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HomeMy WebLinkAboutSpecifications (2) STRUCTURAL REVIEW FOR CARMEN CENTER TIGARD, OREGON -- NEW ROOF OVERLAY -- • QED PRO', - J � �NGI NEE R / 0 A.4,11/ 12197 . • , • •RE ON \ NOR E XtD:RES: 12 , 31 / 1 • • • C ontents Detail A D1 Plan P1 Contact Person: John E Nordling, PE Calculations C1 - C13 NORDL.INCs Proj. No.: 10-167 CARMEN CENTER �+ ?� STRUCTURAL ROOF REVIEW * ENGINEERS ITC PACIFIC REALTY ASSOCIATES 6775 SW I I lth, Suite 200 • Beaverton OR. 97008 Date: JUN 2010 By: JEN Sheet No.: COVER • , ■ (2) T 3 .. . 1: ' :,....,,,,,,.. 4.. i , ® , • l •9 4 — r l''''."- .72 ffi iiiili gi 1 q!ji , 1 t 1 1,...,. . .: 7: 1 f r6i %) 1 A) eb (Pra-C• 1 C I . — "' r 1 ___G) 4 si il , . , . t:= A 4410 I 1 1 ; . 6 r.- \ _ ±. 1 -•._, :' 1: \ ---:- . 1.:_•,--: I . ' a \--(;,: ;... En... c40.4-+ Ttickof 0•Sz(■..Lifrel c..itca k,)stmoifc 31z 114 Ev.c.tact. \ rs 1 '.I J A :■ ii 4 ,. :. . r . , ., ■ ■,S tr_stAc-r to ss I vc c.41 ,--, ,,,, ......... . ....., , :1 ' le../.■nv,,,:cl..5 Ihfc..4. 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CARMEN CENTER I . :-. :.* 1 ROOF REVIEW : STRUCTURAL ..,z ,.. : I k N 4 4 '0' 4 Arlo; * ENGINEERS, LLC . PACIFIC REALTY ASSOCI A TES I 6775 SW 111th. Suite 2.)!, i......verton 012, 87008 Date: JUN 2010 - By: JEN Sheet No.: V 1 --- - • , } 1 \ J 3 w f , .._, �co4,4 °� .rw:.+ c.- 1. • - ry'j �� I .• ` ! II I � - ti`4`� e "' •' .' . a ,. s ',.'.:77.::."', 1 , I s1 ° . , r. - x 1 } l. - I,..- ° 11 " I' ` I i ,, / i , F -, - - --- c , \ . v- \. ,`• \\ \ , ` \ \ ,,. \\ °\ \ \� ., .... •-\\:,..„ —0"-.\-\\-- _....._............__ .\ ../,,........„...,://:\‘‘.,,..\ _.; ... ..,,,;,..,_ /.2...:„.....:15...„....Lvt.....,,,,,.., ( . , / \\ ' \ \�y \ \, • - \ \ \ 5 . , o \ Ctir . q±.--p, N., :,-- \ - , N /\-\,-..\ • /•' ' . /, /4 •// ' / '1 :.■••■• ''' ' o .._ / (1.:9,__. -,,;//,,-///,./,,, >,,,,2 ,e./.,..,.....,- . ..i. /.5.,/t..• ,,../., ..., z.., . w. \/\)< OE : : ?._ C. i . �� IC k4b F,...k.go1 . 0.? f 1 Vta-6 (etS4\ -. 2 lCst. 3Ve r-1 s) Pv 4 (GLIYw-- •e'.,) u = le fan,. Ex3 fe -'-- a 12y%- F-en• G.LL. ■ NORDLING Proj. No.: 10 -167 ,r. ' CARMEN CENTER STRUCTURAL ROOF REVIEW t �:.:iFIC REALTY ASSOCIATES ��� � ENGINEERS LLC 6775 SW 111111, Suite 200 • Beaverton 012, 97008 Date: JUN 2010 - - :31, JEN Sheet No.: ? 1 , ..?..-6..2._ tAr 6 61.V EI::: \14 ■ww a «.». de )1) 'a � ' W‘46 ° 2( ( 4 .:' . :'':,_. * . . L H W T i_11. HIIII 11111 11111 1 t ■ (2. . IA • [ . , . 0 40) D i ■ 1 c6 : Y A tf(2 ---- OY-- • • . NORDLING Pro;. No.: 10 -167 • CARMEN CENTER ii , • STRUCTURAL . ROOF REVIEW 4` " � i : ENGINEERS, I: :C PACIFIC REALTY ASSOCIATES 6775 S W l l ith. Smite 200 • Beaverton ■ :-:. 9%1;; Date: JUN 2010 • By: JEN Sheet No.: CI • © dewy a G 4-14.12 0 C �IZ • to t\" Jl ( • . • 11111 11111 1 1 1 • • 111111 ' Imp Hill co • • • • NORDLING Proj. No. 10 -167 6 CARMEN CENTER - w Kr STRUCTURAL • ROOF REVIEW ,✓ t ENGINEERS, LLC • P.AC1FIC REALTY ASSOCIATES • 6775 SW 111th. Suite 200 • 13cavcrtun OR, 97008 Date: JUN. 2010 • Sheet No. CZ • il.•_ Wow;= Z,C�a��►� . ww = 2scith= • �-t- ocW tofiG 11111 1111. 111111 111111 11111 11111 -1 A d e d A 1 -= - -- C E) 6$ (e) &t.. 3 4t (5 O G t Carb`. • sa�i r �D "� • • • • • F` I N0RDLING:.. Proj. No.: 10 -167 CARMEN CENTER 4 STRUCTUFL4 f'f; I2O0F REVIEW ' j ENGINEER > , t :C PACIFIC REALTY ASSOCIATE: 6775 SW 11Ich. Suitt: 200 97008 Date: JUN 2010 • By: JEN Sheet No.: C-3 J ciL3''8 *rs C; )-l��h O c,`bo,a t, . . . . , ,. . , . . . .. • . . ,.......„,,.,,-... . •. 64.......,....,(.tiv,,..e. . . �' c. ) , :=1=0::ED ,:,::,,..„,.\,. So lac. cam— Ifl(�iti)L 5-,(c..03 (lull Hill) - him iiiiil .' . . • . . - — : • 35_‘:. • [ . 3 5 —0 [ (,t. S VS v. l8 • �\ .f Sits A 4 ( &), C.L.' ( s:( 6 1 -- 1 NORDLING Pro]. No.: 10 -167 • *x• , CARMEN CENTER M w STRUCTURAL, ROOF REVIEW " s ' ENGINE E I.t.S, LC PACIFIC REALTY ASSOCIi+. ES 6,7i SW i ] ]th. S.u COL ca'.•cr'.i ;..OR: moot; Date: JUN 2010 By JEN Sheet No _C - Cf■ G.■.()If4,01% Oil. 0 G\-5 1.541- ... . ... 6A; 04-1. Veil, Z, Q, - tiffw -(.. p,4 P i _ - ' : 5 J1. 4-550 4-550 W �` ., .LtN� %C° I .,:.s•..` k ` 131C [11 ` D.- Iti■` •• 15 / Qa . V) 14 Ire I- 14%s1 L So W�. u-' ����0 -SSA -- 35-c, v t, v-= tst -(S° • 315 T.* ItY, r4.) -zIr 115 As-, ta.''to,14 -4 -15 • (qo /735 W� - IS C cs>� GS co 6 w tiP ' 7- • 1q,YiImo' •31S7365 .-d1L' I I 11111 • - m11 w , 1111,1 . 11111! w , 11 1 1 1illll . A . . d e .. . d A d I 1 4,0—o . L : 1 4-/)-° 't,°` `1 1 E 1-t Y 0;. C14° XEs7.1 ca p((,.'... b16..-. u.,u C a,..1 ..-..... -___ __._. 1..:: -. . _ 0.4 i2 1111111111111111111111111111 . - 6! ; s%_o • (61 GA_ 3 >~1(gl —c -. — — 1 NORDLING - Pro;. No.: 10 -167 ,} ' CA } ` }�' 1 STRUCTURAL ROOF REVIEW 4. �Y kL T� . .'' e • ,. PACIFIC REALTY ASSOCIATES � ENGINEERS LLC 6775 SW 111th. Suite. 200 Beaverton 01Z, 97008 Dat6. Jl:_'i 2010' By: JEN Sheet No.: CS Nordling Structural Engineers LLC 6775 SW 111th, Suite 200 Beaverton, OR 97008 Date: 07107110 Page: MULTI TIMBER BEAM DESIGN CARMEN CENTER - ROOF OVERLAY AT 2 PSF A- (EXIST;; • 1- t :(1`J_W) I- (COMB) B- (EXIST) B -(NEW) B- (COMB) GENERAL DATA - 1 -: 2 3 5 6 7 All Spans Simple Support ?? : YES Spans Length It : 7.50 7.50 7.50 24.00 24.00 24.00 End Fixity: Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Beam Width in : 1.500 1.500 1.500 3.125 3.125 3.125 Beam Depth in : 5.50 5.50 5.50 15.00 15.00 15.00 CALCULATED VALUES -OK- -OK- -OK- -OK- -OK- -OK- , F'b-Modified Allow. psi : 1546.8 1546.8 1546.8 2692.4 2692.4 2692.4 i5 - Actual. psi : 781.0 44.6 825.6 2064.4 118.0 2182.3 1 'v-Modified Allow. psi : 207.0 207.0 207.0 218.5 218.5 218.5 iv (actual) " 1.5 psi : 42.0 2.4 44.4 96.1 5.5 101.5 1 @ Left k -in : 0.0 0.0 0.0 0.0 0.0 0.0 Moment @ Right k -in : 0.0 0.0 0.0 0.0 0.0 0.0 fax. Mom. @ Mid -Span k -in : 5.9 0.3 6.2 241.9 13.8 255.7 X -Dist ft : 3.75 3.75 3.75 12.00 12.00 12.00 Shears: Left k : 0.26 0.01 0.28 3.36 0.19 3.55 Right k : -0.26 -0.01 -0.28 -3.36 -0.19 -3.55 Reaction @ Left DL k : 0.07 0.01 0.09 0.96 0.19 1.15 LL k : 0.19 0.00 0.19 2.40 0.00 2.40 Total k : 0.26 0.01 0.28 3.36 0.19 3.55 Reaction @ Right DL k : 0.07 0.01 0.09 0.96 0.19 1.15 LL k : 0.19 0.00 0.19 2.40 0.00 2.40 Total k : 0.26 0.01 0.28 3.36 0.19 3.55 Max. Defl. @ Mid Span in : -0.150 -0.009 -0.158 -1.321 -0.075 -1.397 X -Dist ft : 3.75 3.75 3.75 12.00 12.00 12.00 DESIGN DATA Le: Unsupported Length ft : 0.00 0.00 0.00 0.00 0.00 0.00 Fb:Basic Allowable psi : 1345.0 1345.0 1345.0 2400.0 2400.0 2400.0 Fv:Basic Allowable psi : 180.0 . 180.0 180.0 190.0 190.0 190.0 Elastic Modulus ksi : 16O(. ' 1600 1600 1800 1800 1800 Load Duration Factor 1.1: 1.15 1.15 1.15 1.15 1.15 APPLIED LOADS . Use Live Load on This Span ? Yba 1` Y 2 Yes Yes Yes Yes • Uniform DI plf : 20.1.. 1 .0 24.0 80.0 16.0 96.0 LL plf 50.i; 0.0 50.0 200.0 0.0 200.0 QUERY VALUES Location ft : 0.00 ' 0.00 0.00 0.00 0.00 0.00 Shear N : 0.26 0.01 0.28 3.36 0.19 3.55 Moment k -in : 0.00 0.00 0.00 0.00 0.00 0.00 Deflection in : 0.000 0.000 0.000 0.000 0.000 0.000 • C`o un AP1 1,1 1 anq.ag VM P AI r Rrure W. Kenny. KW060914S1. -A Nordling Structural Engineers LLC 6775 SW 111th, Suite 200 Beaverton, OR 97008 Date: 07/07110 Page: • MULTI - SPAN TIMBER BEAM DESIGN CARMEN CENTER - ROOF OVERLAY AT 2 PSF C- (EXIST' „ -(NEW) C- (COMB) D- (EXIST) 0-(NEW) D- (COMB) GENERAL DATA - 1 ,,,`, 2 3 5 6 7- All Spans Simple Support ?? YES,, , ' Spans Length ft 9.0P....• 9.00 9.00 12.00 12.00 12.00 End Fixity: Pin:Pr.:. : Pi . :Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Beam Width in : 3.500 . • 3.500 3.500 3.500 3.500 3.500 Beam Depth in : 7.25 7.25 7.25 9.25 9.25 9.25 CALCULATED VALUES -OK- •OK- -OK- -OK- -OK- -OK- F'b- Modified Allow. psi : 1345.5. 1345.5 345.5 1322.5 1322.5 1322.5 fb - Actual. psi : 1109.5. 63.4 1172.9 1211.7 69.2 1281.0 F'v- Modified Allow. psi : 207.0 207.0 207.0 207.0 207.0 207.0 fv (actual) ' 1.5 psi : 64.6. 3.7 68.2 . 67.5 3.9 71.3 Moment @ Left k -in : 0.0 0.0 0.0 0.0 0.0 0.0 -: Moment @ Right k -in : 0.0 0.0 0.0 0.0 0.0 0.0 Max. Mom. @ Mid -Span k -in : 34.0 1.9 36.0 • 60.5 3:5 63.9 X -Dist ft : 4.50 4.50 4.50 6.00 6.00 6.00 :;hears: Left k : 1.26 0.07 1.33 1.68 0.10 1.78 Right • k : -1.26 -0.07 -1.33 -1.68 -0.10 -1.78 Faaction @ Left DL k : 0.36 0.07 0.43 0.48 0.10 0.58 LL k : 0.90 0.00 0.90 1.20 0.00 1.20 Total k : 1.26 0.07 1.33 1.68 0.10 1.78 Reaction @ Right DL k : 0.36 0.07 0.43 0.48 0.10 0.58 LL k : 0.90 0.00 0.90 1.20 0.00 1.20 Total k : 1.26 0.07 1.33 1.68 0.10 1.78 Max. Defl. @ Mid Span in : -0.232 -0.013 -0.246 -0.354 -0.020 -0.374 )(Dist ft : • 4.50 4.50 4.50 6.00 6.00 6.00 . DESIGN DATA • Le: Unsupported Length ft : 0.00 0.00 0.00 0.00 0.00 0.00 Fb:Basic Allowable psi : 1170.0 1170.0 1170.0 1150.0 1150.0 1150.0 Fv:Basic Allowable psi : 180.0 • 1 80.0 180.0 180.0 180.0 180.0 Elastic Modulus ksi : 1600 1600 1600 1600 1600 1600 Load Duration Factor 1.15 1.15 1.15 1.15 1.15 1.15 APPLIED LOADS Use Live Load on This Span ? Yes : Yes Yes Yes Yes Yes Uniform DL pif : 80,1 ;' . 16.0 96.0 80.0 16.0 96.0 LL plf : 200.x. 0.0 200.0 200.0 0.0 200.0 QUERY VALUES Location ft : O.111 ! ' ' 0 0.00 0:00 0.00 0.00 Shear 11 : 1.2F,:. 0.07 1.33 1.68 0.10 1.78 Moment k -in : • 0.0`2. • r;.00 • 0.00 0.00 0.00 0.00 Deflection in : 0.000 • :0.00 0.000 0.000 0.000 0.000 ' C:7 M iR9 (rl 1Q114-QF PII RreI r Rnira W KPnnv KWf1R0914SI.A NordlingiS::ructural Engineers LLC 6775 SW 111th, Suite 200 Beaverton, OR 97008 Date: 07107110 Page: MULTI - SPAN TIMBER BEAM DESIGN CARMEN CENTER - ROOF OVERLAY AT 2 PSF . E- (EXIST) E -(NEW) E- (COMB) F- (EXIST) F -(NEW) F-(COMB) GENERAL DATA - 1 - 2 3 5 6 7 All Spans Simple Support ?? : YES Spans Length ft : 14.50 ;,' 14.50 14.50 18.50 18.50 18.50 End Fixity: • Pin H Pin :Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Beam Width in : 3.505, : 3.500 3.500 5.500 5.500 5.500 Beam Depth in : 11.2.5 V.25 5 11.25 11.25 11.25 11.25 CALCULATED VALUES 0 '. ' ; -LOK- -OK- -OK- -OK- -OK- F'b- Modified Allow. psi : 1265.a ''. 1265.0 1495.0 1495.0 1495.0 fb - Actual. psi : 1196. 08.3 1264.4 1239.0 70.8 1309.8 F'v- Modified Allow. psi : 207.0 29.0 207.0 207.0 207.0 207.0 iv (actual) " 1.5 psi : 67.0 3.8 70.9 56.1 3.2 59.3 Moment @ Left kin : 0.0 0.0 . 0.0 0.0 0.0 0.0 Moment @ Right kin : 0.0 0.0 0.0 0.0 0.0 0.0 Max. Mom. @ Mid -Span kin : .88.3 5.0 93.4 143.7 8.2 152.0 X-Dist ft : 7.25 7.25 7.25 9.25 9.25 9.25 Shears: Left ' k : 2.03 0.12 2.15 2.59 0.15 2.74 Right k : -2.03 -0.12 -2.15 -2.59 -0.15 -2.74 'Reaction @ Left DL k : 0.58 0.12 0.70 0.74 0.15 0.89 LL k : 1.45 0.00 1.45 1.85 0.00 1.85 Total k : 2.03 0.12 2.15 2.59 0.15 2.74 !,?action @ Right DL k : - 0.58 0.12 0.70 0.74 0.15 0.89 LL k : ' 1.45 0.00 1.45 1.85 0.00 1.85 . Total k : 2.03 0.12 2.15 2.59 0.15 2.74 Max. Defl. @ Mid Span in : -0.419 -0.024 -0.443 -0.707 -0.040 -0.747 X -Dist ft : 7.25 7.25 7.25 9.25 9.25 9.25 DESIGN DATA Le: Unsupported Length ft : 0.00 0.00 0.00 0.00 0.00 0.00 Fb:Basic Allowable psi : 1100.0 1100.0 1100.0 . 1300.0 1300.0 1300.0 - Fv:Basic Allowable psi : 180.0 180.0 180.0 180.0 180.0 180.0 Elastic Modulus ksi : 1600 1600 1600 1600 1600 1600 Load Duration Factor 1.15 1.15 1.15 1.15 1.15 1.15 APPLIED LOADS Use Live Load on This Span ? Yes Yes Yes Yes Yes Yes Uniform DL plf : 80.0 16.0 96.0 80.0 16.0 96.0 LL plf : 200.0. , 0.0 200.0 200.0 0.0 200.0 QUERY VALUES Location ft : 0.00 0.00 0.00 0.00 0.00 0.00 Shear N : 2.0?!: , i 0.12 2.15 2.59 0.15 2.74 Moment k -in : 0.00.. 0.00 0.00 0.00 0.00 0.00 Deflection . in : 0.000 l 0.000 0.000 0.000 0.000 0.000 CB 11A AR') 1r1 1QP .QF FMIFRCAI r Rrnro W Konen. KWnRnQ1t1 i _A . • Nordling S ructural Engineers LLC 6775 SW - 1 . ,1 th, Suite 200 Beaverton OR 97008 • Date: 07107110 Page: MULTI -SPAN TIMBER BEAM DESIGN CARMEN CENTER - ROOF OVERLAY AT 2 PSF ' G- (EXIST) G -(NEW) G- (COMB) 11- (EXIST) H -(NEW) H- (COMB) GENERAL DATA 1 2 3 5 6 7- All Spans Simple Support ?? : YES Spans Length ft : 21.50 21.50 21.50 25.00 25.00 25.00 End Fixity: Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Beam Width in : 3.125 3.125 3.125 3.125 3.125 3.125 Beam Depth in : 12.00 12.00 12.00 15.00 15.00 15.00 CALCULATED VALUES -OK: -OK- -OK- -OK- -OK- -OK- F'b- Modified Allow. psi : 2760: +. ' `.2760.0 2760.0 2692.4 2692.4 2692.4 • fb - Actual. psi : 2588.6: 147.9 2736.5 2240.0 128.0 2368.0 F'v- Modified Allow. psi : 218." 2' 3 5 218.5 218.5 218.5 218.5 fv (actual) ' 1.5 psi : 109:2. ' ' P.2 115.4 100.1 5.7 105.8 Moment @ Left k -in : ..0.::;,. - .` .0 0.0 0.0 0.0 0.0 Moment @ Right k -in : 0.0' ...0.0 0.0 - 0.0 0.0 0.0 Max. Mom. @ Mid -Span k -in : 194.1 11.1 205.2 262.5 15.0 277.5 X -Dist ft : 10.75 10.75 10.75 12.50 12.50 12.50 Shears: Left k : 3.01 0.17 3.18 3.50 0.20 3.70 Right k : -3.01 -0.17 -3.18 -3.50 -0.20 -3.70 Reaction @ Left DL k : 0.86 0.17 1.03 . 1.00 0.20 1.20 LL k : 2.15 0.00 2.15 2.50 0.00 2.50 Total k : 3.01 0.17 3.18 3.50 0.20 3.70 .Reaction @ Right DL k : 0.86 0.17 1.03 1.00 0.20 1.20 LL k : 2:15 . 0.00 2.15 2.50 0.00 2.50 Total k : 3.01 0.17 3.18 3.50 0.20 3.70 • :Max. Defl. @ Mid Span in : -1.662 -0.095 -1.757 -1.555 -0.089 -1.644 X -Dist ft : . 10.75 10.75 10.75 12.50 12.50 12.50 DESIGN DATA I.E: Unsupported Length ft : 0.00 0.00 0.00 0.00 0.00 0.00 Fb:Basic Allowable psi : 2400.0 2400.0 2400.0 2400.0 2400.0 2400.0 Fv:Basic Allowable psi : 190.0 190.0 190.0 190.0 190.0 190.0 Elastic Modulus ksi : 1800 1800 1800 1800 1800 1800 . Load Duration Factor : 1.15 1.15 1.15 1.15 1.15 1.15 APPLIED LOADS Use Live Load on This Span ? Yes Yes Yes Yes Yes Yes Uniform DL plf : 80.0 16.0 96.0 80.0 , 16.0 96.0 LL plf : 200.0 0.0 200.0 200.0 0.0 200.0 QUERY VALUES Location ft : 0.00 0.00 0.00 0.00 0.00 0.00 Shear 11 3.01 0.17 3.18 3.50 0.20 3.70 Moment k -in : 0.00 0.00 0.00 0.00 0.00 0.00 Deflection in : 0.000 0.000 0.000 0.000 0.000 0.000 • C9 VA A1:17 Irl 1QR^JQii FAI1=RrAl r Rrnra IAI Ilonm, VIAInnnQ1ACI .A Nordling Structural Engineers LLC 6775 SW 111th, Suite 200 Beaverton, OR 97008 Date: 07107110 Page: MULTI - SPAN TIMBER BEAM DESIGN CARMEN CENTER - ROOF OVERLAY AT 2 PSF • I- (EXIST) I -(NEW) I- (COMB) J- (EXIST) J -(NEW) J- (COMB) GENERAL DATA - 1 2 3 5 6 7 - All Spans Simple Support ?? : YES Spans Length ft : 28.50 28.50 28.50 31.50 31.50 31.50 End Fixity: Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Beam Width in : 3.125 3.125 3.125 3.125 3.125 3.125 Beam Depth in : 16.50 ' 16.50 16.50 18.00 18.00 18.00 CALCULATED VALUES -OK- -OK- -OK- -OK- -OK- -OK- F'b- Modified Allow. psi : 2664.0 2664.0 2664.0 2638.4 2638.4 2638.4 fb - Actual. psi : 2405.9 -137.5 2543.3 2469.6 141.1 2610.7 F'v- Modified Allow. psi : 218.5 218.5 218.5 218.5 218.5 218.5 fv (actual) * 1.5 psi : 105: 6.0 111.3 106.6 6.1 112.7 Moment @ Left k -in : 0. 0.0 0.0 0.0 0.0 0.0 Moment @ Right kin : O.7' ` 0.0 0.0 0.0 0.0 0.0 Max. Mom. @ Mid -Span k -in : 341.`s 15 360.6 416.7 23.8 440.6 X-Dist ft : 14.: '0 ::1. 5 14.25 15.75 15.75 15.75 Shears: Left k : 3.9 �. 0 4.22 4.41 0.25 4.66 Right k : -3.9F. -123 -4.22 -4.41 -0.25 -4.66 Reaction @ Left DL k : 1.14 0.23 1.37 1.26 0.25 1.51 LL k : 2.85 0.00 2.85 3.15 0.00 3.15 Total k : 3.99 0.23 4.22 4.41 0.25 4.66 Reaction @ Right DL k : 1.14 0.23 1.37 1.26 0.25 1.51 LL k : 2.85 0.00 2.85 3.15 0.00 3.15 Total k : 3.99 0.23 4.22 4.41 0.25 4.66 Max. Defl. @ Mid Span in : -1.974 -0.113 -2.087 -2.269 -0.130 -2.398 X -Dist ft : 14.25 14.25 14.25 15.75 15.75 15.75 DESIGN DATA L Unsupported Length ft : 0.00 0.00 0.00 0.00 0.00 0.00 1:5 :Basic Allowable psi : 2400.0 2400.0 2400.0 2400.0 2400.0 2400.0 :;:Basic Allowable psi : 190.0 190.0 190.0 190.0 190.0 190.0 E astic Modulus ksi : 1800 1800 1800 1800 1800 1800 Ylad Duration Factor 1.15 1.15 1.15 1.15 1.15 1.15 • APPLIED LOADS Use Live Load on This Span ? Yes Yes Yes Yes Yes Yes Uniform DL plf : 80.0 16.0 96.0 80.0 16.0 96.0 LL plf : 200.0 0.0 200.0 200.0 0.0 200.0 QUERY VALUES Location ft : 0.00 0.00 0.00 0.00 0.00 0.00 Shear 11 : 3.99 0.23 4.22 4.41 0.25 4.66 Moment • kin : 0.00 0.00 0.00 0.00 0.00 0.00 Deflection in : 0.000 0.000 0.000 0.000 0.000 0.000 i • - C10 ILA AR91,1 10a ^,Qc FAIFRr:AI r Rrlir'O W Vonn, VWnRnQ1i1 I Nordling Structural Engineers LLC 6775 SW 111th, .Suite 200 Beaverton, OR 97008 Date: 07107110 Page: MULTI -S'AN TIMBER BEAM DESIGN CARMEN "C -ENTER - ROOF OVERLAY AT 2 PSF• • • K- (EXIST) K -(NEW) K- (COMB) L- (EXIST) L -INEW) L- (COMB) GENERAL DATA - 1 2 3 5 6 7 All Spans Simple Support ?? : YES Spans Length ft : 35.00 35.00 35.00 38.00 38.00 38.00 End Fixity: : Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Beam Width in : 5.125 5.125 5.125 5.125 5.125 5.125 Beam Depth in : 16.50 16.50 16.50 18.00 18.00 18.00 CALCULATED VALUES -OK- -OK- -OK- -OK- -OK- -OK- . • F'b- Modified Allow. psi : 2664.0 2664.0 2664.0 2638.4 2638.4 2638.4 fb - Actual. psi : 2212.5 126.4 2338.9 1291.4 78.3 1369.6 F'v- Modified Allow. psi : 218.5 218.5 218.5 218.5 218.5 218.5 fv (actual) " 1.5 psi : 80.0 4.6 84.5 46.9 2.8 49.7 Moment @ Left k -in : 0.0 0.0 0.0 0.0 0.0 0.0 Moment @ Right k -in : 0.0 0.0 0.0 0.0 0.0 0.0 Max. Mom. @ Mid -Span k -in :. 514.5 29.4 543.9 357.4 21.7 379.0 X -Dist ft : 17.50, • 17.50 17.50 19.00 19.00 19.00 Shears: Left k : 4. :' ' 0.28 5.18 3.13 0.19 3.32 Right k : 4.91.. -0.28 -5.18 -3.13 -0.19 -3.32 Reaction @ Left DL k : 1.4", .`r 0.28 1.68 0.95 0.19 1.14 LL k : 3:52 , 0.00 3.50 2.18 0.00 2.18 Total k : 4;9t. ' 028 5.18 3.13 0.19 3.32 . Reaction @ Right DL k : .1.4::: ' ' 1.28 1.68 0.95 0.19 1.14 LL k : 3.50 ' L00 3.50 2.18 0.00 2.18 Total k : 4.90 0.28 5.18 3.13 0.19 3.32 Max. Defl. @ Mid Span in : -2.737 -0.156 -2.894 -1.727 -0.105 -1.831 X -Dist ft : 17.50 17.50 17.50 19.00 19.00 19.00 DESIGN DATA Le: Unsupported Length ft : 0.00 0.00 0.00 0.00 0.00 0.00 Fb:Basic Allowable psi : 2400.0 2400.0 2400.0 2400.0 2400.0 2400.0 • Fv:Basic Allowable psi : 190.0 190.0 190.0 190.0 190.0 190.0 Elastic Modulus ksi : 1800 1800 1800 1800 1800 1800 l';ad Duration Factor - 1.15 1.15 1.15 1.15 1.15 1.15 APPLIED LOADS ;'se Live Load on This Span ? Yes Yes Yes Yes Yes Yes • i iiform DL plf : 80.0 16.0 96.0 50.0 10.0 60.0 LL plf : 200.0 0.0 200.0 115.0 0.0 115.0 QUERY VALUES Location ft : 0.00 0.00 0.00 0.00 0.00 0.00 Shear 11 : 4.90 0.28 5.18 3.13 0.19 3.32 Moment k -in : 0.00 0.00 0.00 0.00 0.00 0.00 Deflection in : 0.000 0.000 0.000 0.000 0.000 0.000 i.i CSI III AD I,.\ 100a I MIarni r Rrnro W Wonnv WWf10914CI -A Nordling Structural Engineers LLC 6775 SW 111th, Suite 200 Beaverton, OR 97008 Date: 07107110 Page: MULTI - SPAN TIMBER BEAM DESIGN CARMEN CENTER - ROOF OVERLAY AT 2 PSF • M- (EXIST) M -INEW) M- (COMB) N- (EXIST) N -(NEW) N- (COMB) GENERAL DATA - 1 2 3 5 6 7- .'1 Spans Simple Support ?? : YES pans Length ft : 38.00 38.00 38.00 42.00 42.00 42.00 hd Fixity: Pin:Pin • Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin • cream Width in : 6.750 6.750 6.750 6.750 6.750 6.750 Beam Depth in : 28.50 28.50 28.50 37.50 37.50 37.50 CALCULATED VALUES -OK- -OK- -OK- -OK- -OK- -OK- . F'b-Modified Allow. psi : 2507.1 2507.1 2507.1 2431.8 2431.8 2431.8 fb - Actual. psi : 2228.1 118.5 2346.7 1776.8 149.1 1909.1 F'v- Modified Allow. psi : 218.5 218.5 218.5 218.5 218.5 218.5 fv (actual) " 1.5 psi : 122.5 6.5 129.1 119.7 10.4 129.1 Moment @ Left k -in : 0.0 0.0 0.0 0.0 0.0 0.0 Moment @ Right k -in : 0.0 0.0 0.0 0.0 0.0 0.0 Max. Mom. @ Mid -Span k -in : 2036.0 . 108.3 2144.3 2811.0 235.8 3020.2 X -Dist ft : 19.00 19.00 19.00 20.16 19.32 19.88 Shears: Left k : 17.86 0.95 18.81 24.29 2.15 26.23 Right k : -17.86 -0.95 -18.81 , -20.33 -1.58 -21.71 Reaction @ Left DL k : 5.98 0.95 6.93 8.10 215 10.04 LL k : 11.87 0.00 11.87 16.19 0.00 16.19 Total k : 17.85 0.95 18.81 24.29 2.15 26.23 Reaction @ Right DL k : 5.9 :‘' ; 0.95 6.93 6.78 1.58 8.15 LL k : 11.0-. ;. 0.00 11.87 13.56 0.00 13.56 Total k : 17.81. i; ,.P..3 13.81 20.33 1.58 21.71 Max. Defl. @ Mid Span in : '- 1.88;1- O.1i?0 -1.981 -1.390 -0.116 -1.494 X -Dist ft : 19.01i` ` `1 ^.00 19.00 20.72 20.72 20.72 DESIGN DATA . Le: Unsupported Length ft : 0.00 0.00 0.00 0.00 0.00 0.00 Fb:Basic Allowable psi : 2400.0 2400.0 2400.0 2400.0 2400.0 2400.0 Fv:Basic Allowable psi : 190.0 190.0 190.0 190.0 190.0 190.0 Elastic Modulus ksi : 1800 1800 1800 1800 1800 1800 Load Duration Factor 1.15 1.15 1.15 1.15 1.15 1.15 APPLIED LOADS Use Live Load on This Span ? Yes Yes Yes Yes Yes Yes :Uniform DL plf : 315.0 50.0 365.0 275.0 55.0 320.0 LL plf : 625.0 0.0 625.0 . 550.0 0.0 550.0 Trapezoidal DL @ Left plf : 175.00 75.00 250.00 DL @ Right plf : (.• �' LL @ Left plf : 350.00 350.00 LL @ Right plf : • ' X -Left ft : 0.00 0.00 0.00 X -Right ft : 38.00 38.00 38.00 QUERY VALUES Location ft : 0.00 0.00 0.00 0.00 0.00 0.00 Shear k : 17.86 0.95 18.81 24.29 2.15 26.23 Moment k -in : 0.00 0.00 0.00 0.00 0.00 0.00 Deflection in : 0.000 0.000 0.000 0.000 0.000 0.000 114 AP') Irl 1 QR4.QF FKIFRf'AI Rrrira W Kannv Kuvungi si -A . ., Nordling Structural Engineers LLC 6775 SW 111th, Suite 200 Beaverton, OR 97008 Date: 07107110 Page: MULTI - SPAN TIMBER BEAM DESIGN • CARMEN CENTER - ROOF OVERLAY AT 2 PSF 0- (EXIST) 0 -(NEW) 0- (COMB) P- (EXIST) P -(NEW) P- (COMB) GENERAL DATA 1 2 3 5 6 7- All Spans Simple Support ?? : YES :Spans Length ft : 42.00 42.00 42.00 10.00 10.00 10.00 End Fixity: Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin team Width in : 5.125 5.125 5.125 3.125 3.125 3.125 ?.am Depth in : 28.50 28.50 28.50 16.50 16.50 16.50 -- CALCULATED VALUES -OK- -OK- -OK- -OK- -OK- -OK- 'h- Modified Allow. psi : 2507.1 2507.1 2507.1 2664.0 2664.0 2664.0 `? - Actual. psi : 1951.9 144.4 2096.3 1988.8 137.5 2126.3 F'v- Modified Allow. psi : 218.5 218.5 218.5 218.5 218.5 218.5 fv (actual) " 1.5 psi : 111.9 8.4 120.3 141.2 9.8 151.0 • Moment @ Left k -in : 0.0 0.0 0.0 0.0 0.0 0.0 Moment @ Right k -in : 0.0 0.0 0.0 0.0 0.0 0.0 Max. Mom. @ Mid -Span k -in : 1354.2 100.2 1454.4 282.0 19.5 301.5 X -Dist ft : 19.04 19.04 19.04 5.00 5.00 5.00 Shears: Left k : 12.63 0.94 13.58 5.05 0.35 5.40 Right k : -8.68 -0.63 -9.31 -5.05 -0.35 -5.40 Reaction @ Left DL k : 4.23 . 0.94 5.18 1.65 0.35 2.00 LL k : 8.40 0.00 8.40 3.40 0.00 3.40 Total k : 12.63 0.94 13.58 5.05 0.35 5.40 Reaction @ Right DL k : 2.90 0.63 3.53 1.65 0.35 2.00 LL k : 5.77 0.00 5.77 • 3.40 0.00 3.40 Total k : 8.68 0.63 9.31 5.05 0.35 5.40 ' Max. Defl. @ Mid Span in : - 1.998 : , 0.148 -2.145 -0.164 -0.011 -0.175 X -Dist ft : 20.44' 20.44 20.44 5.00 5.00 5.00 DESIGN DATA Le: Unsupported Length ft : 0.C D.l i 0.00 0.00 0.00 0.00 Fb:Basic Allowable psi : 2400_:.. .1.100.0 2400.0 2400.0 2400.0 2400.0 Fv:Basic Allowable psi : 190.0:. '`19'3.0 190.0 190.0 190.0 190.0 Elastic Modulus ksi : 1800' 100 1800 1800 1800 1800 Load Duration Factor : 1.15 1.15 1.15. 1.15 1.15 1.15 APPLIED LOADS Use Live Load on This Span ? Yes Yes Yes Yes Yes Yes Uniform DL plf : 75.0 15.0 90.0 40.0 10.0 50.0 LL plf : 150.0 0.0 150.0 100.0 0.0 100.0 Trapezoidal DL @ Left plf : 190.00 45.00 235.00 DL @ Right plf : LL @ Left plf : 375.00 375.00 LL @ Right plf : X -Left ft : 0.00 0.00 0.00 X -Right ft : 42.00 42.00 42.00 hint DL N : 2900.00 600.00 3500.00 LL N : 5800.00 5800.00 X -Dist. ft : 5.00 5.00 5.00 QUERY VALUES Location ft : 0.00 0.00 0.00 0.00 0.00 0.00 Shear # : 12.63 0.94 13.58 5.05 0.35 5.40 Moment k -in : 0.00 0.00 0.00 0.00 0.00 0.00 Deflection in : 0.000. 0.000 0.000 0.000 0.000 0.000 • (( WI AR? Irl 1QRZ.QF FNFR( AI f Rrtira W KPnnw KWf1Rf191i1 I .A