8890.26 7.69 - 37678.27 =84.06 0.00 0.00 0.00 10376.30 15.38 - 37626.55 134.42 0.00 0.00 0.00 10182.71 23.06 - 37574.82 352.90 0.00 0.00 0.00 8309.49 30.75 - 37523.10 571.38 0.00 0.00 0.00 4756.64 114 D +SU 0.00 - 23969.29 . 244.31 0.00 0.00 0.00 718,9.68 7.69 - 23953.47 311.13 0.00 0.00 0.00 5054.63 15.38 - 23937.65 377.94 0.00 0.00 0.00 2405.90 23.06 - 23921.83 444.76 0.00 0.00 0.00 -756.49 30.75 - 23906.01 511.57 0.00 0.00 0.00 - 4432.56 115 D 0.00 - 15204.58 6.81 0.00 0.00 0.00 1075.80 3.75 - 15197.65 39.26 0.00 0.00 0.00 989.41 • 7.50 - 15190.72 71.72 0.00 0.00 0.00 781.32 11.25 - 15183.80 104.17 0.00 0.00 0.00 451.51 15.00 - 15176.87 136.63 0.00 0.00 0.00 0.00 115 D +S 0.00 - 33070.22 -10.99 0.00 0.00 0.00 3050.68 3.75 - 33047.35 96.19 0.00 0.00 0.00 2890.91 7.50 - 33024.48 203.37 0.00 0.00 0.00 2329.21 11.25 - 33001.61 310:55 0.00 0.00 0.00 1365.57 15.00 - 32978.73 417.73 0.00 0.00 0.00 0.00 115 D +SU 0.00 - 21070.12 - 270.13 0.00 0.00 0.00 - 3078.45 3.75 - 21063.19 - 237.68 0.00 0.00 0.00 - 2126.27 7.50 - 21056.26 - 205.22 0.00 0.00 0.00 - 1295.80 11.25 - 21049.34 - 172.77 0.00 0.00 0.00 - 587.05 15.00 - 21042.41 - 140.31 0.00 0.00 0.00 0.00 116 D 0.00 - 15178.62 - 277.04 0.00 0.00 0.00 0.00 3.75 - 15172.17 - 244.49 0.00 0.00 0.00 977.89 k' ', •, 0 SAP2000 File: TRUSS1 lb -in Units PAGE 36 7/15/08 10:48:26 Western Wood Structures, Inc. Tigard'Bowl Truss Repairs - Tigard, Oregon - 087004 F R A M E E L E M E N T F O R C E S FRAME LOAD LOC P V2 V3 T M2 M3 7.50 - 15165.72 - 211.93 0.00 0.00 0.00 1833.70 11.25 - 15159.27 - 179.38 0.00 0.00 0.00 2567.43 15.00 - 15152.81 - 146.83 0.00 0.00 0.00 3179.09 116 D +S 0.00 - 32987.71 - 570.44 0.00 0.00 0.00 0.00 3.75 - 32966.36 - 462.71 0.00 0.00 0.00 1937.21 7.50 - 32945.01 - 354.99 0.00 0.00 0.00 3470.43 11.25 - 32923.65 - 247.26 0.00 0.00 0.00 4599.68 15.00 - 32902.30 - 139.54 0.00 0.00 0.00 5324.94 116 D +SU 0.00 - 21044.60 49.39 0.00 0.00 0.00 0.00 3.75 - 21038.15 81.94 0.00 0.00 0.00 - 246.25 7.50 - 21031.70 114.49 0.00 0.00 0.00 - 614.58 11.25 - 21025.24 147.05 0.00 0.00 0.00 - 1104.98 15.00 - 21018.79 179.60 0.00 0.00 0.00 - 1717.46 117 D 0.00 - 17195.41 - 368.29 0.00 0.00 0.00 4583.73 4.54 - 17188.17 - 328.37 '0.00 0.00 0.00 6166.12 9.09 - 17180.92 - 288.44 0.00 0.00 0.00 7567.15 13.63 - 17173.67 - 248.52 0.00 0.00 0.00 8786.83 18.17 - 17166.43 - 208.60 0.00 0.00 0.00 . 9825.15 117 D +S 0.00 - 37343.69 - 547.82 0.00. 0.00 0.00 7898.85 . 4.54 - 37319.82 - 416.28 0.00 0.00 0.00 10088.72 ' 9.09 - 37295.94 - 284.74 0.00 0.00 0.00 11681.01 13.63 - 37272.06 - 153.19 0.00 0.00 0.00 12675.72 18.17 - 37248.18 -21.65 0.00 0.00 0.00 13072.85 117 D +SU 0.00 - 23851.83 - 489.88 0.00 0.00 0.00 - 2552.76 4.54 - 23844.58 - 449.96 0.00 0.00 0.00 - 418.00 9.09 - 23837.34 - 410.04 0.00 0.00 0.00 1535.40 13.63 - 23830.09 - 370.12 0.00 0.00 0.00 3307.44 18.17 - 23822.84 - 330.19 0.00 0.00 0.00 4898.14 118 D 0.00 -1 6915.75 - 199.01 0.00 0.00 0.00 9825.15 3.55 - 16910.58 - 167.75 0.00 0.00 0.00 10475.69 7.10 - 16905.41 - 136.49 0.00 - 0.00 0.00 11015.34 10.64 - 16900.24 - 105.23 0.00 0.00 0.00 11444.09 14.19 - 16895.07 -73.97 0.00 0.00 0.00 11761.94 118 D +S 0.00 - 37198.89 - 552.68 0.00 0.00 0.00 13072.85 3.55 - 37181.83 - 449.48 0.00 0.00 0.00 14850.45 7.10 - 37164.77 - 346.28 0.00 0.00 0.00 16261.95 10.64 - 37147.70 - 243.08 0.00 0.00 0.00 17307.35 14.19 - 37130.64 - 139.88 0.00 0.00 0.00 17986.65 . 118 D +SU 0.00 - 24669.31 - 1656.88 0.00 0.00 0.00 4898.14 • 3.55 - 24664.14 - 1625.62 0.00 0.00 0.00 10720.51 7.10 - 24658.97 - 1594.36 0.00 0.00 0.00 16431.99 10.64 - 24653.80 - 1563.10 0.00 0.00 0:00 22032.57 • 14.19 - 24648.63 - 1531.84 0.00 0.00 0.00 27522.26 119 D 0.00 - 17137.28 211.09 0.00 0.00 0.00 11761.94 5.29 - 17130.38 257.84 0.00 0.00 0.00 10521.23 10.58 - 17123.47 304.60 0.00 0.00 0.00 9033.11 15.88 - 17116.56 351.35 0.00 0.00 0.00 7297.58 21.17 - 17109.65 398.11 0.00 0.00 0.00 5314.65 119 D +S 0.00 - 37467.25 24.93 0.00 0.00 0.00 17986.65 5.29 - 37444.41 179.57 0.00 0.00 0.00 17445.59 10.58 - 37421.56 334.21 0.00 0.00 0.00 16086.22 15.88 - 37398.71 488.85 0.00 0.00 0.00 13908.53 21.17 - 37375.86 643.50 0.00 0.00 0.00 10912.52 119 D +SU 0.00 - 25723.44 601.17 0.00 0.00 0.00 27522.26 5.29 - 25716.53 647.93 0.00 0.00 0.00 24217.36 10.58 - 25709.62 694.68 0.00 . 0.00 0.00 20665.05 15.88 - 25702.72 741.43 0.00 0.00 0.00 16865.33 21.17 - 25695.81 788.19 0.00 0.00 0.00 12818.20 • 120 D SAP2000 v7.10 File: TRUSS1 lb -in Units PAGE 37 . 7/15/08 10:48:26 Western Wood Structures, Inc. Tigard Bowl Truss Repairs - Tigard, Oregon - 087004 F R A M E E L E M E N T F O R C E S • FRAME LOAD LOC P V2 V3 T M2 .M3 0.00 - 19147.79 15.49 0.00 0.00 0.00 6944.55 3.75 - 19143.45 48.91 0.00 0.00 0.00 6823.80 7.50 - 19139.11 82.34 0.00 0.00 0.00 6577.70 11.25 - 19134.77 115:77 0.00 0.00 0.00. .6206.24 15.00 - 19130.43 149.19 0.00 0.00 Q.00 5709.42 120 D +S 0.00 - 41822.47 - 300.60 0.00 0.00 0.00 14407.65 3.75 - 41808.15 - 190.34 0.00 0.00 0.00 15328.18 7.50 - 41793.84 -80.08 0.00 0.00 0.00 15835.23 11.25 ' - 41779.52 30.18 0.00 0.00 0.00 15928.79 15.00 - 41765.20 140.44 0.00 0.00 0.00 ' 15608.88 120 D +SU 0.00 - 28760.96 141.45. 0.00 0.00 0.00, 16662.64 3.75 - 28756.62 174.88 0.00 0.00 0.00 16069.51 7.50 - 28752.28 208.30 0.00 0.00 0.00 15351.03 11.25 - 28747.94 241.73 0.00 0.00- 0.00 14507.19 15.00 - 28743.60 275.16 0.00 0.00 0.00 13538.00 • 121 D 0.00 - 19130.35 120.63 0 0.00 0.00 5709.42 3.75 - 19126.49 154.12 0.00 0.00 0.00 5194.24 7.50 - 19122.64 ' 187.61 0.00 0.00 0.00 4553.48 11.25 - 19118.79 221.10 0.00 • 0.00• 0.00 3787.14 15.00 - 19114.93 254.58 0.00 0.00 • 0.00 2895.22 121 D +S 0.00 '- 41761.44 255.73 0.00 0.00 0.00 15608.88 3.75 - 41748.72 366.32 0.00 0.00 '0.00 14442.52 7.50 - 41736.00 476.91 0.00 0.00 0.00 12861.41 11.25 - 41723.27 587.51 0.00 0.00 0.00 10865.57 15.00 - 41710.55 698.10 0.00 0.00 0.00 8454.99 121 D +SU 0.00 - 28746.40 445.47 0.00 0.00 0.00 13538.00 3.75 - 28742.54 4.78.95 0.00 0.00 0.00 11804.67 7.50 - 28738.69 512.44 0.00 0.00 0.00 9945.76 11.25 - 28734.84 545.93 0.00 0.00 0.00 7961.26 15.00 - 28730.99 579.91 0.00 0.00 0.00 5851.19 122 D 0.00 - 17081.85 - 231.01 0.00 0.00 0.00 2140.87 6.65 - 17076.25 - 171.'90 0.00 0.00 0.00 3479.97 13.29 - 17070.66 - 112.80 0.00 0.00 0.00 4426.19 19.94 - 17065.07 -53.69 0.00 0.00 0.00 4979.53 26.59 - 17059.48 5.41 0.00 0.00 0.00 5140.00 122 D +S 0.00 - 37274.71 - 428.40 0.00 0.00 - 0.00 6246.62 6.65 - 37256.13 - 232.04 0.00 0.00 0.00 8441.68 13.29 - 37237.54 -35.69 .0.00 0.00 0.00 9331.51 19.94 - 37218.96 160.67 0.00 0.00 0.00 8916.11 . 26.59 -37200.38 357.03 0.00 0.00 0.00 7195.48 122 D +SU 0.00 - 25676.65 - 290.57 0.00 0.00 0.00 4344.57 6.65 - 25671.06 - 231.47 0.00 0.00 0.00 6079.61 • 13.29 - 25665.47 - 172.36 0.00 0.00 0.00 7421.77 19.94 - 25659.87 - 113.26 0.00 0.00 0.00 8371.05 26.59 - 25654.28 -54.15 0.00 0.00 0.00 8927.46 123 D 0.00 - 17018.17 82.21 0.00 0.00 0.00 5140.00 6.77 - 17014.04 142.52 0.00 0.00 0.00 4379.40 13.54 - 17009.91 202.84 0.00 0.00 0.00 3210.50 20.31 - 17005.79 263.15 0.00 0.00' 0.00 1633.33 27.08 - 17001.66 323.47 0.00 0.00 0.00 - 352.14 123 D +S 0.00 - 37171.21 - 234.65 0.00 0.00 0.00 7195.48 6.77 37157.48 . -33.96 0.00 0.00 0.00 8104.61 13.54 - 37143.76 166.72 0.00 0.00 0.00 7655.29 20.31 - 37130.03 367.40 0.00 0.00 0.00 5847.54 27.08 - 37116.31 568.08 0.00 0.00 0.00 2681.34 123 D +SU 0.00 - 25556.82 554.32 0.00 0.00 0.00 8927.46 6.77 - 25552.69 614.64 0.00 0.00 0.00 4971.07 13.54 - 25548.57 674.95 0.00 0.00 0.00 606.39 20.31 - 25544.44 735.27 0.00 0.00 0.00 - 4166.57 27.08 - 25540.32 795.58 0.00 -0.00 0.00 - 9347.82 SAP2000 v7.10 File: TRUSS1 lb -in Units PAGE 38 7/15/08 10:48:26 Western Wood Structures, Inc. Tigard Bowl Truss Repairs - Tigard, Oregon - 087004 F R A M E E L E M E N T F O R C E S FRAME LOAD LOC P V2 V3 T M2 M3 124 D 0.00 - 14983.33 -84.77 0.00 0.00 0.00 - 277.11 3.75 - 14981.75 -51.62 0.00 0.00 0.00 -21.37 7.50 - 14980.16 -18.47 0.00 0.00 0.00 110.06 11.25 - 14978.57 14.67 0.00 0.00 0.00 117.18 15.00 - 14976.98 47.82 0.00 0.00 0.00 0.00 124 D +S 0.00 - 32708.07 - 111.43 0.00 0.00 0.00 1661.45 3.75 - 32702.75 - 3.354E -01 0.00 0.00 0.00 1871.02 7.50 - 32697.43 110.76 0.00 0.00 0.00 1663.96 11.25 - 32692.11 221.86 0.00 0.00 0.00 1040.29 15.00 - 32686.79 332.95 0.00 0.00 0.00 0.00 124 D +SU 0.00 - 22513.73 - 485.94 0.00 0.00 0.00 - 6294.80 3.75 - 22512.14 - 452.79 0.00 0.00 0.00 - 4534.64 7.50 - 22510.55 - 419.64 0.00 0.00 0.00 - 2898.79 11.25 - 22508.97 - 386.50 0.00 0.00 0.00 - 1387.24 ' 15.00 - 22507.38 - 353.35 0.00 0.00 0.00 0.00 125 D ' • 0.00 - 14977.40 -68.43 0.00 0.00 0.00 0.00 3.75 - 14976.30 -35.26 0.00 0.00 0.00 194.43 7.50 - 14975.20 -2.10 0.00 0.00 0.00 264.48 11.25 - 14974.09 31.07 0.00 0.00 0.00 210.15 15.00 - 14972.99 64.24 0..00 0.00 0.00 31.44 125 D +S 0.00 - 32688.70 - 355.23 0.00 0.00 0.00 0.00 3.75 - 32685.00 - 244.02 0.00 0.00 0.00 1123.62 7.50 - 32681.30 - 132.81 0.00 0.00 0.00 1830.19 11.25 - 32677.60 -21.60 0.00 0.00 0.00 2119.73 15.00 - 32673.90 89.60 0.00 0.00 0.00 1992.22 125 D +SU 0.00 - 22510.82 673.43 0.00 0.00 0.00 0.00 3.75 - 22509.72 706.60 0.00 0.00 0.00 - 2587.62 7.50 - 22508.61 739.76 0.00 0.00 0.00 - 5299.61 11.25 - 22507.51 772.93 0.00 0.00 0.00 - 8135.99 15.00 - 22506.40 806.10 0.00 0.00 0.00 - 11096.75 126 D 0.00 - 16991.17 - 291.19 0.00 0.00 0.00 74.03 4.94 - 16990.45 - 247.07 0.00 0.00 0.00 1403.79 9.88 - 16989.73 - 202.94 ' 0.00 0.00 0.00 2515.54 14.82 - 16989.00 - 158.82 0.00 0.00 0.00 3409.27 19.76 - 16988.28 - 114.69 0.00 0.00 0.00 4084.98 126 D +S 0.00 - 37081.19 - 465.72 0.00 0.00 0.00 3138.43 4.94 - 37078.78 - 318.69 0.00 0.00 0.00 5076.31 9.88 - 37076.37 - 171.65 0.00 0.00 0.00 6287.69 14.82 - 37073.96 -24.62 0.00 0.00 0.00 6772.57 19.76 - 37071.55 122.42 0.00 0.00 0.00 6530.95 126 D +SU 0.00 - 25542.82 - 262.56 0.00 0.00 0.00 - 15979.42 4.94 - 25542.10 - 218.43 0.00 0.00 0.00 - 14791.13 9.88 - 25541.37 - 174.31 0.00 0.00 0.00 - 13820.87 14.82 - 25540.65 - 130.18 0.00 0.00 0.00 -13068.63 19.76 - 25539.93 -86.06 0.00 0.00 0.00 - 12534.40 127 D 0.00 - 16805.52 -62.63 0.00 0.00 0.00 4084.98 3.50 - 16805.52 -31.37 0.00 . 0.00 0.00 4249.48 7.00 - 16805.52 - 1.095E -01 0.00 0.00 0.00 4304.56 10.50 - 16805.52 31.15 0.00 0.00 0.00 4250.24 14.00 - 16805.52 62.41 0.00 0.00 0.00 4086.51 127 D +S 0.00 - 36919.72 - 208.46 0.00 0.00 0.00 6530.95 3.50 - 36919.72 - 104.29 0.00 0.00 0.00 7078.26 7.00 - 36919.72 - 1.096E -01 0.00 0.00 0.00 7260.95 10.50 - 36919.72 104.07 0.00 '0.00 0.00 7079.03 14.00 36919.72 208.24 0.00 0.00 0.00 6532.49 127 D +SU 0.00 - 26860.10 - 2882.83 0.00 0.00 0.00 - 12534.40 • 3.50 - 26860.10 - 2851.57 0.00 0.00 0.00 - 2499.19 7.00 - 26860.10 - 2820.31 0.00 0.00 0.00 7426.60 10.50 - 26860.10 - 2752.19 0.00 0.00 0.00 17178.71 SAP2000 v7.10 File: TRUSS1 lb -in Units PAGE 39 7/15/08 10:48:26 Western Wood Structures, Inc. • Tigard Bowl Truss Repairs - Tigard, Oregon - 087004 F R A M E E L E M E N T F O R C E S FRAME LOAD LOC P V2 V3 T M2 M3 14.00 - 26860.10 - 2683.24 0.00 0.00 0.00 26690.95 128 D 0.00 - 16988.41 114.71 0.00 0.00 0.00 4086.51 4.94 - 16989.14 158.84 0.00 0.00 0.00 3410.70 9.88 - 16989.86 202.96 0.00 0.00 0.00 2516.87 14.82 - 16990.58 247.09 0.00 0.00 0.00 1405.03 19.76 - 16991.31 291.21 0.00 0.00 0.00 75.16 128 D +S 0.00 - 37071.68 - 122.40 0.00 0.00 0.00 6532.49 4.94 - 37074.09 24.64 0.00 0.00 0.00 6774.00 9.88 - 37076.50 171.67 0.00 0.00 0.00 6289.01 14.82 - 37078.91 318.71 0.00 0.00 0.00 5077.52 19.76 - 37081.33 465.74 0.00 0.00 0.00 3139.54 128 D +SU 0.00 - 28760.72 263.11 0.00 0.00 0.00 26690.95 4.94 - 28762.34 361.77 0.00 0.00 0.00 25147.81 9.88 - 28763.99 461.97 0.00 0.00 0.00 23113.41 14.82 - 28765.66 563.71 0.00 0.00 0.00 20580.10 19.76 - 28767.35 667.00 0.00 0.00 0.00 17540.26 129 D 0.00 - 19014.50 72.94 0.00 0.00 0.00 118.10 3.75 - 19015.62 106.63 0.00 0.00 0.00 - 218.59 7.50 - 19016.74 140.32 0.00 0.00 0.00 - 681.61 • 11.25 - 19017.86 174.00 0.00 0.00 0.00 - 1270.98 15.00 ' - 19018.98 207.69 0.00 0.00 0.00 - 1986.67 129 D +S 0.00 - 41493.79 - 230.88 0.00 0.00 0.00 4286.09 3.75 - 41497.51 - 119.15 0.00 0.00 0.00 4942.40 7.50 - 41501.23 -7.42 0.00 0.00 0.00 5179.71 11.25 - 41504.95 104.31 0.00 0.00 0.00 4998.04 15.00 - 41508.67 216.04 0.00 0.00 0.00 4397.36 129 D +SU 0.00 - 32196.22 - 284.34 0.00 0.00 0.00 22981.02 3.75 - 321,98.87 - 204.76 0.00 0.00 0.00 23898.39 7.50 - 32201.55 - 124.30 0.00 0.00 0.00 24515.66 11.25 - 32204.26 -42.95 0.00 0.00 0.00 24829.54 15.00 - 32206.99 39.27 0.00 0.00 0.00 24836.72 130 D 0.00 - 19019.82 - 171.36 0.00 0.00 0.00 - 1986.67 3.75 - 19021.43 - 137.69 0.00 0.00 0.00 - 1407.19 7.50 - 19023.04 - 104.02 0.00 0.00 0.00 - 953.97 11.25 - 19024.65 -70.35 0.00 0.00 0.00 - 627.02 15.00 - 19026.27 -36.68 0.00 0.00 0.00 , - 426.33 130 D +S 0.00 - 41511.03 - 176.88 0.00 , 0.00 0.00 4397.36 3.75 - 41516.38 -65.26 0.00 0.00 0.00 4851.39 7.50 - 41521.72 46.36 0.00 0.00 0.00 4886.84 11.25 - 41527.06 157.98 0.00 0.00 0.00 4503.71 15.00 - 41532.41 269.59 0.00 0.00 .0.00 3701.99 130 D +SU 0.00 - 32213.34 712.21 0.00 0.00 0.00 24836.72 3.75 - 32217.32 795.24 0.00 0.00 0.00 22010.43 7.50 - 32221.33 879.14 0.00 0.00 0.00 18871.14 11.25 - 32225.39 963.91 0.00 0.00 0.00 15415.57 15.00 - 32229.49 1049.56 0.00 0.00 0.00 11640.46 131 D 0.00 - 17001.80 - 323.46 0.00 0.00 0.00 - 351.52 6.77 - 17005.93 - 263.14 0.00 0.00 0.00 1633.86 13.54 - 17010.05 - 202.83 0.00 0.00 0.00 3210.95 20.31 - 17014.18 - 142.51 0.00 0.00 0.00 4379.75 27.08 - 17018.30 -82.19 0.00 0.00 0.00 5140.26 131 D +S 0.00 - 37116.44 - 568.07 0.00 0.00 0.00 2681.91 6.77 - 37130.17 - 367.39 0.00 0.00 • 0.00 5848.00 13.54 - 37143.89 - 166.70 0.00 0.00 0.00 7655.66 20.31 - 37157.62 33.98 0.00 0.00 0.00 8104.87 27.08 - 37171.34 234.66 0.00 0.00 0.00 7195.65 131 D +SU 0.00 - 28808.22 - 167.97 0.00 0.00 0.00 8646.89 6.77 - 28818.90 -11.82 0.00 0.00 0.00 9257.06 SAP2000 v7.10 File: TRUSS1 lb -in Units PAGE 40 7/15/08 10:48:26 Western Wood Structures, Inc. Tigard Bowl Truss Repairs - Tigard, Oregon - 087004 F R A M E E L E M E N T F O R C E S FRAME LOAD LOC P V2 V3 T M2 M3 13.54 - 28829.78 147.23 0.00 0.00 0.00 8800.40 20.31 - 28840.86 309.20 0.00 0.00 0.00 7257.23 27.08 - 28852.13 474.06 0.00 0.00 0.00 4607.88 132 D 0.00 - 17059.61 -5.38 0.00 0.00 0.00 5140.26 6.65 - 17065.21 53.73 0.00 0.00 0.00 4979.56 13.29 - 17070.80 112.83 0.00 0.00 0.00 4425.99 19.94 - 17076.39 171.94 0.00 0.00 0.00 3479.55 26.59 - 17081.99 231.04 0.00 0.00 0.00 2140.23 132 D +S 0.00 - 37200.52 - 357.00 0.00 0.00 0.00 7195.65 6.65 - 37219.10 - 160.65 0.00 0.00 0.00 8916.09 • 13.29 - 37237.68 35.71 0.00 0.00 0.00 9331.32 19.94 - 37256.27 232.07 0.00 0.00 0.00 8441.32 26.59 - 37274.85 428.43 0.00 0.00 0.00 6246.11 132 D +SU 0.00 - 28866.42 - 154.02 0.00 0.00 0.00 4607.88 6.65 - 28881.95 10.11 0.00 0.00 0.00 5087.67 13.29 - 28897.74 176.99 0.00 0.00 0.00 4467.33 19.94 - 28913.79 346.61 0.00 0.00 0.00 2728.62 26.59 - 28930.10 518.98 0.00 0.00 0.00 - 146.71 133 D 0.00 - 15051.25 26.47 0.00 0.00 0.00 1386.10 3.75 - 15055.04 59.44 0.00 0.00 0.00 .1225.03 • 7.50 - 15058.83 92.40 0.00 0.00 0.00 940.32 11.25 - 15062.63 125.37 0.00 0.00 0.00 531.98 15.00 - 15066.42 158.34 0.00 0.00 0.00 0.00 133 D +S 0.00 - 32841.09 49.04 0.00 0.00 0.00 4037.91 3.75 - 32853.75 159.11 0.00 0.00 0.00 3647.62 7.50 - 32866.41 269.19 0.00 0.00 0.00 2844.54 11.25 - 32879.08 379.26 0.00 0.00 0.00 1628.67 15.00 - 32891.74 489.34 0.00 0.00 0.00 0.00 133 D +SU 0.00 - 25491.91 - 210.71 0.00 0.00 0.00 - 205.07 3.75 - 25503.16 - 112.91 0.00 0.00 0.00 402.00 7.50 - 25514.51 -14.25 0.00 0.00 0.00 640.70 11.25 - 25525.96 85.28 0.00 0.00 0.00 507.78 15.00 - 25537.51 185.67 0.00 0.00 0.00 0.00 134 D 0.00 - 15063.25 - 311.37 0.00 0.00 0.00 0.00 3.75 - 15067.53 - 278.46 0.00 0.00 0.00 1105.97 7.50 - 15071.80 - 245.55 0.00 0.00 0.00 2088.52 11.25 - 15076.07 - 212.64 0.00 0.00 0.00 2947.66 15.00 - 15080.35 - 179.73 0.00 0.00 0.00 3683.38 134 D +S 0.00 - 32883.46 - 713.87 0.00 0.00 0.00 0.00 3.75 - 32897.71 - 604.13 0.00 0.00 0.00 2471.31 7.50 - 32911.96 - 494.38 0.00 0.00 0.00 4531.08 11.25 - 32926.21 - 384.64 0.00 0.00 0.00 6179.31 15.00 - 32940.46 - 274.90 0.00 0.00 0.00 7415.99 134 D +SU 0.00 - 25533.31 -11.42 0.00 0.00 0.00 0.00 3.75 - 25546.42 89.54 0.00 0.00 0.00 - 146.21 7.50 - 25559.64 191.36 0.00 0.00 0.00 - 672.65 11.25 - 25572.97 294.06 0.00 0.00 0.00 - 1582.56 15.00 - 25586.42 397.62 0.00 0.00 0.00 - 2879.22 135 D 0.00 - 17109.79 - 398.07 0.00 0.00 0.00 5312.70 5.29 - 17116.70 - 351.32 0.00 0.00 0.00 7295.46 10.58 - 17123.61 - 304.56 0.00 0.00 0.00 9030.81 15.88 - 17130.52 - 257.81 0.00 0.00 0.00 10518.75 21.17 - 17137.42 - 211.05 0.00 0.00 0.00 11759.29 135 D +S 0.00 - 37376.01 - 643.46 0.00 0.00 0.00 10910.51 5.29 - 37398.85 - 488.82 0.00 0.00 0.00 13906.35 10.58 - 37421.70 - 334.18 0.00 0.00 0.00 16083.86 ' 15.88 - 37444.55 - 179.53 0.00 0.00 0.00 17443.06 21.17 - 37467.40 -24.89 0.00 0.00 0.00 17983.94 135 D +SU SAP2000 v7.10 File: TRUSS1 lb -in Units PAGE 41 7/15/08'10:48:26 Western Wood Structures, Inc. Tigard Bowl Truss Repairs - Tigard, Oregon - 087004 F R A M E E L E M E N T F O R C E S FRAME LOAD. LOC P V2 V3 T M2 M3 0.00 - 29036.55 - 190.15 0.00 0.00 0.00 - 3831.36 5.29 - 29058.34 -42.70 0.00 0.00 0.00 - 3214.50 10.58 - 29080.38 106.49 0.00 0.00 0.00 - 3382.50 15.88 - 29102.68 257.43 0.00 0.00 0.00 - 4344.61 21.17 - 29125.24 410.12 0.00 0.00 0.00 - 6110.09 136 D 0.00 - 16895.31 73.78 0.00 0.00 0.00 11759.29 3.55 - 16900.48 105.03 0.00 0.00 0.00 11442.12 7.10 - 16905.65 136.29 0.00 0.00 0.00 11014.06 10.64 - 16910.81 167.55 0.00 0.00 0.00 10475.11 14.19 - 16915.98 198.81 0.00 0.00 0.00 9825.26 136 D +S 0.00 - 37130.88 139.69 0.00 0.00 0.00 17983.94 ' 3.55 - 37147.94 242.89 0.00 0.00 0.00 17305.34 7.10 - 37165.00 346.09 0.00 0.00 0.00 16260.64 10.64 - 37182.06 449.29 0.00 0.00 0.00 14849.83 14.19 - 37199.13 552.49 0.00 0.00 0.00 13072.92 136 D +SU 0.00 - 30085.10 - 2397.87 0.00 0.00 0.00 - 6110.09 3.55 - 30102.10 - 2295.01 0.00 0.00 0.00 2214.17 7.10 - 30119.23 - 2191.38 0.00 0.00 0.00 10172.16 10.64 - 30136.49 - 2087.00 0.00 0.00 0.00 17761.19 14.19 - 30153.88 - 1981.85 0.00 0.00 0.00 24978.56 137 D 0.00 - 17166.84 208.60 0.00 0.00 0.00 9825.26 4.54 - 17174.09 248.53 0.00 0.00 0.00 8786.93 9.09. - 17181.34 288.45 0.00 .0.00 0.00 7567.24 13.63 - 17188.58 328.37 0.00 0.00 0.00 6166.20 18.17 - 17195.83 368.29 0.00 0.00 0.00 4583.81 137 D +S 0.00 - 37248.60 21.65 0.00. 0.00 0.00 13072.92 4.54 - 37272.47 153.19 0.00 0.00 0.00 12675.78 9.09 - 37296.35 284.74 0.00 0.00 0.00 11681.07 13.63 - 37320.23 416.28 0.00 0.00 0.00 10088.77 18.17 - 37344.11 547.82 0.00 0.00 0.00 7898.89 137 D +SU 0.00 - 32315.56 -67.57 0.00 0.00 0.00 24978.56 4.54 - 32340.09 67.57 0.00 0.00 0.00 24979.05 9.09 - 32364.85 203.98 0.00 0.00 0.00 24362.72 13.63 - 32389.84 341.65 0.00 0.00 0.00 23123.84 18.17 - 32415.06 480.59 0.00 0.00 0.00 21256.66 138 D 0.00 - 19245.89 35.55 0.00 0.00 0.00 5988.48 3.75 - 19252.44 68.62 0.00 0.00 0.00 5793.15 7.50 - 19258.99 101.68 0.00 0.00 0.00 5473.83 11.25 - 19265.55 134.75 0.00 0.00 0.00 5030.51 15.00 - 19272.10 167.81 0.00 0.00 0.00. 4463.20 ' 138 D +S 0.00 - 41793.51 - 247.36 0.00 0.00 0.00 10472.82 3.75 - 41814.97 - 139.12 0.00 0.00 0.00 11197.49 7.50 - 41836.42 -30.88 0.00 0.00 0.00 11516.25 11.25 - 41857.88 77.35 0.00 0.00 0.00 11429.12 15.00 - 41879.33 185.59 0.00 0.00 0.00 10936.08 138 D +SU 0.00 - 36278.30 - 819.59 0.00 0.00 0.00 28007.80 3.75 - 36301.14 - 704.34 0.00 0.00 0.00 30865.50 7.50 - 36324.15 - 588.26 0.00 0.00 0.00 33289.44 11.25 - 36347.33 - 471.33 0.00 0.00 0.00 35276.47 15.00 - 36370.67 - 353.56 0.00 0.00 0.00 36823.43 139 D 0.00 - 19276.68 79.47 0.00 0.00 0.00 4463.20 3.75 - 19283.71' 112.43 0.00 0.00 0.00 4103.37 7.50 - 19290.75 145.40 0.00 0.00 0.00 3619.92 11.25 - 19297.78 178.37 0.00 0.00 0.00 3012.84 ' 15.00 - 19304.82 211.33 0.00 0.00 0.00 2282.14 139 D +S 0.00 - 41891.38 82.82 0.00 0.00 0.00 10936.08 3.75 - 41914.36 190.51 0.00 0.00 0.00 10423.58 7.50 - 41937.34 298.20 0.00 0.00 0.00 9507.24 11.25 - 41960.32 405.89 0.00 0.00 0.00 8187.04 SAP2000 "v7.10 File: TRUSS1 lb -in Units PAGE 42 7/15/08 10:48:26 Western Wood Structures, Inc. Tigard Bowl Truss Repairs - Tigard, Oregon - 087004 F R A M E E L E M E N T F O R C E S FRAME LOAD LOC P V2 V3 T M2 M3 15.00 - 41983.31 513.58 0.00 0.00 0.00 6463.00 139 D +SU 0.00 - 36385.02 829.75 0.00 0.00 0.00 36823.43 3.75 - 36410.19 947.74 0.00 0.00 0.00 33490.79 7.50 - 36435.54 1066.52 0.00 0.00 0.00 29714.19 11.25 - 36461.06 1186.10 0.00 0.00 0.00 25490.65 15.00 - 36486.75 1306.48 0.00 0.00 0.00 20817.16 140 D 0.00 - 17252.89 - 281.06 0.00 0.00 0.00 1679.08 7.69 - 17268.71 - 214.25 0.00 0.00 0.00 3583.02 15.38 - 17284.53 - 147.43 0.00 0.00 0.00 4973.28 23.06 - 17300.35 -80.62 0.00 0.00 0.00 5849.88 30.75 - 17316.17 -13.80 0.00 0.00 0.00 6212.81 140 D +S 0.00 - 37523.51 - 571.40 0.00 0.00 0.00 4756.94 7.69 - 37575.24 - 352.92 0.00 0.00 0.00 8309.96 . 15.38 - 37626.96 - 134.44 0.00 0.00 0.00 10183.33 23.06 - 37678.69 84.04 0.00 0.00 0.00 10377.08 30.75 - 37730.41 302.52 0.00 0.00 0.00 8891.20 140 D +SU 0.00 - 32616.40 - 299.36 0.00 0.00 0.00 15616.89 7.69 - 32674.83 -52.56 0.00 0.00 0.00 16971.91 15.38 - 32734.09 197.74 0.00 0.00 0.00 16416.09 23.06 - 32794.18 451.55 - 0.00 0.00 • 0.00 13922.49 30.75 - 32855.10 708.86 0.00 0.00 0.00 9464.19 . 141 D ' 0.00 - 17450.57 66.74 _ 0.00 0.00 0.00 6212.81 5.73 - 17463.65 116.20 0.00 0.00 0.00 5688.84 11.46 - 17476.73 165.66 0.00 0.00 0.00 4881.54 17.19 - 17489.81 215.12 0.00 0.00 0.00 3790.90 22.91 - 17502.89 264.58 0.00 0.00 0.00 2416.92 141 D +S 0.00 - 37843.23 - 235.64 0.00 0.00 0.00 8891.20 5.73 - 37885.81 -74.64 0.00 0.00 0.00 9779.90 11.46 - 37928.39 86.37 0.00 0.00 0.00 9746.30 17.19 - 37970.96 247.37 0.00 0.00 0.00 8790.42 22.91 - 38013.54 408.37 0.00 0.00 0.00 6912.24 141 D +SU 0.00 - 32805.08 - 364.42. 0.00 0.00 0.00 9464.19 5.73 - 32855.80 - 172.63 0.00 0.00 0.00 11003.31 11.46 - 32907.02 21.05 0.00 0.00 0.00 11438.36 ' 17.19 - 32958.74 216.62 0.00 0.00 0.00 10758.54 22.91 - 33010.95 414.06 0.00 0.00 0.00 8953.05 142 D 0.00 - 15421.56 43.36 0.00 0.00 0.00 1608.06 3.75 - 15430.63 75.28 0.00 0.00 0.00 1385.60 7.50 - 15439.71 107.20 0.00 0.00 0.00 1043.44 11.25 - 15448.78 139.12 0.00 0.00 0.00 581.58 15.00 - 15457.85 171.04 0.00 0.00 0.00 0.00 142 D +S 0.00 - 33488.02 92.77 0.00 0.00 0.00 4517.91 3.75 - 33517.64 196.98 0.00 0.00 0.00 3974.62 7.50 - 33547.26 301.19 0.00 0.00 0.00 3040.53 11.25 - 33576.88 405.39 0.00 0.00 0.00 1715.66 15.00 - 33606.50 509.60 0.00 0.00 0.00 • 0.00 142'D +SU 0.00 - 29079.34 138.15 0.00 0.00 0.00 5956.23 3.75 - 29115.96 266.97 0.00 0.00 0.00 5196.84 7.50 - 29152.79 396.56 0.00 0.00 0.00 3952.92 11.25 - 29189.84 526.91 0.00 0.00 0.00 2221.60 15.00 - 29227.12 658.03 0.00 0.00 0.00 0.00 143 D 0.00 - 15452.96 - 253.28 0.00 0.00 0.00 0.00 3.75 - 15462.50 - 221.50 0.00 0.00 0.00 890.23 7.50 - 15472.03 - 189.71 0.00 0.00 0.00 1661.26 11.25 - 15481.57 - 157.92 0.00 0.00 0.00 2313.09 . 15.00 - 15491.11 - 126.14 0.00 0.00 0.00 2845.72 143 D +S 0.00 - 33590.39 - 728.79 0.00 0.00 0.00 0.00 3.75 - 33621.43 - 625.33 0.00 0.00 0.00 2539.04 • . SAP2000 v7.10 File: TRUSS1 lb -in Units PAGE 43 7/15/08 10:48:26 Western Wood Structures, Inc. Tigard Bowl Truss Repairs - Tigard, Oregon - 087004 F R A M E E L E M E N T . F O R C E S FRAME LOAD LOC P V2 V3 T M2 M3 7.50 - 33652.48 - 521.87 0.00 0.00 0.00 ,4690.10 11.25 - 33683.52 - 418.41 0.00 0.00 0.00 6453.18 ' 15.00 - 33714.57 - 314.95 0.00 0.00 0.00 7828.27 143 D +SU 0.00 - 29210.26 - 534.56 0.00 0.00 0.00 0.00 3.75 - 29249.55 - 403.64 0.00 0.00 0.00 1759.42 7.50 - 29289.07 - 271.91 0.00 0.00 0.00 3026.37 11.25 - 29328.84 - 139.38 0.00 0.00 0.00 3797.81 15.00 - 29368.85 -6.05 0.00 0.00 0.00 4070.75 144 D 0.00 - 17574.39 - 406.37 0.00 0.00 0.00 4125.85 6.50 - 17592.17 - 351.14 0.00 0.00 0.00 6586.73 12.99 - 17609.95 - 295.90 0.00 0.00 0.00 8688.71 19.49 - 17627.73 - 240.66 0.00 0.00 0.00 10431.80 25.99 - 17645.51 - 185.42 0.00 0.00 0.00 11815.98 144 D +S 0.00 - 38247.79 - 776.02 0.00 0.00 0.00 11482.11 6.50 - 38305.05 - 598.13 0.00 0.00 0.00 15946.25 12.99 - 38362.31 - 420.24 0.00 0.00 0.00 19254.58 19.49 - 38419.57 - 242.35 0.00 0.00 0.00 21407.11 25.99 - 38476.84 -64.46 0.00 0.00 0.00 22403.83 144 D +SU 0.00 - 33322.01 -289.92 0.00 0.00 0.00 6355.03 6.50 - 33396.32 -59.07 0.00 0.00 0.00 7490.04 12.99 - 33471.37 174.08 0.00 0.00 0.00 7117.66 19.49 - 33547.17 409.55 0.00 0.00 0.00 5222.89 25.99 - 33623.70 647.32 0.00 0.00 0.00 1790.75 145 D 0.00 - 17226.71 367.19 0.00 0.00 0.00 11815.98 4.63 - 17240.23 406.26 0.00 0.00 0.00 10025.69 9.26 - 17253.74 445.34 0.00 0.00 0.00 8054.51 13.89 - 17267.26 484.41 0.00 0.00 0.00 5902.44 18.52 - 17280.78 523.49 0.00 0.00 0.00 3569.48 145 D +S 0.00 - 37811.04 590.08 0.00 0.00 0.00 22403.83 4.63 - 37854.35 715.29 0.00 0.00 0.00 19382.32 9.26 - 37897.67 840.50 0.00 0.00 0.00 15781.16 13.89 - 37940.98 965.71 0.00 0.00 0.00 11600.35 18.52 - 37984.29 1090.93 0.00 0.00 0.00 6839.88 145 D +SU 0.00 - 34026.24 - 966.63 0.00 0.00 0.00 1790.75 4.63 - 34084.57 - 797.99 0.00 0.00 0.00 5875.72 9.26 - 34143.30 - 628.22 0.00 0.00 0.00 9177.37 13.89 - 34202.42 - 457.33 0.00 0.00 0.00 11690.51 18.52 - 34261.92 - 285.30 0.00 0.00 0.00 13409.89 146 D 0.00 - 16738.54 39.22 0.00 0.00 0.00 3569.48 2.26 - 16745.38 58.17 0.00 0.00 0.00 3459.66, 4.51 - 16752.22 77.11 0.00 0.00 0.00 3307.11 6.77 - 16759.06 96.06 0.00 0.00 0.00 3111.83 9.02 - 16765.90 115.01 0.00 0.00 0.00 2873.82 146 D +S 0.00 - 36339.33 - 189.13 0.00 0.00 0.00 6839.88 2.26 - 36361.18 - 128.61 0.00 0.00 0.00 7198.18 4.51 •- 36383.02 -68.10 0.00 0.00 0.00 7420.00 6.77 - 36404.86 -7.58 0.00 0.00 0.00 7505.34 • 9.02 - 36426.71 52.93 0.00 0.00 0.00 7454.20 146 D +SU 0.00 - 34613.47 - 572.37 0.00 0.00 0.00 13409.89 2.26 - 34643.61 - 488.85 0.00 0.00 0.00 14606.62 4.51 - 34673.87 - 405.04 0.00 0.00 0.00 15614.66 6.77 - 34704.22 - 320.94 0.00 0.00 0.00 16433.36 9.02 - 34734.68 - 236.56 0.00 0.00 0.00 17062.08 147 D 0.00 - 18762.08 - 226.47 0.00 0.00 0.00 3837.71 3.75 - 18773.89 - 194.90 0.00 0.00 0.00 4627.79 7.50 - 18785.70 - 163.33 0.00 0.00 0.00 5299.49 11.25 - 18797.52 - 131.76 0.00 0.00 0.00 5852.80 15.00 - 18809.33 - 100.19 0.00 0.00 0.00 6287.71 147 D +S • SAP2000 v7.10 File: TRUSS1 lb -in Units PAGE 44 • + 7/1'5/08 10:48:26 Western Wood Structures, Inc. Tigard Bowl Truss Repairs - Tigard, Oregon - 087004 F R A M E E L E M E N T F O R C E S FRAME LOAD LOC P V2 V3 T M2 M3 0.00 - 40764.21 - 868.35 0.00 0.00 0.00 10059.40 3.75 - 40801.67 - 768.25 0.00 0.00 0.00 13128.08 7.50 - 40839.13 - 668.15 0.00 0.00 0.00 15821.38 11.25 - 40876.59 - 568.05 0.00 0.00 0.00 18139.30 15.00 - 40914.05 - 467.95 0.00 0.00 0.00 20081.83 • 147 D +SU 0.00 - 38870.97 - 1755.02 0.00 0.00 0.00 22850.24 3.75 - 38923.38 - 1614.97 0.00 0.00 0.00 29169.35 7.50 - 38976.06 - 1474.20 0.00 0.00 0.00 34961.90 11.25 - 39029.01 - 1332.70 0.00 0.00 0.00 40225.19 15.00 - 39082.23 - 1190.47 0.00 0.00 0.00 44956.47 148 D 0.00 - 18813.37 -98.45 0.00 0.00 0.00 6287.71 3.75 - 18825.64 -67.06 0.00 0.00 0.00 6598.06 7.50 - 18837.92 -35.66 0.00 0.00 0.00 6790.67 11.25 - 18850.19 -4.27 0.00 0.00 0.00 6865.55 15.00 - 18862.46 27.12 0.00 0.00 0.00 6822.70 148 D +S 0.00 - 40927.86 - 142.68 0.00 0.00 0.00 20081.83 3.75 - 40966.62 -43.51 0.00 0.00 0.00 20430.95 7.50 - 41005.39 55.65 0.00 0.00 0.00 20408.18 11.25 - 41044.15 154.82 0.00 0.00 0.00 20013.54 15.00 - 41082.92 253.98- 0.00 0.00 0.00 19247.01 148 D +SU 0.00 - 39102.20 341.29 0.00 0.00 0.00 44956.47 , 3.75 - 39157.53 482.83 0.00 0.00 0.00 43411.43 7.50 - 39213.15 625.09 0.00 0.00 0.00 41334.24 11.25 - 39269.04 768.07 0.00 0.00 0.00 38722.21 15.00 - 39325.21 911.77 0.00 0.00 0.00 35572.64 149 D 0.00 - 16852.01 - 542.39 0.00 0.00 0.00 5213.57 10.50 - 16888.56 - 456.01 0.00 0.00 0.00 10455.62 21.00 - 16925.11 - 369.64 0.00 0.00 0.00 14790.70 31.50 - 16961.66 - 283.27 0.00 0.00 0.00 18218.79 42.00 - 16998.21 - 196.90 0.00 0.00 0.00 20739.90 149 D +S 0.00 - 36708.39 - 1126.45 0.00 0.00 0.00 14656.38 10.50 - 36823.46 - 854.54 0.00 0.00 0.00 25057.47 21.00 - 36938.53 - 582.63 0.00 0.00 0.00 32603.24 31.50 - 37053.60 - 310.72, 0.00 0.00 0.00 37293.69 42.00 - 37168.67 -38.80 0.00 0.00 0.00 39128.82 . 149 D +SU 0.00 - 35144.26 - 991.05 0.00 0.00 0.00 27031.01 10.50 - 35312.50 - 593.51 0.00 0.00 0.00 35355.46 21.00 - 35483.04 - 190.52 0.00 0.00 0.00 39476.73 31.50 - 35655.89 217.94 0.00 0.00 0.00 39337.53 42.00 - 35831.05 631.84 0.00 0.00 0.00 34880.58 150 D 0.00 - 17515.93 523.84 0.00 0.00 0.00 20739.90 2.92 - 17526.69 547.55 0.00 0.00 0.00 19178.35 5.83 - 17537.46 571.25 0.00 0.00 0.00 17547.70 8.75 - 17548.23 594.95 0.00 0.00 0.00 15847.96 11.66 - 17559.00 618.66 0.00 0.00 0.00 14079.11 150 D +S 0.00 - 37958.95 762.22 0.00 0.00 0.00 39128.82 2.92 - 37992.59 836.27 0.00 0.00 0.00 36799.02 5.83 - 38026.22 910.31 0.00 0.00 0.00 34253.38 8.75 - 38059.86 984.36 0.00 0.00 0.00 31491.90 . 11.66 - 38093.49 1058.40 0.00 0.00 0.00 28514.58 150 D +SU 0.00 - 36002.93 66.71 0.00 0.00 0.00 34880.58 2.92 - 36054.49 180.23 0.00 0.00 0.00 34520.76 5.83 - 36106.24 294.15 0.00 0.00 0.00 33829.45 8.75 - 36158.18 408.48 0.00 0.00 0.00 32805.46 11.66 - 36210.30 523.22 0.00 0.00 0.00 31447.60 151 D • 0.00 - 15473.95 598.06 0.00 0.00 0.00 9872.28 3.75 - 15488.07 628.10 0.00 0.00 0.00 7573.16 7.50 - 15502.18 658.13 0.00 0.00 0.00 5161.41 • 11.25 - 15516.30 688.17 0.00 0.00 0.00 2637.02 SAP2000 v7.10 File: TRUSS1 lb -in Units PAGE 45 7/15/08 10:48:26 Western Wood Structures, Inc. Tigard Bowl Truss Repairs - Tigard, Oregon - 087004 F R A M E E L E M E N T F O R C E S FRAME LOAD LOC P V2 V3 T M2 M3 15.00 - 15530.41 718.20 0.00 0.00 0.00 0.00 151 D+S 0.00 - 33563.38 1134.88 0.00 0.00 0.00 19844.62 3.75 - 33607.58 1228.91 0.00 0.00 0.00 15412.38 7.50 - 33651.76 1322.93 0.00 0.00 0.00 10627.54 11.25 - 33695.96 1416.96 0.00 0.00 0.00 5490.07 15.00 - 33740.15 1510.99 0.00 0.00 0.00 0.00 151 D +SU '0.00 - 31892.22 1142.26 0.00 0.00 0.00 21540.65 3.75 - 31960.99 1288.60 0.00 0.00 0.00 16982.85 7.50 - 32030.07 1435.57 0.00 0.00 0.00 11875.07 11.25 - 32099.45 1583.19 0.00 0.00 0.00 6214.92 15.00 - 32169.12 1731.44 0.00 0.00 0.00 0.00 152 D 0.00 - 15528.93 - 162.07 0.00 0.00 - 0.00 0.00 3.75 - 15543.48 - 132.25 0.00 0.00 0.00 551.86 7.50 - 15558.03 - 102.42 0.00 0.00 0.00 991.87 11.25 - 15572.58 -72.60 0.00 0.00 0.00 1320.03 15.00 - 15587.13 -42.77 0.00 0.00 0.00 1536.35 152 D +S 0.00 - 33727.77 - 549.99 0.00 0.00 0.00 0.00 3.75 = 33773.11 - 457.06 0.00 0.00 0.00 1888.25 7.50 - 33818.45 - 364.13 0.00 0.00 0.00 3428.00 11.25 - 33863.79 - 271.20 0.00 0.00 0.00 4619.25 15.00 - 33909.13' - 178.27 0.00 0.00 0.00 5462.02 152 D +SU 0.00 - 32140.75 - 1182.95 0.00 0.00 0.00 0.00 3.75 - 32212.49 - 1035.89 0.00 0.00 0.00 4160.60 • 7.50 - 32284.57 - 888.15 0.00 0.00 0.00 7768.46 11.25 - 32356.98 - 739.75 0.00 0.00 0.00 10821.04 • 15.00 - 32429.72 - 590.66 0.00 0.00 0.00 13315.82 153 D 0.00 - 17690.47 -89.70 0.00 0.00 0.00 2566.42 9.80 - 17730.89 -12.10 0.00 0.00 0.00 3065.06 19.59 - 17771.31 65.49 0.00 . 0.00 0.00 2803.54 29.39 - 17811.73 143.09 0.00 0.00 0.00 1781.85 39.19 - 17852.15 220.69 0.00 0.00 0.00 0.00 153 D +S 0.00 - 38479.29 -255.53 0.00 0.00 0.00 8649.08 9.80 - 38603.34 -17.40 0.00 0.00 0.00 9985.96 19.59 - 38727.38 220.72 0.00 0.00 • 0.00 8990.07 29.39 - 38851.42 458.85 0.00 0.00 0.00 5661.42 39.19 - 38975.46 696.98 0.00 ' 0.00 0.00 0.00 • 153 D +SU 0.00 - 36792.17 - 262.16 0.00 0.00 0.00 20091.36 9.80 - 36992.17 121.78 0.00 0.00 0.00 20782.36 19.59 - 37194.35 509.93 0.00 0.00 0.00 17691.60 29.39 - 37398.73 902.28 0.00 0.00 0.00 10777.88 39.19 - 37605.30 1298.83 0.00 0.00 0.00 0.00 154 D 0.00 15730.50 - 205.34 0.00 0.00 0.00 0.00 11.86 15730.50 - 120.75 0.00 0.00 0.00 1933.12 23.71 15730.50 -36.15 0.00 0.00 0.00 2863.23 35.57 15730.50 48.45 0.00 0.00 0.00 2790.31 47.43 15730.50 133.05 0.00 0.00 0.00 1714.37 154 D +S 0.00 34244.49 - 293.60 0.00 0.00 0.00 0.00 11.86 34244.49 - 209.01 0.00 0.00 0.00 2979.60 23.71 34244.49 - 124.41 0.00 0.00 0.00 4956.17 35.57 34244.49 -39.81 0.00 0.00 0.00 5929.73 47.43 34244.49 44.78 0.00 0.00 0.00 5900.26 154 D +SU • 0.00 20774.94 - 193.41 0.00 0.00 0.00 0.00 11.86 20774.94 - 108.82 0.00 0.00 0.00 1791.71 23.71 20774.94 -24.22 0.00 0.00 0.00 2580.40 35.57 20774.94 60.38 0.00 0.00 0.00 2366.07 47.43 20774.94 144.97 0.00 0.00 0.00 1148.72 155 D 0.00 15730.50 133.05 0.00 0.00 0.00 1714.37 6.25 15730.50 177.64 0.00 0.00 0.00 743.48 SAP2000 v7.10 File: TRUSS1 lb -in Units PAGE 46 7/15/08 10:48:26 Western Wood Structures, Inc. • Tigard Bowl Truss Repairs - Tigard, Oregon - 087004 F R A M E E L E M E N T F O R C E S FRAME LOAD LOC P V2 V3 T M2 M3 12.50 15730.50 222.23 0.00 0.00 0.00 - 506.12 18.75 15730.50 266.83 0.00 0.00 0.00 - 2034.44 25.00 15730.50 311.42 0.00 0.00 0.00 - 3841.46 155 D +S 0.00 34244.49 44.78 0.00 0.00 0.00 5900.26 6.25 34244.49 89.38 0.00 0.00 0.00 5481.01 12.50 34244.49 133.97 0.00 0.00 0.00 4783.04 18.75 34244.49 178.57 0.00 0.00 0.00 3806.36 25.00 34244.49 223.16 0.00 0.00 0.00 2550.97 155 D +SU 0.00 20774.94 144.97 0.00 0.00 0.00 1148.72 6.25 20774.94 189.57 0.00 0.00 0.00 103.29 12.50 20774.94 234.16 0.00 0.00 0.00 - 1220.86 18.75 20774.94 278.75 0.00 0.00 0.00 - 2823.72 25.00 20774.94 323.35 0.00 0.00' 0.00 - 4705.29 156 D 0.00 15730.50 - 963.66 0.00 0.00 0.00 - 3841.46 2.25 15730.50 - 947.61 0.00 0.00 0.00 - 1691.28 4.50 15730.50 - 931.55 0.00 0.00 0.00 422.77 6.75 15730.50 - 915.50 0.00 0.00 0.00 2500.71 9.00 15730.50 - 899.45 0.00 0.00 0.00 4542.53 156 D +S 0.00 34244.49 - 1717.53 0.00 0.00 . 0.00. • 2550.97 2.25 34244.49 - 1701.48 0.00 0.00 0.00 6397.36 4.50 34244.49 - 1685.43 0.00 0.00 0.00 10207.63 6.75 34244.49 - 1669.37 0.00 0.00 0.00 13981.78 9.00 34244.49 - 1653.32 0.00 0.00 0.00 17719.81 156 D +SU 0.00 20774.94 - 1595.87 0.00 0.00 0.00 - 4705.29 2.25 20774.94, - 1579.81 0.00 0.00 0.00 - 1132.66 4.50 20774.94 - 1563.76 0.00 0.00 0.00 2403.86 6.75 20774.94 - 1547.70 0.00 0.00 0.00 5904.25 9.00 20774.94 - 1531.65 0.00 0.00 0.00 9368.53 157 D 0.00 . 16159.81 - 466.99 0.00 0.00 0.00 4542.53 37.72 16159.81 -65.87 0.00 0.00 0.00 13217.75 . 75.44 16159.81 203.26 0.00 0.00 0.00 10626.63 113.16 16159.81 472.38 0.00 0.00 0.00 - 2115.57 150.88 16159.81 873.51 . 0.00 0.00 0.00 - 26004.61 157 D +S ` 0.00 35540.23 - 356.43 0.00 0.00 0.00 17719.81 37.72 35540.23 44.70 0.00 0.00 0.00 22224.64 75.44 35540.23 313.82 0.00 0.00 0.00 15463.13 113.16 35540.23 582.95 0.00 0.00 0.00 - 1449.45 150.88 35540.23 984.07 _ 0.00 0.00 0.00 - 29508.88 157 D +SU 0.00. 21903.02 - 402.03 0.00 0.00 0.00 9368.53 37.72 21903.02 - 9.085E -01 0.00 0.00 0.00 15593.60 75.44 21903.02 268.22 0.00 0.00 0.00 10552.33 113.16 21903.02 537.34 0.00 0.00 0.00 - 4640.01 150.88 21903.02 938.47 0.00 0.00 0.00 - 30979.20 158 D 0.00 16853.15 133.96 0.00 0.00 0.00 - 26004.61 2.13 16853.15 149.13 0.00 0.00 0.00 - 26305.39 4.25 16853.15 164.29 0.00 0.00 0.00 - 26638.39 6.38 16853.15 179.45 0.00 0.00 0.00 - 27003.61 8.50 16853.15 194.61 0.00 0.00 0.00 - 27401.05 158 D +S • 0.00 36645.39 - 197.33 0.00 0.00 0.00 - 29508.88 2.13 36645.39 - 182.17 0.00 0.00 0.00 - 29105.67 4.25 36645.39 - 167.00 0.00 0.00 0.00 - 28734.67 6.38 36645.39 - 151.84 0.00 0.00 0.00 - 28395.90 8.50 36645.39 - 136.68 0.00 0.00 0.00 - 28089.34 158 D +SU 0.00 23380.81 - 642.75 0.00 0.00 0.00 - 30979.20 2.13 23380.81 - 627.59 0.00 0.00 0.00 - 29629.47 4.25 23380.81 - 612.43 0.00 0.00 0.00 - 28311.95 6.38 23380.81 - 597.27 0.00 0.00 0.00 - 27026.65 8.50 23380.81 - 582.10 0.00 0.00 0.00 - 25773.57 159 D •' SAP2000 v7.10 File: TRUSS1 lb -in Units PAGE 47 7/15/08 10:48:26 Western Wood Structures, Inc. Tigard Bowl Truss Repairs - Tigard, Oregon - 087004 F R A M E E L E M E N T F O R C E S 'FRAME LOAD LOC P V2 V3 T M2 M3 0.00 16853.15 - 347.13 0.00 0.00 0.00 - 27401.05 1.75 16853.15 - 334.65 0.00 0.00 0.00 - 26804.50 3.50 16853.15 - 322.16 0.00 0.00 0.00 - 26229.79 5.25 16853.15 - 309.67 0.00 0.00 0.00 - 25676.94 7.00 16853.15 - 297.19 0.00 0.00 0.00 - 25145.93 159 D +S 0.00 36645.39 - 588.89 0.00 0.00 0.00 - 28089.34 1.75 36645.39 - 576.41 0.00 0.00 0.00 - 27069.71 3.50 36645.39 - 563.92 0.00 0.00 0.00 ' - 26071.92 5.25 36645.39 - 551.43 0.00 0.00 0.00 - 25095.99 7.00 36645.39 - 538.95 0.00 0.00 0.00 - 24141.91 159 D +SU 0.00 23380.81 - 1606.35 0.00 0.00 0.00 - 25773.57 1.75 23380.81 - 1593.86 0.00 0.00 0.00 - 22973.39 3.50 23380.81 - 1581.37 0.00 0.00 0.00 - 20195.05 5.25 23380.81 - 1568.89 0.00 0.00 0.00 - 17438.58 7.00 23380.81 - 1556.40 0.00 0.00 0.00 - 14703.95 160 D 0.00 16656.72 - 601.19 0.00 0.00 0.00 - 25145.93 10.28 16656.72 - 527.83 0.00 0.00 0.00 - 19342.08 20.56 16656.72 - 454.47 0.00 0.00 0.00 -14292.44 30.84 16656.72 - 381.11 0.00 0.00 0.00 - 9997.00 41.12 16656.72 - 307.76 0.00 0.00 0.00 - 6455.76 160 D +S 0.00 36610.50 - 588.17 0.00 0.00 0.00 - 24141.91 10.28 36610.50 - 514.81 0.00 0.00 0.00 - 18471.90. 20.56 36610.50 - 441.45 0.00 0.00 0.00 - 13556.10 30.84 36610.50 - 368.10 0.00 0.00 0.00 - 9394.50 41.12 36610.50 - 294.74 0.00 0.00 0.00 - 5987.11 160 D +SU 0.00 24068.61 - 465.80 0.00 0.00 0.00 - 14703.95 10.28 24068.61 - 392.44 0.00 0.00 0.00 - 10292.08 20.56 24068.61 - 319.08 0.00 0.00 0.00 - 6634.42 30.84 24068.61 - 245.72 0.00 0.00 0.00 - 3730.96 41.12 24068.61 - 172.37 0.00 0.00 0.00 - 1581.71 161 D 0.00 16656.72 - 307.76 0.00 0.00 0.00 - 6455.76 9.00 16656.72 - 243.54 0.00 0.00 0.00 - 3974.91 18.00 16656.72 - 179.33 0.00 0.00 0.00 - 2072.00 . 27.00 16656.72 - 115.11 0.00 0.00 0.00 - 747.03 36.00 16656.72 -50.90 0.00 0.00 0.00 0.00 161 D +S 0.00 36610.50 - 294.74 0.00 0.00 0.00 - 5987.11 9.00 36610.50 - 230.52 0.00 0.00 0.00 . - 3623.42 18.00 36610.50 - 166.31 0.00 0.00 0.00 - 1837.67 27.00 36610.50 - 102.09 0.00 0.00 0.00 - 629.87 36.00 36610.50 -37.88 0.00 0.00 0.00 0.00 161 D +SU 0.00 24068.61 - 172.37 0.00 0.00 0.00 - 1581.71 9.00 24068.61 - 108.15 0.00 0.00 0.00 - 319.37 18.00 24068.61 -43.94 0.00 0.00 0.00 365.03 27.00 24068.61 20.28 0.00 0.00 0.00 471:48 36.00 24068.61 84.49 0.00 0.00 0.00 0.00 162 D 0.00 16656.72 -50.90 0.00 0.00 0.00 0.00 9.00 16656.72 13.32 0.00 0.00 0.00 169.09 18.00 16656.72 77.54 0.00 0.00 0.00 - 239.76 27.00 16656.72 141.75 0.00 0.00 0.00 - 1226.54 36.00 16656.72 337.97 0.00 0.00 0.00 - 3076.39 162 D +S 0.00 36610.50 -37.88 0.00 0.00 0.00 0.00 9.00 36610.50 26.34 0.00 0.00 0.00 51.93 18.00 36610.50 90.55 0.00 0.00 0.00 - 474.08 • 27.00 36610.50 154.77 0.00 0.00 0.00 - 1578.03 36.00 36610.50 350.98 0.00 0.00 0.00 - 3545.04 162 D +SU 0.00 24068.61 84.49 • 0.00 0.00 0.00 0.00 9.00 24068.61 148.71 0.00 .0.00 0.00 - 1049.42 18.00 24068.61 212.93 0.00 0.00 0.00 - 2676.78 27.00 24068.61 277.14 0.00 0.00 0.00 - 4882.09 36.00 24068.61 473.36 0.00 0.00 0.00 - 7950.45 SAP2000 v7.10 File: TRUSS' lb -in Units PAGE 48 7/15/08 10:48:26 . Western Wood Structures, Inc. Tigard Bowl Truss Repairs - Tigard, Oregon - 087004 F R A M E E L E M E N T F O R C E S FRAME LOAD LOC P V2 V3 T M2 M3 163 D 0.00 16656.72 337.97 0.00 0.00 0.00 - 3076.39 10.31 16656.72 411.55 0.00 0.00 0.00 - 6941.07 20.63 16656.72 485.13 0.00 0.00 0.00 - 11564.54 30.94 16656.72 558.71 0.00 0.00 0.00 - 16946.81 41.25 16656.72 632.29 0.00 0.00 0.00 - 23087.87 163 D +S 0.00 36610.50 350.98 0.00 0.00 0.00 - 3545.04 10.31 36610.50 424.56 0.00 0.00 0.00 - 7543.97 20.63 36610.50 498.14 0.00 0.00 0.00 - 12301.69 30.94 36610.50 571.73 0.00 0.00 0.00 - 17818.21 41.25 36610.50 645.31 0.00 0.00 0.00 - 24093.52 163 D +SU 0.00 24068.61 473.36 0.00 0.00 0.00 - 7950.45 10.31 24068.61 546.94 0.00 0.00 0.00 - 13211.34 20.63 24068.61 620.52 0.00 0.00 0.00 - 19231.02 30.94 24068.61 694.10 0.00 0.00 0.00 - 26009.50 41.25 24068.61 767.68 0.00 0.00 0.00 - 33546.78 . 164 D 0.00 16984.11 111.02 0.00 0.00 0.00 - 23087.87 , 1.75 16984.11 123.50 0.00 0.00 0.00 - 23293.08 3.50 16984.11 135.99 0.00 0.00 0.00 - 23520.13 5.25 16984.11 148.47 0.00 0.00 0.00 - 23769.03 7.00 16984.11 160.96 0.00 0.00 0.00 - 24039.79 164 D+S 0.00 37068.57 -86.38 0.00 0.00 0.00 - 24093.52 1.75 37068.57 -73.89 0.00 0.00 0.00 - 23953.29 3.50 37068.57 -61.40 0.00 0.00 0.00 - 23834.91 5.25 37068.57 - 48.92. 0.00 . 0.00 0.00, - 23738.38 7.00 37068.57 -36.43 0.00 0.00 0.00 - 23663.71 164 D +SU 0.00 25535.08 - 1587.70 0.00 0.00 0.00 - 33546.78 1.75 25535.08 - 1575.22 0.00 0.00 0.00 - 30779.23 3.50 25535.08 - 1562.73 0.00 0.00 0.00 - 28033.52 5.25 25535.08 - 1550.24 0.00 0.00 0.00 - 25309.67 7.00 25535.08 - 1537.76 0.00 0.00 0.00 - 22607.67 165 D 0.00 16984.11 - 350.79 0.00 0.00 '0.00 - 24039.79 1.75 16984.11 - 338.30 0.00 0.00 0.00 - 23436.84 3.50 16984.11 - 325.82 0.00 0.00 0.00 - 22855.73 5.25 16984.11 - 313.33 '0.00 0.00 0.00 - 22296.48 7.00 16984.11 - 300.84 0.00 0.00 0.00 - 21759.07 165 D +S 0.00 37068.57 - 404.37 0.00 0.00 0,00 - 23663.71 1.75 37068.57 - 391.88 0.00 0.00 0.00 - 22966.99 3.50 37068.57 - 379.39 0.00 0.00 0.00 - 22292.12 5.25 37068.57 - 366.91 0.00 0.00 0.00 - 21639.11 7.00 37068.57 - 354.42 0.00 0.00 0.00 - 21007.94 165 D +SU 0.00 25535.08 - 2806.91 0.00 0.00 0.00 - 22607.67 1.75 25535.08 - 2794.43 0.00 0.00 0.00 - 17706.50 3.50 25535.08 - 2781.94 0.00 0.00 0.00 - 12827.17 5.25 25535.08 - 2769.45 0.00 0.00 0.00 - 7969.70 7.00 25535.08 - 2756.97 0.00 0.00 0.00 - 3134.08 166 D 0.00 16805.52 - 613.65 0.00 ' 0.00 0.00 - 21759.07 38.38 16805.52 - 339.84 0.00 0.00 0.00 - 3464.08 76.75 16805.52 65.97 0.00 0.00 0.00 4323.55 115.13 16805.52 339.78 0.00 0.00 0.00 - 3461.70 153.50 16805.52 613.58 0.00 0.00 0.00 - 21754.32 166 D +S 0.00 36919.72 - 613.65 0.00 0.00 0.00 - 21007.94 38.38 36919.72 - 339.84 0.00 0.00 0.00 - 2712.95 76.75 36919.72 65.97 0.00 0.00 0.00 5074.67 115.13 36919.72 339.78 0.00 0.00 0.00 - 2710.57 153.50 36919.72 613.58 0.00 0.00 0.00 - 21003.20 166 D +SU 0.00 26860.10 - 361.17 0.00 0.00 0.00 - 3134.08 38.38 26860.10 -87.36 0.00 0.00 0.00 5472.19 76.75 26860.10 318.44 0.00 0.00 0:00 3571.08 115.13 26860.10 592.25 0.00 0.00 0.00 - 13902.89 SAP2000 v7.10 File: TRUSS1 lb -in Units PAGE 49 7/15/08 10:48:26 Western Wood Structures, Inc. Tigard Bowl Truss Repairs - Tigard, Oregon - 087004 F R A M E E L E M E N T F O R C E S . FRAME LOAD LOC P V2 V3 T M2 M3 153.50 26860.10 866.06 0.00 0.00 0.00 - 41884.24 167 D 0.00 16984.25 300.54 0.00 0.00 0.00 - 21754.32 1.75 16984.25 313.03 0.00 0.00 0.00 - 22291.20 3.50 16984.25 325.51 0.00 0.00 0.00 - 22849.92 5.25 16984.25 338.00 0.00 0.00 0.00 - 23430.49 7.00 16984.25 350.49 0.00 0.00 0.00 - 24032.92 167 D +S 0.00 .37068.70 354.12 0.00 0.00 0.00 - 21003.20 1.75 37068.70 366.60 0.00 0.00 0.00 - 21633.83 3.50 37068.70 379.09 0.00 0.00 0.00 - 22286.31 5.25 37068.70 391.58 0.00 0.00 0.00 - 22960.64 7.00 37068.70 404.06 0.00 0.00 0.00 - 23656.82 167 D +SU 0.00 28752.54 - 2534.06 0.00 0.00 0.00 - 41884.24 1.75 28752.54 - 2521.58 0.00 0.00 0.00 - 37460.56 3.50 28752.54 - 2509.09 0.00 0.00 0.00 - 33058.73 5.25 28752.54 - 2496.60 0.00 0.00 0.00 - 28678.75 . 7.00 28752.54 - 2484.12 0.00 0.00 0.00 - 24320.62 168 D 0.00 16984.25 - 161.30 0.00 0.00 0.00 - 24032.92 1.75 16984.25 - 148.81 0.00 0.00 0.00 - 23761.58 3.50 16984.25 - 136.32 0.00 0.00 0.00 - 23512.08 5.25 16984.25 - 123.84 0.00 0.00 0.00 - 23284.44 7'.00 16984.25 - 111.35 0.00 0.00 0.00 - 23078.65 168 D +S 0.00 37068.70 ' 36.10 ' 0.00 0.00 0.00 - 23656.82 1.75 37068.70 48.58 0.00 0.00 0.00 - 23730.92 3.50 37068.70 61.07 ,0.00 0.00 0.00 - 23826.86 5.25 37068.70 73.55 0.00 0.00 0.00 - 23944.66 7.00 37068.70 86.04, 0.00 0.00 0.00 - 24084.30 168 D +SU 0.00 28752.54 - 2597.82 0.00 0.00 0.00 - 24320.62 1.75 28752.54 - 2585.33. 0.00 0.00 0.00 - 19785.37 3.50 28752.54 - 2572.84 0.00 0.00 0.00 - 15271.97 5.25 28752.54 - 2560.36 0.00 0.00 0.00 - 10780.42 7.00 28752.54 - 2547.87 •0.00 0.00 0.00 - 6310.72 169 D 0.00 16656.98 - 632.41 0.00 0.00 0.00 - 23078.65 10.31 16656.98 - 558.83 . 0.00 ' 0.00 0.00 - 16936.28 20.62 16656.98 - 485.25 0.00 0.00 0.00 - 115,52.71 30.94 16656.98 - 411.67 0.00 0.00 0.00 - 6927.93 41.25 16656.98 - 338.09 0.00 0.00 0.00 - 3061.95 169 D +S 0.00 36610.76 - 645.43 0.00 0.00 0.00 - 24084.30 10.31 36610.76 - 571.85 0.00 0.00 0.00 - 17807.68 20.62 36610.76 - 498.27 0.00 0.00 0.00 - 12289.86 30.94 36610.76. - 424.69 0.00 0.00 0.00 - 7530.83 41.25 36610.76 - 351.11 0.00 0.00 0.00 - 3530.60 . 169 D +SU 0.00 30073.28 - 415.35 0.00 0.00 0.00 - 6310.72 10.31 30073.28 - 341.77 0.00 0.00 0.00 - 2406.79 20.62 30073.28 - 268.19 0.00 .0.00 0.00 738.35 30.94 30073.28 - 194.61 0.00 0.00 0.00 3124.69 41.25 30073.28 - 121.03 0.00 0.00 0.00 4752.24 170 D 0.00 16656.98 - 338.09 0.00 0.00 0.00 - 3061.95 9.00 16656.98 - 141.88 0.00 0.00 0.00 - 1229.97 18.00 16656.98 -77.66 0.00 0.00 0.00 - 242.04 27.00 16656.98 -13.45 0.00 0.00 0.00 167.95 36.00 16656.98 50.77 0.00 0.00 0.00 0.00 170 D +S 0.00 36610.76 - 351.11 0.00 0.00 0.00 - 3530.60 9.00 36610.76 - 154.90 0.00 0.00 0.00 - 1581.45 18.00 36610.76 -90.68 0.00 0.00 0.00 - 476.36 27.00 36610.76 -26.46 0.00 0.00 0.00 50.79 36.00 36610.76 37.75 0.00 0.00 0.00 0.00 170 D +SU 0.00 30073.28 - 121.03 0.00 0.00 0.00 4752.24 9.00 30073.28 75.18 0.00 0.00 0.00 . 4630.67 SAP2000 v7.10 File: TRUSS1 lb -in Units PAGE 50 7/15/08 10:48:26 Western Wood Structures, Inc. Tigard Bowl Truss Repairs - Tigard, Oregon - 087004 F R A M E E L E M E N T F O R C E S FRAME LOAD LOC P V2 V3 T M2 M3 18.00 30073.28 139.40 0.00 0.00 0.00 3665.05 27.00 30073.28 203.61 0.00 0.00 0.00 2121.50 36.00 30073.28 267.83 0.00 0.00 0.00 0.00 171 D 0.00 16656.98 50.77 0.00 0.00 0.00 0.00 9.00 16656.98 114.98 0.00 0.00 0.00 - 745.89 18.00 16656.98 179.20 0.00 0.00 0.00 - 2069.72 27.00 16656.98 243.42 0.00 0.00 0.00 - 3971.49 36.00 16656.98 307.63 0.00 0.00 0.00 - 6451.20 171 D +S 0.00 36610.76 37.75 0.00 0.00 0.00 0.00 9.00 36610.76 101.97 0.00 0.00 0.00 - 628.73 18.00 36610.76 166.18 0.00 0.00 0.00 - 1835.39. 27.00 36610.76 230.40 0.00 0.00 0.00 - 3620.00 36.00 36610.76 294.61 0.00 0.00 0.00 - 5982.55 171 D +SU 0.00 30073.28 267.83 0.00 0.00 0.00 0.00 9.00 30073.28 332.05 0.00 0.00 0.00 - 2699.44 18.00 30073.28 396.26 0.00 0.00 0.00 - 5976.81 27.00 30073.28 460.48 0.00 0.00 0.00 - 9832.13' 36.00 30073.28 524.69 0.00 0.00 0.00 - 14265.38 172 D 0.00 16656.98 307.63 0.00 0.00 0.00 - 6451.20 10.28 16656.98 380.99 0.00 0.00 0.00 - 9991.13 20.56 16656.98 454.35 0.00 0.00 0.00 - 14285.27 30.84 16656.98 527.70 0.00 0.00 0.00 - 19333.61 41.13 16656.98 601.06 0.00 0.00 0.00 - 25136.16 172 D +S 0.00 36610.76 294.61 0.00 0.00 0.00 - 5982.55 10.28 36610.76 ' 367.97 0.00 0.00 0.00 - 9388.64 20.56 36610.76 441.33 0.00 0.00 0.00 - 13548.93 30.84 36610.76 514.68 0.00 0.00 0.00 - 18463.43 41.13 36610.76 588.04 0.00 0.00 0.00 - 24132.14 172 D +SU 0.00 30073.28 524.69 0.00 0.00 0.00 - 14265.38 10.28 30073.28 598.05 0.00 0.00 0.00 - 20036.97 20.56 30073.28 671.41 0.00 0.00 0.00 - 26562.76 30.84 30073.28 744.76 0.00 0.00 0.00 - 33842.76 41.13 30073.28 818.12 • 0.00 0.00 0.00 - 41876.96 173 D 0.00 16853.55 296.83 0.00 0.00 0.00 - 25136.16 1.75 16853.55 309.32, ' 0.00 0.00 0.00 - 25666.54 3.50 16853.55 321.80 - 0.00 0.00 0.00 - 26218.77 5.25 16853.55 334.29 0.00 0.00 0.00 - 26792.85 7.00 16853.55 346.78 0.00 0.00 0.00 - 27388.78 173 D +S 0.00 36645.80 538.59 0.00 0.00 0.00 - 24132.14 1.75 36645.80 551.08 0.00 0.00 0.00 - 25085.59 3.50 36645.80 563.56 0.00 0.00 0.00 - 26060.90 5.25 36645.80 576.05 0.00 0.00 0.00 - 27058.06 7.00 36645.80 588.54 0.00 0.00 0.00 - 28077.07 173 D +SU 0.00 31808.01 - 1912.09 0.00 0.00 0.00 - 41876.96 1.75 31808.01 - 1899.61 0.00 0.00 0.00 - 38541.72 3.50 31808.01 - 1887.12 0.00 0.00 0.00 - 35228.33 5.25 31808.01 - 1874.63 0.00 0.00 0.00 - 31936.80 7.00 31808.01 - 1862.15 0.00 0.00 0.00 - 28667.11 174 D 0.00. 16853.55 - 194.97 0.00 0.00 0.00 - 27388.78 2.13 16853.55 - 179.81 0.00 0.00 0.00 - 26990.58 4.25 16853.55 - 164.64 0.00 0.00 0.00 - 26624.61 6.38 16853.55 - 149.48 0.00 0.00 0.00 - 26290.85 8.50 16853.55 - 134.32 0.00 0.00 0.00 - 25989.31 174 D+S 0.00 36645.80 136.32 0.00 0.00 0.00 - 28077.07 2.13 36645.80 151.49 0.00 0.00 0.00 - 28382.87 4.25 36645.80 166.65 0.00 0.00 0.00 - 28720.89 6.38 36645.80 181.81 0.00 0.00 0.00 - 29091.13 8.50 36645.80 196.97 0.00 0.00 0.00 - 29493.59 174 D +SU SAP2000 v7.10 File: TRUSS1 lb -in Units PAGE 51 7/15/08 10:48:26 Western Wood Structures, Inc. Tigard Bowl Truss Repairs - Tigard, Oregon - 087004 F R A M E E L E M E N T F O R C E S FRAME LOAD LOC P V2 V3 T M2 M3 0.00 31808.01 - 1629.55 0.00 0.00 0.00 - 28667.11 2.13 31808.01 - 1614.39 0.00 0.00 0.00 - 25220.43 4.25 31808.01 - 1599.23 0.00 0.00 0.00 - 21805.96 6.38 31808.01 - 1584.06 0.00 0.00 0.00 - 18423.72 8.50 31808.01 - 1568.90 0.00 0.00 0.00 - 15073.69 175' D 0.00 16160.12 - 873.97 0.00 0.00 0.00 - 25989.31 37.72 16160.12 - 472.84 0.00 0.00 0.00 - 2122.76 75.44 16160.12 - 203.72 ' 0.00 0.00 0.00 10636.77 113.16 16160.12 65.41 0.00 0.00 0.00 13245.23 150.88 16160.12 466.53 0.00 0.00 0.00 4507.69 175 D +S • 0.00 35540.54 - 984.53 0.00 0.00 0.00 - 29493.59 37.72 35540.54 - 583.41 0.00 0.00 0.00 - 1456.65 75.44 35540.54 - 314.28 0.00 0.00 0.00 15473.27 113.16 35540.54 -45.16 0.00 0.00 0.00 22252.12 150.88 35540.54 355.97 0.00 0.00 0.00 .17684.97 175 D +SU 0.00 32472.62 - 851.45 0.00 0.00 0.00 - 15073.69 37.72 32472.62 - 450.33 0.00 0.00 0.00 7943.61 75.44 32472.62 - 181.20 0.00 0.00 0.00 19853.89 113.16 32472.62 87.92 0.00 0.00 0.00 2,1613.10 150.88 32472.62 489.05 0.00 0.00 0.00 12026.31 176 D 0.00 15730.91 898.89 0.00 0.00 0.00 4507.69 2.25 15730.91 914.94 0.00 0.00 0.00 2467.13 4.50 15730.91 931.00 0.00 0.00 0.00 390.45 6.75 15730.91 947.05 0.00 0.00 0.00 - 1722.36 9.00 15730.91 963.10 0.00 0.00 0.00 - 3871.28 176 D +S 0.00 34244.90 1652.76 0.00 0.00 0.00 17684.97 2.25 34244.90 1668.81 0.00 0.00. 0.00 13948.20 4.50 34244.90 1684.87 0.00 0.00 0.00 10175.32 6.75 34244.90 1700.92 0.00 0.00 0.00 6366.31 9.00 34244.90 1716.97 0.00 0.00 0.00 2521.18 176 D +SU 0.00 32751.68 214.77 0.00 0.00 0.00 12026.31 2.25 32751.68 230.83 0.00 0.00 0.00 11525.01 4.50 32751.68 246.88 0.00 0.00 0.00 10987.58 6.75 32751.68 262.94 0.00 0.00 0.00 10414.04 9.00 32751.68 278.99 0.00 0.00 0.00 9804.37 177 D 0.00 15730.91 - 311.83 0.00. 0.00 0.00 - 3871.28 6.25 15730.91 - 267.24 0.00 0.'00 0.00 - 2061.68 12.50 15730.91 - 222.65 0.00 0.00 0.00 - 530.79 18.75 15730.91 - 178.05 0.00 0.00 0.00 721.39 25.00 15730.91 - 133.46 0.00 0.00 0.00 1694.85 • 177 D +S 0.00 34244.90 - 223.57 0.00 0.00 0.00 2521.18 6.25 34244.90 - 178.98 0.00 0.00 0.00 3779.14 12.50 34244.90 - 134.38 0.00 0.00 0.00 4758.39 18.75 34244.90 -89.79 0.00 0.00 0.00 5458.93 25.00 34244.90 -45.19 0.00 0.00 0.00 5880.76 177 D +SU 0.00 32751.68 - 123.01 0.00 0.00 0.00 9804.37 6.25 32751.68 -78.42 0.00 0.00 0.00 10433.83 12.50 32751.68 -33.82 0.00 0.00 0.00 10784.58 18.75 32751.68 10.77 0.00 0.00 0.00 10856.62 25.00 32751.68 55.37 0.00 0.00 0.00 10649.94 178 D 0.00 15730.91 - 133.46 0.00 0.00 0.00 1694.85 11.86 15730.91 -48.86 0.00 0.00 0.00 2775.67 23.71 15730.91 35.74 0.00 0.00 0.00 2853.47 35.57 15730.91 120.33 0.00 0.00 0.00 1928.24 47.43 15730.91 204.93 0.00 - 0.00 0.00 0.00 178 D +S 0.00 34244.90 -45.19 0.00 0.00 0.00 5880.76 11.86 34244.90 39.40 0.00 0.00 0.00 5915.10 23.71 34244.90 • 124.00 0.00 0.00 0.00 4946.42 35.57 34244.90 208.60 0.00 0.00 0.00 2974.72 • SAP2000 v7.10 File: TRUSS1 lb -in Units PAGE 52 7/15/08 10:48:26 Western Wood Structures, Inc. • Tigard Bowl Truss Repairs - Tigard, Oregon - 087004 F R A M E E L E M E N T F O R C E S FRAME LOAD LOC P V2 V3 T M2 M3 47.43 34244.90 293.19 0.00 0.00 0.00 0.00 178 D +SU • 0.00 32751.68 55.37 0.00 0.00 0.00 10649.94 11.86 32751.68 139.96 0.00 0.00 0.00 9491.99 23.71 32751.68 224.56 0.00 0.00 0.00 7331.01 • 35.57 32751.68 309.16 0.00 0.00 0.00 4167.02 • 47.43 32751.68 393.75 0.00 0.00 0.00 0.00 • Western Wood Structures, Inc. - Computer Analysis Systems P.O. Box 130. 20675 S.W. 105 Tualatin, OR 97062 -0130 - (503) 692 -6900 or (800) 547 -5411 Fax: (503) 692 -6434 • Sapstress2000 - Version 1.01 - Copyright 2000 - All Rights Reserved Tigard Bowl Truss Repairs - Tigard, Oregon - WWS Job # 087004 July 15, 2008 Sapstress Design Summary Mark Load Dur fv /F'v Check ft /F't fc /F'c fb /F'b Inter- Check. No. Case Fact Action TC1D 1 0.90 0.0693 (OK) 0.2253 0.0625 0.2878 (OK) 2 1.15 0.1711 (OK) 0.6844 0.1716 0.8559 (OK) 3 1.15 0.0437 (OK) 0.2492 0.0321 0.2812 (OK) TC1E 1 0.90 0.0589 (OK) 0.2307 0.0430 0.2737 (OK) 2 1.15 0.1564 (OK) 0.6958 0.1324 0.8282 (OK) 3 1.15 0.0233 (OK) 0.2563 0.0094 0.2656 (OK) TC2A 1 0.90 0.2610 (OK) 0.2290 0.2758 0.5048 (OK) 2 1.15 0.4298 (OK) 0.6889 0.4806 1.1695 *NG* 3 1.15 0.2424 (OK) 0.2548 0.2671 0.5219 (OK) TC2B 1 0.90 0.1941 (OK) 0.2180 0.4223 0.6403 (OK) 2 1.15 0.2766 (OK) 0.6538 0.6702 1.3240 * N G * . . . . . . 3 1.15 0.2162 (OK) 0.2429 0.4322 0.6751 (OK) TC2C 1 0.90 0.0650 (OK) 0.2095 0.1153 0.3248 (OK) 2 1.15 0.1944 (OK) 0.6334 0.2848 0.9182 (OK) 3 1.15 0.0562 (OK) 0.2328 0.0579 0.2908 (OK) TC2D 1 0.90 0.1640 (OK) 0.2201 0.2405 0.4606 (OK) '2 1.15 0.2678 (OK) 0.6670 0.3841 1.0511 *NG*---- . 3 1.15 0.2783 (OK) 0.2684 0.3654 0.6338 (OK) TC2E 1 0.90 0.0920 (OK) 0.2279 0.0794 0.3073 (OK) .2 1.15 0.2074 (OK) 0.6879 0.1895 0.8773 (OK) 3 1.15 0.1112 (OK) 0.2785 0.1110 0.3896 (OK) TC3A 1 0.90 0.0622 (OK) 0.2269 0.0449 0.2717 (OK) 2 1.15 0.1451 (OK) 0.6835 0.1093 0.7927 (OK) 3 1.15 0.0421 (OK) 0.2777 0.0284 0.3061 (OK) TC3B 1 0.90 0.0881 (OK) 0.2166 0.1264 0.3430 (OK) 2 1.15 0.1401 (OK) 0.6510 0.1776 0.8287 (OK) 3 1.15 0.1257 (OK) 0.2654 0.1174 0.3828 (OK) TC3C 1 0.90 0.0604 (OK) • 0.2194 0.1006 0.3201 (OK) 2 1.15 0.1151 (OK) 0.6615 0.1609 0.8224 (OK) 3 1.15 0.1172 (OK) 0.2686 0.1376 0.4061 (OK) TC3D 1 0.90 0.1248 (OK) 0.2090. 0.2391 0.4482 (OK) 2 1.15 0.1578 (OK) 0.6324 0.3074 0.9398 (OK) 3 1.15 0.4067 (OK) 0.2981 0.4515 0.7496 (OK) TC3E 1 0.90 0.1130 (OK) 0.2160 0.1027 0.31.86 (OK) 2 1.15 0.2031 (OK) . 0.6566 0.1788 0.8354 (OK) 3 1.15 0.1889 (OK) 0.3105 0.2041 0.5146 (OK) TC4A 1 0.90 0.0574 (OK) 0.2156 0.0386 0.2542 (OK) 2 1.15 0.1391 (OK) 0.6547 0.0973 0.7520 (OK) 3 1.15 0.0725 (OK) 0.3102 0.0645 ' 0.3747 (OK) TC4B 1 0.90 0.1013 (OK) 0.2063 0.1045 0.3108 .(OK) 2 1.15 0.1394 (OK) 0.6260 0.1594 0.7853 (OK) 3 1.15 0.1954 (OK) 0.2970 0.1533 0.4504 (OK) TC4C 1 0.90 0.0595 (OK) 0.2132 0.0334 0.2466 (OK) 2 1.15 0.0605 (OK) 0.6473 0.0723 0.7196 (OK) 3 1.15 0.2616 (OK) 0.3067 0.3901 0.6968 (OK) TC4D 1 0.90 0.0913 (OK) 0.2041 0.0875 0.2916 (OK) 2 1.15 0.1144 (OK) 0.6195 0.1239 0.7434 (OK) 3 1.15 0.7076 (OK) 0.3728 0.4425 0.8153 (OK) TC4E 1 0.90 0.0247 (OK) 0.2130 0.0074 0.2204 (OK) 2 1.15 0.1010 (OK) 0.6467 0.0510 0.6977 (OK) 3 1.15 0.2756 (OK) 0.3893 0.2794 0.6687 (OK) TC5A 1 0.90 0.0309 (OK) 0.2132 0.0077 0.2209 (OK) 2 1.15 0.0947 (OK) 0.6474 0.0450 0.6924 (OK) 3 1.15 0.1545 (OK) 0.3899 0.1305 0.5204 (OK) TC5B 1 0.90 0.1013 (OK) 0.2063 0.1045 0.3108 (OK) 2 1.15 0.1394 (OK) 0.6260 0.1593 0.7853 (OK) Page 1 of5 • Western Wood Structures, Inc. - Computer Analysis Systems P.O. Box 130. 20675 S.W. 105 Tualatin, OR 97062 -0130 - (503) 692 -6900 or (800) 547 -5411 Fax: (503) 692 -6434 • Sapstress2000 - Version 1.01 - Copyright 2000 - All Rights Reserved Tigard Bowl Truss Repairs - Tigard. Oregon - W W S Job # 087004 July 15, 2008 Sapstress Design Summary Mark Load Dur fv /F'v Check ft /F't fc /F'c fb /F'b Inter- Check No. Case Fact Action 3 1.15 0.1274 (OK) 0.3771 0.1535 0.5306 (OK) TC5C 1 0.90 0.0727 (OK) 0.2159 0.1166 0.3325 (OK) 2 1.15 0.1564 (OK) 0.6564 0.2224 0.8789 (OK) 3 1.15 0.1071 (OK) 0.3960 0.0652 0.4612 (OK) TC5D 1 0.90 0.1248 (OK) 0.2091 0.2391 0.4481 (OK) 2 1.15 0.1578 (OK) 0.6324 0.3073 0.9398 (OK) 3 1.15 0.5885 (OK) 0.4734 0.4193 0.8927 (OK) TC5E 1 0.90 0.1007 (OK) 0.2188 0.0886 0.3074 (OK) 2 1.15 0.1621 (OK) 0.6585 0.1284 0.7869 (OK) 3 1.15 0.3413 (OK) 0.4968 0.3411 0.8379 (OK) TC6A 1 0.90 0.0498 (OK) 0.2195 0.0300 0.2495 (OK) 2 1.15 0.1189 (OK) 0.6619 0.0736 0.7355 (OK) 3 1.15 0.2648 (OK) 0.5000 0.2451 0.7451 (OK) TC6B 1 0.90 0.0881 (OK) 0.2166 0.1265 0.3430 (OK) 2 1.15 0.1401 (OK) 0.6510 0.1777 0.8287 (OK) 3 1.15 0.1740 (OK) 0.4910 0.2855 0.7765 (OK) TC6C 1 0.90 0.0455 (OK) 0. 2278 0.0909 0.3187 (OK) 2 1.15 0.1514 (OK) 0.6874 0.2324 0.9198 (OK) 3 1.15 0.1687 (OK) 0.5214 0.2200 0.7414 (OK) TC6D 1 0.90 0.1640 (OK) 0.2201 0.2406 0.4607 (OK) 2 1.15 0:2678 (OK) 0.6670 0.3842 1.0512 *NG* 3 1.15 0.2373 (OK) 0.5436 0.2888 0.8323 (OK) TC6E 1 0.90 0.0687 (OK) 0.2085 0.0531 0.2616 (OK) 2 1.15 0.1485 (OK) 0.6288 0.1164 0.7452 (OK) 3 1.15 0.2941 (OK) 0.5740 0.2684 0.8424 (OK) TC7A 1 0.90 0.1098 (OK) 0.2097 0.1003. 0.3100 (OK) 2 1.15 0.2469 (OK) 0.6340 0.2418 0.8758 (OK) 3 1.15 0.4312 (OK) 0.5812 0.4406 1.0219 (ok} TC7B 1 0.90 0.1941 (OK) 0.2180 0.4222 0.6402 (OK) 2 1.15 0.2764 (OK) • 0.6538 ' 0.6701 1.3239 *NG* 3 1.15 0.2432 (OK) 0.5907 . 0.6716 1.2623 *NG* TC7C 1 0.90 0.2273 (OK) 0.2305 0.3077 0.5383 (OK) 2 1.15 0.3790 (OK) 0.6951 0.5210 1.2161 *NG* 3 1.15 0.4484 (OK) 0.6353 0.7310 1.3663 *NG* TC7D 1 0.90 0.O(OK) 0.2253 0.0625 0.2878 (OK) 2 1.15 . 0.1711 (OK) 0.6844 0.1716 0.8559 (OK) 3 1.15 0.3188 (OK) 0.6371 0.3553 0.9924 (OK) TC101B 1 0.90 0.0693 (OK) 0.2253 0.0625 0.2878 (OK) 2 1.15 0.1711 (OK) 0.6844 0.1716 0.8559 (OK) 3 1.15 0.0437 (OK) _0.2492 0.0321 0.2812 (OK) TC101C 1 0.90 0.2275 (OK) 0.2305 0.3078 0.5384 (OK) 2 1.15 0.3792 (OK) 0.6951 0.5211 1.2161 *NG* 3 1.15 0.2076 (OK) 0.2561 0.2926 0.5487 (OK) TC101D 1 0.90 0.1941 (OK) 0.2180 0.4223 0.6403 (OK) 2 1.15 0.2766 (OK) 0.6538 0.6702 1.3240 *NG * 3 1.15 0.2162 (OK) 0.2429 0.4322 0.6751 (OK) TC101E 1 0.90 0.1098 (OK) 0.2096 0.1003 0.3100 (OK) 2 1.15 0.2469 (OK) 0.6340 0.2418 0.8759 (OK) 3 1.15 0.0617 (OK) 0.2329 0.0521 0.2851 (OK) . TC102A 1 0.90 0.0687 (OK) 0.2085 0.0531 0.2615 (OK) 2 1.15 0.1485 (OK) 0.6288 0.1164 0.7452 (OK) 3 1.15 0.0319 (OK) 0.2319 0.0168 0.2488 (OK) TC102B 1 0.90 0.1640 (OK) 0.2201 0.2405 0.4606 (OK) 2 1.15 0.2678 (OK) 0.6670 0.3841 1.0511 *NG* 3 1.15 0.2783 (OK) 0.2684 0.3654 0.6338 (OK) TC102C 1 0.90 0.0455 (OK) 0.2278 0.0909 0.3186 (OK) Page 2 of 5 Western Wood Structures, Inc. - Computer Analysis Systems P.O. Box 130. 20675 S.W. 105` Tualatin, OR 97062 -0130 - (503) 692 -6900 or (800) 547 -541 I Fax: (503) 692 -6434 Sapstress2000 - Version 1.01 - Copyright 2000 - All Rights Reserved • Tigard Bowl Truss Repairs - Tigard, Oregon - WWS Job # 087004 July 15, 2008 Sapstress Design Summary Mark Load Dur fv /F'v Check ft /F't fc /F'c fb /F'b Inter- Check No. Case Fact Action 2 1.15 0.1514 (OK) 0.6873 0.2323 0.9197 (OK) 3 1.15 0.0670 (OK) 0.2784 0.1224 0.4008 (OK) TC102D 1 0.90 0.0881 (OK) 0.2166 0.1264 0.3430 (OK) 2 1.15 0.1401 (OK) 0.6510 0.1776 0.8287 (OK) 3 1.15 0.1257 (OK) 0.2654 0.1174 0.3828 (OK) . TC102E 1 0.90 0.0498 (OK) 0.2195 0.0300 0.2495 (OK) 2 1.15 0.1189 (OK) 0.6618 0.0736 0.7354 (OK) 3 1.15 0.0768 (OK) 0.2687 0.0694 0.3381 (OK) TC103A 1 0.90 0.1007 (OK) 0.2188 0.0886 0.3074 (OK) 2 1.15 0.1621 (OK) 0.6585 0.1284 0.7869 (OK) . 3 1.15 0.0512 (OK) 0.2680 0.0387 0.3067 (OK) TC103B 1 0.90 0.1248 (OK) 0.2090 0.2391 0.4982 (OK) 2 1.15 0.1578 (OK) 0.6324 0.3074 0.9398 (OK) 3 1.15 0.4067 (OK) 0.2981 0.9515 0.7 (OK) TC103C 1 0.90 0.0730 (OK) 0.2159 0.1167 .0.3326 (OK) 2 1.15 0.1564 (OK) 0.6564 0.2225 0.8789 (OK) 3 1.15 ' 0.1297 (OK) 0.3104 0.2250 0.5354 (OK) TC103D 1 0.90 . 0.1013 (OK) 0.2063 0.1045 0.3108 (OK) 2 1.15 0.1394 (OK) 0.6260 0.1594 0.7853 (OK) 3 1.15 0.1954 (OK) 0.2970 0.1533 0.4509 (OK) TC103E 1 0.90 0.0309 (OK) 0.2132 0.0077 0.2209 (OK) 2 1.15 0.0947 (OK) 0.6474 0.0450 0.6924 (OK) 3 1.15 0.1382 (OK) 0.3067 0.1431 0.9498 (OK) TC104A 1 0.90 0.0247 (OK) 0.2130 0.0074 0.2204 (OK) 2 1.15 0.1010 (OK) 0.6467 0.0510 0.6977 (OK) 3 1.15 0.2293 (OK) 0.3067 0.2522 0.5589 (OK) TC104B 1 0.90 0.0913 (OK) 0.2041 0.0875 0.2916 (OK) 2 1.15 0.1144 (OK) 0.6195 0.1239 0.7434 (OK) 3 1.15 0.7076 (OK) 0.3728 0.4925 0.8153 (OK) TC104C 1 0.90 0.0595 (OK) 0.2132 0.0339 0.2465 (OK) 2 1.15 0.0605 (OK) 0.6973 0.0723 0.7196 (OK) • 3 1.1 0.2352 (OK) 0.3898 0.3383 0.7281 (OK) TC104D 1 0.90 0.1013 (OK) 0.2063 0.1045 0.3108 (OK) 2 1.15 0.1399 (OK) 0.6260 0.1593 0.7853 (OK) 3 1.15' 0.1279 (OK) 0.3771 0.1535 0.5306 (OK) TC104E 1 0.90 0.0574 (OK) 0.2156 0.0386 0.2592 (OK) 2 1.15 0.1391 (OK) 0.6547 0.0973 0.7520 (OK) 3 1.15 0.0600 (OK) 0.3947 0.0148 0.4095 (OK) TC105A 1 0.90 0.1130 (OK) 0.2160 0.1026 0.3186,(OK) 2 1.15 0.2031 (OK) 0.6566 0.1787 0.8354 (OK) 3 1.15 0.1132 (OK) 0.3962 0.0666 0.4627 (OK) TC105B 1 0.90 0.1248 (OK) 0.2091 0.2391 0.4481 (OK) 2 1.15 0.1578 (OK) 0.6324 0.3073 0.9398 (OK) 3 1.15 0.5885 (OK) 0.4734 0.4193 0.8927 (OK) TC105C 1 0.90 0.0609 (OK) 0.2195 0.1006 0.3201 (OK) 2 1.15 0.1151 (OK') 0.6615 0.1609 0.8229 (OK) 3 1.15 0.2925 (OK) 0.4996 0.5072 . 1.0068 (ok) TC105D 1 0.90 0.0881 (OK) 0.2166 0.1265 0.3430 (OK) 2 1.15 0.1901 (OK) 0.6510 0.1777 0.8287 (OK) 3 1.15 0.1740 (OK) 0.4910 0.2855 0.7765•(OK) TC105E 1 0.90 0:0622 (OK) 0.2269 0.0449 0.2718 (OK) 2 1.15 0.1451 (OK) 0.6835 0.1093 0.7928 (OK) 3 1.15 0.1872 (OK) 0.5169 0.1905 0.6575 (OK) TC106A 1 0.90 0.0920 (OK) • 0.2279 0.0795 0.3074 (OK) 2 1.15 0.2079 (OK) 0.6879 0.1895 0.8774 (OK) 3 1.15 0.1522 (OK) 0.5220 0.0961 0.6181 (OK) Page 3 of 5 Western Wood Structures, Inc. - Computer Analysis Systems P.O. Box 130. 20675 S.W. I05 Tualatin. OR 97062 -0130 - (503) 692 -6900 or (800) 547 -5411 Fax: (503) 692 -6434 • Sapstress2000 - Version 1.01 - Copyright 2000 - All Rights Reserved Tigard Bowl Truss Repairs - Tigard, Oregon - WWS Job # 087004 July 15. 2008 Sapstress Design Summary Mark Load Dur fv /F'v Check ft /F't fc /F'c fb/F'b Inter- Check No. Case Fact Action TC106B 1 0.90 0.1640 (OK) 0.2201 0.2406 0.4607 (OK) 2 1.15 0.2678 (OK) 0.6670 0.3842 1.0512 *NG* ----, 3 1.15 0.2373 (OK) 0.5436 0.2888 0.8323 (OK) TC10'6C 1 0.90 0.0647 (OK) 0.2095 0.1153 0.3248 (OK) 2 1.15 0.1944 (OK) 0.6334 • 0.2848 0.9182 (OK) 3 1.15 0.3931 (OK) 0.5804 0.6238 1.2041 *NG* - TC106D 1 0.90 0.1941 (OK) 0.2180 0.4222 0,6.402 ( -OK) -\ 2 1.15 0.2764 (OK) 0.6538 0.6701 : _1,32 * G 3 1.15 0.2432 (OK) 0.5907 0.6716 'i1.262 G *= TC106E 1 0.90 0.2610 (OK) 0.2290 0.2757 0.5047 (OK) 2 1.15 0.4298 (OK) 0.6889• 0.4805 1.1694 *NG *- y, 3 1.15 0.4924 (OK) 0.6263 0.5169 1.1431 *NG *- TC107A 1 0.90 0.0589 (OK) 0.2307 0.0429 0.2736 (OK) • 2 1.15 0.1.564 (OK) 0.6958 0.1324 0.8282 (OK) 3 1.15 0.3365 (OK) 0.6365 0.3200 0.9564 (OK) TC10713 1 0.90 0.0693 (OK) 0.2253 0.0625 0.2878 (OK) 2 1.15 0.1711 (OK) 0.6844 0.1716 0.8559 (OK) 3 1.15 0.3188 (OK) 0.6371 0.3553 0.9924 (OK) BC1 1 0.90 0.3860 (OK) 1.0906 0.7790 1.8669 *NG* 2 1.15 0.5383 (OK) 1.8558 0.6573 2.5102 *NG* 3 1.15 0.5033 (OK) 1.2189 0.6900 1.9059 *NG* BC2 1 0.90 0.2531 (OK) 1.0991 0.6835 1.7802 *NG* • 2 1.15 0.2021 (OK) 1.8773 0.5367 2.4116 *NG* 3 1.15 0.8796 (OK) 1.5230 0.9329 2.4517 *NG* BC3 1 0.90 0.3856 (OK) 1.0906 0.7787 1.8667 *NG* 2 1.15 0.5380 (OK) 1.8559 0.6569 2.5099 *NG* 3 1.15 0.5991 (OK) 1.6587 0.9327 2.5872 *NG* BC101 1 0.90 0.3860 (OK) 1.0906 0.7790 1.8669 *NG* 2 1.15 0.5383 (OK) 1.8558 0.6573 2.5102 *NG* 3 1.15 0.5033 (OK) 1.2189 0.6900 1.9059 *NG* BC102 1 0.90 0.2531 (OK) 1.0991 . 0.6835 1.7802, *NG* . 2 1.15 0.2021 (OK) 1.8773 0.'5367 2.4116 *NG* 3 1.15 0.8796 (OK) 1.5230 0.9329 2.4517 *NG* BC103 1 0.90 0.3856 (OK) -1. '\ 0.7787 ✓ 1.8667 *NG* 2 1.15 0.5380 (OK) 1.8559 0.6569 2.5099 *NG* 3 1.15 0.5991 (OK) 1..6587. 0.9327 2.5872 *NG* W1 1 0.90 0.3207 (OK) 2 1.15 0.3816 (OK) 3 1.15 0.3774 (OK) W2 1 0.90 0.0063 (OK) 0.1631 0.0250 0.1881 (OK) 2 1.15 0.0050 (OK) 1.4364 0.0381 1.4745 *NG *'4 3 1.15 0.0050 (OK) 1.0890 0.0322 1.1213 *NG* W3 1 0.90 0.0063 (OK) 0.2558 0.0216 0.2701 (OK) 2 1.15 0.0050 (OK) 0.3188 0.0169 0.3299 (OK) 3 1.15 0.0050 (OK) 0.4261 0.0169 0.4372 (OK) W4 1 0.90 0.1380 (OK) 2 1.15 0.0904 (OK) 3 1.15 0.2027 (OK) W5 1 0.90 0.0063 (OK) 0.0932 0.0301 0.1129 (OK) 2 1.15 0.0050 (OK) 0.0137 0.0237 0.0292' (OK) 3 1.15 0.0050 (OK) 8687335.18 0.12508687335.30 *NG* - „g ---- -- W6 1 0.90 0.0063 (OK) 0.1569 0.0305 0.1769 (OK) 2 1.15 0.0050 (OK) 0.1714 0.0240• 0.1870 (OK) 3 1.15 0.0050 (OK) 0.5466 0.0240 0.5623 (OK) W7 1 0.90 0.1311 (OK) 2 1:15 0.0744 (OK) Page 4 of 5 • • Western Wood Structures, Inc. - Computer Analysis Systems P.O. Box 130. 20675 S.W. 105' Tualatin, OR 97062 -0130 -- (503) 692 -6900 or (800) 547 -5411 Fax: (503) 692 -6434 Sapstress2000 - Version 1.01 - Copyright 2000 - All Rights Reserved • Tigard Bowl Truss Repairs - Tigard, Oregon - WWS Job # 087004 July 15, 2008 Sapstress Design Summary ' Mark Load Dur fv /F'v Check ft /F't fc /F'c fb /F'b Inter- Check No. Case Fact Action 3 1.15 0.2513 (OK) W8 1 0.90 0.0068 (OK) 0.0674 0.0322 0.0889 (OK) . 2 1.15 0.0053 (OK) 0.0441 0.0252 0.0609 (OK) 3 1.15 0.0053 (OK) 1.5288 0.0252 2.0000 *NG* W9 1 0.90 0.0068 (OK) 0.0674 0.0322 0.0889 (OK) • 2 1.15 0.0053 (OK) 0.0442 0.0252 0.0610 (OK) 3 1.15 0.0053 (OK) 0.5478 0.0252 0.5646 (OK) W10 1 0.90 0.1311 (OK) 2 1.15 0.0744 (OK) 3 1.15 0.0244 (OK) W11 1 0.90 0.0063 (OK) 0.1569 0.0305 0.1769 (OK) 2 1.15 0.0050 (OK) 0.1714 0.0240 0.1870 (OK) 3 1.15 0.0050 (OK) . 5733.7143 0.0240 2.0000 *NG * W12 1 0.90 0.0063 (OK) 0.0933 0.0301 0.1130 (OK) 2 1.15 0.0050 (OK) 0.0138 0.0237 0.0293 (OK) 3 1.15 0.0050 (OK) 0.6369 0.0237 0.6524 (OK) W13 1 0.90 0.1380 (OK) 2 1.15 0.0904 (OK) 3 1.15 0.1545 (OK) • W14 1 0.90 0.0063 (OK) 0.2560 0.0216 0.2702 (OK) 2 1.15 0.0050 (OK) 0.3189 0.0169 0.3300 (OK) 3 1.15 0.0050 (OK) 0.4997 0.0260 0.5256 (OK) W15 1 0.90 0.0063 (OK) 0.1629 0.0249 0.1878 (OK) 2 1.15 0.0050 (OK) 1.4356 0.0381 1.4737 *NG* Q 3 1.15 0.0050 (OK) 0.0779 0.0158 0.0883 (OK) W16 1 0.90 0.3206 (OK) 2 1.15 0.3815 (OK) 3 1.15 0.0795 (OK) • Page 5 of 5 • , Western Wood Strutcures, Inc. - Computer Analysis Systems PO Box 130, 20675 SW 105 Tualatin, OR 97062 -0130 -- (503) 692 -6900 or (800) 547 -5411 Fax: (503) 692 -6434 • SapStress 2000 - Version 1.0 - Copyright 2000 - All Rights Reserved Tigard Bowl Truss Repairs - Tigard, Oregon - WWS Job # 087004 • July 17, 2008 Sapstress Detail Output The following design of wood members conforms to the requirements Allowable Stress, F'c = Fc • Cd • Cp = 1595.7 psi (OK) of the 2003 IBC, the 2001 NDS, and the 5th edition of the AITC Timber Construction Manual. All load cases are checked for each member for Combined Bending and Compression strong axis shear & moment, tension, compression, and for combined fc is larger than F'b(1 - Cf)...size factor inappropriate! bending and axial forces. F'b = fb • Cd • CI = 1140.5 Interaction Equation: (fc/F'c) + fbl(F'b(1- (fc/FcE))) < 1.0 The program assumes dry use. If wet use or temperature factors are 0.2492 + 0.0321 = 0.2812 (OK) appropriate, they have been applied to base design values. Base bending values have been adjusted for repetitive and curvature factors Member: TC1E Load Case: 1 Cd : 0.9 where appropriate. Size: 2.50" x 10.19" A = 25.5 sq in. Section = 43.3 cu in. DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Member: TC1D Load Case: 1 Cd : 0.9 Shear = 162.0 lb Shear Stress, fv = 9.5 psi Size: 2.50" x 11.81" A = 29.5 sq in. Section = 58.1 cu in. Allowable Stress, F'v = Fv • Cd = 162.0 psi (OK) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Moment = 1538.0 in -lb Bending Stress, fb = 35.5 psi Rb = 8.98 CI = 0.9947 Cf = 1.0000 Shear = 221.0 lb Shear Stress, fv = 11.2 psi Allowable Stress, F'b = Fb * Cd *CI = 895.2 psi (OK) Allowable Stress, F'v = Fv • Cd = 162.0 psi (OK) Compression = 15587.0 lb Compressive Stress, fc = 611.9 psi Moment = 3067.0 in -lb Bending Stress, fb = 52.8 psi (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9436 Rb = 3.67 CI = 0.9937 Cf = 1.0000 Allowable Stress, F'c = Fc • Cd • Cp = 1273.8 psi (OK) Allowable Stress, F'b = Fb • Cd • CI = 894.3 psi (OK) Combined Bending and Compression Compression = 17852.0 lb Compressive Stress, fc = 604.6 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9436 F'b = fb * Cd • Cl = 895.2 Allowable Stress, F'c = Fc • Cd • Cp = 1273.8 psi (OK) Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 0.2307 + 0.0430 = 0.2737 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC1E Load Case: 2 Cd : 1.15 Flo =fb "Cd •CI =894.3 Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 Shear = 550.0 lb Shear Stress, fv = 32.4 psi 0.2253 + 0.0625 = 0.2878 (OK) Allowable Stress, F'v = Fv • Cd = 207.0 psi (OK) • Member: TC1D Load Case: 2 Cd : 1.15 Moment = 5463.0 in -lb Bending Stress, fb = 126.3 psi Rb = 8.98 CI = 0.9930 Cf = 1.0000 Shear = 697.0 lb Shear Stress, fv = 35.4 psi Allowable Stress, F'b = Fb * Cd • CI = 1141.9 psi (OK) Allowable Stress, F'v = Fv • Cd = 207.0 psi (OK) Compression = 33909.0 lb Compressive Stress, fc = 1331.1 psi Moment = 9987.0 in -lb Bending Stress, fb = 171.8 psi (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9250 Rb = 9.67 CI = 0.9917 Cf = 1.0000 Allowable Stress, F'c = Fc • Cd • Cp = 1595.7 psi . (OK) Allowable Stress, F'b = Fb * Cd • CI = 1140.5 psi (OK) Combined Bending and Compression • Compression = 38975.0 lb Compressive Stress, fc = 1320.1 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9250 F'b = fb • Cd • Cl = 1141.9 Allowable Stress, F'c = Fc • Cd • Cp = 1595.7 psi (OK) Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc /FcE))) < 1.0 0.6958 + 0.1324 = 0.8282 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC1E Load Case: 3 Cd : 1.15 F'b =fb *Cd *CI = 1140.5 Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc /FcE))) < 1.0 Shear = 82.0 lb Shear Stress, fv = 4.8 psi 0.6844 + 0.1716 = 0.8559 (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) • Member: TC1D Load Case: 3 Cd : 1.15 Moment = 417.0 in -lb Bending Stress, fb = 9.6 psi Rb = 8.98 CI = 0.9930 Cf = 1.0000 Shear = 178.0 lb Shear Stress, fv = 9.0 psi Allowable Stress, F'b = Fb • Cd • CI = 1141.9 psi (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Compression = 20578.0 lb Compressive Stress, fc = 807.8 psi Moment = 1970.0 in -lb Bending Stress, fb = 33.9 psi (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9250 Rb = 9.67 CI = 0.9917 Cf = 1.0000 Allowable Stress, F'c = Fc * Cd * Cp = 1595.7 psi (OK) Allowable Stress, F'b = Fb * Cd 'CI = 1140.5 psi (OK) Combined Bending and Compression Compression = 23517.0 lb Compressive Stress, fc = 796.5 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9250 F'b = fb • Cd • CI = 1141.9 Page 1 of 38 Western Wood Strutcures, Inc. - Computer Analysis Systems • PO Box 130, 20675 SW 105 Tualatin, OR 97062 -0130 - (503) 692 -6900 or (800) 547 -5411 Fax: (503) 692 -6434 • SapStress 2000 - Version 1.0 - Copyright 2000 - All Rights Reserved Tigard Bowl Truss Repairs - Tigard, Oregon - W W S Job # 087004 July 17, 2008 • Sapstress Detail Output Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc /FcE))) < 1.0 Size: 2.50" x 11.81" A = 29.5 sq in. Section = 58.1 cu in. 0.2563 + 0.0094 = 0.2656 (OK) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi • Member: TC2A Load Case: 1 Cd : 0.9 Shear = 619.0 lb Shear Stress, fv = 31.4 psi Size: 2.50" x 10.19" A = 25.5 sq in. Section = 43.3 cu in. Allowable Stress, F'v = Fv * Cd = 162.0 psi (OK) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi • Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Moment = 20745.0 in -lb Bending Stress, fb = 357.0 psi Rb = 9.67 CI = 0.9937 Cf = 1.0000 Shear = 718.0 lb Shear Stress, fv = 42.3 psi Allowable Stress, F'b = Fb * Cd *CI = 894.3 psi (OK) Allowable Stress, F'v = Fv * Cd = 162.0 psi (OK) Compression = 17559.0 lb Compressive Stress, fc = 594.7 psi Moment = 9875.0 in -lb Bending Stress, fb = 228.2 psi (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9436 Rb = 8.98 CI = 0.9947 Cf = 1.0000 Allowable Stress, Fc = Fc * Cd • Cp = 1273.8 psi (OK) Allowable Stress, F'b = Fb * Cd *CI = 895.2 psi (OK) Combined Bending and Compression Compression = 15530.0 lb Compressive Stress, fc = 609.6 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9436 F'b = fb * Cd *CI= 894.3 Allowable Stress, F'c = Fc • Cd * Cp = 1273.8 psi (OK) Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 0.2180 + 0.4223 = 0.6403 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC2B Load Case: 2 Cd : 1.15 F'b= fb *Cd *CI =895.2 Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc /FcE))) < 1.0 Shear = 1127.0 lb Shear Stress, fv = 57.3 psi 0.2290 + 0.2758 = 0.5048 (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Member: TC2A Load Case: 2 Cd : 1.15 Moment = 39134.0 in -lb Bending Stress, fb = 673.4 psi Rb = 9.67 CI = 0.9917 Cf = 1.0000 Shear = 1511.0 lb Shear Stress, fv = 89.0 psi Allowable Stress, F'b = Fb * Cd * CI = 1140.5 psi (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Compression = 38093.0 lb Compressive Stress, fc = 1290.2 psi Moment = 19847.0 in -lb Bending Stress, fb = 458.7 psi (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9250 Rb = 8.98 CI = 0.9930 Cf = 1.0000 Allowable Stress, F'c = Fc * Cd * Cp = 1595.7 psi (OK) Allowable Stress, F'b = Fb * Cd *CI = 1141.9 psi (OK) Combined Bending and Compression Compression = 33740.0 lb Compressive Stress, fc = 1324.4 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9250 F'b = fb • Cd * CI = 1140.5 Allowable Stress, Fc = Fc * Cd * Cp = 1595.7 psi (OK) Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 0.6538 + 0.6702 = 1.3240 *NG* ...re-- Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC2B Load Case: 3 Cd : 1.15 • F'b = fb *Cd *CI= 1141.9 Interaction Equation: (fc/F'c) +- fb /(F'b(1- (fc /FcE))) < 1.0. .. Shear = 881.0 lb Shear Stress, fv = 44.8 psi 0.6889 + 0.4806 = 1.1695 *NG* Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Member: TC2A Load Case: 3 Cd : 1.15 Moment = 26568.0 in -lb Bending Stress, fb = 457.2 psi Rb = 9.67 CI = 0.9917 • Cf = 1.0000 Shear = 852.0 lb Shear Stress, fv = 50.2 psi Allowable Stress, F'b = Fb * Cd * CI = 1140.5 psi (OK) Allowable Stress, F'v = Fv • Cd = 207.0 psi (OK) Compression = 23218.0 lb Compressive Stress, fc = 786.4 psi Moment = 11880.0 in -lb Bending Stress, fb = 274.6 psi (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9250 Rb = 8.98 CI = 0.9930 Cf = 1.0000 Allowable Stress, F'c = Fc * Cd * Cp = 1595.7 psi (OK) Allowable Stress, F'b = Fb * Cd • CI = 1141.9 psi (OK) Combined Bending and Compression Compression = 20519.0 lb Compressive Stress, fc = 805.5 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9250 F'b = fb * Cd * CI = 1140.5 Allowable Stress, Pc = Fc * Cd * Cp = 1595.7 psi (OK) Interaction Equation: (fc /F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 0.2429 + 0.4322 = 0.6751 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC2C Load Case: 1 Cd : 0.9 F'b= fb•Cd *CI= 1141.9 Interaction Equation: (fc /F'c) + fbl(F'b(1- (fc /FcE))) < 1.0 Size: 2.50" x 12.94" A = 32.4 sq in. Section = 69.8 cu in. 0.2548 + 0.2671 = 0.5219 (OK) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Member: TC2B Load Case: 1 Cd : 0.9 Shear = 227.0 lb Shear Stress, fv = 10.5 psi Page 2 of 38 Western Wood Strutcures, Inc. - Computer Analysis Systems PO Box 130, 20675 SW 105 Tualatin, OR 97062 -0130 - (503) 692 -6900 or (800) 547 -5411 Fax: (503) 692 -6434 SapStress 2000 - Version 1.0 - Copyright 2000 - All Rights Reserved Tigard Bowl Truss Repairs - Tigard, Oregon - WWS Job # 087004 • July 17, 2008 Sapstress Detail Output Allowable Stress, F'v = Fv * Cd = 162.0 psi (OK) Compression = 17645.0 lb Compressive Stress, fc = 597.6 psi Moment = 6867.0 in -lb Bending Stress, fb = 98.4 psi (L l d)x = Stress, 8 F' )y =9.60 0 (Controls) 273.8 = 0.9436 9 36 Rb = 10.12 Cl = 0.9930 Cf = 1.0000 Allowable Stress, F'b = Fb * Cd' CI = 893.7 psi (OK) Combined Bending and Compression Compression = 18862.0 lb Compressive Stress, fc = 583.1 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 6.26 (Le /d)y =9.60 (Controls) Cp = 0.9436 F'b = fb * Cd • CI = 894.3 Allowable Stress, F'c = Fc * Cd * Cp = 1273.8 psi (OK) Interaction Equation: (fc/F'c) + fbl(F'b(1 -(fc /FcE))) < 1.0 0.2201 + 0.2405 = 0.4606 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC2D Load Case: 2 Cd : 1.15 F'b = fb *Cd *Cl =893.7 Interaction Equation: (fc/F'c) + fbl(F'b(1- (fc/FcE))) < 1.0 Shear = 1 391 lbF'vShear Stress, 207.0 = psi 4 i 0.2095 + 0.1153 = 0.3248 (OK) Member: TC2C Load Case: 2 Cd : 1.15 Moment = 22399.0 in -lb Bending Stress, fb = 385.4 psi Rb = 9.67 CI = 0.9917 Cf = 1.0000 Shear = 868.0 lb Shear Stress, fv = 40.2 psi Allowable Stress, F'b = Fb * Cd • CI = 1140.5 psi (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Compression = 38476.0 lb - Compressive Stress, fc = 1303.2 psi . Moment = 20431.0 in -lb Bending Stress, fb = 292.8 psi (Le /d)x = 6.86 ( ) = . 0 (Controls) Cp = 0.9250 9 50 Rb = 10.12 Cl = 0.9908 Cf = 1.0000 Allowable Stress, F'b = Fb * Cd * CI = 1139.4 psi (OK) Combined Bending and Compression Compression = 41082.0 lb Compressive Stress, fc = 1269.9 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 6.26 (Le /d)y =9.60 (Controls) Cp = 0.9250 Interaction Equation: * Cl = 1140.5 2 + fb/ F'b 1 fc /FcE < 1.0 Allowable Stress, F'c = Fc * Cd * Cp = 1595.7 psi (OK) ( 0.6670 + 0.3841 = 1.0511 `NG* Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC2D' Load Case: 3 Cd : 1.15 F'b = fb'Cd• 1139.4 Interaction Equation: (fc /F'c) + fb /(F'b(1 -(fc /FcE))) < 1.0 Shear = 1134.0 lb Shear Stress, fv = 57.6 psi 0.6334 + 0.2848 = 0.9182 (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Member: TC2C Load Case: 3 Cd : 1.15 Moment = 22370.0 in -lb Bending Stress, fb = 384.9 psi Rb = 9.67 CI = 0.9917 Cf = 1.0000 Shear = 251.0 lb Shear Stress, fv = 11.6 psi Allowable Stress, F'b = Fb * Cd • CI = 1140.5 psi (OK) Allowable Stress, F'v = Fv • Cd = 207.0 psi (OK) Compression = 24408.0 lb Compressive Stress, fc = 826.7 psi Moment = 4334.0 in -lb Bending Stress, fb = 62.1 psi Allowable 6.86 ( )y =9. =9.60 C ntr o ls 595 . 7 = 0.9250 9 50 Rb = 10.12 CI = 0.9908 Cf = 1.0000 Allowable Stress, F'b = Fb • Cd *CI = 1139.4 psi (OK) Combined Bending and Compression Compression = 24907.0 lb Compressive Stress, fc = 769.9 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 6.26 (Le /d)y =9.60 (Controls) Cp = 0.9250 F'b = fb * Cd * CI = 1140.5 Allowable Stress, F'c = Fc * Cd * Cp = 1595.7 psi (OK) Interaction Equation: (fc /F'c)2 2684 + 0(3654 0) < 1 0 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC2E Load Case: 1 Cd : 0.9 F'b = fb` Cd *C1= 1139.4 • Interaction Equation: (fc/F'c) + fb /(F'b(1 -(fc /FcE))) < 1.0 Size: 2.50" x 10.19" A = 25.5 sq in. Section = 43.3 cu in. 0.2328 + 0.0579 = 0.2908 (OK) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Member: TC2D Load Case: 1 Cd : 0.9 Shear = 253.0 lb Shear Stress, fv = 14.9 psi Size: 2.50" x 11.81" A = 29.5 sq in. Section = 58.1 cu in. Allowable Stress, F'v = Fv' Cd = 162.0 psi (OK) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Moment = 2844.0 in -lb Bending Stress, fb = 65.7 psi Rb = 8.98 CI = 0.9947 Cf = 1.0000 Shear = 523.0 lb Shear Stress, fv = 26.6 psi Allowable Stress, F'b = Fb * Cd * CI = 895.2 psi (OK) Allowable Stress, F'v = Fv * Cd = 162.0 psi (OK) Compression = 15491.0 lb Compressive Stress, fc = 608.1 psi _ Moment = 11812.0 in -lb Bending Stress, fb = 203.3 psi (Le/d)x = 7.95 (Le/ )y =9.60 0 (Controls) Cp = 0.9436 9 36 Rb = 9.67 Cl = 0.9937 Cf = 1.0000 Allowable Stress, F'b = Fb * Cd *CI = 894.3 psi (OK) • Page 3 of 38 • • • " • Western Wood Strutcures, Inc. - Computer Analysis Systems PO Box 130, 20675 SW 105 Tualatin, OR 97062 - 0130 (503) 692 -6900 or (800) 547 -5411 Fax: (503) 692 -6434 • SapStress 2000 - Version 1.0 - Copyright 2000 - All Rights Reserved Tigard Bowl Truss Repairs - Tigard, Oregon - W W S Job # 087004 July 17, 2008 Sapstress Detail Output Combined Bending and Compression Member: TC3A Load Case: 2 Cd :1.15 • fc is larger than F'b(1 - Cf)...size factor inappropriate. F'b = fb • Cd • Cl = 895.2 = < 1 0 Shear = 510.0 lb Shear Stress, fv = 30.0 psi Interaction Equation: (fc /F'c) + fb /(F'b(1- (fc/FcE))) 0.2279 + 0.0794 = 0.3073 (OK) Allowable Stress, F'v = Fv • Cd = 207.0 psi (OK) Member: TC2E Load Case: 2 Cd : 1.15 Moment = 4517.0 in -lb Bending Stress, fb = 104.4 psi Rb = 8.98 CI = 0.9930 Cf = 1.0000 Shear = 729.0 lb Shear Stress, fv = 42.9 psi Allowable Stress, F'b = Fb • Cd • CI = 1141.9 psi (OK) Allowable Stress, F'v = Fv • Cd = 207.0 psi (OK) Compression = 33606.0 lb Compressive Stress, fc = 1319.2 psi Moment = 7826.0 in -lb Bending Stress, fb = 180.9 psi (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9250 Rb = 8.98 CI = 0.9930 Cf = 1.0000 Allowable Stress, F'c = Fc * Cd • Cp = 1595.7 psi (OK) Allowable Stress, F'b = Fb • Cd • CI = 1141.9 psi (OK) Combined Bending and Compression Compression = 33714.0 lb Compressive Stress, fc = 1323.4 psi f ti s larger t 11 Cf)...size factor inappropriate! (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9250 Allowable Stress, F'c = Fc • Cd • Cp = 1595.7 psi (OK) Interaction Equation: (fc/F'c)0 6835 + = )) 1.0 0)927 (OK) Combined Bending.and Compression fc is larger than F'b(1 - Cf):..size factor inappropriate! Member: TC3A Load Case: ,3 Cd : 1.15 F'b = fb • Cd • CI = 1141.9 : < 1.0 Shear = 148.0 lb Shear Stress, N = 8.7 psi Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc /FcE))) 0.6879 + 0.1895 = 0.8773 (OK) Allowable Stress, F'v = Fv • Cd = 207.0 psi (OK) Member: TC2E Load Case: 3 Cd : 1.15 Moment = 1259.0 in -lb Bending Stress, fb = 29.1 psi Rb = 8.98 CI = 0.9930 Cf = 1.0000 Shear = 391.0 lb Shear Stress, N = 23.0 psi Allowable Stress, F'b = Fb *Cd • CI = 1141.9 psi (OK) Allowable Stress, F'v = Fv • Cd = 207.0 psi (OK) Compression = 21421.0 lb Compressive Stress, fc = 840.9 psi Moment = 4914.0 in -lb Bending Stress, fb = 113.6 psi (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9250 Rb = 8.98 CI = 0.9930 Cf = 1.0000 Allowable Stress, F'c = Fc • Cd • Cp = 1595.7 psi (OK) Allowable Stress, Pb = Fb • Cd • CI = 1141.9 psi (OK) Combined Bending and Compression Compression = 21453.0 lb Compressive Stress, fc = 842.1 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9250 F'b = fb • Cd • CI = 1141.9 Allowable Stress, F'c = Fc • Cd • Cp = 1595.7 psi (OK) • Interaction Equation: (fc/F'c)o + fb//( + p 0)3) 1.0 0.3061 (OK) Combined Bending and Compression • fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC3B Load Case: 1 Cd : 0.9 F'b =fb•Cd•CI= 1141.9 Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 Size: 2.50" x 11.81" A = 29.5 sq in. Section = 58.1 cu in. 0.2785 + 0.1110 = 0.3896 (OK) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Member: TC3A Load Case: 1 Cd : 0.9 Shear = 281.0 lb Shear Stress, fv = 14.3 psi Size: 2.50" x 10.19" A = 25.5 sq in. Section = 43.3 cu in. Allowable Stress, F'v = Fv • Cd = 162.0 psi (OK) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Moment = 6212.0 in -lb Bending Stress, fb = 106.9 psi Rb = 9.67 CI = 0.9937 Cf = 1.0000 Shear = 171.0 lb Shear Stress, N = 10.1 psi Allowable Stress, F'b = Fb • Cd • CI = 894.3 psi (OK)• Allowable Stress, F'v = Fv • Cd = 162.0 psi (OK) Compression = 17502.0 lb Compressive Stress, fc = 592.8 psi Moment = 1607.0 in -lb Bending Stress, fb = 37.1 psi (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9436 Rb = 8.98 CI = 0.9947 Cf = 1.0000 Allowable Stress, F'c = Fc • Cd • Cp = 1273.8 psi (OK) • Allowable Stress, F'b = Fb • Cd • CI = 895.2 psi (OK) Combined Bending and Compression Compression = 15457.0 lb Compressive Stress, fc = 606.8 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9436 F'b = fb • Cd • Cl = 894.3 Allowable Stress, F'c = Fc • Cd • Cp = 1273.8 psi (OK) Interaction Equation: (fc /F'c)2 2 66 + 0.1264 = 0)3)430 1.0 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC3B Load Case: 2 Cd : 1.15 F'b = fb • Cd • CI = 895.2 : < 1.0 Shear = 571.0 lb Shear Stress, N = 29.0 psi Interaction Equation: (fc/F'c) + fb /(F'b(l- (fc/FcE))) 0.2269 + 0.0449 = 0.2717 (OK) Allowable Stress, F'v = Fv • Cd = 207.0 psi (OK) Page 4 of 38 • Western Wood Strutcures, Inc. - Computer Analysis Systems PO Box 130, 20675 SW 105` Tualatin, OR 97062 - 0130 -- (503) 692 -6900 or (800) 547 -5411 Fax: (503) 692 -6434 SapStress 2000 - Version 1.0 - Copyright 2000 - All Rights Reserved • Tigard Bowl Truss Repairs - Tigard, Oregon - W W S Job # 087004 July 17, 2008 Sapstress Detail Output Compression = 41983.0 lb Compressive Stress, fc = 1297.8 psi Moment = 10376.0 in -lb Bending Stress, fb = 178.5 psi (Le /d)x = 6.26 (Le /d)y =9.60 (Controls) Cp = 0.9250 • Rb = 9.67 CI = 0.9917 Cf = 1.0000 Allowable Stress, F'c = Fc * Cd • Cp = 1595.7 psi (OK) Allowable Stress, F'b = Fb * Cd • CI = 1140.5 psi (OK) Combined Bending and Compression Compression = 38013.0 lb Compressive Stress, fc = 1287.5 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! • (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9250 F'b = fb • Cd * CI = 1139.4 Allowable Stress, F'c = Fc * Cd * Cp = 1595.7 psi (OK) Interaction Equation: (fc /F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 0.6615 + 0.1609 = 0.8224 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC3C Load Case: 3 Cd : 1.15 F'b = fb * Cd *CI= 1140.5 Interaction Equation: (fc/F'c)' + fb /(F'b(1- (fc /FcE))) < 1.0 Shear = 523.0 lb Shear Stress, fv = 24.3 psi 0.6510 + 0.1776 = 0.8287 (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Member: TC3B Load Case: 3 Cd : 1.15 Moment = 10240.0 in -lb Bending Stress, fb = 146.8 psi Rb = 10.12 CI = 0.9908 Cf = 1.0000 Shear = 512.0 lb Shear Stress, fv =.26.0 psi Allowable Stress, F'b = Fb * Cd • CI = 1139.4 psi (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Compression = 26753.0 lb Compressive Stress, fc = 827.0 psi Moment = 7190.0 in -lb Bending Stress, fb = 123.7 psi (Le/d)x = 6.26 ess( = ` =9.60 (Controls) ntrols Cp = 0.9250 9 50 Rb = 9.67 Cl = 0.9917 Cf = 1.0000 Allowable Stress, F'b = Fb * Cd * CI = 1140.5 psi (OK) Combined Bending and Compression Compression = 24271.0 lb Compressive Stress, fc = 822.0 psi fc is larger than F'b(1 - CO...size factor inappropriate! (Leld)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9250 F'b = fb' Cd * Cl = 1139.4 Allowable Stress, F'c = Fc * Cd • Cp = 1595.7 psi (OK) Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 • 0.2686 + 0.1376 = 0.4061 (OK) Combined Bending and Compression fc is larger than F'b(1 Cf)...size factor inappropriate! Member: TC3D Load Case: 1 Cd : 0.9 F'b= fb "Cd "CI= 1140.5 Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 Size: 2.50" x 11.81" A = 29.5 sq in. Section = 58.1 cu in. 0.2654 + 0.1174 = 0.3828 (OK) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Member: TC3C Load Case: 1 Cd : 0.9 Shear = 398.0 lb Shear Stress, fv = 20.2 psi Size: 2.50" x 12.94" A = 32.4 sq in. Section = 69.8 cu in. Allowable Stress, F'v = Fv * Cd = 162.0 psi (OK) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Moment = 11762.0 in -lb Bending Stress, fb = 202.4 psi Rb = 9.67 CI = 0.9937 Cf = 1.0000 Shear = 211.0 lb Shear Stress, fv = 9.8 psi Allowable Stress, F'b = Fb • Cd " CI = 894.3 psi (OK) Allowable Stress, Fv = Fv • Cd = 162.0 psi (OK) Compression = 17195.0 lb Compressive Stress, fc = 582.4 psi Moment = 5988.0 in -lb Bending Stress, fb = 85.8 psi (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9436 Rb = 10.12 CI = 0.9930 Cf = 1.0000 Allowable Stress, F'c = Fc * Cd * Cp = 1273.8 psi (OK) Allowable Stress, F'b = Fb * Cd * CI = 893.7 psi (OK) Combined Bending and Compression • Compression = 19304.0 lb Compressive Stress, fc = 596.7 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 6.26 (Le /d)y =9.60 (Controls) Cp = 0.9436 F'b = fb * Cd • Cl = 894.3 Allowable Stress, F'c = Fc • Cd * Cp = 1273.8 psi (OK) Interaction Equation: (fc/F'c)2 + f b/( 0.2391 )))) 1.0 482 (OK) • Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC3D Load Case: 2 Cd : 1.15 F'b = fb "Cd' =893.7 Interaction Equation: (fc /F'c) + fb /(F'b(1- (fc /FcE))) < 1.0 Shear = 643.0 lb Shear Stress, fv = 32.7 psi 0.2194 + 0.1006 = 0.3201 (OK) Allowable Stress, F'v = Fv * Cd.= 207.0 psi (OK) Member: TC3C Load Case: 2 Cd : 1.15 Moment = 17987.0 in -lb Bending Stress, fb = 309.5 psi Rb = 9.67 CI = 0.9917 Cf = 1.0000 Shear = 514.0 lb Shear Stress, fv = 23.8 psi • Allowable Stress, F'b = Fb • Cd * CI = 1140.5 psi (OK) Allowable Stress, F'v = Fv • Cd = 207.0 psi (OK) Compression = 37467.0 lb Compressive Stress, fc = 1269.0 psi Moment = 11516.0 in -lb Bending Stress, fb = 165.1 psi (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9250 Rb = 10.12 CI = 0.9908 Cf = 1.0000 Allowable Stress, F'c = Fc * Cd * Cp = 1595.7 psi (OK) Allowable Stress, F'b = Fb * Cd * CI = 1139.4 psi (OK) Combined Bending and Compression • Page 5 of 38 • Western Wood Strutcures, Inc. - Computer Analysis Systems PO Box 130, 20675 SW 105 Tualatin, OR 97062 -0130 - (503) 692 -6900 or (800) 547 -5411 Fax: (503) 692 -6434 SapStress 2000 - Version 1.0 - Copyright 2000 - All Rights Reserved Tigard Bowl Truss Repairs - Tigard, Oregon - WWS Job # 087004 • July 17, 2008 Sapstress Detail Output fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC3E Load Case: 3 Cd : 1.15 F'b = fb * Cd *C1= 1140.5 < 1 0 Shear = 664.0 lb Shear Stress, fv = 39.1 psi Interaction Equation: (fc /F'c) + fb /(F'b(1- (fc/FcE))) 0.6324 + 0.3074 = 0.9398 (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Member: TC3D Load Case: 3 Cd : 1.15 Moment = 8974.0 in -lb Bending Stress, fb = 207.4 psi Rb = 8.98 CI = 0.9930 Cf = 1.0000 • Shear = 1657.0 lb Shear Stress, fv = 84.2 psi Allowable Stress, F'b = Fb * Cd * CI = 1141.9 psi (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Compression = 22650.0 lb Compressive Stress, fc = 889.1 psi Moment = 27522.0 in -lb Bending Stress, fb = 473.6 psi (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9250 Rb = 9.67 CI = 0.9917 Cf = 1.0000 Allowable Stress, Pc = Fc • Cd * Cp = 1595.7 psi (OK) Allowable Stress, F'b = Fb * Cd • CI = 1140.5 psi (OK) Combined Bending and Compression Compression = 25723.0 lb Compressive Stress, fc = 871.2 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9250 F'b = fb * Cd • Cl = 1141.9 Allowable Stress, F'c = Fc * Cd * Cp = 1595.7 psi (OK) Interaction Equation: (fc /F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 0.3105 + 0.2041 = 0.5146 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC4A Load Case: 1 Cd : 0.9 Feb = fb *Cd *CI = 1140.5 Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 Size: 2.50" x 10.19" A = 25.5 sq in. Section = 43.3 cu in. 0.2981 + 0.4515 = 0.7496 (OK) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Member: TC3E Load Case: 1 Cd : 0.9 • Shear = 158.0 lb Shear Stress, fv = 9.3 psi Size: 2.50" x 10.19" A = 25.5 sq in. Section = 43.3 cu in. Allowable Stress, F'v = Fv * Cd = 162.0 psi (OK) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Moment = 1387.0 in -lb Bending Stress, fb = 32.1 psi Rb = 8.98 CI = 0.9947 Cf = 1.0000 Shear = 311.0 lb Shear Stress, fv = 18.3 psi Allowable Stress, F'b = Fb * Cd *CI = 895.2 psi (OK) Allowable Stress, F'v = Fv * Cd = 162.0 psi (OK) Compression = 15066.0 lb Compressive Stress, fc = 591.4 psi Moment = 3685.0 in -lb Bending Stress, fb = 85.2 psi (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9436 Rb = 8.98 CI = 0.9947 Cf = 1.0000 Allowable Stress, F'c = Fc* Cd * Cp = 1273.8 psi (OK) Allowable Stress, F'b = Fb * Cd • CI = 895.2 psi (OK) Combined Bending and Compression Compression = 15080.0 lb Compressive Stress, fc = 592.0 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9436 F'b = fb * Cd * CI = 895.2 Allowable Stress, Pc = Fc * Cd * Cp = 1273.8 psi (OK) Interaction Equation: (fc /F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 0.2156 + 0.0386 = 0.2542 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC4A Load Case: 2 Cd : 1.15 F'b =fb *Cd *CI =895.2 Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 Shear = 489.0 lb Shear Stress, fv = 28.8 psi 0.2160 + 0.1027 = 0.3186 (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Member: TC3E Load Case: 2 Cd : 1.15 Moment = 4038.0 in -lb Bending Stress, fb = 93.3 psi Rb = 8.98 CI = 0.9930 Cf = 1.0000 Shear = 714.0 lb Shear Stress, fv = 42.0 psi Allowable Stress, F'b = Fb * Cd * CI = 1141.9 psi (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi. (OK) Compression = 32892.0 lb Compressive Stress, fc = 1291.1 psi Moment = 7417.0 in -lb Bending Stress, fb = 171.4 psi (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9250 Rb = 8.98 CI = 0.9930 Cf = 1.0000 Allowable Stress, F'c = Fc * Cd * Cp = 1595.7 psi (OK) Allowable Stress, F'b = Fb * Cd * CI = 1141.9 psi (OK) Combined Bending and Compression Compression = 32940.0 lb Compressive Stress, fc = 1293.0 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9250 F'b = fb * Cd *CI= 1141.9 Allowable Stress, F'c = Fc * Cd • Cp = 1595.7 psi (OK) Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc /FcE))) < 1.0 0.6547 + 0.0973 = 0.7520 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC4A Load Case: 3 Cd : 1.15 F'b = fb * Cd *CI= 1141.9 Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 Shear = 255.0 lb Shear Stress, fv = 15.0 psi 0.6566 + 0.1788 = 0.8354 (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) • Page 6 of 38 • Western Wood Strutcures, Inc. --- Computer Analysis Systems PO Box 130, 20675 SW 105` Tualatin, OR 97062 -0130 - (503) 692 -6900 or (800) 547 -5411 Fax: (503) 692 -6434 • SapStress 2000 - Version 1.0 - Copyright 2000 - All Rights Reserved • Tigard Bowl Truss Repairs - Tigard, Oregon - WWS Job # 087004 July 17, 2008 Sapstress Detail Output Moment = 2838.0 in -lb Bending Stress, fb = 65.6 psi (Le/d)x = 6.86 ( )y =9.60 0 C ntrols5 = 0.9250 9 50 Rb = 8.98 Cl = 0.9930 Cf = 1.0000 Allowable Stress, F'b = Fb * Cd * CI = 1141.9 psi (OK) Combined Bending and Compression Compression = 22639.0 lb Compressive Stress, fc = 888.7 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9250 Interaction Equation: I = 1140.5 2 + fb/ F'b 1 fc/FcE < 1.0 . Allowable Stress, F'c = Fc * Cd * Cp = 1595.7 psi (OK) ( 0 + 0.1533 = 0.4504 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC4C Load Case: 1 Cd : 0.9 F'b = fb * Cd *C1= 1141.9 Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc /FcE))) < to Size: 2.50" x 12.94" A = 32.4 sq in. Section = 69.8 cu in. . 0.3102 + 0.0645 = 0.3747 (OK) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Member: TC4B Load Case: 1 Cd : 0.9 Shear = 208.0 lb Shear Stress, fv = 9.6 psi Size: 2.50" x 11.81" A = 29.5 sq in. Section = 58.1 cu in. Allowable Stress, F'v = Fv * Cd = 162.0 psi (OK) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Moment = 1989.0 in -lb Bending Stress, fb = 28.5 psi Rb = 10.12 CI = 0.9930 Cf = 1.0000 Shear = 323.0 lb Shear Stress, fv = 16.4 psi Allowable Stress, F'b = Fb' Cd * Cl = 893.7 psi (OK) Allowable Stress, F'v = Fv * Cd = 162.0 psi (OK) Compression = 19026.0 lb Compressive Stress, fc = 588.1 psi Moment = 5140.0 in -lb Bending Stress, fb = 88.4 psi (Le /d)x = 6.26 (Le /d)y =9.60 (Controls) Cp = 0.9436 Rb = 9.67 CI = 0.9937 Cf = 1.0000 Allowable Stress, F'c = Fc * Cd * Cp = 1273.8 psi (OK) • Allowable Stress, F'b = Fb • Cd • Cl = 894.3 psi (OK) Combined Bending and Compression Compression = 17082.0 lb Compressive Stress, fc = 578.6 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9436 F'b = fb • Cd * Cl = 893.7 Allowable Stress, F'c = Fc * Cd * Cp = 1273.8 psi (OK) Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 0.2132 + 0.0334 = 0.2466 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC4C Load Case: 2 Cd : 1.15 F'b= fb * Cd *CI =894.3 Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc /FcE))) < 1.0 Shear = 270.0 lb Shear Stress, fv = 12.5 psi 0.2063 + 0.1045 = 0.3108 (OK) Allowable Stress, F'v = Fv • Cd = 207.0 psi (OK) Member: TC4B Load Case: 2 Cd : 1.15 Moment = 5178.0 in -lb Bending Stress, fb = 74.2 psi Rb = 10.12 CI = 0.9908 Cf = 1.0000 Shear = 568.0 lb Shear Stress, fv = 28.9 psi Allowable Stress, F'b = Fb * Cd • CI = 1139.4 psi (OK) Allowable Stress, F'v = Fv ' Cd = 207.0 psi (OK) • Compression = 41532.0 lb Compressive Stress, fc = 1283.8 psi Moment = 9332.0 in -lb Bending Stress, fb = 160.6 psi (Le /d)x = 6.26 (Le /d)y =9.60 (Controls) Cp = 0.9250 Rb = 9.67 CI = 0.9917 Cf = 1.0000 Allowable Stress, F'c = Fc * Cd • Cp = 1595.7 psi (OK) Allowable Stress, F'b = Fb * Cd * CI = 1140.5 psi (OK) Combined Bending and Compression Compression = 37275.0 lb Compressive Stress, fc = 1262.5 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9250 F'b = fb * Cd • Cl = 1139.4 Allowable Stress, F'c = Fc * Cd • Cp = 1595.7 psi (OK) Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 0.6473 + 0.0723 = 0.7196 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC4C Load Case: 3 Cd : 1.15 F'b =fb *Cd *CI= 1140.5 . Interaction Equation: (fc /F'c) + fbl(F'b(1- (fc/FcE))) < 1.0 Shear = 1168.0 lb Shear Stress, fv = 54.2 psi 0.6260 + 0.1594 = 0.7853 (OK) Allowable Stress, F'v = Fv • Cd = 207.0 psi (OK) Member: TC4B Load Case: 3 Cd : 1.15 Moment = 28906.0 in -lb Bending Stress, fb = 414.3 psi Rb = 10.12 CI = 0.9908 Cf = 1.0000 Shear = 796.0 lb Shear Stress, fv = 40.4 psi Allowable Stress, F'b = Fb * Cd *CI = 1139.4 psi (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Compression = 28589.0 lb Compressive Stress, fc = 883.7 psi Moment = 9348.0 in -lb Bending Stress, fb = 160.9 psi Allowable 6.26 (Le /d)y =9.60 . 0 (Controls) ttrols 1595.7 psi 0.9250 50 Cd Rb = 9.67 Cl = 0.9917 Cf = 1.0000 Allowable Stress, F'b = Fb * Cd • CI = 1140.5 psi (OK) Combined Bending and Compression Compression = 25677.0 lb Compressive Stress, fc = 869.7 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! Page 7 of 38 • • Western Wood Strutcures, Inc. - Computer Analysis Systems PO Box 130, 20675 SW 105 Tualatin, OR 97062 -0130 - (503) 692 -6900 or (800) 547 -5411 Fax: (503) 692 -6434 • SapStress 2000 - Version 1.0 - Copyright 2000 - All Rights Reserved Tigard Bowl Truss Repairs - Tigard, Oregon - WWS Job # 087004 July 17, 2008 Sapstress Detail Output F'b = fb *Cd`CI= 1139. Interaction Equation: (fc /F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 Size: 2.50" x 10.19" A = 25.5 sq in. Section = 43.3 cu in. 0.3067 + 0.3901 = 0.6968 (OK) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Member: TC4D Load Case: 1 Cd : 0.9 Shear = 68.0 lb Shear Stress, fv = 4.0 psi Size: 2.50" x 11.81" A = 29.5 sq in. Section = 58.1 cu in. Allowable Stress, F'v = Fv • Cd = 162.0 psi (OK) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Moment = 265.0 in -lb Bending Stress, fb = 6.1 psi Rb = 8.98 CI = 0.9947 Cf = 1.0000 Shear = 291.0 lb Shear Stress, fv = 14.8 psi Allowable Stress, Pb = Fb * Cd ' CI = 895.2 psi (OK) Allowable Stress, F'v = Fv * Cd = 162.0 psi (OK) Compression = 14978.0 lb Compressive Stress, fc = 587.9 psi Moment = 4305.0 in -lb Bending Stress, fb = 74.1 psi (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9436 Rb = 9.67 CI = 0.9937 Cf = 1.0000 Allowable Stress, F'c = Fc * Cd ' Cp = 1273.8 psi (OK) Allowable Stress, F'b = Fb * Cd ' CI = 894.3 psi (OK) Combined Bending and Compression Compression = 16991.0 lb Compressive Stress, fc = 575.5 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9436 F'b = fb * Cd * Cl = 895.2 Allowable Stress, F'c = Fc* Cd * Cp = 1273.8 psi (OK) Interaction Equation: (fc/F'c) + 30 + 0.0074 0)2) 1.0 0.2204 (OK) Combined Bending and Compression fc is larger than F'b(1.- Cf)...size factor inappropriate! Member: TC4E Load Case: 2 Cd : 1.15 F'b = fb'Cd•CI =894.3 Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 Shear = 355.0 lb Shear Stress, fv = 20.9 psi 0.2041 + 0.0875 = 0.2916 (OK) Allowable Stress, F'v = Fv' Cd = 207.0 psi (OK) Member: TC4D Load Case: 2 Cd : 1.15 Moment = 2120.0 in -lb Bending Stress, fb = 49.0 psi Rb = 8.98 CI = 0.9930 Cf = 1.0000 Shear = 466.0 lb Shear Stress, fv = 23.7 psi Allowable Stress, F'b = Fb * Cd * CI = 1141.9 psi (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Compression = 32689.0 lb Compressive Stress, fc = 1283.2 psi Moment = 7261.0 in -lb Bending Stress, fb = 124.9 psi (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9250 Rb = 9.67 CI = 0.9917 Cf = 1.0000 Allowable Stress, F'c = Fc • Cd * Cp = 1595.7 psi (OK) Allowable Stress, F'b = Fb * Cd *CI = 1140.5 psi (OK) Combined Bending and Compression Compression = 37081.0 lb Compressive Stress, fc = 1255.9 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9250 F'b = fb * Cd * Cl = 1141.9 Allowable Stress, F'c= Fc Cd' Cp = 1595.7 psi (OK) Interaction Equation: (fc/F'c) +fb /(F'b(1- (fc /FcE))) < 1.0 0.6467 + 0.0510 = 0.6977 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC4E Load Case: 3 Cd : 1.15 F'b =fb'Cd *CI =1140.5 Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc /FcE))) < 1.0 Shear = 969.0 lb Shear Stress, fv = 57.1 psi 0.6195 + 0.1239 = 0.7434 (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Member: TC4D Load Case: 3 Cd : 1.15 Moment = 12100.0 in -lb Bending Stress, fb = 279.7 psi Rb = 8.98 CI = 0.9930 Cf = 1.0000 Shear = 2883.0 lb Shear Stress, fv = 146.5 psi Allowable Stress, F'b = Fb *Cd * CI = 1141.9 psi (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Compression = 25364.0 lb Compressive Stress, fc = 995.6 psi Moment = 26691.0 in -lb Bending Stress, fb = 459.3 psi (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9250 Rb = 9.67 CI = 0.9917 Cf = 1.0000 Allowable Stress, F'c = Fc * Cd * Cp = 1595.7 psi (OK) Allowable Stress, F'b = Fb Cd CI = 1140.5 psi (OK) Combined Bending and Compression Compression = 28767.0 lb Compressive Stress, fc = 974.3 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9250 F'b = fb * Cd * CI = 1141.9 Allowable Stress, F'c = Fc Cd ' Cp = 1595.7 psi (OK) Interaction Equation: (fc /F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 0.3893 + 0.2794 = 0.6687 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC5A Load Case: 1 Cd : 0.9 F'b = fb *Cd •CI= 1140.5 Interaction Equation: (fc /F'c) + fb /(F'b(1- (fc /FcE))) < 1.0 Size: 2.50" x 10.19" A = 25.5 sq in. Section = 43.3 cu in. 0.3728 + 0.4425 = 0.8153 (OK) DF #1 Fb 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Member: TC4E Load Case: 1 Cd : 0.9 Page 8 of 38 • Western Wood Strutcures, Inc. - Computer Analysis Systems PO Box 130, 20675 SW 105 Tualatin, OR 97062 -0130 - (503) 692 -6900 or (800) 547 -5411 Fax: (503) 692 -6434 SapStress 2000 - Version 1.0 - Copyright 2000 - All Rights Reserved Tigard Bowl Truss Repairs - Tigard, Oregon - WWS Job # 087004 July 17, 2008 Sapstress Detail Output Shear = 85.0 lb Shear Stress, fv = 5.0 psi Allowable Stress, F'b = Fb * Cd * CI = 894.3 psi (OK) Allowable Stress, F'v = Fv * Cd = 162.0 psi (OK) Compression = 17082.0 lb Compressive Stress, fc = 578.6 psi Moment = 277.0 in -lb Bending Stress, fb = 6.4 psi . (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9436 Rb = 8.98 CI = 0.9947 Cf = 1.0000 Allowable Stress, F'c = Fc * Cd ' Cp = 1273.8 psi (OK) Allowable Stress, F'b = Fb ' Cd ' CI = 895.2 psi (OK) Combined Bending and Compression Compression = 14983.0 lb Compressive Stress, fc = 588.1 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9436 Interaction F'b = f b • Cd * I = 89fc F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 Allowable Stress, F'c = Fc' Cd ' Cp = 1273.8 psi (OK) 0.2063 + 0.1045 = 0.3108 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC5B Load Case: 2 Cd : 1.15 F'b = fb *Cd *CI = 895.2 ' Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 Shear = 568.0 lb Shear Stress, fv = 28.9 psi 0.2132 + 0.0077 = 0.2209 (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Member: TC5A Load Case: 2 Cd : 1.15 Moment = 9331.0 in -lb Bending Stress, fb = 160.6 psi Rb = 9.67 CI = 0.9917 Cf = 1.0000 Shear = 333.0 lb Shear Stress, fv = 19.6 psi Allowable Stress, F'b = Fb * Cd • CI = 1140.5 psi (OK) Allowable Stress, F'v = Fv • Cd = 207.0 psi (OK) Compression = 37275.0 lb Compressive Stress; fc = 1262.5 psi Moment = 1871.0 in -lb Bending Stress, fb = 43.2 psi (Le /d)x = 6.86 . (Le /d)y =9.60 (Controls) Cp = 0.9250 Rb = 8.98 CI = 0.9930 Cf = 1.0000 Allowable Stress, F'c = Fc * Cd * Cp = 1595.7 psi (OK) Allowable Stress, F'b = Fb * Cd • CI = 1141.9 psi (OK) Combined Bending and Compression Compression = 32708.0 lb Compressive Stress, fc = 1283.9 psi fc is larger than F'b(1 - CO...size factor inappropriate! (Le /d)x =. 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9250 F'b = fb • Cd *CI= 1140.5 Allowable Stress, F'c = Fc * Cd ' Cp = 1595.7 psi (OK) Interaction Equation: (fc /F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 0.6260 + 0.1593 = 0.7853 (OK) Combined Bending and Compression fc is larger than F'b(1 = CO...size factor inappropriate! Member: TC5B Load Case: 3 Cd : 1.15 F'b= fb'Cd *C1= 1141.9 Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 Shear = 519.0 lb Shear Stress, fv = 26.4 psi 0.6474 + 0.0450 = 0.6924 (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Member: TC5A Load Case: 3 Cd : 1.15 Moment = 9257.0 in -lb Bending Stress, fb = 159.3 psi Rb = 9.67 CI = 0.9917 Cf = 1.0000 Shear = 543.0 lb Shear Stress, fv = 32.0 psi Allowable Stress, F'b = Fb • Cd * CI = 1140.5 psi (OK) Allowable Stress, F'v.= Fv * Cd = 207.0 psi (OK) Compression = 28930.0 lb Compressive Stress, fc = 979.8 psi Moment = 5653.0 in -lb Bending Stress, fb = 130.7 psi (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9250 Rb = 8.98 CI = 0.9930 Cf = 1.0000 Allowable Stress, F'c = Fc • Cd * Cp = 1595.7 psi (OK) Allowable Stress, F'b = Fb ' Cd * CI = 1141.9 psi (OK) Combined Bending and Compression Compression = 25382.0 lb Compressive Stress, fc = 996.3 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9250 Interaction Equation: * CI = 11 0.5 2 + fb/ F'b 1 fc /FcE < 1.0 Allowable Stress, F'c = Fc' Cd * Cp = 1595.7 psi (OK) ( 0.3771 + 0.1535 = 0.5306 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC5C Load Case: 1 Cd : 0.9 F'b= fb *Cd'CI= 1141.9 Interaction Equation: (fc /F'c) + fb /(F'b(1 -(fc /FcE))) < 1.0 Size: 2.50" x 12.94" A = 32.4 sq in. Section = 69.8 cu in. 0.3899 + 0.1305 = 0.5204 (OK) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Member: TC5B Load Case: 1 Cd : 0.9 Shear = 254.0 lb Shear Stress, fv = 11.8 psi • Size: 2.50" x 11.81" A = 29.5 sq in. Section = 58.1 cu in. Allowable Stress, F'v = Fv * Cd = 162.0 psi (OK) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Moment = 6942.0 in -lb Bending Stress, fb = 99.5 psi Rb = 10.12 CI = 0.9930 Cf = 1.0000 Shear = 323.0 lb Shear Stress, fv = 16.4 psi Allowable Stress, F'b = Fb • Cd ' CI = 893.7 psi (OK) Allowable Stress, F'v = Fv * Cd = 162.0 psi (OK) Compression = 19148.0 lb Compressive Stress, fc = 591.9 psi • Moment = 5140.0 in -lb Bending Stress, fb = 88.4 psi (Le /d)x = 6.26 (Le /d)y =9.60 (Controls) Cp = 0.9436 Rb = 9.67 CI = 0.9937 Cf = 1.0000 Allowable Stress, F'c = Fc * Cd * Cp = 1273.8 psi (OK) • Page 9 of 38 ' Western Wood Strutcures, Inc. - Computer Analysis Systems PO Box 130, 20675 SW 105` Tualatin, OR 97062 -0130 (503) 692 -6900 or (800) 547 -5411 Fax: (503) 692 -6434 SapStress 2000 - Version 1.0 - Copyright 2000 - All Rights Reserved Tigard Bowl Truss Repairs - Tigard," Oregon - W W S Job # 087004 July 17, 2008 Sapstress Detail Output 0.2091 + 0.2391 = 0.4481 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC5D . Load Case: 2 Cd : 1.15 F'b= fb *Cd *CI =893.7 Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 Shear = 643.0 lb Shear Stress, fv = 32.7 psi 0.2159 + 0.1166 = 0.3325 (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Member: TC5C Load Case: 2 Cd : 1.15 Moment = 17984.0 in -lb Bending Stress, fb = 309.5 psi Rb = 9.67 CI = 0.9917 Cf = 1.0000 Shear = 698.0 lb Shear Stress, fv = 32.4 psi Allowable Stress, F'b = Fb * Cd * CI = 1140.5 psi (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Compression = 37467.0 lb Compressive Stress, fc = 1269.0 psi Moment = 15927.0 in -lb Bending Stress, fb = 228.3 psi (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9250 Rb = 10.12 CI = 0.9908 Cf = 1.0000 Allowable Stress, F'c = Fc * Cd * Cp = 1595.7 psi (OK) Allowable Stress, F'b = Fb * Cd *CI = 1139.4 psi (OK) Combined Bending and Compression Compression = 41823.0 lb Compressive Stress, fc = 1292.8 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 6.26 (Le /d)y =9.60 (Controls) Cp = 0.9250 F'b = fb * Cd * CI = 1140.5 Allowable Stress, F'c = Fc * Cd * Cp = 1595.7 psi (OK) Interaction Equation: (fc/F'c)2 + f b/( 0(3073 ) ) )) 398 0 (OK) • Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC5D Load Case: 3 Cd 1.15 F'b fb *Cd' C1= 1139.4 Interaction Equation: (fc /F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 Shear = 2398.0 lb Shear Stress, fv = 121.8 psi 0.6564 + 0.2224 = 0.8789 (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Member: TC5C Load Case: 3 Cd : 1.15 - Moment = 24979.0 in -lb Bending Stress, fb = 429.8 psi Rb = 9.67 CI = 0.9917 Cf = 1.0000 Shear = 478.0 lb Shear Stress, fv = 22.2 psi Allowable Stress, F'b = Fb * Cd * CI = 1140.5 psi (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Compression = 32415.0 lb Compressive Stress, fc = 1097.9 psi Moment = 4783.0 in -lb Bending Stress, fb = 68.6 psi (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9250 Rb = 10.12 C1= 0.9908 Cf = 1.0000 Allowable Stress, F'c = Fc * Cd * Cp = 1595.7 psi (OK) Allowable Stress, F'b = Fb * Cd *CI = 1139.4 psi (OK) Combined Bending and Compression Compression = 32484.0 lb Compressive Stress, fc = 1004.1 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 6.26 (Le /d)y =9.60 (Controls) Cp = 0.9250 F'b = fb * Cd * CI = 1140.5 Allowable Stress, F'c = Fe* Cd * Cp = 1595.7 psi (OK) Interaction Equation: (fc/F'cr + fb/ + b 0.4193 = ) 1.0 0)8927 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TCSE Load Case: 1 Cd : 0.9 F'b = fb *Cd *CI = 1139.4 Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 Size: 2.50" x 10.19" A = 25.5 sq in. Section = 43.3 cu in. 0.3960 + 0.0652 = 0.4612 (OK) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Member: TC5D Load Case: 1 Cd : 0.9 Shear = 277.0 lb Shear Stress, fv = 16.3 psi Size: 2.50" x 11.81" A = 29.5 sq in. Section = 58.1 cu in. Allowable Stress, F'v = Fv * Cd = 162.0 psi (OK) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Moment = 3179.0 in-lb Bending Stress, fb = 73.5 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Rb = 8.98 CI = 0.9947 Cf = 1.0000 Shear = 398.0 lb Shear Stress, fv = 20.2 psi Allowable Stress, F'b = Fb * Cd 'CI = 895.2 psi (OK) Allowable Stress, F'v = Fv * Cd = 162.0 psi (OK) Compression = 15179.0 lb Compressive Stress, fc = 595.8 psi Moment = 11759.0 in -lb Bending Stress, fb = 202.3 psi (Le /d)x = Stress, F'c )y =9.60 0 (Controls) 273 8 = 0.9436 9 36 Rb = 9.67 CI = 0.9937 Cf = 1.0000 Allowable Stress, F'b = Fb * Cd *CI = 894.3 psi (OK) Combined Bending and Compression Compression = 17196.0 lb Compressive Stress, fc = 582.4 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9436 F'b = fb * Cd * Cl = 895.2 Allowable Stress, F'c = Fc * Cd * Cp = 1273.8 psi (OK) Interaction Equation: (fc /F'c)' + fb /(F'b(1- (fc /FcE))) < 1.0 0.2188 + 0.0886 = 0.3074 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC5E Load Case: 2 Cd : 1.15 F'b fb *Cd *CI =894.3 Interaction Equation: (fc /F'c) + fb /(F'b(1- (fc /FcE))) < 1.0 Shear = 570.0 lb Shear Stress, fv = 33.6 psi Page 10 of 38 Western Wood Strutcures, Inc. - Computer Analysis Systems PO Box 130, 20675 SW 105` Tualatin, OR 97062 -0130 - (503) 692 -6900 or (800) 547 -5411 Fax: (503) 692 -6434 SapStress 2000 - Version 1.0 - Copyright 2000 - All Rights Reserved • Tigard Bowl Truss Repairs - Tigard, Oregon - WWS Job # 087004 July 17, 2008 Sapstress Detail Output Allowable Stress, F'v = Fv • Cd = 207.0 psi (OK) Compression = 33071.0 lb Compressive Stress, fc = 1298.2 psi Moment = 5325.0 in -lb Bending Stress, fb = 123.1 psi (L / d)x = 7.95 ( )y =9.60 0 CoCnttrols Cp = 0.9250 9 50 Rb = 8.98 Cl = 0.9930 Cf = 1.0000 Allowable Stress, F'b = Fb * Cd * CI = 1141.9 psi (OK) Combined Bending and Compression Compression = 32988.0 lb Compressive Stress, fc = 1294.9 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9250 F'b = fb * Cd * Cl = 1141.9 Allowable Stress, F'c = Fc * Cd * Cp = 1595.7 psi (OK) Interaction Equation: (fc/F'c)2 + f b/( 0(0736 )))) 1.0 355 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC6A Load Case: 3 Cd : 1.15 F'b = fb * Cd • CI = 1141.9 : < 1 0 Shear = 931.0 lb Shear Stress, fv = 54.8 psi Interaction Equation: (fc/F'c) fb /(F'b(1- (fc/FcE))) 0.6585 + 0.1284 = 0.7869 (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Member: TC5E Load Case: 3 Cd :1.15 Moment = 10417.0 in -lb Bending Stress, fb = 240.8 psi Rb = 8.98 CI = 0.9930 Cf = 1.0000 Shear = 1200.0 lb Shear Stress, fv = 70.7 psi Allowable Stress, F'b = Fb * Cd * Cl = 1141.9 psi (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Compression = 28743.0 lb' Compressive Stress, fc = 1128.3 psi Moment = 14506.0 in -lb Bending Stress, fb = 335.3 psi (Le/d)x = 7.95 ( Le/ )y F 9 0 (Controls) p = 0.9250 9 50 Rb = 8.98 Cl = 0.9930 Cf = 1.0000 Allowable Stress,'F'b = Fb * Cd *CI = 1141.9 psi (OK) Combined Bending and Compression Compression = 28651.0 lb Compressive Stress, fc = 1124.7 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9250 F'b = fb * Cd * Cl = 1141.9 Allowable Stress, F'c = Fc * Cd * Cp = 1595.7 psi (OK) Interaction Equation: (fc /F'c)2 + f b/( 0(2451 0)7) 1.0 0.7451 (OK) • Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC6B Load Case: 1 Cd : 0.9 • F'b = fb • Cd • CI = 1141.9 Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 Size: 2.50" x 11.81" A = 29.5 sq in. Section = 58.1 cu in. 0.4968 + 0.3411 = 0.8379 (OK) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Member: TC6A Load Case: 1 Cd : 0.9 Shear = 281.0 lb Shear Stress, fv = 14.3 psi Size: 2.50" x 10.19" A = 25.5 sq in. Section = 43.3 cu in. Allowable Stress, F'v = Fv * Cd = 162.0 psi (OK) - DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Moment = 6213.0 in -lb Bending Stress, fb = 106.9 psi Rb = 9.67 CI = 0.9937. Cf = 1.0000 Shear = 137.0 lb Shear Stress, fv = 8.1 psi Allowable Stress, F'b = Fb * Cd * CI = 894.3 psi (OK) Allowable Stress, F'v = Fv * Cd = 162.0 psi (OK) Compression = 17503.0 lb Compressive Stress,.fc = 592.8 psi Moment = 1076.0 in -lb Bending Stress, fb = 24.9 psi (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9436 Rb = 8.98 CI = 0.9947 Cf = 1.0000 Allowable Stress, F'c = Fc • Cd * Cp = 1273.8 psi (OK) Allowable Stress, F'b = Fb * Cd • CI = 895.2 psi (OK) Combined Bending and Compression Compression = 15205.0 Ib Compressive Stress, fc = 596.9 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! • (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9436 F'b = fb * Cd * CI = 894.3 Allowable Stress, F'c = Fc * Cd * Cp = 1273.8 psi (OK) Interaction Equation: (fcGF'c)x + fb /(F'b(1- (fc /FcE))) < 1.0 0.2166 + 0.1265 = 0.3430 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC6B Load Case: 2 Cd : 1.15 Fb= fb *Cd *CI = 895.2 Interaction Equation: (fc /F'c) + fbl(F'b(1- (fc/FcE))) < 1.0 Sh = 571.0 1.0 lb, FShe r St res s, 07 0 psi (OK) 0.2195 + 0.0300 = 0.2495 (OK) Member: TC6A Load Case: 2 Cd : 1.15 Moment = 10377.0 in -lb Bending Stress, fb = 178.6 psi • Rb = 9.67 CI = 0.9917 Cf = 1.0000 Shear = 418.0 lb Shear Stress, fv = 24.6 psi Allowable Stress, F'b = Fb *Cd * CI = 1140.5 psi (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Compression = 38014.0 lb Compressive Stress, fc = 1287.5 psi Moment = 3051.0 in -lb Bending Stress, fb = 70.5 psi (Le/d)x = 6.86 ( Le/ ) = " Cd C ntrols Cp psi 0.9250 50 Rb = 8.98 Cl = 0.9930 Cf = 1.0000 Allowable Stress, F'b = Fb • Cd • CI = 1141.9 psi (OK) Page I I of 38 Western Wood Strutcures, Inc. - Computer Analysis Systems PO Box 130, 20675 SW 105` Tualatin, OR 97062 -0130 - (503) 692 -6900 or (800) 547 -5411 Fax: (503) 692 -6434 SapStress 2000 - Version 1.0 - Copyright 2000 - All Rights Reserved Tigard Bowl Truss Repairs - Tigard, Oregon - W W S Job # 087004 • July 17, 2008 Sapstress Detail Output Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC6C Load Case: 3 Cd : 1.15 F'b= fb *Cd *CI= 1140.5 Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 Shear = 753.0 lb Shear Stress, fv = 34.9 psi 0.6510 + 0.1777 = 0.8287 (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Member: TC6B Load Case: 3 Cd : 1.15 Moment = 15938.0 in -lb Bending Stress, fb = 228.4 psi Rb = 10.12 CI = 0.9908 Cf = 1.0000 Shear = 709.0 lb Shear Stress, fv = 36.0 psi Allowable Stress, F'b = Fb * Cd *CI = 1139.4 psi (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Compression = 37274.0 lb Compressive Stress, fc = 1152.2 psi Moment = 16972.0 in -lb Bending Stress, fb = 292.0 psi (Le /d)x = 6.26 (Leld)y =9.60 (Controls) Cp = 0.9250 Rb = 9.67 CI = 0.9917 Cf = 1.0000 Allowable Stress, F'c = Fc * Cd * Cp = 1595.7 psi (OK) Allowable Stress, F'b = Fb * Cd * CI = 1140.5 psi (OK) • Combined Bending and Compression Compression = 33011.0 lb Compressive Stress, fc = 1118.1 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Leld)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9250 F'b = fb * Cd • Cl = 1139.4 Allowable Stress, F'c = Fc * Cd * Cp = 1595.7 psi (OK) Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 0.5214 + 0.2200 = 0.7414 (OK)- Combined Bending and Compression fc is larger than F'b(1 - CO...size factor inappropriate! Member: TC6D Load Case: 1 Cd : 0.9 F'b = fb *Cd *CI= 1140.5 Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc /FcE))) < 1.0 Size: 2.50" x 11.81" A = 29.5 sq in. Section = 58.1 cu in. 0.4910 + 0.2855 = 0.7765 (OK) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Member: TC6C Load Case: 1 Cd : 0.9 Shear = 523.0 lb Shear Stress, fv = 26.6 psi Size: 2.50" x 12.94" A = 32.4 sq in. Section = 69.8 cu in. Allowable Stress, F'v = Fv * Cd = 162.0 psi (OK) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Moment = 11816.0 in -Ib Bending Stress, fb = 203.3 psi Rb = 9.67 CI = 0.9937 Cf = 1.0000 Shear = 159.0 lb Shear Stress, fv = 7.4 psi Allowable Stress, F'b = Fb * Cd * CI =894.3 psi (OK) Allowable Stress, F'v = Fv * Cd = 162.0 psi (OK) • Compression = 17646.0 lb Compressive Stress, fc = 597.7 psi Moment = 5406.0 in -lb Bending Stress, fb = 77.5 psi (Le/d)x = 6.86 (Le/ )y =9.60 . CoCnttrols)273 8 = 0.9 36 Rb = 10.12 Cl = 0.9930 Cf = 1.0000 Allowable Stress, F'b = Fb * Cd *CI = 893.7 psi (OK) Combined Bending and Compression Compression = 19667.0 lb Compressive Stress, fc = 607.9 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 6.26 (Le /d)y =9.60 (Controls) Cp = 0.9436 • F'b = fb * Cd * CI = 894.3 Allowable Stress, F'c = Fc • Cd * Cp = 1273.8 psi (OK) Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc /FcE))) < 1.0 0.2201 + 0.2406 = 0.4607 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC6D Load Case: 2 Cd : 1.15 F'b = fb * Cd *Cl =893.7 Interaction Equation: (fc /F'c) + fb /(F'b(1- (fc /FcE))) < 1.0 Shear = 1091.0 lb Shear Stress, fv = 55.4 psi 0.2278 + 0.0909 = 0.3187 (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Member: TC6C Load Case: 2 Cd : 1.15 Moment = 22404.0 in -lb Bending Stress, fb = 385.5 psi Rb = 9.67 CI = 0.9917 Cf = 1.0000 Shear = 676.0 lb Shear Stress, fv = 31.3 psi Allowable Stress, F'b = Fb * Cd * CI = 1140.5 psi (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Compression = 38477.0 lb Compressive Stress, fc = 1303.2 psi Moment = 16598.0 in -lb Bending Stress, fb = 237.9 psi (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9250 Rb = 10.12 CI = 0.9908 Cf = 1.0000 Allowable Stress, F'c = Fc * Cd * Cp = 1595.7 psi (OK) Allowable Stress, F'b = Fb * Cd * CI = 1139.4 psi (OK) Combined Bending.and Compression Compression = 42797.0 lb Compressive Stress, fc = 1322.9 psi fc is larger than F'b(1 - CO...size factor inappropriate! (Le /d)x = 6.26 (Le /d)y =9.60 (Controls) Cp = 0.9250 F'b = fb * Cd * CI = 1140.5 Allowable Stress, F'c = Fc * Cd • Cp = 1595.7 psi (OK) Interaction Equation: (fc /F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 0.6670 + 0.3842 = 1.0512 *NG* Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC6D Load Case: 3 Cd : 1.15 F'b = fb *Cd *CI= 1139.4 Interaction Equation: (fc./F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 Shear = 967.0 lb Shear Stress, fv = 49.1 psi 0.6874 + 0.2324 = 0.9198 (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Page 12 of 38 • • • • Western Wood Strutcures, Inc. - Computer Analysis Systems PO Box 130, 20675 SW 105 Tualatin, OR 97062 -0130 - (503) 692 -6900 or (800) 547 -5411 Fax: (503) 692 -6434 SapStress 2000 - Version 1.0 - Copyright 2000 - All Rights Reserved Tigard Bowl Truss Repairs - Tigard, Oregon - WWS Job # 087004 July 17, 2008 Sapstress Detail Output Compression = 30799.0 lb Compressive Stress, fc = 1209.0 psi Moment = 17062.0 in -lb Bending Stress, fb = 293.6 psi (Le/d)x = 7.95 ( )y F 9 0 CoCnttrols 595. p = 0.9250 9 50 Rb = 9.67 Cl = 0.9917 Cf = 1.0000 Allowable Stress, F'b = Fb * Cd • CI = 1140.5 psi (OK) Combined Bending and Compression Compression = 34735.0 lb Compressive Stress, fc = 1176.5 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9250 b = fb • ' CI = 1141.9 + fb! F'b 1 fc /FcE < 1.0 Cd Allowable Stress, F'c = Fc* Cd * Cp = 1595.7 psi (OK) Equation: ( 0.5740 + 0.2684 = 0.8424 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC7A Load Case: 1 Cd : 0.9 F'b = fb * Cd *CI= 1140.5 Interaction Equation: (fc/F'c)' + fb /(F'b(1- (fc/FcE))) < 1.0 Size: 2.50" x 10.19" A = 25.5 sq in. Section = 43.3 cu in. 0.5436 + 0.2888 = 0.8323 (OK) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Member: TC6E Load Case: 1 Cd : 0.9 Shear = 302.0 lb Shear Stress, fv = 17.8 psi Size: 2.50" x 10.19" A = 25.5 sq in. Section = 43.3 cu.in. Allowable Stress, F'v = Fv' Cd = 162.0 psi (OK) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Moment = 3604.0 in-lb Bending Stress, fb = 83.3 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Rb = 8.98 CI = 0.9947 Cf = 1.0000 Shear = 189.0 lb Shear Stress, fv = 11.1 psi Allowable Stress, F'b = Fb * Cd * CI = 895.2 psi (OK) Allowable Stress, F'v = Fv ' Cd = 162.0 psi (OK) Compression = 14859.0 lb Compressive Stress, fc = 583.3 psi Moment = 1910.0 in -lb Bending Stress, fb = 44.1 psi (Le /d)x = 7.95 (Leld)y =9.60 (Controls) Cp = 0.9436 Rb = 8.98 CI = 0.9947 Cf = 1.0000 Allowable Stress, F'c = Fc • Cd * Cp = 1273.8 psi (OK) - Allowable Stress, F'b = Fb * Cd * CI = 895.2 psi (OK) Combined Bending and Compression Compression = 14817.0 lb Compressive Stress, fc = 581.6 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! Cd (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9436 e= fb * * Cl = 8 Allowable Stress, F'c = Fc' Cd Cp = 1273.8 psi (OK) Equation: ( fGF'c)Z + fb /(F'b(1- (fGFcE))) < 1.0 0.2097 + 0.1003 = 0.3100 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC7A Load Case: 2 Cd : 1.15 F'b = fb * Cd * CI = 895.2 : < 1.0 Shear = 868.0 lb Shear Stress, fv = 51.1 psi • Interaction Equation: (fc/F'c) + fb /(F'b(1 -(fc /FcE))) 0.2085 + 0.0531 = 0.2616 (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Member: TC6E Load Case: 2 Cd : 1.15 Moment = 10066.0 in -lb Bending Stress, fb = 232.7 psi Rb = 8.98 CI = 0.9930 Cf = 1.0000 Shear = 522.0 lb Shear Stress, fv = 30.7 psi Allowable Stress, F'b = Fb * Cd * CI = 1141.9 psi (OK) Allowable Stress, F'v = Fv • Cd = 207.0 psi (OK) Compression = 32368.0.1b Compressive Stress; fc = 1270.6 psi Moment = 4849.0 in -lb Bending Stress, fb = 112.1 psi (L / d)x = 7.95 (Le/d)y =9. =9.60 (Controls) Cp psi 0.9250 50 Rb = 8.98 Cl = 0.9930 Cf = 1.0000 Allowable Stress, F'b = Fb * Cd ' CI = 1141.9 psi (OK) Combined Bending and Compression Compression = 32235.0 lb Compressive Stress, fc = 1265.4 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9250 F'b = fb * Cd * Cl = 1141.9 < 1 0 Allowable Stress, F'c = Fc * Cd • Cp = 1 595.7 psi (OK) Interaction Equation: (fc/F'c)' + fb /(F'b(1 -(fc /FcE))) 0.6340 + 0.2418 = 0 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC7A Load Case: 3 Cd : 1.15 F'b = fb • Cd *CI = 1141.9 = < 1 0 Shear = 1516.0 lb Shear Stress, fv = 89.3 psi Interaction Equation: (fc/F'c) +fb /(F'b(1- (fc/FcE))) 0.6288 + 0.1164 = 0.7452 (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) ' Member: TC6E Load Case: 3 Cd : 1.15 Moment = 18489.0 in -lb Bending Stress, fb = 427.3 psi Rb = 8.98 CI = 0.9930 Cf = 1.0000 Shear = 1034.0 lb Shear Stress, fv = 60.9 psi Allowable Stress, F'b = Fb • Cd * CI = 1141.9 psi (OK) Allowable Stress, F'v = Fv • Cd = 207.0 psi (OK) Compression = 30991.0 lb Compressive Stress, fc = 1216.5 psi Moment = 11274.0 in -lb Bending Stress, fb = 260.6 psi (Leld)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9250 Rb = 8.98 CI = 0.9930 Cf = 1.0000 Allowable Stress, F'c = Fc' Cd • Cp = 1595.7 psi (OK) Allowable Stress, F'b = Fb • Cd *CI = 1141.9 psi (OK) Combined Bending and Compression • Page 13 of 38 Western Wood Strutcures, Inc. - Computer Analysis Systems PO Box 130, 20675 SW 105 Tualatin, OR 97062 -0130 - (503) 692 -6900 or (800) 547 -5411 Fax: (503) 692 -6434 SapStress 2000 - Version 1.0 - Copyright 2000 - All Rights Reserved Tigard Bowl Truss Repairs - Tigard, Oregon - W W S Job # 087004 July 17, 2008 Sapstress Detail Output fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC7C Load Case: 1 Cd : 0.9 F'b= fb *Cd•CI= 114 Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc /FcE))) < 1.0 Size: 2.50" x 12.94" A = 32.4 sq in. Section = 69.8 cu in. 0.5812 + 0.4406 = 1.0219 (ok) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Member: TC7B Load Case: 1 Cd : 0.9 Shear = 794.0 lb Shear Stress, fv = 36.8 psi Size: 2.50" x 11.81" A = 29.5 sq in. Section = 58.1 cu in. Allowable Stress, F'v = Fv * Cd = 162.0 psi (OK) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Moment = 18286.0 in -lb Bending Stress, fb = 262.1 psi Rb = 10.12 CI = 0.9930 Cf = 1.0000 Shear = 619.0 lb Shear Stress, fv = 31.4 psi Allowable Stress, F'b = Fb * Cd * CI = 893.7 psi (OK) Allowable Stress, F'v = Fv * Cd = 162.0 psi (OK) Compression = 19786.0 lb Compressive Stress, fc = 611.6 psi Moment = 20740.0 in -lb Bending Stress, fb = 356.9 psi (Le /d)x = 6.26 (Le /d)y =9.60 (Controls) Cp = 0.9436 Rb = 9.67 CI = 0.9937 Cf = 1.0000 Allowable Stress, F'c = Fc * Cd * Cp = 1273.8 psi (OK) Allowable Stress, F'b = Fb * Cd * CI = 894.3 psi (OK) Combined Bending and Compression Compression = 17559.0 lb Compressive Stress, fc = 594.7 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9436 F'b = fb • Cd *C1= 893:7 Allowable Stress, F'c = Fc * Cd * Cp = 1273.8 psi (OK) Interaction Equation: (fc/F'c)2 + f b/( 0.3077 = 0) < 1 0 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC7C Load Case: 2 Cd : 1.15 F'b = fb *Cd "CI =894.3 Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 Shear = 1692.0 lb Shear Stress, fv = 78.5 psi 0.2180 + 0.4222 = 0.6402 (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Member: TC7B Load Case: 2 Cd : 1.15 Moment = 37185.0 in -lb Bending Stress, fb = 533.0 psi Rb = 10.12 CI = 0.9908 Cf = 1.0000 Shear = 1126.0 lb Shear Stress, fv = 57.2 psi Allowable Stress, F'b = Fb • Cd • CI = 1139.4 psi (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Compression = 43036.0 lb Compressive Stress, fc = 1330.3 psi Moment = 39129.0 in -lb Bending Stress, fb = 673.3 psi (Le /d)x = 6.26 (Le /d)y =9.60 (Controls) Cp = 0.9250 Rb = 9.67 CI = 0.9917 Cf = 1.0000 Allowable Stress, F'c = Fc * Cd * Cp = 1595.7 psi (OK) Allowable Stress, F'b = Fb * Cd *CI = 1140.5 psi (OK) Combined Bending and Compression Compression = 38093.0 lb Compressive Stress, fc = 1290.2 psi fc is larger than F'b(1 - .Cf)...size factor inappropriate! (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9250 F'b = fb * Cd * CI = 1139.4 Allowable Stress, F'c = Fc • Cd * Cp = 1595.7 psi (OK) Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc /FcE))) < 1.0 0.6951 + 0.5210 = 1.2161 *NG* Combined Bending and Compression • fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC7C Load Case: 3 Cd : 1.15 F'b = fb•Cd *Cl= 1140.5 Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc /FcE))) < 1.0 Shear = 2002.0 lb Shear Stress, fv = 92.8 psi 0.6538 + 0.6701 = 1.3239 *NG* Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Member: TC7B Load Case: 3 Cd : 1.15 Moment = 52434.0 in -lb Bending Stress, fb = 751.5 psi Rb = 10.12 CI = 0.9908 Cf = 1.0000 Shear = 991.0 lb Shear Stress, fv = 50.3 psi Allowable Stress, F'b = Fb * Cd * CI = 1139.4 psi (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Compression = 41143.0 lb Compressive Stress, fc = 1271.8 psi Moment = 39477.0 in -lb Bending Stress, fb = 679.3 psi (Le /d)x = 6.26 (Le /d)y =9.60 (Controls) Cp = 0.9250 Rb = 9.67 CI = 0.9917 Cf = 1.0000 Allowable Stress, F'c = Fc * Cd • Cp = 1595.7 psi , (OK) Allowable Stress, F'b = Fb * Cd * CI = 1140.5 psi (OK) Combined Bending and Compression Compression = 36210.0 lb Compressive Stress, fc = 1226.4 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9250 F'b = fb ' Cd * CI = 1139.4 Allowable Stress, F'c = Fc * Cd * Cp = 1595.7 psi (OK) Interaction Equation: (fc /F'c) + fb /(F'b(1- (fc /FcE))) < 1.0 0.6353 + 0.7310 = 1.3663 *NG* Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC7D Load Case: 1 Cd : 0.9 F'b = fb • Cd * Cl= 1140.5 Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc /FcE))) < 1.0 Size: 2.50" x 11.81" A = 29.5 sq in. Section = 58.1 cu in. 0.5907 + 0.6716 = 1.2623 *NG* DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Page 14 of 38 Western Wood Strutcures, Inc. -- Computer Analysis Systems PO Box 130, 20675 SW 105` Tualatin, OR 97062 -0130 - (503) 692 -6900 or (800) 547 -5411 Fax: (503) 692 -6434 • SapStress 2000 - Version 1.0 - Copyright 2000 - All Rights Reserved Tigard Bowl Truss Repairs - Tigard, Oregon - WWS Job # 087004 July 17, 2008 Sapstress Detail Output Rb = 9.67 CI = 0.9937 Cf = 1.0000 Shear = 221.0 lb Shear Stress, fv = 11.2 psi Allowable Stress, F'b = Fb " Cd " CI = 894.3 psi (OK) Allowable Stress, F'v = Fv • Cd = 162.0 psi (OK) Compression = 17852.0 lb Compressive Stress, fc = 604.6 psi Moment = 3065.0 in -lb Bending Stress, fb = 52.7 psi (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9436 Rb = 9.67 CI = 0.9937 Cf = 1.0000 Allowable Stress, F'c = Fc " Cd • Cp = 1273.8 psi (OK) Allowable Stress, F'b = Fb * Cd * CI = 894.3 psi (OK) Combined Bending and Compression Compression = 17852.0 lb Compressive Stress, fc = 604.6 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9436 F'b = fb " Cd ' Cl = 894.3 Allowable Stress, F'c = Fc * Cd * Cp = 1273.8 psi (OK) Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc /FcE))) < 1.0 0.2253 + 0.0625 = 0.2878 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC101 B Load Case: 2 Cd : 1.15 F'b = fb•Cd•CI =894.3 Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 Shear = 697.0 lb Shear Stress, fv = 35.4 psi 0.2253 + 0.0625 = 0.2878 (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Member: TC7D Load Case: 2 Cd : 1.15 Moment = 9987.0 in -lb Bending Stress, fb = 171.8 psi Rb =9.67 CI= 0.9917 Cf= 1.0000 Shear = 697.0 lb Shear_Stress, fv = 35.4 psi Allowable Stress, F'b = Fb • Cd • CI = 1140.5 psi (OK) Allowable Stress, F'v = Fv " Cd = 207.0 psi (OK) Compression = 38975.0 lb Compressive Stress, fc = 1320.1 psi Moment = 9986.0 in -lb Bending Stress, fb = 171.8 psi (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9250 Rb = 9.67 CI = 0.9917 Cf = 1.0000 Allowable Stress, F'c = Fc " Cd • Cp = 1595.7 psi (OK) Allowable Stress, F'b = Fb • Cd • CI = 1140.5 psi (OK) Combined Bending and Compression Compression = 38975.0 lb Compressive Stress, fc = 1320.1 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9250 F'b = fb • Cd • CI = 1140.5 Allowable Stress, F'c = Fc • Cd • Cp = 1595.7 psi (OK) • Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 0.6844 + 0.1716 = 0.8559 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC101 B Load Case: 3 Cd : 1.15 F'b =fb "Cd "CI= 1140.5 Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc /FcE))) < to Shear = 178.0 lb Shear Stress, fv = 9.0 psi 0.6844 + 0.1716 = 0.8559 (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Member: TC7D Load Case: 3 Cd : 1.15 Moment = 1970.0 in -lb Bending Stress, fb = 33.9 psi Rb = 9.67 C1= 0.9917 Cf = 1.0000 Shear = 1299.0 lb Shear Stress, fv = 66.0 psi Allowable Stress, F'b = Fb • Cd • CI = 1140.5 psi (OK) Allowable Stress, F'v = Fv " Cd = 207.0 psi (OK) Compression = 23517.0 lb Compressive Stress, fc = 796.5 psi Moment = 20782.0 in -lb Bending Stress, fb = 357.6 psi . (L / d)x = 6.86 ( /d)y = =9.60 0 Co Cp = 0.9250 9 50 Rb = 9.67 Cl = 0.99.17 Cf = 1.0000 Allowable Stress, F'b = Fb • Cd • CI = 1140.5 psi (OK) Combined Bending and Compression Compression = 37605.0 lb Compressive Stress, fc = 1273.7 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 6.86 . (Le /d)y =9.60 (Controls) Cp = 0.9250 F'b = fb • Cd " CI = 1140.5 Allowable Stress, F'c = Fc * Cd • Cp = 1595.7 psi (OK) Interaction Equation: (fc /F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 0.2492 + 0.0321 = 0.2812 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC101 C Load Case: 1 Cd : 0.9 F'b =fb "Cd "Cl= 1140.5 Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 Size: 2.50" x 12.94" A = 32.4 sq in. Section = 69.8 cu in. 0.6371 + 0.3553 = 0.9924 (OK) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi • Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Member: TC101B Load Case: 1 Cd : 0.9 Shear = 795.0 lb Shear Stress, fv = 36.9 psi Size: 2.50" x 11.81" A = 29.5 sq in. Section = 58.1 cu in. Allowable Stress, F'v = Fv • Cd = 162.0 psi (OK) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Moment = 18292.0 in -lb Bending Stress, fb = 262.2 psi Rb = 10.12 CI = 0.9930 Cf = 1.0000 Shear = 221.0 lb Shear Stress, fv = 11.2 psi Allowable Stress, F'b = Fb " Cd " CI = 893.7 psi (OK) Allowable Stress, F'v = Fv • Cd = 162.0 psi (OK) Compression = 19786.0 lb • Compressive Stress, fc = 611.6 psi Moment = 3067.0 in -lb Bending Stress, fb = 52.8 psi (Le /d)x = 6.26 (Le /d)y =9.60 (Controls) Cp = 0.9436 Page 15 of 38 Western Wood Strutcures, Inc. - Computer Analysis Systems PO Box 130, 20675 SW 105` Tualatin, OR 97062 -0130 - (503) 692 -6900 or (800) 547 -5411 Fax: (503) 692 -6434 SapStress 2000 - Version 1.0 - Copyright 2000 - All Rights Reserved Tigard Bowl Truss Repairs - Tigard, Oregon - WWS Job # 087004 July 17, 2008 Sapstress Detail Output Allowable Stress, F'c = Fc * Cd • Cp = 1273.8 psi (OK) Interaction Equation: (fc /F'c) + fb /(F'b(1- (fc /FcE))) < 1.0 0.2180 + 0.4223 = 0.6403 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC101D Load Case: 2 Cd : 1.15 F'b= fb *Cd *CI =893.7 Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 Shear = 1127.0 lb Shear Stress, fv = 57.3 psi 0.2305 + 0.3078 = 0.5384 (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Member: TC101C Load Case: 2 Cd : 1.15 Moment = 39134.0. in -lb Bending Stress, fb = 673.4 psi Rb = 9.67 CI = 0.9917 Cf = 1.0000 Shear = 1693.0 lb Shear Stress, fv = 78.5 psi Allowable Stress, F'b = Fb * Cd * CI = 1140.5 psi (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Compression = 38093.0 lb Compressive Stress, fc = 1290.2 psi Moment = 37190.0 in -lb Bending Stress, fb = 533.1 psi (Le/d)x = 6.86 (Le/d)y =9. 0 (Controls) p = 0.9250 0 Rb = 10.12 Cl = 0.9908 Cf = 1.0000 Allowable Stress, F'b = Fb * Cd • CI = 1139.4 psi (OK) Combined Bending and Compression Compression = 43036.0 lb Compressive. Stress, fc = 1330.3 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 6.26 (Le /d)y =9.60 (Controls) Cp = 0.9250 F'b = fb • Cd * Cl = 1140.5 Allowable Stress, F'c = Fc • Cd • Cp = 1595.7 psi (OK)' Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 0.6538 + 0.6702 = 1.3240 *NG* Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC101D Load Case: 3 Cd : 1.15 F'b= fb *Cd *C1= 1139.4 Interaction Equation: (fcIF'c) + fb /(F'b(1- (fc/FcE))) < 1.0 Shear = 881.0 lb Shear Stress, fv = 44.8 psi • 0.6951 + 0.5211 = 1.2161 *NG* Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Member: TC101C Load Case: 3 Cd : 1.15 Moment = 26568.0 in -lb Bending Stress, fb = 457.2 psi Rb = 9.67 CI = 0.9917 Cf = 1.0000 Shear = 927.0 lb Shear Stress, fv = 43.0 psi Allowable Stress, F'b = Fb * Cd * CI = 1140.5 psi (OK) . • Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Compression = 23218.0 lb Compressive Stress, fc = 786.4 psi Moment = 21816.0 in -lb Bending Stress, fb = 312.7 psi (Le /d)x = 6.86 ( ) = . 0 C ntr Cp = 0.9250 9 50 Rb = 10.12 CI = 0.9908 Cf = 1.0000 _ Allowable Stress, F'b = Fb * Cd *CI = 1139.4 psi (OK) Combined Bending and Compression Compression = 26124.0 lb Compressive Stress, fc = 807.5 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! , (Le /d)x = 6.26 (Le /d)y =9.60 (Controls) Cp = 0.9250 F'b = fb * Cd *CI= 1140.5 Allowable Stress, F'c = Fc * Cd * Cp = 1595.7 psi (OK) Interaction Equation: (fc/F'c)2 + fb/ + 0) < 1.0 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! • Member: TC101 E Load Case: 1 Cd : 0.9 F'b = fb *Cd *CI= 1139. Interaction Equation: (fc/F'c) + fb /(F'b(1- (fe/FcE))) < 1.0 Size: 2.50" x 10.19" A = 25.5 sq in. Section = 43.3 cu in. 0.2561 + 0.2926 = 0.5487 (OK) DF #1 Fb = 1000:0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi . Member: TC101D Load Case: 1 Cd : 0.9 Shear = 302.0 lb Shear Stress, fv = 17.8 psi . Size: 2.50" x 11.81" A = 29.5 sq in. Section = 58.1 cu in. Allowable Stress, F'v = Fv * Cd = 162.0•psi . (OK) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Moment = 3605.0 in -lb Bending Stress, fb = 83.3 psi Rb = 8.98 CI = 0.9947 Cf = 1.0000 • Shear = 619.0 lb _ Shear Stress, fv = 31.4 psi Allowable Stress, F'b = Fb * Cd * CI = 895.2 psi (OK) Allowable Stress, F'v = Fv * Cd = 162.0 psi (OK) Compression = 14858.0 lb Compressive Stress, 'fc = 583.2 psi Moment = 20745.0 in -lb Bending Stress, fb = 357.0 psi (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9436 Rb = 9.67 CI = 0.9937 Cf = 1.0000 Allowable Stress, Fe = Fc* Cd * Cp = 1273.8 psi (OK) Allowable Stress, F'b = Fb • Cd * CI = 894.3 psi (OK) . Combined Bending and Compression Compression = 17559.0 lb Compressive Stress, fc = 594.7 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! • (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9436 F'b = fb • Cd * Cl = 895.2 F'c) + fb /(F'b(1- (fc /FcE))) < 1.0 Allowable Stress, F'c = Fc' Cd * Cp = 1273.8 psi (OK) 0.2096 + 0.1003 = 0.3100 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC101 E Load Case: 2 Cd : 1.15 . F'b = fb *Cd *CI =894.3 Page 16 of 38 • Western Wood Strutcures, Inc. - Computer Analysis Systems PO Box 130, 20675 SW 105` Tualatin, OR 97062 -0130 -- (503) 692 -6900 or (800) 547 -5411 Fax: (503) 692 -6434 SapStress 2000 - Version 1.0 - Copyright 2000 - All Rights Reserved Tigard Bowl Truss Repairs - Tigard, Oregon - W W S Job # 087004 • July 17, 2008 . Sapstress Detail Output Shear = 868.0 lb Shear Stress, fv = 51.1 psi Allowable Stress, F'b = Fb * Cd • CI = 1141.9 psi (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi . (OK) Compression = 32234.0 lb Compressive Stress, fc = 1265.3 psi Moment = 10067.0 in -lb Bending Stress, fb = 232.7 psi (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9250 Rb = 8.98 CI = 0.9930 Cf = 1.0000 Allowable Stress, F'c = Fc' Cd * Cp = 1595.7 psi (OK) Allowable Stress, F'b = Fb * Cd * CI = 1141.9 psi (OK) Combined Bending and Compression Compression = 32368.0 lb Compressive Stress, fc = 1270.6 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9250 F'b = fb • Cd • CI = 1141.9 • • Allowable Stress, F'c = Fc • Cd * Cp = 1595.7 psi (OK) Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc /FcE))) < 1.0 0.6288 + 0.1164 = 0.7452 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC102A Load Case: 3 Cd : 1.15 F'b = fb *Cd *CI= 1141.9 Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc /FcE))) < 1.0 Shear = 112.0 lb Shear Stress, fv = 6.6 psi 0.6340 + 0.2418 = 0.8759 (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Member: TC101E Load Case: 3 Cd : 1.15 Moment = 752.0 in -lb Bending Stress, fb = 17.4 psi Rb = 8.98 CI = 0.9930 Cf = 1.0000 Shear = 217.0 lb Shear Stress, fv = 12.8 psi Allowable Stress, F'b = Fb * Cd • CI = 1141.9 psi (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Compression = 19577.0 lb Compressive Stress, fc = 768.5 psi Moment = 2330.0 in -lb Bending Stress, fb = 53.9 psi (Le /d)x = 7.95 (Leld)y =9.60 (Controls) Cp = 0.9250 Rb = 8.98 CI = 0.9930 Cf = 1.0000 Allowable Stress, F'c = Fc • Cd * Cp = 1595.7 psi (OK) Allowable Stress, F'b = Fb • Cd *CI = 1141.9 psi (OK) Combined Bending and Compression Compression = 19619.0 lb Compressive Stress, fc = 770.1 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9250 F'b = fb * Cd • Cl = 1141.9 Allowable Stress, F'c = Fc * Cd ' Cp = 1595.7 psi (OK) . Interaction Equation: (fc /F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 0.2319 + 0.0168 = 0.2488 (OK) Combined Bending and Compression . fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC102B Load Case: 1 Cd : 0.9 F'b= fb *Cd *CI= 1141.9 Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 • Size: 2.50" x 11.81" A `= 29.5 sq in. Section = 58.1 cu in. 0:2329 + 0.0521 = 0.2851 (OK) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Member: TC102A Load Case: 1 Cd : 0.9 Shear = 523.0 lb Shear Stress, fv = 26.6 psi Size: 2.50 "'x 10.19" A = 25.5 sq in. Section = 43.3' cu in. Allowable Stress, F'v = Fv * Cd = 162.0 psi (OK) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Moment = 11812.0 in -lb Bending Stress, fb = 203.3 psi Rb = 9.67 CI = 0.9937 Cf = 1.0000 Shear = 189.0 lb Shear Stress, fv = 11.1 psi Allowable Stress, F'b = Fb * Cd *CI = 894.3 psi . (OK) Allowable Stress, F'v = Fv ' Cd = 162.0 psi (OK) Compression = 17645.0 lb Compressive Stress, fc = 597.6 psi Moment = 1908.0 in -lb Bending Stress, fb = 44.1 psi (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9436 Rb = 8.98 CI = 0.9947 Cf = 1.0000 Allowable Stress, F'c = Fc,* Cd • Cp = 1273.8 psi (OK) Allowable Stress, F'b = Fb * Cd • CI = 895.2 psi (OK) Combined Bending and Compression Compression = 14816.0 lb Compressive Stress, fc = 581.6 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9436 F'b = fb * Cd * Cl = 894.3 Allowable Stress, F'c = Fc * Cd * Cp = 1273.8 psi (OK) Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 0.2201 + 0.2405 = 0.4606 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC102B Load Case: 2 Cd : 1.15 F'b= fb *Cd *CI =895.2 Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 Shear = 1091.0 lb Shear Stress, fv = 55.4 psi 0.2085 + 0.0531 = 0.2615 (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Member: TC102A Load Case: 2 Cd : 1.15 Moment = 22399.0 in -lb Bending Stress, fb = 385.4 psi Rb = 9.67 CI = 0.9917 Cf = 1.0000 Shear = 522.0 lb Shear Stress, fv = 30.7 psi Allowable Stress, F'b = Fb * Cd * CI = 1140.5 psi (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Compression = 38476.0 lb Compressive Stress, fc = 1303.2 psi Moment = 4848.0 in -lb Bending Stress, fb = 112.1 psi (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9250 . Rb = 8.98 CI = 0.9930 Cf = 1.0000 Allowable Stress, F'c = Fc * Cd * Cp = 1595.7 psi (OK) • Page 17 of 38 Western Wood Strutcures, Inc. - Computer Analysis Systems PO Box 130, 20675 SW 105 Tualatin, OR 97062 -0130 - (503) 692 -6900 or (800) 547 -5411 Fax: (503) 692 -6434 SapStress 2000 - Version 1.0 - Copyright 2000 - All Rights Reserved Tigard Bowl Truss Repairs - Tigard, Oregon - WWS Job # 087004 July 17, 2008 Sapstress Detail Output 0.6873 + 0.2323 = 0.9197 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC102C Load Case: 3 Cd : 1.15 F'b = fb * Cd • CI = 1140.5 Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc /FcE))) < 1.0 Shear = 299.0 lb Shear Stress, fv = 13.9 psi 0.6670 + 0.3841 = 1.0511 *NG* Allowable Stress, Fv = Fv' Cd = 207.0 psi (OK) Member: TC102B Load Case: 3 Cd : 1.15 Moment = 9098.0 in -lb Bending Stress, fb = 130.4 psi Rb = 10.12 CI = 0.9908 Cf = 1.0000 • Shear = 1134.0 lb Shear Stress, fv = 57.6 psi Allowable Stress, F'b = Fb • Cd • Cl = 1139.4 psi (OK) Allowable Stress, F'v = Fv ' Cd = 207.0 psi (OK) Compression = 27238.0 lb Compressive Stress, fc = 842.0 psi Moment = 22370.0 in -lb Bending Stress, fb = 384.9 psi (Le /d)x = 6.26 (Le /d)y =9.60 (Controls) Cp = 0.9250 Rb = 9.67 CI = 0.9917 Cf = 1.0000 Allowable Stress, F'c = Fc Cd * Cp = 1595.7 psi (OK) Allowable Stress, F'b = Fb ' Cd ' CI = 1140.5 psi (OK) Combined Bending and Compression Compression = 24408.0 lb Compressive Stress, fc = 826.7 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9250 F'b = fb Cd * CI = 1139.4 Allowable Stress, F'c = Fc Cd Cp = 1595.7 psi (OK) Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc /FcE))) < 1.0 0.2784 + 0.1224 = 0.4008 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC102D• Load Case: 1 Cd : 0.9 F'b = fb *Cd *C1= 1140.5 Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 Size: 2.50" x 11.81" A = 29.5 sq in. Section = 58.1 cu in. 0.2684 + 0.3654 = 0.6338 (OK) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Member: TC102C Load Case: 1 Cd : 0.9 Shear = 281.0 lb Shear Stress, fv = 14.3 psi Size: 2.50" x 12.94" A = 32.4 sq in. Section = 69.8 cu in. Allowable Stress; F'v = Fv • Cd = 162.0 psi (OK) • DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Moment = 6212.0 in -lb Bending Stress, fb = 106.9 psi Rb = 9.67 CI = 0.9937 Cf = 1.0000 Shear = 159.0 lb Shear Stress, fv = 7.4 psi Allowable Stress, F'b = Fb * Cd ' CI = 894.3 psi (OK) Allowable Stress, F'v = Fv • Cd = 162.0 psi (OK) Compression = 17502.0 lb Compressive Stress, fc = 592.8 psi Moment = 5402.0 in -lb Bending Stress, fb = 77.4 psi (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9436 . Rb = 10.12 CI = 0.9930 Cf = 1.0000 Allowable Stress, F'c = Fc" Cd ' Cp = 1273.8 psi (OK) Allowable Stress, F'b = Fb ' Cd ' C1= 893.7 psi (OK) • Combined Bending and Compression • Compression = 19666.0 lb Compressive Stress, fc = 607.9 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 6.26 (Le /d)y =9.60 (Controls) Cp = 0.9436 F'b = fb' Cd " CI = 894.3 Allowable Stress, F'c = Fc' Cd * Cp = 1273.8 psi (OK) Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc /FcE))) < 1.0 0.2166 + 0.1264 = 0.3430 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC102D Load Case: 2 Cd : 1.15 F'b = fb • Cd • CI = 893.7 Interaction Equation: (fc /F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 Shear = 571.0 lb Shear Stress, fv = 29.0 psi 0.2278 + 0.0909 = 0.3186 (OK) Allowable Stress, F'v = Fv " Cd = 207.0 psi (OK) Member: TC102C Load Case: 2 Cd : 1.15 Moment = 10376.0 in -lb Bending Stress, fb = 178.5 psi Rb = 9.67 CI = 0.9917 Cf = 1.0000 Shear = 676.0 lb Shear Stress, fv = 31.3 psi Allowable Stress, F'b = Fb * Cd • CI = 1140.5 psi (OK) Allowable Stress, F'v = Fv Cd = 207.0 psi (OK) Compression = 38013.0 lb Compressive Stress, fc = 1287.5 psi Moment = 16593.0 in -lb Bending Stress, fb = 237.8 psi (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9250 Rb = 10.12 CI = 0.9908 Cf = 1.0000 Allowable Stress, F'c = Fc Cd * Cp = 1595.7 psi (OK) Allowable Stress, F'b = Fb Cd * CI = 1139.4 psi (OK) Combined Bending and Compression Compression = 42796.0 lb Compressive Stress, fc = 1322.9 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 6.26 (Le /d)y =9.60 (Controls) Cp = 0.9250 F'b = fb • Cd * CI = 1140.5 Allowable Stress, F'c = Fc * Cd * Cp = 1595.7 psi (OK) Interaction Equation: (fc/F'c) + fb /(F'b(- 1- (fc/FcE))) < 1.0 0.6510 + 0.1776 = 0.8287 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC102D Load Case: 3 Cd : 1.15 F'b = fb'Cd•CI= 1139.4 Interaction Equation: (fc /F'c) + fb /(F'b(1- (fc /FcE))) < 1.0 Shear = 512.0 lb • Shear Stress, fv = 26.0 psi Page 18 of 38 Western Wood Strutcures, Inc. - Computer Analysis Systems PO Box 130, 20675 SW 105 Tualatin, OR 97062 -0130 -- (503) 692 -6900 or (800) 547 -5411 Fax: (503) 692 -6434 SapStress 2000 - Version 1.0 - Copyright 2000 - All Rights Reserved Tigard Bowl Truss Repairs - Tigard, Oregon - WWS Job 4 087004 • July 17, 2008 Sapstress Detail Output Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Compression = 21070.0 lb Compressive Stress, fc = 827.1 psi Moment = 7190.0 in -lb Bending Stress, fb = 123.7 psi Aleowable 7.95 ( Le/ )y =9. =9.60 C ntr 1595.7 Cp = psi 0.9250 9 50 Rb = 9.67 Cl = 0.9917 Cf = 1.0000 Allowable Stress, F'b = Fb ' Cd ' CI = 1140.5 psi (OK) Combined Bending and Compression Compression = 24271.0 lb Compressive Stress, fc = 822.0 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) . Cp = 0.9250 F'b = fb * Cd *CI = 1141.9 Allowable Stress, F'c = Fc * Cd • Cp = 1595.7 psi (OK) Interaction Equation: (fc/F'c)x + fb /(F'b(1- (fc /FcE))) < 1.0 0.2687 + 0.0694 = 0.3381 (OK) • Combined Bending and Compression . i Member: TC103A Load Case: 1 Cd 0.9 fc is larger than F'b(1 - Cf)...size factor inappropriate! Interaction Equation: (fc /F'c) + fb /(F'b(1- (fc /FcE))) < 1.0 Size: 2.50" x 10.19" A = 25.5 sq in. Section = 43.3 cu in. 0.2654 + 0.1174 = 0.3828 (OK) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Member: TC102E Load Case: 1 Cd : 0.9 Shear = 277.0 lb Shear Stress, fv = 16.3 psi Size: 2.50" x 10.19" A = 25.5 sq in. Section = 43.3 cu in. Allowable Stress, F'v = Fv * Cd = 162.0 psi (OK) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Moment = 3179.0 in-lb Bending Stress, fb = 73.5 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Rb = 8.98 CI = 0.9947 Cf = 1.0000 Shear = 137.0 lb Shear Stress, fv = 8.1 psi Allowable Stress, F'b = Fb * Cd * CI = 895.2 psi (OK) Allowable Stress, F'v = Fv * Cd = 162.0 psi (OK) Compression = 15179.0 lb Compressive Stress, fc = 595.8 psi • Moment = 1076.0 in -lb Bending Stress, fb = 24.9 psi (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9436 Rb = 8.98 CI = 0.9947 Cf = 1.0000 Allowable Stress, F'c = Fc * Cd * Cp = 1273.8 psi (OK) • Allowable Stress, F'b = Fb * Cd' CI = 895.2 psi (OK) Combined Bending and Compression Compression = 15205.0 lb Compressive Stress, fc = 596.9 psi fc is larger than F'b(1 - CO...size factor inappropriate! (Leld)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9436 Interaction Equation: * Cl 89 : + fb/ F'b 1 fclFcE < 1.0 Allowable Stress, F'c = Fc' Cd * Cp = 1273.8 psi (OK) ( fc F'c 0.2188 + 0.0886 = 0.3074 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC103A Load Case: 2 Cd : 1.15 F'b = fb * Cd * CI = 895.2 : < 1.0 Shear = 570.0 lb Shear Stress, fv = 33.6 psi Interaction Equation: (fc/F'c) + 0.2195 + 0.0300 = 0.2495 (OK) Allowable Stress, F'v = Fv.' Cd = 207.0 psi (OK) Member: TC102E Load Case: 2 Cd : 1.15 Moment = 5325.0 in -lb Bending Stress, fb = 123.1 psi Rb = 8.98 CI = 0.9930 Cf = 1•.0000 Shear = 418.0 lb Shear Stress, fv = 24.6 psi Allowable Stress, F'b = Fb ` Cd * CI = 1141.9 psi (OK) Allowable Stress, F'v = Fv • Cd = 207.0 psi (OK) Compression = 32988.0 lb Compressive Stress, fc = 1294.9 psi Moment = 3051.0 in -lb Bending Stress, fb = 70.5 psi (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9250 Rb = 8.98 CI = 0.9930 Cf = 1.0000 Allowable Stress, F'c = Fc * Cd ' Cp = 1595.7 psi (OK) . Allowable Stress, F'b = Fb * Cd *CI = 1141.9 psi (OK) Combined Bending and Compression Compression = 33070.0 lb Compressive Stress, fc = 1298.1 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! • (Leld)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9250 Interaction d * I = 1141.9 + fb /(F'b(1- (fclFcE))) < 1.0 Allowable Stress, F'c = Fc ` Cd * Cp = 1595.7 psi (OK) 0.6585 + 0.1284 = 0.7869 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC103A Load Case: 3 Cd : 1.15 F'b = fb * Cd * CI = 1141.9 : < 1.0 Shear = 180.0 lb Shear Stress, fv = 10.6 psi Interaction Equation: (fc /F'c) + 0.6618 + 0.0736 = 0.7354 (OK) Allowable Stress, F'v = Fv' Cd = 207.0 psi (OK) Member: TC102E Load Case: 3 Cd : 1.15 Moment = 1717.0 in -lb Bending Stress, fb = 39.7 psi Rb = 8.98 CI = 0.9930 Cf = 1.0000 Shear = 270.0 lb Shear Stress, fv = 15.9 psi Allowable Stress, F'b = Fb * Cd ' CI = 1141.9 psi (OK) Allowable Stress, F'v = Fv ' Cd = 207.0 psi (OK) Compression = 21045.0 lb Compressive Stress, fc = 826.1 psi Moment = 3078.0 in -lb Bending Stress, fb = 71.1 psi Aleowable 7.95 ( ) =9. =9.60 (Controls) ntr Cp = 0.9250 9 50 Rb = 8.98 Cl = 0.9930 Cf = 1.0000 Allowable Stress, F'b = Fb ' Cd *CI = 1141.9 psi (OK) Page 19 of 38 Western Wood Strutcures, Inc. - Computer Analysis Systems PO Box 130, 20675 SW 105 Tualatin, OR 97062 -0130 - (503) 692 -6900 or (800) 547 -5411 Fax: (503) 692 -6434 • SapStress 2000 - Version 1.0 - Copyright 2000 - All Rights Reserved Tigard Bowl Truss Repairs - Tigard, Oregon - WWS Job # 087004 July 17, 2008 Sapstress Detail Output Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC103C Load Case: 1 Cd : 0.9 F'b = fb'Cd *CI =1141.9 Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 Size: 2.50" x 12.94" A = 32.4 sq in. Section = 69.8 cu in. 0.2680 + 0.0387 = 0.3067 (OK) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Member: TC103B Load Case: 1 Cd : 0.9 Shear = 255.0 lb Shear Stress, fv = 11.8 psi Size: 2.50" x 11.81" A = 29.5 sq in. Section = 58.1 cu in. Allowable Stress, F'v = Fv • Cd = 162.0 psi (OK) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Moment = 6945.0 in -lb Bending Stress, fb = 99.5 psi Rb = 10.12 CI = 0.9930 Cf = 1.0000 Shear = 398.0 lb Shear Stress, fv = 20.2 psi Allowable Stress, F'b = Fb * Cd ' CI = 893.7 psi (OK) Allowable Stress, F'v = Fv * Cd = 162.0 psi (OK) Compression = 19148.0 lb Compressive Stress, fc = 591.9 psi Moment = 11762.0 in -lb Bending Stress, fb = 202.4 psi (Le /d)x = 6.26 (Le /d)y =9.60 (Controls) Cp = 0.9436 Rb = 9.67 CI = 0.9937 Cf = 1.0000 .Allowable Stress, F'c = Fc Cd * Cp = 1273.8 psi (OK) Allowable Stress, F'b = Fb * Cd *CI = 894.3 psi (OK) • Combined Bending and Compression Compression = 17195.0 lb Compressive Stress, fc = 582.4 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9436 F = fb * Cd' CI = 893.7 Allowable Stress, F'c = Fc * Cd * Cp = 1273.8 psi (OK) Interaction Equation: (fcIF'c) + fb /(F'b(1- (fc/FcE))) < 1.0 0.2159 + 0.1167 = 0.3326 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! . Member: TC103C Load Case: 2 Cd : 1.15 F'b = fb * Cd * CI = 894.3 2 Interaction Equation: (fc/F'c) +fb /(F'b(1- (fc /FcE))) < 1.0 Shear = 698.0 lb Shear Stress, fv = 32.4 psi 0.2090 + 0.2391 = 0.4482 (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Member: TC103B Load Case: 2 Cd : 1.15 Moment = 15929.0 in -lb Bending Stress, fb = 228.3 psi Rb.= 10.12 CI = 0.9908 Cf = 1.0000 Shear = 643.0 lb Shear Stress, fv = 32.7 psi Allowable Stress, F'b = Fb * Cd • CI = 1139.4 psi (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (0K) Compression = 41822.0 lb Compressive Stress, fc = 1292.8 psi Moment = 17987.0 in -lb Bending Stress, fb = 309.5 psi (Le /d)x = 6.26 (Le /d)y =9.60 (Controls) Cp = 0.9250 Rb = 9.67 CI = 0.9917 Cf = 1.0000 Allowable Stress, F'c = Fc Cd * Cp = 1595.7 psi (OK) Allowable Stress, Pb = Fb * Cd * CI = 1140.5 psi (OK) Combined Bending and Compression Compression = 37467.0 lb Compressive Stress, fc = 1269.0 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9250 F'b = fb * Cd • CI = 1139.4 Allowable Stress, F'c = Fc * Cd ' Cp = 1595.7 psi (OK) Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 0.6564 + 0.2225 = 0.8789 (OK) Combined Bending and Compression . fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC103C Load Case: 3 Cd : 1.15 F'b = fb "Cd "C1 =1140.5 Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc /FcE))) < 1.0 Shear = 579.0 lb Shear Stress, fv = 26.8 psi 0.6324 + 0.3074 = 0.9398 (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Member: TC103B Load Case: 3 Cd : 1.15 Moment = 16663.0 in -lb Bending Stress, fb = 238.8 psi Rb = 10.12 CI = 0.9908 Cf = 1.0000 Shear = 1657.0 lb Shear Stress, fv = 84.2 psi Allowable Stress, F'b = Fb * Cd * CI = 1139.4 psi (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Compression = 28761.0 lb Compressive Stress, fc = 889.1 psi Moment = 27522.0 in -lb Bending Stress, fb = 473.6 psi (Le /d)x = 6.26 (Le /d)y =9.60 (Controls) Cp = 0.9250 Rb = 9.67 CI = 0.9917 Cf = 1.0000 Allowable Stress, F'c = Fc * Cd * Cp = 1595.7 psi (OK) Allowable Stress, F'b = Fb * Cd • CI = 1140.5 psi (OK) Combined Bending and Compression Compression = 25723.0 lb Compressive Stress, fc = 871.2 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9250 F'b = fb * Cd * CI = 1139.4 Allowable Stress, F'c = Fc * Cd • Cp = 1595.7 psi (OK) Interaction Equation: (fc /F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 0.3104 + 0.2250 = 0.5354 (OK) Combined Bending and Compression fc is larger than F'b(1 - CO...size factor inappropriate! Member: TC103D Load Case: 1 Cd : 0.9 F'b = fb`Cd *Cl= 1140.5 Interaction Equation: (fc /F'c) + fb /(F'b(1- (fc /FcE))) < 1.0 Size: 2.50" x 11.81" A = 29.5 sq in. Section = 58.1 cu in. 0.2981 + 0.4515 = 0.7496 (OK) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Page 20 of 38 Western Wood Strutcures, Inc. - Computer Analysis Systems PO Box 130, 20675 SW 105` Tualatin, OR 97062 -0130 - (503) 692 -6900 or (800) 547 -5411 Fax: (503) 692 -6434 • SapStress 2000 - Version 1.0 - Copyright 2000 - All Rights Reserved Tigard Bowl Truss Repairs - Tigard, Oregon - WWS Job # 087004 July 17, 2008 Sapstress Detail Output Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Moment = 277.0 in -lb Bending Stress, fb = 6.4 psi Rb = 8.98 CI = 0.9947 Cf = 1.0000 • Shear = 323.0 lb Shear Stress, fv = 16.4 psi Allowable Stress, F'b = Fb • Cd • CI = 895.2 psi (OK) Allowable Stress, F'v = Fv • Cd = 162.0 psi (OK) Compression = 14983.0 lb Compressive Stress, fc = 588.1 psi Moment = 5140.0 in -lb Bending Stress, fb = 88.4 psi (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9436 Rb = 9.67 CI = 0.9937 Cf = 1.0000 Allowable Stress, F'c = Fc • Cd • Cp = 1273.8 psi (OK) Allowable Stress, F'b = Fb • Cd * CI = 894.3 psi (OK) Combined Bending and Compression Compression = 17082.0 lb Compressive Stress, fc = 578.6 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9436 F'b = fb • Cd • Cl = 895.2 Allowable Stress, F'c = Fc • Cd • Cp = 1273.8 psi (OK) Interaction Equation: (fclF'c) + fbl(F'b(1- (fc /FcE))) < 1.0 0.2132 + 0.0077 = 0.2209 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC103E Load Case: 2 Cd : 1.15 F'b = fb *Cd•CI =894.3 Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc /FcE))) < 1.0 Shear = 333.0 lb Shear Stress, fv = 19.6 psi 0.2063 + 0.1045 = 0.3108 (OK) Allowable Stress, F'v = Fv • Cd = .207.0 psi (OK) Member: TC103D Load Case: 2 Cd : 1.15 Moment = 1871.0 in -lb Bending Stress, fb = 43.2 psi Rb = 8.98 CI = 0.9930 Cf = 1.0000 Shear = 568.0 lb Shear Stress, fv = 28.9 psi Allowable Stress, F'b = Fb • Cd • CI = 1141.9 psi (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Compression = 32708.0 lb Compressive Stress, fc = 1283.9 psi Moment = 9332.0 in -lb Bending Stress, fb = 160.6 psi (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9250 Rb = 9.67 CI = 0.9917 Cf = 1.0000 Allowable Stress, F'c = Fc • Cd • Cp = 1595.7 psi (OK) Allowable Stress, F'b = Fb • Cd *CI = 1140.5 psi (OK) Combined Bending and Compression Compression = 37275.0 lb Compressive Stress, fc = 1262.5 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9250 F'b = fb • Cd ' CI = 1141.9 Allowable Stress, F'c = Fc * Cd * Cp = 1595.7 psi (OK) Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 0.6474 + 0.0450 = 0.6924 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC103E Load Case: 3 Cd : 1.15 F'b = fb•Cd *CI= 1140.5 Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 Shear = 486.0 lb Shear Stress, fv = 28.6 psi 0.6260 + 0.1594 = 0.7853 (OK) Allowable Stress, F'v = Fv • Cd = 207.0 psi (OK) Member: TC103D Load Case: 3 Cd : 1.15 Moment = 6295.0 in -lb Bending Stress, fb = 145.5 psi Rb = 8.98 CI = 0.9930 Cf = 1.0000 Shear = 796.0 lb Shear Stress, fv = 40.4 psi Allowable Stress, F'b = Fb • Cd * CI = 1141.9 psi (OK) Allowable Stress, F'v = Fv • Cd = 207.0 psi (OK) Compression = 22514.0 lb Compressive Stress, fc = 883.8 psi Moment = 9348.0 in -lb Bending Stress, fb = 160.9 psi (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9250 • Rb = 9.67 CI = 0.9917 Cf = 1.0000 Allowable Stress, F'c = Fc • Cd • Cp = 1595.7 psi (OK) Allowable Stress, F'b = Fb • Cd * CI = 1140.5 psi (OK) Combined Bending and Compression Compression = 25677.0 lb Compressive Stress, fc = 869.7 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9250 . F'b = fb * Cd • CI = 1141.9 Allowable Stress, F'c = Fc • Cd • Cp = 1595.7 psi (OK) Interaction Equation: (fcJF'c) + fb /(F'b(1- (fc /FcE))) < 1.0 0.3067 + 0.1431 = 0.4498 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC104A Load Case: 1 Cd : 0.9 F'b = fb' Cd *CI= 1140.5 Interaction Equation: (fc /F'c) + fb /(F'b(1- (fc /FcE))) < 1.0 Size: 2.50" x 10.19" A = 25.5 sq in. Section = 43.3 cu in. 0.2970 + 0.1533 = 0.4504 (OK) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Member: TC103E Load Case: 1 Cd : 0.9 Shear = 68.0 lb Shear Stress, fv = 4.0 psi Size: 2.50" x 10.19" A = 25.5 sq in. Section = 43.3 cu in. Allowable Stress, F'v = Fv • Cd = 162.0 psi (OK) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Moment = 264.0 in -lb Bending Stress, fb = 6.1 psi Rb = 8.98 CI = 0.9947 Cf = 1.0000 Shear = 85.0 lb Shear Stress, fv = 5.0 psi Allowable Stress, F'b = Fb • Cd • CI = 895.2 psi (OK) Allowable Stress, F'v = Fv • Cd = 162.0 psi (OK) Compression = 14977.0 lb Compressive Stress, fc = 587.9 psi Page 21 of 38 Western Wood Strutcures, Inc. - Computer Analysis Systems PO Box 130, 20675 SW 105 Tualatin, OR 97062 -0130 - (503) 692 -6900 or (800) 547 -5411 Fax: (503) 692 -6434 • SapStress 2000 - Version 1.0 - Copyright 2000 - All Rights Reserved Tigard Bowl Truss Repairs - Tigard, Oregon - W W S Job # 087004 July 17, 2008 Sapstress Detail Output (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9436 F'b = fb * Cd *CI= 894:3 Allowable Stress, F'c = Fc * Cd • Cp = 1273.8 psi (OK) Interaction Equation: (fc /F'c) + fb /(F'b(1- (fc /FcE))) < 1.0 0.2041 + 0.0875 = 0.2916 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC104B Load Case: 2 Cd : 1.15 F'b= fb *Cd *CI =895.2 Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc /FcE))) < 1.0 Shear = 466.0 lb Shear Stress, fv = 23.7 psi 0.2130 + 0.0074 = 0.2204 (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Member: TC104A Load Case: 2 Cd : 1.15 Moment = 7261.0 in -lb Bending Stress, fb = 124.9 psi Rb = 9.67 CI = 0.9917 Cf = 1.0000 Shear = 355.0 lb Shear Stress, fv = 20.9 psi Allowable Stress, F'b = Fb * Cd *CI = 1140.5 psi (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Compression = 37081.0 lb Compressive Stress, fc = 1255.9 psi Moment = 2120.0 in -lb Bending Stress, fb = 49.0 psi (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9250 Rb = 8.98 CI = 0.9930 Cf = 1.0000 Allowable Stress, F'c = Fc * Cd * Cp = 1595.7 psi (OK) Allowable Stress, F'b = Fb * Cd *CI = 1141.9 psi (OK) Combined Bending and Compression Compression = 32689.0 lb Compressive Stress, fc = 1283.2 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9250 F'b = fb * Cd * CI = 1140.5 Allowable Stress, F'c = Fc • Cd * Cp = 1595.7 psi (OK) Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 0.6195 + 0.1239 = 0.7434 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC104B Load Case: 3 Cd : 1.15 F'b = fb • Cd • Cl = 1141.9 2 < 1 0 Shear = 2883.0 lb Shear Stress, fv = 146.5 psi Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc/FcE))) 0.6467 + 0.0510 = 0.6977 (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Member: TC104A Load Case: 3 Cd : 1.15 Moment = 26691.0 in -lb Bending Stress, fb = 459.3 psi Rb = 9.67 CI = 0.9917 Cf = 1.0000 Shear = 806.0 lb Shear Stress, fv = 47.5 psi Allowable Stress, F'b = Fb • Cd * CI = 1140.5 psi (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Compression = 28767.0 lb Compressive Stress, fc = 974.3 psi Moment = 11097.0 in -lb Bending Stress, fb = 256.5 psi (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9250 Rb = 8.98 CI = 0.9930 Cf = 1.0000 Allowable Stress, F'c = Fc * Cd * Cp = 1595.7 psi (OK) Allowable Stress, F'b = Fb • Cd • CI = 1141.9 psi (OK) Combined Bending and Compression Compression = 22511.0 lb Compressive Stress, fc = 883.7 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9250 • F'b = fb * Cd * CI = 1140.5 . Allowable Stress, F'c = Fc* Cd * Cp = 1595.7 psi (OK) Interaction Equation: (fc /F'c)0 3 fb//(( ' 0.4425 = 0) < 1 0 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC104C Load Case: 1 Cd : 0.9 F'b= fb *Cd *CI= 1141.9 Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc /FcE))) < 1.0 Size: 2.50" x 12.94 A = 32.4 sq in. Section = 69.8 cu in. 0.3067 + 0.2522 = 0.5589 (OK) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Member: TC104B Load Case: 1 Cd : 0.9 Shear = 208.0 lb Shear Stress, fv = 9.6 psi Size: 2.50" x 11.81" A = 29.5 sq in. Section = 58.1 cu in. Allowable Stress, F'v = Fv * Cd = 162.0 psi (OK) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Moment = 1987.0 in -lb Bending Stress, fb = 28.5 psi Rb = 10.12 CI = 0.9930 Cf = 1.0000 Shear = 291.0 lb Shear Stress, fv = 14.8 psi Allowable Stress, F'b = Fb * Cd * CI = 893.7 psi (OK) Allowable Stress, F'v = Fv * Cd = 162.0 psi (OK) Compression = 19026.0 lb Compressive Stress, fc = 588.1 psi Moment = 4305.0 in -lb Bending Stress, fb = 74.1 psi (Le /d)x = 6.26 (Le /d)y =9.60 (Controls) Cp = 0.9436 Rb = 9.67 CI = 0.9937 Cf = 1.0000 Allowable Stress, F'c = Fc * Cd ' Cp = 1273.8 psi (OK) Allowable Stress, F'b = Fb * Cd * CI = 894.3 psi (OK) Combined Bending and Compression Compression = 16991.0 lb Compressive Stress, fc = 575.5 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9436 F'b = fb • Cd * Cl = 893.7 Allowable Stress, F'c = Fc • Cd * Cp = 1273.8 psi (OK) Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc /FcE))) < 1.0 0.2132 + 0.0334 = 0.2465 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC104C Load Case: 2 Cd : 1.15 Page 22 of 38 • Western Wood Strutcures, Inc. - Computer Analysis Systems PO Box 130, 20675 SW 105` Tualatin, OR 97062 -0130 (503) 692 -6900 or (800) 547 -5411 Fax: (503) 692 -6434 SapStress 2000 - Version 1.0 - Copyright 2000 - All Rights Reserved Tigard Bowl Truss Repairs - Tigard, Oregon - WWS Job # 087004 July 17, 2008 Sapstress Detail Output Rb = 9.67 CI = 0.9917 Cf = 1.0000 Shear = 270.0 lb Shear Stress, fv = 12.5 psi Allowable Stress, F'b = Fb * Cd * CI = 1140.5 psi (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Compression = 37275.0 lb Compressive Stress, fc = 1262.5 psi Moment = 5180.0 in -lb Bending Stress, fb = 74.2 psi (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9250. Rb = 10.12 CI = 0.9908 Cf = 1.0000 Allowable Stress, F'c = Fc • Cd * Cp = 1595.7 psi (OK) Allowable Stress, F'b = Fb * Cd * CI = 1139.4 psi (OK) Combined Bending and Compression Compression = 41532.0 lb Compressive Stress, fc = 1283.8 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 6.26 (Le /d)y =9.60 (Controls) Cp = 0.9250 F'b = fb * Cd * CI = 1140.5 Allowable Stress, F'c = Fc * Cd * Cp = 1595.7 psi (OK) Interaction Equation: (fc /F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 0.6260 + 0.1593 = 0.7853 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC104D Load Case: 3 Cd : 1.15 F'b = fb *Cd *CI= 1139.4 Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 Shear = 519.0 lb Shear Stress, fv = 26.4 psi 0.6473 + 0.0723 = 0.7196 (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Member: TC104C Load Case: 3 Cd : 1.15 Moment = 9257.0 in -lb Bending Stress, fb = 159.3 psi Rb = 9.67 CI = 0.9917 Cf = 1.0000 Shear = 1050.0 lb Shear Stress, fv = 48.7 psi Allowable Stress, F'b = Fb * Cd * CI = 1140.5 psi (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Compression = 28930.0 lb Compressive Stress, fc = 979.8 psi Moment = 24837.0 in -lb Bending Stress, fb = 356.0 psi (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9250 Rb = 10.12 CI = 0.9908 Cf = 1.0000 Allowable Stress, F'c = Fc * Cd * Cp = 1595.7 psi (OK) Allowable Stress, F'b = Fb * Cd *CI = 1139.4 psi (OK) Combined Bending and Compression Compression = 32229.0 lb Compressive Stress, fc = 996.3 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 6.26 (Le /d)y =9.60 (Controls) Cp = 0.9250 F'b = fb • Cd * Cl = 1140.5 Allowable Stress, F'c = Fc * Cd * Cp = 1595.7 psi (OK) Interaction Equation: (fc /F'c) + fb /(F'b(1- (fc /FcE))) < 1.0 0.3771 + 0.1535 = 0.5306 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC104E Load Case: 1 Cd : 0.9 F'b= fb *Cd •CI= 1139.4 Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 Size: 2.50" x 10.19" A = 25.5 sq in. Section = 43.3 cu in. 0.3898 + 0.3383 = 0.7281 (OK) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Member: TC104D Load Case: 1 Cd : 0.9 Shear = 158.0 lb Shear Stress, fv = 9.3 psi Size: 2.50" x 11.81" A = 29.5 sq in. Section = 58.1 cu in. Allowable Stress,, F'v = Fv * Cd = 162.0 psi (OK) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi • Moment = 1386.0 in -lb Bending Stress, fb = 32.0 psi Rb = 8.98 CI = 0.9947 Cf = 1.0000 Shear = 323.0 lb Shear Stress, fv = 16.4 psi Allowable Stress, F'b = Fb * Cd * CI = 895.2 psi (OK) Allowable Stress, F'v = Fv * Cd = 162.0 psi (OK) Compression = 15066.0 lb Compressive Stress, fc = 591.4 psi Moment = 5140.0 in -lb Bending Stress, fb = 88.4 psi (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9436 Rb = 9.67 CI = 0.9937 Cf = 1.0000 Allowable Stress, F'c = Fc * Cd • Cp = 1273.8 psi (OK) Allowable Stress, F'b = Fb * Cd * CI = 894.3 psi (OK) Combined Bending and Compression Compression = 17082.0 lb Compressive Stress, fc = 578.6 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! • (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9436 F'b = fb * Cd • Cl = 895.2 Allowable Stress, F'c = Fc • Cd • Cp = 1273.8 psi (OK) Interaction Equation: (fc /F'c) + fb /(F'b(1- (fc /FcE))) < 1.0 • 0.2156 + 0.0386 = 0.2542 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! . Member: TC104E Load Case: 2 Cd : 1.15 F'b = fb * Cd *CI =894.3 Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc /FcE))) < 1.0 Shear = 489.0 lb Shear Stress, fv = 28.8 psi 0.2063 + 0.1045 = 0.3108 (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Member: TC104D Load Case: 2 Cd : 1.15 Moment = 4038.0 in -lb Bending Stress, fb = 93.3 psi • Rb = 8.98 CI = 0.9930 Cf = 1.0000 Shear = 568.0 lb Shear Stress, fv = 28.9 psi Allowable Stress, F'b = Fb • Cd * CI = 1141.9 psi (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Compression = 32892.0 lb Compressive Stress, fc = 1291.1 psi Moment = 9331.0 in -lb Bending Stress, fb = 160.6 psi (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9250 Page 23 of 38 a Western Wood Strutcures, Inc. - Computer Analysis Systems PO Box 130, 20675 SW 105' Tualatin, OR 97062 -0130 - (503) 692 -6900 or (800) 547 -5411 Fax: (503) 692 -6434 SapStress 2000 - Version 1.0 - Copyright 2000 - All Rights Reserved Tigard Bowl Truss Repairs - Tigard, Oregon - WWS Job # 087004 July 17, 2008 Sapstress Detail Output Allowable Stress, F'c = Fc • Cd • Cp = 1595.7 psi (OK) Interaction Equation: (fc /F'c) fb /(F'b(1- (fc/FcE))) < 1.0 0.6566 + 0.1787 = 0.8354 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC105A Load Case: 3 Cd : 1.15 F'b = fb•Cd *CI= 1141.9 Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc /FcE))) < 1.0 Shear = 398.0 lb Shear Stress, fv = 23.4 psi 0.6547 + 0.0973 = 0.7520 (OK) Allowable Stress, F'v = Fv • Cd = 207.0 psi (OK) Member: TC104E Load Case: 3 Cd : 1.15 Moment = 2879.0 in -lb Bending Stress, fb = 66.5 psi Rb = 8.98 CI = 0.9930 Cf = 1.0000 Shear = 211.0 lb Shear Stress, fv = 12.4 psi Allowable Stress, F'b = Fb • Cd * CI = 1141.9 psi (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Compression = 25586.0 lb Compressive Stress, fc = 1004.4 psi Moment = 641.0 in -lb Bending Stress, fb = 14.8 psi (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9250 Rb = 8.98 CI = 0.9930 •Cf = 1.0000 Allowable Stress, F'c = Fc * Cd * Cp = 1595.7 psi (OK) Allowable Stress, F'b = Fb • Cd *CI = 1141.9 psi (OK) Combined Bending and Compression Compression = 25538.0 lb Compressive Stress, fc = 1002.5 psi .. fc is larger than F'b(1 - .Cf)...size factor inappropriate! (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9250 F'b = fb * Cd * CI = 1141.9 Allowable Stress, F'c = Fc * Cd • Cp = 1595.7 psi, (OK) Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 0.3962 + 0.0666 = 0.4627 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC105B Load Case: 1 Cd : 0.9 F'b= fb`Cd`CI= 1141.9 Interaction Equation: (fc/F'c) =+ fb /(F'b(1- (fc/FcE))) < 1.0 Size: 2.50" x 11.81" A = 29.5 sq in. Section = 58.1 cu in. 0.3947 + 0.0148 = 0.4095 (OK) .DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Member: TC105A Load Case: 1 Cd : 0.9 Shear = 398.0 lb Shear Stress, fv = 20.2 psi Size: 2.50" x 10.19" A = 25.5 sq in. Section = 433 cu in. Allowable Stress, F'v = Fv * Cd = 162.0 psi (OK) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Moment = 11759.0 in -lb Bending Stress, fb = 202.3 psi Rb = 9.67 CI = 0.9937 Cf = 1.0000 Shear = 311.0 lb Shear Stress, fv = 18.3 psi Allowable Stress, F'b = Fb * Cd *CI = 894.3 psi (OK) Allowable Stress, F'v = Fv • Cd = 162.0 psi (OK) Compression = 17196.0 lb Compressive Stress, fc = 582.4 psi Moment = 3683.0 in -lb Bending Stress, fb = 85.1 psi (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9436 Rb = 8.98 CI = 0.9947 Cf = 1.0000 Allowable Stress, F'c = Fc * Cd * Cp = 1273.8 psi (OK) Allowable Stress, F'b = Fb * Cd *CI = 895.2 psi (OK) Combined Bending and Compression • Compression = 15080.0 lb Compressive Stress, fc = 592.0 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9436 F'b = fb • Cd • CI = 894.3 Allowable Stress, F'c = Fc* Cd * Cp = 1273.8 psi (OK) Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 0.2091 + 0.2391 = 0.4481 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC105B Load Case: 2 Cd : 1.15 F'b = fb * Cd * CI = 895.2 Interaction Equation: (fc/F'c)' + fb /(F'b(1- (fc/FcE))) < 1.0 Shear = 643.0 lb Shear Stress, fv = 32.7 psi 0.2160 + 0.1026 = 0.3186 (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) - Member: TC105A Load Case: 2 Cd : 1.15 Moment = 17984.0 in -lb Bending Stress, fb = 309.5 psi Rb = 9.67 CI = 0.9917 Cf = 1.0000 Shear = 714.0 lb Shear Stress, fv = 42.0 psi Allowable Stress, F'b = Fb * Cd *CI = 1140.5 psi (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Compression = 37467.0 lb Compressive Stress, fc = 1269.0 psi Moment = 7416.0 in -lb Bending Stress, fb = 171.4 psi (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9250 Rb = 8.98 CI = 0.9930 Cf = 1.0000 Allowable Stress, F'c = Fc * Cd * Cp = 1595.7 psi (OK) Allowable Stress, F'b = Fb • Cd *CI = 1141.9 psi (OK) Combined Bending and Compression Compression = 32940.0 lb Compressive Stress, fc = 1293.0 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9250 F'b = fb • Cd • CI = 1140.5 Allowable Stress, F'c = Fc • Cd * Cp = 1595.7 psi (OK) Interaction Equation: (fc /F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 0.6324 + 0.3073 = 0.9398 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC105B Load Case: 3 Cd : 1.15 F'b =fb• Cd *CI= 1141.9 Page 24 of 38 I ' ' ' Western Wood Strutcures, Inc. ^' Computer Analysis Systems PO Box 130, 20675 SW 105 Tualatin, OR 97062 -0130 - (503) 692 -6900 or (800) 547 -5411 Fax: (503) 692 -6434 Sapstress 2000 - Version 1.0 - Copyright 2000 - All Rights Reserved Tigard Bowl Truss Repairs - Tigard, Oregon - WWS Job # 087004 • July 17, 2008 Sapstress Detail Output Shear = 2398.0 lb Shear Stress, fv = 121.8 psi Allowable Stress, F'b = Fb * Cd * CI = 1139.4 psi (OK) Allowable Stress, F'v = Fv • Cd = 207.0 psi (OK) Compression = 36487.0 lb Compressive Stress, fc = 1127.9 psi Moment = 24979.0 in -lb Bending Stress, fb = 429.8 psi (Le /d)x = 6.26 (Le /d)y =9.60 (Controls) Cp = 0.9250 Rb = 9.67 CI = 0.9917 Cf = 1.0000 Allowable Stress, Fe = Fc • Cd * Cp = 1595.7 psi (OK) Allowable Stress, F'b = Fb * Cd • CI = 1140.5 psi (OK) Combined Bending and Compression Compression = 32415.0 lb Compressive Stress, fc = 1097.9 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9250 F'b = fb * Cd * CI = 1139.4 Allowable Stress, F'c = Fc * Cd • Cp = 1595.7 psi (OK) Interaction Equation: (fc/F'c)' + fb /(F'b(1- (fc/FcE))) < 1.0 0.4996 + 0.5072 = 1.0068 (ok) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC105D Load Case: 1 Cd : 0.9 F'b = fb * Cd *CI = 1140.5 Interaction Equation: (fc /F'c)' + fb /(F'b(1- (fc /FcE))) < 1.0 Size: 2.50" x 11.81" A = 29.5 sq in. Section = 58.1 cu in. 0.4734 + 0.4193 = 0.8927 (OK) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi • Member: TC105C Load Case: 1 Cd : 0.9 Shear = 281.0 lb Shear Stress, fv = 14.3 psi Size: 2.50" x 12.94" A = 32.4 sq in. Section = 69.8 cu in. Allowable Stress, F'v = Fv * Cd = 162.0 psi (OK) • DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Moment = 6213.0 in -lb Bending Stress, fb = 106.9 psi Rb = 9.67 CI = 0.9937 Cf = 1.0000 Shear = 211.0 lb Shear Stress, fv = 9.8 psi Allowable Stress, F'b = Fb * Cd * CI = 894.3 psi (OK) Allowable Stress, F'v = Fv * Cd = 162.0 psi (OK) • Compression = 17503.0 lb Compressive Stress, fc = 592.8 psi Moment = 5988.0 in -lb Bending Stress, fb = 85.8 psi (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9436 Rb = 10.12 CI = 0.9930 Cf = 1.0000 Allowable Stress, F'c = Fc • Cd * Cp = 1273.8 psi (OK) Allowable Stress, F'b = Fb * Cd * CI = 893.7 psi (OK) Combined Bending and Compression Compression = 19305.0 lb Compressive Stress, fc = 596.8 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 6.26 (Le /d)y =9.60 (Controls) Cp = 0.9436 F'b = fb • Cd * CI = 894.3 Allowable Stress, F'e = Fc * Cd * Cp = 1273.8 psi (OK) Interaction Equation: (fc/F'c)' + fb /(F'b(1- (fc /FcE))) < 1.0 0.2166 + 0.1265 = 0.3430 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC105D Load Case: 2 Cd : 1.15 F'b = fb *Cd *CI =893.7 Interaction Equation: (fc/F'c)' + fb /(F'b(1- (fc /FcE))) < 1.0 Shear = 571.0 lb Shear Stress, fv = 29.0 psi • 0.2195 + 0.1006 = _0.3201 (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Member: TC105C Load Case: 2 Cd : 1.15 Moment = 10377.0 in -lb Bending Stress, fb = 178.6 psi Rb = 9.67 CI = 0.9917 Cf = 1.0000 Shear = 514.0 lb Shear Stress, fv = 23.8 psi Allowable Stress, F'b = Fb * Cd * CI = 1140.5 psi (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Compression = 38014.0 lb Compressive Stress, fc = 1287.5 psi Moment = 11516.0 in -lb Bending Stress, fb = 165.1 psi (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9250 Rb = 10.12 CI = 0.9908 Cf = 1.0000 Allowable Stress, F'c = Fc • Cd * Cp = 1595.7 psi (OK) Allowable Stress, F'b = Fb • Cd * CI = 1139.4 psi (OK) Combined Bending and Compression Compression = 41983.0 lb Compressive Stress, fc = 1297.8 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 6.26 (Le /d)y =9.60 (Controls) Cp = 0.9250 F'b = fb * Cd * CI = 1140.5 Allowable Stress, F'c = Fc * Cd * Cp = 1595.7 psi (OK) Interaction Equation: (fc /F'c)' + fb /(F'b(1- (fc /FcE))) < 1.0 0.6510 + 0.1777 = 0.8287 (OK) Combined Bending and Compression • fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC105D Load Case: 3 Cd : 1.15 F'b = fb *Cd *CI= 1139.4 Interaction Equation: (fc/F'c)' + fb /(F'b(1- (fc/FcE))) < 1.0 Shear = 709.0 lb Shear Stress, fv = 36.0 psi 0.6615 + 0.1609 = 0.8224 (OK) Allowable Stress, F'v = Fv • Cd = 207.0 psi (OK) Member: TC105C Load Case: 3 Cd : 1.15 Moment = 16972.0 in -lb Bending Stress, fb = 292.0 psi Rb = 9.67 CI = 0.9917 Cf = 1.0000 Shear = 1306.0 lb Shear Stress, fv = 60.6 psi Allowable Stress, Fb = Fb * Cd • CI = 1140.5 psi (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Compression = 33011.0 lb Compressive Stress, fc = 1118.1 psi Moment = 36823.0 in -lb Bending Stress, fb = 527.8 psi (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9250 Rb = 10.12 CI = 0.9908 Cf = 1.0000 Allowable Stress, F'c = Fc* Cd * Cp = 1595.7 psi (OK) Page 25 of 38 Western Wood Strutcures, Inc. - Computer Analysis Systems PO Box 130, 20675 SW 105` Tualatin, OR 97062 - 0130 •- (503) 692 -6900 or (800) 547 -5411 Fax: (503) 692 -6434 SapStress 2000 - Version 1.0 - Copyright 2000 - All Rights Reserved Tigard Bowl Truss Repairs - Tigard, Oregon - WWS Job # 087004 July 17, 2008 Sapstress Detail Output 0.5169 + 0.1405 = 0.6575 (OK) • Combined Bending and Compression fc is larger than F'b(1 Cf)...size factor inappropriate! Member: TC106A Load Case: 1 Cd : 0.9 F'b= fb *Cd *C1= 1140.5 Interaction Equation: (fc/F'c)' + fb /(F'b(1- (fc/FcE))) < 1.0 Size: 2.50" x 10.19" A = 25.5 sq in. Section = 43.3 cu in. 0.4910 + 0.2855 = 0.7765 (OK) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Member: TC105E Load Case: 1 Cd : 0.9 Shear = 253.0 Ib Shear Stress, fv = 14.9 psi Size: 2.50" x 10.19" A = 25.5 sq in. Section = 43.3 cu in. Allowable Stress, F'v = Fv * Cd = 162.0 psi (OK) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Moment = 2846.0 in -Ib Bending Stress, fb = 65.8 psi Rb = 8.98 CI = 0.9947 Cf = 1.0000 Shear = 171.0 Ib Shear Stress, fv = 10.1 psi Allowable Stress, F'b = Fb * Cd * CI = 895.2 psi (OK) Allowable Stress, F'v = Fv * Cd = 162.0 psi (OK) Compression = 15491.0 Ib Compressive Stress, fc = 608.1 psi Moment = 1608.0 in -Ib Bending Stress, fb = 37.2 psi (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9436 Rb = 8.98 CI = 0.9947 Cf = 1.0000 . Allowable Stress, F'c = Fc * Cd • Cp = 1273.8 psi (OK) Allowable Stress, F'b = Fb * Cd * CI = 895.2 psi (OK) Combined Bending and Compression Compression = 15458.0 Ib Compressive Stress, fc = 606.8 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9436 F'b = fb • Cd *C1= 895.2 Allowable Stress, F'c = Fc * Cd * Cp = 1273.8 psi (OK) Interaction Equation: (fc/F'c)' + fb /(F'b(1- (fc/FcE))) < 1.0 0.2279 + 0.0795 = 0.3074 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC106A Load Case: 2 Cd : 1.15 F'b =fb*Cd 'CI= 895.2 Interaction Equation: (fc/F'c)' + fb /(F'b(1- (fc/FcE))) < 1.0 Shear = 729.0 Ib Shear Stress, fv = 42.9 psi • 0.2269 + 0.0449 = 0.2718 (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Member: TC105E Load Case: 2 Cd : 1.15 Moment = 7828.0 in -Ib Bending Stress, fb = 180.9 psi Rb = 8.98 CI = 0.9930 Cf = 1.0000 Shear = 510.0 Ib Shear Stress, fv = 30.0 psi Allowable Stress, F'b = Fb * Cd *CI = 1141.9 psi (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Compression = 33715.0 Ib Compressive Stress, fc = 1323.5 psi Moment = 4518.0 in -Ib Bending Stress, fb = 104.4 psi (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9250 Rb = 8.98 CI = 0.9930 Cf = 1.0000 Allowable Stress, F'c = Fc * Cd • Cp = 1595.7 psi (OK) Allowable Stress, F'b = Fb • Cd * CI = 1141.9 psi (OK) Combined Bending and Compression Compression = 33607.0 lb Compressive Stress, fc = 1319.2 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9250 F'b = fb • Cd * CI = 1141.9 Allowable Stress, F'c = Fc * Cd * - Cp = 1595.7 psi (OK) Interaction Equation: (fc /F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 0.6879 + 0.1895 = 0.8774 (OK) Combined Bending and Compression fc is larger than F'b(1, - Cf)...size factor inappropriate! Member: TC106A Load Case: 3 Cd : 1.15 F'b = fb *Cd " CI = 1141.9 Interaction Equation: (fc/F'c)' + fb /(F'b(1- (fc/FcE))) < 1.0 Shear = 535.0 Ib Shear - Stress, fv = 31.5 psi 0.6835 + 0.1093 = 0.7928 (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Member: TC105E Load Case: 3 Cd : 1.15 Moment = 4071.0 in -Ib Bending Stress, fb = 94.1 psi Rb = 8.98 CI = 0.9930 Cf = 1.0000 Shear = 658.0 Ib Shear Stress, fv = 38.7 psi Allowable Stress, F'b = Fb • Cd * CI = 1141.9 psi (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Compression = 29369.0 Ib Compressive Stress, fc = 1152.9 psi • Moment = 5956.0 in -Ib Bending Stress, fb = 137.7 psi (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9250 Rb = 8.98 CI = 0.9930 Cf = 1.0000 Allowable Stress, F'c = Fc * Cd * Cp = 1595.7 psi (OK) Allowable Stress, F'b = Fb *Cd *CI = 1141.9 psi (OK) Combined Bending and Compression Compression = 29227.0 Ib Compressive Stress, fc = 1147.3 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9250 F'b = fb • Cd • CI = 1141.9 Allowable Stress, F'c = Fc * Cd • Cp = 1595.7 psi (OK) Interaction Equation: (fc /F'c) + fb /(F'b(1- (fc /FcE))) < 1.0 0.5220 + 0.0961 = 0.6181 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC106B Load Case: 1 Cd : 0.9 F'b = fb *Cd *CI= 1141.9 Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc /FcE))) < 1.0 Size: 2.50" x 11.81" A = 29.5 sq in. Section = 58.1 cu in. Page 26 of 38 Western Wood Strutcures, Inc. - Computer Analysis Systems PO Box 130, 20675 SW 105 Tualatin, OR 97062 -0130 - (503) 692 -6900 or (800) 547 -5411 Fax: (503) 692 -6434 SapStress 2000 - Version 1.0 - Copyright 2000 - All Rights Reserved Tigard Bowl Truss Repairs - Tigard, Oregon - W W S Job # 087004 July 17, 2008 Sapstress Detail Output DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Moment = 6866.0 in -Ib Bending Stress, fb = 98.4 psi Rb = 10.12 CI = 0.9930 Cf = 1.0000 Shear = 523.0 Ib Shear Stress, fv = 26.6 psi Allowable Stress, F'b = Fb * Cd * CI = 893.7 psi (OK) Allowable Stress, F'v = Fv * Cd = 162.0 psi (OK) Compression = 18862.0 Ib Compressive Stress, fc = 583.1 psi Moment = 11816.0 in -Ib Bending Stress, fb = 203.3 psi (Le /d)x = 6.26 (Le /d)y =9.60 (Controls) Cp = 0.9436 Rb = 9.67 CI = 0.9937 Cf = 1.0000 Allowable Stress, F'c = Fc * Cd * Cp = 1273.8 psi (OK) Allowable Stress, F'b = Fb * Cd * CI = 894.3 psi (OK) Combined Bending and Compression Compression = 17646.0 Ib Compressive Stress, fc = 597.7 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9436 F'b = fb * Cd * CI = 893.7 Allowable Stress, F'c = Fc * Cd * Cp = 1273.8 psi (OK) Interaction Equation: (fc /F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 0.2095 + 0.1153 = 0.3248 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! . Member: TC106C Load Case: 2 Cd : 1.15 F'b fb`Cd *CI =894.3 Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 Shear = 868.0 Ib Shear Stress, fv = 40.2 psi • 0.2201 + 0.2406 = 0.4607 (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Member: TC106B Load Case: 2 Cd : 1.15 Moment = 20431.0 in -Ib Bending Stress, fb = 292.8 psi Rb = 10.12 CI = 0.9908 Cf = 1.0000 Shear = 1091.0 Ib Shear Stress, fv = 55.4 psi Allowable Stress, F'b = Fb * Cd * CI = 1139.4 psi (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) . Compression = 41083.0 Ib Compressive Stress, fc = 1270.0 psi Moment = 22404.0 in -Ib Bending Stress, fb = 385.5 psi (Le /d)x = 6.26 (Le /d)y =9.60 (Controls) Cp = 0.9250 Rb = 9.67 CI = 0.9917 Cf = 1.0000 Allowable Stress, F'c = Fc * Cd * Cp = 1595.7 psi (OK) Allowable Stress, = Fb • Cd *CI = 1140.5 psi (OK) Combined Bending and Compression Compression = 38477.0 Ib Compressive Stress, fc = 1303.2 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9250 F'b = fb * Cd * CI = 1139.4 Allowable Stress, F'c = Fc * Cd * Cp = 1595.7 psi (OK) Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc /FcE))) < 1.0 0.6334 + 0.2848 = 0.9182 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC106C Load Case: 3 Cd : 1.15 F'b= fb *Cd *CI= 1140.5 Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc /FcE))) < 1.0 Shear = 1755.0 Ib Shear Stress, fv = 81.4 psi 0.6670 + 0.3842 = 1.0512 *NG* Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Member: TC106B Load Case: 3 Cd : 1.15 Moment = 44956.0 in -Ib Bending Stress, fb = 644.4 psi • Rb = 10.12 CI = 0.9908 Cf = 1.0000 • Shear = 967.0 Ib Shear Stress, fv = 49.1 psi Allowable Stress, F'b = Fb * Cd * CI = 1139.4 psi (OK) Allowable Stress, F'v = Fv * Cd = 207:0 psi (OK) • • Compression = 39325.0 Ib Compressive Stress, fc = 1215.6 psi Moment = 17062.0 in -Ib Bending Stress, fb = 293.6 psi (Le /d)x = 6.26 (Le /d)y =9.60 (Controls) Cp = 0.9250 Rb = 9.67 CI = 0.9917 Cf = 1.0000 Allowable Stress, F'c = Fc • Cd * Cp = 1595.7 psi (OK) Allowable Stress, F'b = Fb ' Cd *CI = 1140.5 psi (OK) Combined Bending and Compression . Compression = 34735.0 Ib Compressive Stress, fc = 1176.5 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9250 F'b = fb * Cd *CI= 1139.4 Allowable Stress, F'c = Fc * Cd * Cp = 1595.7 psi (OK) Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 0.5804 + 0.6238 = 1.2041 "NG' Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC106D Load Case: 1 Cd : 0.9 F'b = fb'Cd *CI= 1140.5 Interaction Equation: (fc /F'c) + fb /(F'b(1- (fc /FcE))) < 1.0 Size: 2.50" x 11.81" A = 29.5 sq in. Section = 58.1 cu in. 0.5436 + 0.2888 = 0.8323 (OK) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Member: TC106C Load Case: 1 Cd : 0.9 Shear = 619.0 Ib Shear Stress, fv = 31.4 psi Size: 2.50" x 12.94" A = 32.4 sq in. Section = 69.8 cu in. Allowable Stress, F'v = Fv * Cd = 162.0 psi (OK) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Moment = 20740.0 in -Ib Bending Stress, fb = 356.9 psi Rb = 9.67 CI = 0.9937 Cf = 1.0000 Shear = 226.0 Ib Shear Stress, fv = 10.5 psi Allowable Stress, F'b = Fb * Cd • CI = 894.3 psi (OK) Allowable Stress, F'v = Fv * Cd = 162.0 psi (OK) Page 27 of 38 • t ' Western Wood Strutcures, Inc. - Computer Analysis Systems PO Box 130, 20675 SW 105` Tualatin, OR 97062 -0130 - (503) 692 -6900 or (800) 547 -5411 Fax: (503) 692 -6434 SapStress 2000 - Version 1.0 - Copyright 2000 - All Rights Reserved Tigard Bowl Truss Repairs - Tigard, Oregon - WWS Job # 087004 July 17, 2008 Sapstress Detail Output Compression = 17559.0 Ib Compressive Stress, fc = 594.7 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9436 F'b = fb * Cd * CI = 895.2 Allowable Stress, F'c = Fc * Cd * Cp = 1273.8 psi (OK) Interaction Equation: (fc /F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 0.2290 + 0.2757 = 0.5047 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC106E Load Case: 2 Cd : 1.15 F'b= fb *Cd *CI =894.3 Interaction Equation: (fc /F'c) + fb /(F'b(1- (fc /FcE))) < 1.0 Shear = 1511.0 Ib Shear Stress, fv = 89.0 psi 0.2180 + 0.4222 = 0.6402 (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Member: TC106D Load Case: 2 Cd : 1.15 Moment = 19845.0 in -Ib Bending Stress, fb = 458.7 psi Rb = 8.98 CI = 0.9930 Cf = 1.0000 Shear = 1126.0 Ib Shear Stress, fv = 57.2 psi Allowable Stress, F'b = Fb * Cd * CI = 1141.9 psi (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) • • Compression = 33740.0 Ib Compressive Stress, fc = 1324.4 psi Moment = 39129.0 in -Ib Bending Stress, fb = 673.3 psi (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9250 • Rb = 9.67 CI = 0.9917 Cf = 1.0000 Allowable Stress, F'c = Fc* Cd * Cp = 1595.7 psi (OK) Allowable Stress, F'b = Fb * Cd *CI = 1140.5 psi (OK) Combined Bending and Compression Compression = 38093.0 Ib Compressive Stress, fc = 1290.2 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 6.86 (Le /d)y =9.60 (Controls). Cp = 0.9250 F'b = fb * Cd * CI = 1141.9 Allowable Stress, F'c = Fc * Cd * Cp = 1595.7 psi (OK) Interaction Equation: (fc 1F'c) + fbl(F'b(1- (fc/FcE))) < 1.0 0.6889 + 0.4805 = 1.1694 *NG* Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC106E Load Case: 3 Cd : 1.15 F'b = fb * Cd * CI = 1140.5 Interaction Equation: (fc /F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 Shear = 1731.0 Ib Shear Stress, fv = 101.9 psi 0.6538 + 0.6701 = 1.3239 *NG* Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Member: TC106D Load Case: 3 Cd : 1.15 Moment = 21541.0 in -Ib Bending Stress, fb = 497.9 psi Rb = 8.98 C1= 0.9930 Cf = 1.0000 • Shear = 991.0 Ib Shear Stress, fv = 50.3 psi Allowable Stress, F'b = Fb * Cd * CI = 1141.9 psi (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Compression = 32169.0 Ib Compressive Stress, fc = 1262.8 psi Moment = 39477.0 in -Ib Bending Stress, fb = 679.3 psi (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9250 Rb = 9.67 CI = 0.9917 Cf = 1.0000 Allowable Stress, F'c = Fc* Cd * Cp = 1595.7 psi (OK) Allowable Stress, F'b = Fb * Cd * CI = 1140.5 psi (OK) Combined Bending and Compression Compression = 36210.0 Ib Compressive Stress, fc = 1226.4 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9250 F'b = fb * Cd * CI = 1141.9 • Allowable Stress, F'c = Fc * Cd * Cp = 1595.7 psi (OK) Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 0.6263 + 0.5169 = 1.1431 *NG* Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factorinappropriate! Member: TC107A Load Case: 1 Cd : 0.9 F'b= fb *Cd *CI= 1140.5 Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 Size: 2.50" x 10.19" A = 25.5 sq in. Section = 43.3 cu in. 0.5907 + 0.6716 = 1.2623 *NG* DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi • Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Member: TC106E Load Case: 1 Cd : 0.9 Shear = 162.0 Ib Shear Stress, fv = 9.5 psi Size: 2.50" x 10.19" A = 25.5 sq in. Section = 43.3 cu in. Allowable Stress, F'v = Fv * Cd = 162.0 psi (OK) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Moment = 1536.0 in -Ib Bending Stress, fb = 35.5 psi Rb = 8.98 CI = 0.9947 Cf = 1.0000 Shear = 718.0 Ib Shear Stress, fv = 42.3 psi Allowable Stress, F'b = Fb ' Cd • CI = 895.2 psi (OK) • Allowable Stress, F'v = Fv • Cd = 162.0 psi (OK) Compression = 15587.0 Ib Compressive Stress, fc = 611.9 psi Moment = 9872.0 in -Ib Bending Stress, fb = 228.2 psi . (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9436 Rb = 8.98 CI = 0.9947 Cf = 1.0000 Allowable Stress, F'c = Fc* Cd * Cp = 1273.8 psi (OK) Allowable Stress, F'b = Fb * Cd * CI = 895.2 psi (OK) Combined Bending and Compression Compression = 15530.0 Ib Compressive Stress, fc = 609.6 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9436 F'b = fb * Cd * CI = 895.2 Allowable Stress, F'c = Fc * Cd • Cp = 1273.8 psi (OK) Interaction Equation: (fc /F'c) + fb /(F'b(1- (fc /FcE))) < 1.0 0.2307 + 0.0429 = 0.2736 (OK) Combined Bending and Compression • Page 28 of 38 Western Wood Strutcures, Inc. - Computer Analysis Systems PO Box -130, 20675 SW 105` Tualatin, OR 97062 -0130 - (503) 692 -6900 or (800) 547 -5411 Fax: (503) 692 -6434 SapStress 2000 - Version 1.0 - Copyright 2000 - All Rights Reserved Tigard Bowl Truss Repairs - Tigard, Oregon - WWS Job it 087004 • July 17, 2008 Sapstress Detail Output Member: TC107A Load Case: 2 Cd : 1.15 Moment = 9986.0 in -Ib Bending Stress, fb = 171.8 psi Rb = 9.67 CI = 0.9917 Cf = 1.0000 Shear = 550.0 Ib Shear Stress, fv = 32.4 psi Allowable Stress, F'b = Fb • Cd * CI = 1140.5 psi (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Compression = 38975.0 Ib Compressive Stress, fc = 1320.1 psi Moment = 5462.0 in -Ib Bending Stress, fb = 126.2 psi (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9250 Rb = 8.98 CI = 0.9930. Cf = 1.0000 Allowable Stress, F'c = Fc * Cd * Cp = 1595.7 psi (OK) ' Allowable Stress, F'b = Fb • Cd • CI = 1141.9 psi (OK) Combined Bending and Compression Compression = 33909.0 Ib Compressive Stress, fc = 1331.1 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! • (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9250 F'b = fb * Cd * CI = 1140.5 Allowable Stress, F'c = Fc * Cd • Cp = 1595.7 psi (OK) Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc /FcE))) < 1.0 0.6844 + 0.1716 = 0.8559 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: TC107B Load Case: 3 Cd : 1.15 F'b = fb *Cd *CI= 1141.9 Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 Shear = 1299.0 Ib Shear Stress, fv = 66.0 psi 0.6958 + 0.1324 = 0.8282 (OK) Allowable Stress, F'v = Fv • Cd = 207.0 psi (OK) Member: TC107A Load Case: 3 Cd : 1.15 Moment = 20782.0 in -Ib Bending Stress, fb = 357.6 psi Rb = 9.67 CI = 0.9917, Cf = 1.0000 Shear = 1183.0 Ib Shear Stress, fv = 69.7 psi Allowable Stress, F'b = Fb * Cd * CI = 1140.5 psi (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Compression = 37605.0 Ib Compressive Stress, fc = 1273.7 psi Moment = 13316.0 in -Ib .Bending Stress, fb = 307.8 psi (Le /d)x = 6.86. (Le /d)y =9.60 (Controls) Cp = 0.9250 Rb = 8.98 CI = 0.9930 Cf = 1.0000 Allowable Stress, F'c = Fc * Cd * Cp = 1595.7 psi (OK) Allowable Stress, F'b = Fb * Cd * CI = 1141.9 psi (OK) . • Combined Bending and Compression Compression = 32430.0 Ib Compressive Stress, fc = 1273.0 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! (Le /d)x = 7.95 (Le /d)y =9.60 (Controls) Cp = 0.9250 F'b = fb * Cd *CI= 1140.5 Allowable Stress, F'c = Fc * Cd * Cp = 1595.7 psi (OK) Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 0.6371 + 0.3553 = 0.9924 (OK) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: BC1 Load Case: 1 Cd : 0:9 F'b= fb *Cd *CI= 1141.9 Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc /FcE))) < 1.0 Size: 2.50" x 9.25" A = 23.1 sq in. Section = 35.7 cu in. 0.6365 + 0.3200 = 0.9564 (OK) DF #1 Fb = 1100.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 742.5 psi Ey = 1.7 E06 psi Member: TC107B Load Case: 1 Cd : 0.9 Shear = 964.0 Ib Shear Stress, fv = 62.5 psi Size: 2.50" x 11.81" A = 29.5 sq In. Section = 58.1 cu in. ,Allowable Stress, F'v = Fv • Cd = 162.0 psi (OK) DF #1 Fb = 1000.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 675.0 psi Ey = 1.7 E06 psi Moment = 27401.0 in -Ib Bending Stress, fb = 768.6 psi Rb = 6.98 CI = 0.9966 Cf = 1.0000 Shear = 221.0 Ib Shear Stress, fv = 11.2 psi Allowable Stress, F'b = Fb * Cd *CI = 986.6 psi (OK) Allowable Stress, F'v = Fv * Cd = 162.0 psi (OK) Tension = 16853.0 Ib Tensile Stress, ft = 728.8 psi - Moment = 3065.0 in -Ib Bending Stress, fb = 52.7 psi Allowable Stress, Pt = Ft * Cd = 668.3 psi *NG* Rb = 9.67 CI = 0.9937 Cf = 1.0000 . Allowable Stress, F'b = Fb * Cd * CI = 894.3 psi (OK) Combined Bending and Tension (Tension Side of Beam): Allowable bending F'b = Fb • Cv * Cd = 990.0 psi Compression = 17852.0 Ib Compressive Stress, fc = 604.6 psi Interaction Equation: ft/F't + fb /F'b < 1.0 - (Le /d)x = 6.86 (Le /d)y =9.60 (Controls) Cp = 0.9436 1.0906 + 0.7764 = 1.8669 *NG* Allowable Stress, F'c = Fc * Cd * Cp = 1273.8 psi (OK) Combined Bending and Tension (Compression Side of Beam): Combined Bending and Compression Allowable bending F'b = Fb * CI • Cd = 986.6 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! Interaction Equation: (fb - ft) /F'b < 1.0 F'b = fb * Cd * CI = 894.3 (768.5890 - 728.7784) / 986.5913 = 0.0404 (OK) Interaction Equation: (fc/F'c) + fb/(F'b(1-(fc/FcE))) < 1.0 0.2253 + 0.0625 = 0.2878 (OK) Member: BC1 Load Case: 2 Cd : 1.15 Member: TC107B Load Case: 2 Cd : 1.15 Shear = 1718.0 Ib Shear Stress, fv = 111.4 psi Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Shear = 697.0 Ib Shear Stress, fv = 35.4 psi Allowable Stress, F'v = Fv • Cd = 207.0 psi (OK) Moment = 29509.0 in -Ib Bending Stress, fb = 827.7 psi Rb = 6.98 CI = 0.9955 Cf = 1.0000 • Page29of38 • • Western Wood Strutcures, Inc. - Computer Analysis Systems PO Box 130, 20675 SW 105` Tualatin, OR 97062 -0130 --- (503) 692 -6900 or (800) 547 -5411 Fax: (503) 692 -6434 SapStress 2000 - Version 1.0 - Copyright 2000 - All Rights Reserved Tigard Bowl Truss Repairs - Tigard, Oregon - WWS Job # 087004 • July 17, 2008 • • Sapstress Detail Output Allowable Stress, F'b = Fb * Cd * CI = 1259.3 psi (OK) Combined Bending and Tension (Tension Side of Beam): Allowable bending F'b = Fb * Cv Cd = 1265.0 psi Tension = 36645.0 Ib Tensile Stress, ft = 1584.6 psi Interaction Equation: ft/F't + fb /F'b < 1.0 Allowable Stress, F't = Ft • Cd = 853.9 psi 'NG` 1.8773 + 0.5343 = 2.4116 `NG` Combined Bending and Tension (Tension Side of Beam): Compression side of beam ok (fb < ft) Allowable bending F'b = Fb * Cv * Cd = 1265.0 psi Interaction Equation: ft/F't + fb /F'b < 1.0 Member: BC2 Load Case: 3 Cd : 1.15 1.8558 + 0.6543 = 2.5102 *NG* Shear = 2807.0 Ib Shear Stress, fv = 182.1 psi • Compression side of beam ok (fb < ft) Allowable Stress, F'v = Fv ' Cd = 207.0 psi (OK) Member: BC1 Load Case: 3 Cd : 1.15 Moment = 41884.0 in -Ib Bending Stress, fb = 1174.8 psi Rb = 6.98 CI = 0.9955 Cf = 1.0000 Shear = 1606.0 Ib Shear Stress, fv = 104.2 psi Allowable Stress, F'b = Fb * Cd * CI = .1259.3 psi (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Tension = 30073.0 Ib Tensile Stress, ft = 1300.5 psi Moment = 30979.0 in -Ib Bending Stress, fb = 869.0 psi Allowable.Stress, F't = Ft *Cd = 853.9 psi `NG* Rb = 6.98 CI = 0.9955 Cf = 1.0000 - Allowable Stress, F'b = Fb ' Cd *CI = 1259.3 psi (OK) Combined Bending and Tension (Tension Side of Beam): Allowable bending F'b = Fb `Cv' Cd = 1265.0 psi Tension = 24069.0 Ib Tensile Stress, ft = 1040.8 psi Interaction Equation: ft/F't + fb /F'b < 1.0 Allowable Stress, F't = Ft ` Cd = 853.9 psi `NG` 1.5230 + 0.9287 = 2.4517 `NG` Combined Bending and Tension (Tension Side of Beam): Compression side of beam ok (fb < ft) Allowable bending F'b = Fb *Cv ` Cd = 1265.0 psi Interaction Equation: ft/F't + fb /F'b < 1.0 Member: BC3 Load Case: 1 Cd : 0.9 1.2189 + 0.6869 = 1.9059 *NG* Size: 2.50" x 9.25" A = 23.1 sq in. Section = 35.7 cu in. Compression side of beam ok (fb < ft) DF #1 Fb = 1100.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 742.5 psi Ey = 1.7 E06 psi Member: BC2 Load Case: 1 Cd : 0.9 Shear = 963.0 Ib Shear Stress, fv = 62.5 psi Size: 2.50" x 9.25" A = 23.1 sq in. Section = 35.7 cu in. Allowable Stress, F'v = Fv * Cd = 162.0 psi (OK) DF #1 Fb = 1100.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 742.5 psi Ey = 1.7 E06 psi Moment = 27389.0 in -Ib Bending Stress, fb = 768.3 psi Rb = 6.98 CI = 0.9966 Cf = 1.0000 Shear = 632.0 Ib Shear Stress, fv = 41.0 psi Allowable Stress, F'b = Fb * Cd *CI = 986.6 psi (OK) Allowable Stress, F'v = Fv Cd = 162.0 psi (OK) Tension = 16854.0 Ib Tensile Stress, ft = 728.8 psi Moment = 24040.0 in -Ib Bending Stress, fb = 674.3 psi Allowable Stress, F't = Ft • Cd = 668.3 psi 'NG` Rb = 6.98 CI = 0.9966 Cf = 1.0000 Allowable Stress, F'b = Fb • Cd *CI = 986.6 psi (OK) Combined Bending and Tension (Tension Side of Beam): Allowable bending F'b = Fb * Cv • Cd = 990.0 psi Tension = 16984.0 Ib Tensile Stress, ft = 734.4 psi Interaction Equation: ft/F't + fb /F'b < 1.0 Allowable Stress, Ft = Ft • Cd = 668.3 psi `NG' 1.0906 + 0.7760 = 1.8667 *NG* Combined Bending and Tension (Tension Side of Beam): Combined Bending and Tension (Compression Side of Beam): Allowable bending F'b = Fb * Cv • Cd = 990.0 psi Allowable bending F'b = Fb CI * Cd = 986.6 psi Interaction Equation: ft/F't + fb /F'b < 1.0 Interaction Equation: (fb - ft) /F'b < 1.0 1.0991 + 0.6811 = 1.7802 *NG* (768.2524 - 728.8216) / 986.5913 = 0.0400 (OK) Compression side of beam ok (fb < ft) Member: BC3 Load Case: 2 Cd : 1.15 Member: BC2 Load Case: 2 Cd : 1.15 • Shear = 1717.0 Ib Shear Stress, fv = 111.4 psi Allowable Stress, F'v = Fv • Cd = 207.0 psi (OK) Shear = 645.0 Ib Shear Stress, fv = 41.8 psi Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Moment = 29494.0 in -Ib Bending Stress, fb = 827.3 psi Rb = 6.98 CI = 0.9955 Cf = 1.0000 Moment = 24094.0 in -Ib Bending Stress, fb = 675.8 psi Allowable Stress, F'b = Fb * Cd • CI = 1259.3 psi (OK) Rb = 6.98 CI = 0.9955 Cf = 1.0000 'Allowable Stress, F'b = Fb ' Cd * CI = 1259.3 psi (OK) Tension = 36646.0 Ib Tensile Stress, ft = 1584.7 psi Allowable Stress, F't = Ft * Cd = 853.9 psi `NG` Tension = 37069.0 Ib Tensile Stress, ft = 1603.0 psi Allowable Stress, Ft = Ft *Cd = 853.9 psi *NG* Combined Bending and Tension (Tension Side of Beam): Allowable bending F'b = Fb * Cv' Cd = 1265.0 psi Page 30 of 38 Western Wood Strutcures, Inc. - Computer Analysis Systems PO Box 130, 20675 SW 105' Tualatin, OR 97062 -0130 - (503) 692 -6900 or (800) 547 -5411 Fax: (503) 692 -6434 SapStress 2000 - Version 1.0 - Copyright 2000 - All Rights Reserved Tigard Bowl Truss Repairs - Tigard, Oregon - WWS Job # 087004 July 17, 2008 • Sapstress Detail Output Interaction Equation: ft/F't + fb /F'b < 1.0 1.8559 + 0.6540 = 2.5099 'NG* Compression side of beam ok (fb < ft) Compression side of beam ok (fb < ft) Member: BC101 Load Case: 3 Cd : 1.15 Member: BC3 Load Case: 3 Cd : 1.15 Shear = 1606.0 Ib Shear Stress, fv = 104.2 psi Allowable Stress, F'v = Fv Cd = 207.0 psi (OK) Shear = 1912.0 Ib Shear Stress, fv = 124.0 psi Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Moment = 30979.0 in -Ib Bending Stress, fb = 869.0 psi Rb = 6.98 CI = 0.9955 Cf = 1.0000 Moment = 41877.0 in -Ib Bending Stress, fb = 1174.6 psi Allowable Stress, F'b = Fb ' Cd ' CI = 1259.3 psi (OK) Rb = 6.98 CI = 0.9955 Cf = 1.0000 Allowable Stress, F'b = Fb * Cd * CI = 1259.3 psi (OK) Tension = 24069.0 Ib Tensile Stress, ft = 1040.8 psi Allowable Stress, F't = Ft Cd = 853.9 psi *NG* • Tension = 32752.0 Ib Tensile Stress, ft = 1416.3 psi Allowable Stress, Ft = Ft • Cd = 853.9 psi *NG* Combined Bending and Tension (Tension Side of Beam): Allowable bending F'b = Fb * Cv ' Cd = 1265.0 psi Combined Bending and Tension (Tension Side of Beam): Interaction Equation: ft/F't.+ fb /F'b < 1.0 • Allowable bending F'b = Fb * Cv * Cd = 1265.0 psi 1.2189 + 0.6869 = 1.9059 'NG' Interaction Equation: ft/F't + fb /F'b < 1.0 1.6587 + 0.9286 = 2.5872 *NG' Compression side of beam ok (fb < ft) Compression side of beam ok (fb < ft) Member: BC102 Load Case: 1 Cd : 0.9 Member: BC101 Load Case: 1 Cd : 0.9 Size: 2.50" x 9.25" A = 23.1 sq in. Section = 35.7 cu in. • DF #1 Fb = 1100.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Size: 2.50" x 9.25" A = 23.1 sq in. Section = 35.7 cu in. Fc = 1500.0 psi Ft = 742.5 psi Ey = 1.7 E06 psi DF #1 Fb = 1100.0 psi Fv = 180.0 psi Ex = 1.7•E06 psi Fc = 1500.0 psi Ft = 742.5 psi Ey = 1.7 E06 psi Shear = 632.0 Ib Shear Stress, fv = 41.0 psi Allowable Stress, F'v = Fv Cd = 162.0 psi (OK) Shear = 964.0 Ib Shear Stress, fv = 62.5 psi • Allowable Stress, F'v = Fv * Cd = 162.0 psi (OK) Moment = 24040.0 in -Ib Bending Stress, fb = 674.3 psi Rb = 6.98 CI = 0.9966 Cf = 1.0000 Moment = 27401.0 in -Ib Bending Stress, fb = 768.6 psi Allowable Stress, F'b = Fb * Cd ' CI = 986.6 psi (OK) Rb = 6.98 CI = 0.9966 Cf = 1.0000 Allowable Stress, F'b = Fb * Cd *CI = 986.6 psi (OK) Tension = 16984.0 Ib Tensile Stress, ft = 734.4 psi • Allowable Stress, F't = Ft ' Cd = 668.3 psi 'NG' Tension = 16853.0 Ib Tensile Stress, ft = 728.8 psi Allowable Stress, F't = Ft * Cd = 668.3 psi *NG* Combined Bending and Tension (Tension Side of Beam): Allowable bending F'b = Fb * Cv * Cd = 990.0 psi Combined Bending and Tension (Tension Side of Beam): Interaction Equation: ft/F't + fb /F'b < 1.0 _ Allowable bending F'b = Fb * Cv Cd = 990.0 psi 1.0991 + 0.6811 = 1.7802 *NG* Interaction Equation: ft/F't + fb /F'b < 1.0 1.0906 + 0.7764 = 1.8669 *NG' Compression side of beam ok (fb < ft) Combined Bending and Tension (Compression Side of Beam): Member: BC102 Load Case: 2 Cd : 1.15 Allowable bending F'b = Fb * CI' Cd = 986.6 psi • Interaction Equation: (fb - ft) /F'b < 1.0 Shear = 645.0 Ib Shear Stress, fv = 41.8 psi (768.5890 - 728.7784) / 986.5913 = 0.0404 (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Member: BC101 Load Case: 2 Cd : 1.15 Moment = 24094.0 in -Ib Bending Stress, fb = 675.8 psi • Rb = 6.98 CI = 0.9955 Cf = 1.0000 Shear = 1718.0 Ib Shear Stress, fv = 111.4 psi Allowable Stress, F'b = Fb * Cd ' CI = 1259.3 psi (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi • (OK) Tension = 37069.0 Ib Tensile Stress, ft = 1603.0 psi • Moment = 29509.0 in -Ib Bending Stress, fb = 827.7 psi Allowable Stress, F't = Ft * Cd = 853.9 psi 'NG' Rb = 6.98 CI = 0.9955 Cf = 1.0000 Allowable Stress, F'b = Fb * Cd * CI = 1259.3 psi (OK) Combined Bending and Tension (Tension Side of Beam): Allowable bending F'b = Fb Cv' Cd = 1265.0 psi Tension = 36645.0 Ib Tensile Stress, ft = 1584.6 psi Interaction Equation: ft/F't + fb /F'b < 1.0 Allowable Stress, F't = Ft *Cd = 853.9 psi 'NG' 1.8773 + 0.5343 = 2.4116 *NG' Combined Bending and Tension (Tension Side of Beam): Compression side of beam ok (fb.< ft) Allowable bending F'b = Fb * Cv * Cd = 1265.0 psi Interaction Equation: ft/F't + fb /F'b < 1.0 Member: BC102 Load Case: 3 Cd : 1.15 1.8558 + 0.6543 = 2.5102 *NG* Page 31 of 38 r • Western Wood Strutcures, Inc. - Computer Analysis Systems PO Box 130, 20675 SW 105 Tualatin, OR 97062 -0130 - (503) 692 -6900 or (800) 547 -5411 Fax: (503) 692 -6434 SapStress 2000 - Version 1.0 - Copyright 2000 - All Rights Reserved • Tigard Bowl Truss Repairs - Tigard, Oregon - WWS Job # 087004 July 17, 2008 • Sapstress Detail Output Shear = 2807.0 Ib Shear Stress, fv = 182.1 psi • Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Moment = 41877.0 in -Ib Bending Stress, fb = 1174.6 psi Rb = 6.98 CI = 0.9955 Cf = 1.0000 Moment = 41884.0 in -Ib Bending Stress, fb = 1174.8 psi Allowable Stress, F'b = Fb * Cd * CI = 1259.3 psi (OK) Rb = 6.98 CI = 0.9955 Cf = 1.0000 Allowable Stress, F'b = Fb * Cd • CI = 1259.3 psi (OK) Tension = 32752.0 Ib Tensile Stress, ft = 1416.3 psi Allowable Stress, F't = Ft * Cd = 853.9 psi *NG* Tension = 30073.0 Ib Tensile Stress, ft = 1300.5 psi Allowable Stress, F't = Ft • Cd = 853.9 psi *NG* Combined Bending and Tension (Tension Side of Beam): Allowable bending F'b = Fb * Cv * Cd = 1265.0 psi Combined Bending and Tension (Tension Side of Beam): Interaction Equation: ftIF't + fb /F'b < 1.0 Allowable bending F'b = Fb • Cv * Cd = 1265.0 psi 1.6587 + 0.9286 = 2.5872 *NG* • Interaction Equation: ft/F't + fb /F'b < 1.0 1.5230 + 0.9287 = 2.4517 *NG* Compression side of beam ok (fb < ft) Compression side of beam ok (fb < ft) Member: W1 Load Case: 1 Cd : 0.9 Member: BC103 Load Case: 1 Cd : 0.9 Size: 2.50" x 3.50" A = 8.8 sq in. Section = 5.1 cu in. DF #1 Fb = 1500.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Size: 2.50" x 9.25" A = 23.1 sq in. Section = 35.7 cu in. Fc = 1725.0 psi Ft = 1012.5 psi Ey = 1.7 E06 psi • DF #1 Fb = 1100.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1500.0 psi Ft = 742.5 psi Ey = 1.7 E06 psi Tension = 2557.0 Ib Tensile Stress, ft = 292.2 psi Allowable Stress, F't = Ft * Cd = 911.3 psi (OK) Shear = 963.0 Ib Shear Stress, fv = 62.5 psi Allowable Stress, F'v = Fv • Cd = 162.0 psi (OK) Member: W1 Load Case: 2 Cd : 1.15 Moment = 27389.0 in -Ib Bending Stress, fb = 768.3 psi Rb = 6.98 CI = 0.9966 Cf = 1.0000 Tension = 3888.0 Ib Tensile Stress, ft = 444.3 psi Allowable Stress, F'b = Fb * Cd * CI = 986.6 psi (OK) Allowable Stress, Ft = Ft * Cd = 1164.4 psi (OK) Tension = 16854.0 Ib Tensile Stress, ft = 728.8 psi Allowable Stress, F't = Ft • Cd = 668.3 psi *NG* Member: W1 Load Case: 3 Cd : 1.15 Combined Bending and Tension (Tension Side of Beam): Tension = 3845:0 Ib Tensile Stress, ft = 439.4 psi Allowable bending F'b = Fb * Cv * Cd = 990.0 psi Allowable Stress, Ft = Ft • Cd = 1164.4 psi (OK) Interaction Equation: ft/F't + fb /F'b < 1.0 1.0906 + 0.7760 = 1.8667 *NG* Member: W2 Load Case: 1 Cd : 0.9 Combined Bending and Tension (Compression Side of Beam): Allowable bending F'b = Fb * CI * Cd = 986.6 psi Size: 2.50" x 3.50" A = 8.8 sq in. Section = 5.1 cu in. Interaction Equation: (fb - ft) /F'b < 1.0 DF #1 Fb = 1500.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi (768.2524 - 728.8216) / 986.5913 = 0.0400 (OK) Fc = 1725.0 psi Ft = 1012.5 psi Ey = 1.7 E06 psi Member: BC103 Load Case: 2 Cd : 1.15 Shear = 6.0 Ib Shear Stress, fv = 1.0 psi Allowable Stress, F'v = Fv * Cd = 162.0 psi (OK) Shear = 1717.0 Ib Shear Stress, fv = 111.4 psi - Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Moment = 137.0 in -Ib Bending Stress, fb = 26.8 psi Rb = 9.82 CI = 0.9897 Cf = 1.5000 Moment = 29494.0 in -Ib Bending Stress, fb = 827.3 psi Allowable Stress, F'b = Fb • Cd * CI = 1336.0 psi (OK) Rb = 6.98 CI = 0.9955 Cf = 1.0000 Allowable Stress, F'b = Fb * Cd * CI = 1259.3 psi (OK) Compression = 1219.0 Ib Compressive Stress, fc = 139.3 psi • (Le /d)x = 26.71 (Le /d)y =37.40 (Controls) Cp = 0.2222 Tension = 36646.0 Ib Tensile Stress, ft = 1584.7 psi Allowable Stress, F'c = Fc • Cd * Cp = 344.9 psi (OK) Allowable Stress, F't = Ft * Cd = 853.9 psi *NG* Combined Bending and Compression Combined Bending and Tension (Tension Side of Beam): fc is larger than F'b(1 - Cf)...size factor inappropriate! Allowable bending F'b = Fb * Cv * Cd = 1265.0 psi F'b = fb * Cd • CI = 1336.0 Interaction Equation: ft/F't + fb /F'b < 1.0 Interaction Equation: (fc/F'c)Z + fb /(F'b(1- (fc /FcE))) < 1.0 1.8559 + 0.6540 = 2.5099 *NG* 0.1631 + 0.0250 = 0.1881 (OK) Compression side of beam ok (fb < ft) Member: W2 Load Case: 2 Cd : 1.15 Member: BC103 Load Case: 3 Cd : 1.15 Shear = 6.0 Ib Shear Stress, fv ,= 1.0 psi Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Shear = 1912.0 Ib Shear Stress, fv = 124.0 psi • Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Moment = 137.0 in -Ib Bending Stress, fb = 26.8 psi • Page 32 of 38 • • Western Wood Strutcures, Inc. - Computer Analysis Systems PO Box 130, 20675 SW 105 Tualatin, OR 97062 -0130 -- (503) 692 -6900 or (800) 547 -5411 Fax: (503) 692 -6434 SapStress 2000 - Version 1.0 - Copyright 2000 - All Rights Reserved Tigard Bowl Truss Repairs - Tigard, Oregon - WWS Job # 087004 July 17, 2008 Sapstress Detail Output • Rb = 9.82 CI = 0.9861 Cf = 1.5000 Allowable Stress, F'b = Fb * Cd * CI = 1701.0 psi (OK) Combined Bending and Tension (Tension Side of Beam): Allowable bending F'b = Fb • Cv • Cd = 2587.5 psi Compression = 3667.0 Ib Compressive Stress, fc = 419.1 psi Interaction Equation: ft/F't + fb /F'b < 1.0 (Le /d)x = 26.71 (Le /d)y =37.40 (Controls) Cp = 0.1763 0.3188 + 0.0111 = 0.3299 (OK) Allowable Stress, F'c = Fc * Cd * Cp = 349.7 psi 'NG' Compression side of beam ok (fb < ft) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: W3 Load Case: 3 Cd : 1.15 F'b =fb *Cd *CI= 1701.0 Interaction Equation: (fc/F'c) + fbl(F'b(1- (fc/FcE))) < 1.0 Shear = 6.0 Ib Shear Stress, fv = 1.0 psi 1.4364 + 0.0381 = 1.4745 *NG* Allowable Stress, F'v = Fv • Cd = 207.0 psi (OK) Member: W2 Load Case: 3 Cd : 1.15 Moment = 147.0 in -Ib Bending Stress, fb = 28.8 psi Rb = 10.08 CI = 0.9851 Cf = 1.5000 Shear = 6.0 Ib Shear Stress, fv = 1.0 psi Allowable Stress, F'b = Fb * Cd * CI = 1699.4 psi (OK) • Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Tension = 4341.0 Ib Tensile Stress, ft = 496.1 psi • Moment = 137.0 in -Ib Bending Stress, fb = 26.8 psi Allowable Stress, Ft = Ft Cd = 1164.4 psi (OK) Rb = 9.82 CI = 0.9861 Cf = 1.5000 Allowable Stress, F'b = Fb * Cd • CI = 1701.0 psi (OK) Combined Bending and Tension (Tension Side of Beam): Allowable bending F'b = Fb • Cv • Cd = 2587.5 psi Compression = 3193.0 Ib Compressive Stress, fc = 364.9 psi Interaction Equation: ft/F't + fb /F'b < 1.0 (Le /d)x = 26.71 (Le /d)y =37.40 (Controls) Cp = 0.1763 0.4261 + 0.0111 = 0.4372 (OK) Allowable Stress, F'c = Fc * Cd * Cp = 349.7 psi (ok) Compression side of beam ok (fb < ft) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: W4 Load Case: 1 Cd : 0.9 • F'b= fb *Cd *C1= 1701.0 Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 Size: 2.50" x 3.50" A = 8.8 sq in. Section = 5.1 cu in. 1.0890 + 0.0322 = 1.1213 'NG* DF #1 Fb = 1500.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1725.0 psi Ft = 1012.5 psi Ey = 1.7 E06 psi Member: W3 Load Case: 1 Cd : 0.9 Tension = 1100.0 Ib Tensile Stress, ft = 125.7 psi Size: 2.50" x 3.50" A = 8.8 sq in. Section = 5.1 cu in. Allowable Stress, F't = Ft * Cd = 911.3 psi (OK) DF #1 Fb = 1500.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1725.0 psi Ft = 1012.5 psi Ey = 1.7 E06 psi Member: W4 Load Case: 2 Cd : 1.15 Shear = 6.0 Ib Shear Stress, fv = 1.0 psi Allowable Stress, F'v = Fv * Cd = 162.0 psi (OK) Tension = 921.0 Ib Tensile Stress, ft = 105.3 psi Allowable Stress, F't = Ft * Cd = 1164.4 psi (OK) Moment = 147.0 in -Ib Bending Stress, fb = 28.8 psi • Rb = 10.08 CI = 0.9890 Cf = 1.5000 Allowable Stress, F'b = Fb * Cd * CI = 1335.1 psi (OK) Member: W4 Load Case: 3 Cd : 1.15 Tension = 2040.0 Ib Tensile Stress, ft = 233.1 psi Tension = 2065.0 Ib Tensile Stress, ft = 236.0 psi Allowable Stress, F't = Ft • Cd = 911.3 psi (OK) • Allowable Stress, F't = Ft * Cd = 1164.4 psi (OK) Combined Bending and Tension (Tension Side of Beam): Allowable bending F'b = Fb * Cv * Cd = 2025.0 psi Member: W5 Load Case: 1 Cd : 0.9 Interaction Equation: ft/F't + fb /F'b < 1.0 0.2558 + 0.0142 = 0.2701 (OK) Size: 2.50" x 3.50" A = 8.8 sq in. Section = 5.1 cu in. DF #1 Fb = 1500.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi • Compression side of beam ok (fb < ft) Fc = 1725.0 psi Ft = 1012.5 psi Ey = 1.7 E06 psi Member: W3 Load Case: 2 Cd : 1.15 Shear = 6.0 Ib Shear Stress, fv = 1.0 psi Allowable Stress, F'v = Fv * Cd = 162.0 psi (OK) Shear = 6.0 Ib Shear Stress, fv = 1.0 psi Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Moment = 204.0 in -Ib Bending Stress, fb = 40.0 psi • Rb = 11.62 CI = 0.9844 Cf = 1.5000 • Moment = 147.0 in -Ib Bending Stress, fb = 28.8 psi Allowable Stress, F'b = Fb * Cd • CI = 1328.9 psi (OK) Rb = 10.08 CI = 0.9851 Cf = 1.5000 Allowable Stress, F'b = Fb • Cd "CI = 1699.4 psi (OK) Tension = 743.0 Ib Tensile Stress, ft = 84.9 psi Allowable Stress, F't = Ft * Cd = 911.3 psi (OK) Tension = 3248.0 Ib Tensile Stress, ft = 371.2 psi Allowable Stress, F't = Ft Cd = 1164.4 psi (OK) Combined Bending and Tension (Tension Side of Beam): • Page 33 of 38 Western Wood Strutcures, Inc. Computer Analysis Systems • PO Box 130, 20675 SW 105 Tualatin, OR 97062 - 0130 -- (503) 692 -6900 or (800) 547 -5411 Fax: (503) 692 -6434 • SapStress 2000 - Version 1.0.- Copyright 2000 - All Rights Reserved Tigard Bowl Truss Repairs - Tigard, Oregon - WWS Job # 087004 July 17, 2008 . Sapstress Detail Output • Allowable bending F'b = Fb • Cv * Cd = 2025.0 psi Interaction Equation: ft/F't + fb /F'b < 1.0 Interaction Equation: ft/F't + fb /F'b < 1.0 0.1569 + 0.0200 = 0.1769 (OK) 0.0932 + 0.0197 = 0.1129 (OK) Compression side of beam ok (fb < ft) Compression side of beam ok (fb < ft) Member: W6 Load Case: 2 Cd : 1.15 Member: W5 Load Case: 2 Cd : 1.15 Shear = 6.0 Ib Shear Stress, fv = 1.0 psi Shear = 6.0 Ib Shear Stress, fv = 1.0 psi Allowable Stress, F'v = Fv * Cd .= 207.0 psi (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Moment = 207.0 in -Ib Bending Stress, fb = 40.6 psi Moment = 204.0 in -Ib Bending Stress, fb = 40.0 psi Rb = 11.71 CI = 0.9780 Cf = 1.5000 Rb = 11.62 CI = 0.9784 Cf = 1.5000 Allowable Stress, F'b = Fb * Cd *CI = 1687.0 psi (OK) Allowable Stress, F'b = Fb * Cd * CI = 1687.8 psi (OK) Tension = 1746.0 Ib Tensile Stress, ft = 199.5 psi Tension = 140.0 Ib Tensile Stress, ft = 16.0 psi • Allowable Stress, Ft = Ft * Cd = 1164.4 psi (OK) Allowable Stress, F't = Ft * Cd = 1164.4 psi (OK) Combined Bending and Tension (Tension Side of Beam): Combined Bending and Tension (Tension Side of Beam): Allowable bending F'b = Fb * Cv * Cd = 2587.5 psi Allowable bending F'b = Fb * Cv * Cd = 2587.5 psi Interaction Equation: ft/F't + fb /F'b < 1.0 Interaction Equation: ft/F't + fb /F'b < 1.0 0.1714 + 0.0157 = 0.1870 (OK) 0.0137 + 0.0154 = 0.0292 (OK) Compression side of beam ok (fb < ft) Combined Bending and Tension (Compression Side of Beam): Allowable bending F'b = Fb * CI * Cd = 1687.8 psi Member: W6 Load Case: .3 Cd : 1.15 Interaction Equation: (fb - ft) /F'b < 1.0 (39.9673 - 16.0000) / 1687.7672 = 0.0142 (OK) Shear = 6.0 Ib Shear Stress, fv = 1.0 psi Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Member: W5 Load Case: 3 Cd : 1.15 Moment = 207.0 in -Ib Bending Stress, fb = 40.6 psi Shear = 6.0 Ib Shear Stress, fv = 1.0 psi Rb = 11.71 CI = 0.9780 Cf = 1.5000 Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Allowable Stress, F'b = Fb * Cd * CI = 1687.0 psi (OK) Moment = 204.0 in -Ib Bending Stress, fb = 40.0 psi Tension = 5569.0 Ib Tensile Stress, ft = 636.5 psi Rb = 11.62 CI = 0.9784 Cf = 1.5000 Allowable Stress, F't = Ft * Cd = 1164.4 psi (OK) Allowable Stress, F'b = Fb * Cd * CI = 1687.8 psi (OK) • Combined Bending and Tension (Tension Side of Beam): • Compression = 2579.0 Ib Compressive Stress, fc = 294.7 psi Allowable bending F'b = Fb * Cv * Cd = 2587.5 psi (Le /d)x = 37.45 (Le /d)y =52.43 (Controls) Cp = 0.1763 Interaction Equation: ft/F't + fb /F'b < 1.0 Allowable Stress, F'c = Fc * Cd * Cp = 0.1 psi *NG* 0.5466 + 0.0157 = 0.5623 (OK) Combined Bending and Compression Compression side of beam ok (fb < ft) • • fc is larger than F'b(1 - Cf)...size factor inappropriate! • F'b = fb * Cd • CI = 1687.8 Member: W7 Load Case: 1 Cd : 0.9 Interaction Equation: (fc /F'c) + fb /(F'b(1- (fc/FcE))) < 1.0 8687335.1837 + 0.1250 = Size: 2.50" x 3.50" A = 8.8 sq in Section = 5.1 cu in. 8687335.3087 *NG* DF #1 Fb = 1500.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1725.0 psi Ft = 1012.5 psi Ey = 1.7 E06 psi Member: W6 Load Case: 1 Cd : 0.9 Tension = 1045.0 Ib Tensile Stress, ft = 119.4 psi Size: 2.50" x 3.50" A = 8.8 sq in. Section = 5.1 cu in. Allowable Stress; Ft = Ft * Cd = 911.3 psi (OK) DF #1 Fb = 1500.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1725.0 psi Ft = 1012.5 p'si Ey = 1.7 E06 psi Member: W7 Load Case: 2 Cd : 1.15 Shear = 6.0 Ib Shear Stress, fv = 1.0 psi Allowable Stress, F'v = Fv * Cd = 162.0 psi (OK) Tension = 758.0 Ib Tensile Stress, ft = 86.6 psi Allowable Stress, F't = Ft * Cd = 1164.4 psi (OK) Moment = 207.0 in -Ib Bending Stress, fb = 40.6 psi Rb =11.71 CI= 0.9841 Cf= 1.5000 Allowable Stress, F'b = Fb * Cd * CI = 1328.5 psi (OK) Member: W7 Load Case: 3 Cd : 1.15 Tension = 1251.0 Ib Tensile Stress, ft = 143.0 psi Tension = 2560.0 Ib Tensile Stress, ft = 292.6 psi Allowable Stress, F't = Ft * Cd = 911.3 psi (OK) Allowable Stress, Ft = Ft * Cd = 1164.4 psi (OK) Combined Bending and Tension (Tension Side of Beam): Allowable bending F'b = Fb * Cv * Cd = 2025.0 psi Member: W8 • Load Case: 1 Cd : 0.9 - Page 34 of 38 Western Wood Strutcures, Inc. - Computer Analysis Systems PO Box 130, 20675•SW 105 Tualatin, OR 97062 -0130 -- (503) 692 -6900 or (800) 547 -5411 Fax: (503) 692 -6434 SapStress 2000 - Version 1.0 - Copyright 2000 - All Rights Reserved Tigard Bowl Truss Repairs - Tigard, Oregon - WWS Job II 087004 • July 17, 2008 • Sapstress Detail Output Shear = 9.0 Ib Shear Stress, fv = 1.1 psi Size: 3.50" x 3.50" A = 12.3 sq in. Section = 7.1 cu in. Allowable Stress, F'v = Fv * Cd = 162.0 psi (OK) DF #1 Fb = 1500.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1725.0 psi Ft = 1012.5 psi Ey = 1.7 E06 psi Moment = 311.0 in -Ib Bending Stress, fb = 43.5 psi Rb = 0.00 CI = 1.0000 Cf = 1.5000 Shear = 9.0 Ib Shear Stress, fv = 1.1 psi Allowable Stress, F'b = Fb * Cd *CI = 1350.0 psi (OK) Allowable Stress, F'v = Fv • Cd = 162.0 psi (OK) Tension = 752.0 Ib Tensile Stress, ft = 61.4 psi Moment = 311.0 in -Ib 'Bending Stress, fb = 43.5 psi Allowable Stress, F't = Ft ` Cd = 911.3 psi (OK) Rb = 0.00 CI = 1.0000 Cf = 1.5000 Allowable Stress, F'b = Fb • Cd *CI = 1350.0 psi (OK) Combined Bending and Tension (Tension Side of Beam): Allowable bending F'b = Fb' Cv ` Cd 2025.0 psi Tension = 752.0 Ib Tensile Stress, ft = 61.4 psi Interaction Equation: ft/F't + fb /F'b < 1.0 Allowable Stress, Ft = Ft * Cd = 911.3 psi (OK) 0.0674 + 0.0215 = 0.0889 (OK) • Combined Bending and Tension (Tension Side of Beam): •Compression side of beam ok (fb < ft) Allowable bending F'b = Fb * Cv * Cd = 2025.0 psi Interaction Equation: ft/F't + fb /F'b < 1.0 Member: W9 Load Case: 2 Cd : 1.15 0.0674 + 0.0215 = 0.0889 (OK) Shear = 9.0 Ib Shear Stress, fv = 1.1 psi Compression side of beam ok (fb < ft) Allowable Stress, F'v = Fv • Cd = 207.0 psi (OK) • Member: W8 Load Case: 2 Cd : 1.15 Moment = 311.0 in -Ib Bending Stress, fb = 43.5 psi R = 0.00 CI = 1 Cf = 1.5000 Shear = 9.0 Ib Shear Stress, fv = 1.1 psi Allowable Stress, F'b = Fb ` Cd *CI = 1725.0 psi (OK) Allowable Stress, F'v = Fv ` Cd = 207.0 psi (OK) • Tension = 630.0 Ib Tensile Stress, ft = 51.4 psi Moment = 311.0 in -Ib Bending Stress, fb = 43.5 psi Allowable Stress, Ft = Ft' Cd = 1164.4 psi (OK) Rb = 0.00 CI = 1.0000 Cf = 1.5000 Allowable Stress, F'b = Fb ` Cd *CI = 1725.0 psi (OK) Combined Bending and Tension (Tension Side of Beam): Allowable bending F'b = Fb ` Cv ` Cd = 2587.5 psi Tension = 629.0 Ib Tensile Stress, ft = 51.3 psi Interaction Equation: ft/F't + fb /F'b < 1.0 Allowable Stress, F't = Ft ` Cd = 1164.4 psi (OK) 0.0442 + 0.0168 = 0.0610 (OK) Combined Bending and Tension (Tension Side of Beam): Compression side of beam ok (fb < ft) Allowable bending F'b = Fb • Cv * Cd = 2587.5 psi Interaction Equation: ft/F't + fb /F'b < 1.0 Member: W9 Load Case: 3 Cd : 1.15 . 0.0441 + 0.0168 = 0.0609 (OK) Shear = 9.0 Ib Shear Stress, fv = 1.1 psi Compression side of beam ok (fb < ft) Allowable Stress, F'v = Fv • Cd = 207.0 psi (OK) Member: W8 Load Case: 3 Cd : 1.15 Moment = 311.0 in -Ib Bending Stress, fb = 43.5 psi Rb = 0.00 CI = 1.0000 Cf = 1.5000 Shear = 9.0 Ib Shear Stress, fv = 1.1 psi Allowable Stress, F'b = Fb * Cd ` CI = 1725,0 psi (OK) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Tension = 7814.0 Ib Tensile Stress, ft = 637.9 psi Moment = 311.0 in -Ib Bending Stress, fb = 43.5 psi Allowable Stress, F't = Ft * Cd = 1164.4 psi (OK) Rb = 0.00 CI = 1.0000 Cf = 1.5000 • Allowable Stress, F'b = Fb ' Cd * CI = 1725.0 psi (OK) Combined Bending and Tension (Tension Side of Beam): Allowable bending F'b = Fb * Cv * Cd = 2587.5 psi Compression = 5476.0 Ib Compressive Stress, fc = 447.0 psi Interaction Equation: ft/F't + fb /F'b < 1.0 (Le /d)x = 41.06 (Controls) (Le /d)y =41.06 Cp = 0.1474 0.5478 + 0.0168 = 0.5646 (OK) Allowable Stress, F'c = Fc ` Cd ` Cp = 292.4 psi *NG* Compression side of beam ok (fb < ft) Combined Bending and Compression fc is larger than F'b(1 - Cf)...size factor inappropriate! Member: W10 Load Case: 1 Cd : 0.9 F'b= fb` Cd`CI= 1725.0 fc > FcE Size: 2.50" x 3.50" A = 8.8 sq in. Section = 5.1 cu in. 447.0204 > 302.5090 `NG` DF #1 Fb = 1500.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1725.0 psi Ft = 1012.5 psi Ey = 1.7 E06 psi Member: W9 Load Case: 1 Cd : 0.9 Tension = 1045.0 lb Tensile Stress, ft = 119.4 psi Size: 3.50" x 3.50" A = 12.3 sq in. Section = 7.1 cu in. Allowable Stress, F't = Ft Cd = 911.3 psi (OK) DF #1 Fb = 1500.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1725.0 psi Ft = 1012.5 psi Ey = 1.7 E06 psi Member: W10 Load Case: 2 Cd : 1.15 • Page 35 of 38 Western Wood Strutcures, Inc. - Computer Analysis Systems PO Box 130, 20675 SW 105 Tualatin, OR 97062 -0130 -- (503) 692 -6900 or (800) 547 -5411 Fax: (503) 692 -6434 • SapStress 2000 - Version 1.0 - Copyright 2000 - All Rights Reserved s. Tigard Bowl Truss Repairs - Tigard, Oregon - WWS Job # 087004 July 17, 2008 Sapstress Detail Output Combined Bending and Compression Tension = 758.0 Ib Tensile Stress, ft = 86.6 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! Allowable Stress, Ft = Ft * Cd = 1164.4 psi (OK) F'b = fb * Cd * CI = 1687.0 fc > FcE 573.3714 > 352.9948 *NG* Member: W10 Load Case: 3 Cd : 1.15 Member: W12 Load Case: 1 Cd : 0.9 Tension = 249.0 Ib Tensile Stress, ft = 28.5 psi Allowable Stress, Ft = Ft * Cd = 1164.4 psi (OK) Size: 2.50" x 3.50" A = 8.8 sq in. Section = 5.1 cu in. DF #1 Fb = 1500.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1725.0 psi Ft = 1012.5 psi Ey = 1.7 E06 psi Member: W11 Load Case: 1 Cd : 0.9 • Shear = 6.0 Ib Shear Stress, fv = 1.0 psi Size: 2.50" x 3.50" A = 8.8 sq in. Section = 5.1 cu in. Allowable Stress, F'v = Fv * Cd = 162.0 psi (OK) DF #1 Fb = 1500.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1725.0 psi Ft = 1012.5 psi Ey = 1.7 E06 psi Moment = 204.0 in -Ib Bending Stress, fb = 40.0 psi Rb = 11.62 CI = 0.9844 Cf = 1.5000 Shear = 6.0 Ib Shear Stress, fv = 1.0 psi Allowable Stress, F'b = Fb * Cd * CI = 1328.9 psi (OK) • Allowable Stress, F'v = Fv * Cd = 162.0 psi • (OK) Tension = 744.0 Ib Tensile Stress, ft = 85.0 psi Moment = 207.0 in -Ib Bending Stress, fb = 40.6 psi Allowable Stress, F't = Ft * Cd = 911.3 psi (OK) Rb = 11.71 CI = 0.9841 Cf = 1.5000 Allowable Stress, F'b = Fb * Cd • CI = 1328.5 psi (OK) Combined Bending and Tension (Tension Side of Beam): Allowable bending F'b = Fb • Cv * Cd = 2025.0 psi Tension = 1251.0 Ib Tensile Stress, ft = 143.0 psi Interaction Equation: ft/F't + fb /F'b < 1.0 Allowable Stress, F't = Ft * Cd = 911.3 psi (OK) 0.0933 + 0.0197 = 0.1130 (OK) Combined Bending and Tension (Tension Side of Beam): Compression side of beam ok (fb < ft) Allowable bending F'b = Fb * Cv • Cd = 2025.0 psi Interaction Equation: ft/F't + fb /F'b < 1.0 Member: W12 Load Case: 2 Cd : 1.15 0.1569 + 0.0200 = 0.1769 (OK) Shear = 6.0 Ib Shear Stress, fv = 1.0 psi Compression side of beam ok (fb < ft) Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Member: W11 Load Case: 2 Cd : 1.15 Moment = 204.0 in -Ib Bending Stress, fb = 40.0 psi Rb = 11.62 CI = 0.9784 Cf = 1.5000 Shear = 6.0 Ib Shear Stress, fv = 1.0 psi Allowable Stress, F'b = Fb * Cd" CI = 1687.8 psi (OK) Allowable Stress, F'v = Fv *.Cd = 207.0 psi (OK) Tension = 141.0 Ib Tensile Stress, ft = 16.1 psi Moment = 207.0 in -Ib Bending Stress, fb = 40.6 psi Allowable Stress, F't= Ft • Cd = 1164.4 psi (OK) Rb = 11.71 CI = 0.9780 Cf = 1.5000 Allowable Stress, F'b = Fb * Cd * CI = 1687.0 psi (OK) Combined Bending and Tension (Tension Side of Beam): Allowable bending F'b = Fb • Cv * Cd = 2587.5 psi Tension = 1746.0 Ib Tensile Stress, ft = 199.5 psi Interaction Equation: ft/F't + fb /F'b < 1.0 Allowable Stress, Ft = Ft * Cd = 1164.4 psi (OK) 0.0138 + 0.0154 = 0.0293 (OK) Combined Bending and Tension (Tension Side of Beam): Combined Bending and Tension (Compression Side of Beam): Allowable bending F'b = Fb * Cv * Cd = 2587.5 psi Allowable bending F'b = Fb * CI * Cd = 1687.8 psi Interaction Equation: ft/F't + fb /F'b < 1.0 Interaction Equation: (fb - ft)/F'b < 1.0 0.1714 + 0.0157 = 0.1870 (OK) (39.9673 - 16.1143) / 1687.7672 = 0.0141 (OK) Compression side of beam ok (fb < ft) Member: W12 Load Case: 3 Cd : 1.15 • Member: W11 Load Case: 3 Cd : 1.15 Shear = 6.0 Ib Shear Stress, fv = 1.0 psi Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Shear = 6.0 Ib Shear Stress, fv = 1.0 psi Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Moment = 204.0 in -Ib Bending Stress, fb = 40.0 psi . Rb = 11.62 CI = 0.9784 Cf = 1.5000 Moment = 207.0 in -Ib Bending Stress, fb = 40.6 psi Allowable Stress, F'b = Fb * Cd *CI = 1687.8 psi (OK) Rb = 11.71 CI = 0.9780 Cf = 1.5000 Allowable Stress, F'b = Fb * Cd * CI = 1687.0 psi (OK) Tension = 6489.0 Ib Tensile Stress, ft = 741.6 psi Allowable Stress, Ft = Ft * Cd = 1164.4 psi (OK) Compression = 5017.0 Ib Compressive Stress, fc = 573.4 psi (Le /d)x = 38.01 (Le /d)y =53.21 (Controls) Cp = 0.1474 Combined Bending and Tension (Tension Side of Beam): Allowable Stress, F'c = Fc * Cd * Cp = 0.1 psi *NG* Allowable bending F'b = Fb • Cv * Cd = 2587.5 psi Interaction Equation: ft/F't + fb /F'b < 1.0 Page 36 of 38 Western Wood Strutcures, Inc. - Computer Analysis Systems PO Box 130, 20675 SW 105 Tualatin, OR 97062 -0130 - (503) 692 -6900 or (800) 547 -5411 Fax: (503) 692 -6434 SapStress 2000 - Version 1.0 - Copyright 2000 - All Rights Reserved Tigard Bowl Truss Repairs - Tigard, Oregon - WWS Job # 087004 July 17, 2008 Sapstress Detail Output 0.6369 + 0.0154 = 0.6524 (OK) Compression side of beam ok (fb < ft) Compression side of beam ok (fb < ft) • Member: W14 Load Case: 3 Cd : 1.15 Member: W13 Load Case: 1 Cd : 0.9 Shear = 6.0 Ib Shear Stress, fv = 1.0 psi Size: 2.50" x 3.50" A = 8.8 sq in. Section = 5.1 cu in. Allowable Stress, F'v = Fv • Cd = 207.0 psi (OK) DF #1 Fb = 1500.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1725.0 psi Ft = 1012.5 psi Ey = 1.7 E06 psi Moment = 147.0 in -Ib Bending Stress, fb = 28.8 psi Rb = 10.08 CI = 0.9851 Cf = 1.5000 Tension = 1100.0 Ib Tensile Stress, ft = 125.7 psi Allowable Stress, F'b = Fb • Cd • CI = 1699.4 psi (OK) Allowable Stress, F't = Ft • Cd = 911.3 psi (OK) Compression = 1956.0 Ib Compressive Stress, fc = 223.5 psi (Le /d)x = 28.16 (Le /d)y =39.42 (Controls) Cp = 0.1594 Member: W13 Load Case: 2 Cd : 1.15 Allowable Stress, F'c = Fc • Cd • Cp = 316.2 psi (OK) - Tension = 921.0 Ib Tensile Stress, ft = 105.3 psi Combined Bending and Compression • Allowable Stress, F't = Ft • Cd = 1164.4 psi (OK) - fc is larger than F'b(1 - Cf)...size factor inappropriate! F'b = fb • Cd • CI = 1699.4 • Interaction Equation: (fc/F'c) +fb /(F'b(1- (fc/FcE))) < 1.0 Member: W13 Load Case: 3 Cd : 1.15 0.4997 + 0.0260 = 0.5256 -(OK) Compression = 465.0 Ib Compressive Stress, fc = 53.1 psi Member: W15 Load Case: 1 Cd : 0.9 (Le /d)x = 26.95 (Le /d)y =37.73 (Controls) Cp = 0.1733 • Allowable Stress, F'c = Fc • Cd • Cp = 343.9 psi (OK) Size: 2.50" x 3.50" A = 8.8 sq in. Section = 5.1 cu in. DF #1 Fb = 1500.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1725.0 psi Ft = 1012.5 psi Ey = 1.7 E06 psi Member: W14 Load Case: 1 Cd : 0.9 • Shear = 6.0 Ib Shear Stress, fv = 1.0 psi Size: 2.50" x 3.50" A = 8.8 sq in. Section = 5.1 cu in. Allowable Stress, F'v = Fv • Cd = 162.0 psi (OK) DF #1 Fb = 1500.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1725.0 psi Ft = 1012.5 psi Ey = 1.7 E06 psi Moment = 137.0 in -Ib Bending Stress, fb = 26.8 psi • Rb = 9.82 CI = 0.9897 Cf = 1.5000 • Shear = 6.0 Shear Stress, fv = 1.0 psi Allowable Stress, F'b = Fb • Cd • CI = 1336.0 psi (OK) Allowable Stress, F'v = Fv • Cd = 162.0 psi (OK) Compression = 1218.0 Ib Compressive Stress, fc = 139.2 psi Moment = 147.0 in -Ib Bending Stress, fb = 28.8 psi (Le /d)x = 26.71 (Le /d)y =37.40 (Controls) Cp = 0.2222 Rb = 10.08 CI = 0.9890 Cf = 1.5000 Allowable. Stress, F'c = Fc • Cd • Cp = 344.9 psi (OK) Allowable Stress, F'b = Fb • Cd • CI = 1335.1 psi (OK) Combined Bending and Compression Tension = 2041.0 Ib Tensile Stress, ft = 233.3 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! Allowable Stress, F't = Ft • Cd = 911.3 psi (OK) F'b = fb • Cd • CI = 1336.0 • • Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc /FcE))) < 1.0 Combined Bending and Tension (Tension Side of Beam): 0.1629 + 0.0249 = 0.1878 (OK) Allowable bending F'b = Fb • Cv • Cd = 2025.0 psi Interaction Equation: ft/F't + fb/F'b < 1.0 Member: W15 Load Case: 2 Cd : 1.15 0.2560 + 0.0142 = 0.2702 (OK) Shear = 6.0 Ib Shear Stress, fv = 1.0 psi Compression side of beam ok (fb < ft) Allowable Stress, F'v = Fv *•Cd = 207.0 psi (OK) Member: W14 Load Case: 2 Cd : 1.15 Moment = 137.0 in -Ib Bending Stress, fb = 26.8 psi Rb = 9.82 CI = 0.9861 Cf = 1.5000 - Shear = 6.0 Ib Shear Stress, fv = 1.0 psi Allowable Stress, F'b = Fb • Cd • CI = 1701.0 psi (OK) Allowable Stress, F'v = Fv • Cd = 207.0 psi (OK) Compression = 3666.0 Ib Compressive Stress, fc = 419.0 psi Moment = 147.0 in -Ib Bending Stress, fb = 28.8 psi (Le /d)x = 26.71 (Le /d)y =37.40 (Controls) Cp = 0.1763 Rb = 10.08 CI = 0.9851 Cf = 1.5000 Allowable Stress, F'c = Fc • Cd • Cp = 349.7 psi •NG• Allowable Stress, F'b = Fb • Cd • CI = 1699.4 psi (OK) Combined Bending and Compression Tension = 3249.0 lb Tensile Stress, ft = 371.3 psi fc is larger than F'b(1 - Cf)...size factor inappropriate! Allowable Stress, F't = Ft • Cd = 1164.4 psi (OK) F'b = fb • Cd • CI = 1701.0 Interaction Equation: (fc/F'c) + fb /(F'b(1- (fc /FcE))) < 1.0 • Combined Bending and Tension (Tension Side of Beam): 1.4356 + 0.0381 = 1.4737 •NG• Allowable bending F'b = Fb • Cv • Cd = 2587.5 psi Interaction Equation: ft/F't + fb /F'b < 1.0 Member: W15 Load Case: 3 Cd : 1.15 0.3189 + 0.0111 = 0.3300 (OK) • Page 37 of 38 Western Wood Strutcures, Inc. - Computer Analysis Systems PO Box 130, 20675 SW 105 Tualatin, OR 97062 -0130 - (503) 692 -6900 or (800) 547 -5411 Fax: (503) 692 -6434 SapStress 2000 - Version 1.0 - Copyright 2000 - All Rights Reserved • Tigard Bowl Truss Repairs - Tigard, Oregon - WWS Job # 087004 • July 17, 2008 • • Sapstress Detail Output Shear = 6.0 Ib Shear Stress, fv = 1.0 psi Allowable Stress, F'v = Fv * Cd = 207.0 psi (OK) Moment = 137.0 in -Ib Bending Stress, fb = 26.8 psi RI) = 9.82 CI = 0.9861 Cf = 1.5000 Allowable Stress, F'b = Fb * Cd * CI = 1701.0 psi (OK) • Tension = 794.0 Ib Tensile Stress, ft = 90.7 psi Allowable Stress, Ft = Ft * Cd = 1164.4 psi (OK) • Combined Bending and Tension (Tension Side of Beam): • • Allowable bending F'b = Fb * Cv * Cd = 2587.5 psi Interaction Equation: ft/F't + fb /F'b < 1.0 0.0779 + 0.0104 = 0.0883 (OK) Compression side of beam ok (fb < ft) Member: W16 Load Case: 1 Cd : 0.9 Size: 2.50" x 3.50" A = 8.8 sq in. Section = 5.1 cu in. DF #1 Fb= 1500.0 psi Fv = 180.0 psi Ex = 1.7 E06 psi Fc = 1725.0 psi Ft = 1012.5•psi Ey = 1.7 E06 psi Tension = 2556.0 Ib Tensile Stress, ft = 292.1 psi Allowable Stress, F't = Ft * Cd = 911.3 psi (OK) Member: W16 Load Case: 2 Cd : 1.15 Tension = 3887.0 Ib Tensile Stress, ft = 444.2 psi Allowable Stress, F't = Ft • Cd = 1164.4 psi (OK) Member: W16 Load Case: 3 Cd : 1.15 Tension = 810.0 Ib Tensile Stress, ft = 92.6 psi Allowable Stress, F't = Ft * Cd = 1164.4 psi (OK) • • • • • • Page38of38 •