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Specifications (3) 7t cb /IS(4.111A01' Ov d(Ip f `` i-_ 1 1 i v C14 STRUCTURAL CALCULATION.Ci 9' a+ f�il�wlR�4� FOR RED ROCK CENTER SW 72ND AVE AT SW DARTMOUTH ST TIGARD, OR 97223 -- BUILDING 'B' -- City of Tigard Ap•rove. Plans ` �p PROF Byii,. ( F _ Date (( �-- � s ��� � NG ' NEFR � • 12 187 ft ri OFFICE COPY OREGON ✓O ✓4'4 y 7 5, 19�� \—� yN F. NOR°-\ A EXPIRES: 12/31/14 `s e. Contents Plans P1 -P3 Gravity Calculations G1 - G14 Foundation Calculations F1 -F9 .Contact Person: John E Nordling,PE Lateral Calculations Ll -L7 NORDLING Proj. No.: 13-013 RED ROCK STRUCTURAL BUILDING B ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 11775 SW 111th.suite 200 Beaverton 02 97008 Date: JAN 2013 By: JEN Sheet No.: COVER I � f 1 , 0 0 0 0 . 0 1H ----it 1 n ! i. _ I I 17^ 1 1 1 �1— I I - 11 EIMI i 1 –i' 1 "1 I 1 l I i i I, � � i III i i 1 I I. 1I I I i , 1 . w 11 , 11 1 1 I 1 11 ;I in.11 r I 1 I 114 II I 1 e 1 1 1 I • Ir 1111 1 1 1 111 1 ,11 , E I _I i ,1 , 1 u _ � � C ,O 11 — 1 _" J _t-1 = 1 I -- - r Lt.-7-ns' TA.,z (c 2Sr , mit---9'U .fcE 4- Ar�� 1,-25-?6, a �n6u� Com) t -.,� , y NORDLING Proj. No.: 13-013 STRUCTURAL Bur DING B "' I ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW Illth,Suite 200 Beaverton OR,97008 Date: JAN 2013 By: JEN Sheet No.: P1 1 I r ` ' 0 `r Q Q , 1 1 0 ..,_ ;--,----- - --- „------- — , , „ ,.----r— —-_—_-_=—__ -, 3--7j-=7-7---L___J - ,_ 1 3 , , 0 , , , 1 J J' . , e• 0 - i FG rS - I I I I Fill '1, 1 : O --_— -: �t - _'..E .' I I -__ NORDLING Proj. No.: 13-013 i ; RED ROCK STRUCTURAL BUILDING B ' !,` \ , ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 11th.Suite 200.Beaverton OR,97008 Date: JAN 2013 By: JEN Sheet No.: P2 'Snow Drift Analysis OSSC 08-01,May 7 2008 Snow Loads L upper 70' Ground Snow Load 15 psf L lower 70' Roof Snow Load 10.5 psf Drift Type Roof Projection W 8.87 ft Upper Roof Pitch 0 / 12 Seperation Distance 0 S'8, .. Height Hr(hc+hb) 3-0 5-63' Drift Surcharge Only Considered When Drift Surcharge Applies ? 25 psf _ hc/hb>0.2(hc=hrhb)[(hr-hb)/hb>0.2] = 4.11 Yes 39.1,r11�I1111 • N10.5' 11111 NIIUI hd=(0.75)[(0.43(Lu^(1/3))*((Pg+10)^(1/4))- 1.5)]* (20-S)/20) 2.22 ft Dl ., hb=Pf/y 0.59 ft. D y =0.13Pg+14.0<=30 pcf 17.9 pcf USE 25 psf DRIFT x 6'-0" WIDTH SUMMARY Surcharge Load due to Drifting Pd 39.7 psf Drift Load at Lower Roof Edge 0.0 psf DI 0 a 7--- __f- ti- - - --- -I , 1 . 1 , 1... I f0 m„_ J J r 7 . \ e - P . . - ‘ D1 0 r NORDLING Proj. 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No.: 13-013 RED ROCK STRUCTURAL BUILDING B ilige ``41V ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th,Suite 200'Beaverton OR.97008 Date: JAN 2013 By: JEN Sheet No.: 41 , eSV'L'AS )per IOW 0 tGorr SA,rs ® 12x0 O‘xs ,.S ,V`404 1 L`-; 5P0a ,-LS = 3' ?" tig is -4C! . . 11111 IuuII v 111111 . IIIIIIcr +4.-01N 11111 11111 A ,„ 1.„ ,I,.r �. �,, 211It,;' 4, '31-%; 1 u_e;;. 4 ? . �� GS cv ar ii� <• 4.4; ti l v,hscvr 33"c (CO' 3L? W t” .4k 4 ' 3c_tS(.. I'3($ + Or Tik W'S G � it; rl ' � JM Yr I ee► ( AK to : 9S t '1 �-Z�\k 4�t�cti • 404' 7�k/`(� ,Z L 2\"'Cd\/�s �-\b7 - C''1' 3.0%5-r soPPc-cEr -tp, -i \\„ C00123)t of e4r W/ Conrc2p1/4C rot NORDLING Proj. No.: 13-013 S'T'RUCTURAL BUI RED DING B tci � ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITEECTS 6775 SW 111th,Suite 200•Beaverton OR,97008 Date: JAN 2013 By: JEN Sheet No.: V7 V L , 6 %;,- \I-v•i, Vao-N, V4k,'L 0 ILA.1-0 -- GC--.7-P1 e."‘• 0 tcre..,"6-- is.,-.7..)4,,A. u=. tiktoy.) 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ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th.Suite 200•Beaverton OR,97008 Date: JAN 2013 By: JEN Sheet No.: CA(49 Nordling Structural Engineers, LLC 6775 SW 111th #200 Beaverton, OR 97008 Date:04115113 Page: MULTI-SPAN TIMBER BEAM DESIGN RED ROCK-BUILDING B 0-(TL) G-(DL) G-(LL) G-(TL) G-(DL) G-(LL) _ GENERAL DATA - 1 2 3 5 6 7 - All Spans Simple Support?? : YES Spans Length ft : 31.50 31.50 31.50 31.50 31.50 31.50 End Fixity: Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin ' Beam Width in : 3.500 3.500 3.500 5.250 5.250 5.250 Beam Depth in : 22.00 22.00 22.00 22.00 22.00 22.00 CALCULATED VALUES -OK- -OK- -OK- -OK- -OK- -OK- Pb-Modified Allow. psi : 2795.3 2795.3 2795.3 2795.3 2795.3 2795.3 fb-Actual. psi : 1054.3 527.2 527.2 702.9 351.4 351.4 F'v-Modified Allow. psi : 304.8 304.8 304.8 304.8 304.8 304.8 ft/(actual)* 1.5 psi : 54.0 27.0 27.0 36.0 18.0 18.0 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 : 297.7 148.8 148.8 297.7 148.8 148.8 X-Dist ft : 15.75 15.75 15.75 15.75 15.75 15.75 Shears: Left k : 3.15 1.57 1.57 3.15 1.57 1.57 Right k : -3.15 -1.57 -1.57 -3.15 -1.57 -1.57 Reaction @ Left DL k : 1.57 1.57 0.00 1.57 1.57 0.00 - LL k : 1.57 0.00 1.57 1.57 0.00 1.57 Total k : 3.15 1.57 1.57 3.15 1.57 1.57 Reaction @ Right DL k : 1.57 1.57 0.00 1.57 1.57 0.00 _ LL k : 1.57 0.00 1.57 1.57 0.00 1.57 Total k : 3.15 1.57 1.57 3.15 1.57 1.57 Max.Defl.@ Mid Span in : -0.751 -0.375 -0.375 -0.501 -0.250 -0.250 X-Dist ft : 15.75 15.75 15.75 15.75 15.75 15.75 DESIGN DATA Le:Unsupported Length ft : 0.00 0.00 0.00 0.00 0.00 0.00 Fb:Basic Allowable psi : 2600.0 2600.0 2600.0 2600.0 2600.0 2600.0 Fv:Basic Allowable psi : 265.0 265.0 265.0 265.0 265.0 265.0 Elastic Modulus ksi : 1900 1900 1900 1900 1900 1900 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 : 100.0 100.0 0.0 100.0 100.0 0.0 LL plf : 100.0 0.0 100.0 100.0 0.0 100.0 QUERY VALUES Location ft : 0.00 0.00 0.00 0.00 0.00 0.00 Shear # : 3.15 1.57 1.57 3.15 1.57 1.57 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 61 un not 1,1 inoo nc cnicorAi r Bruce W.Kenny,KW060914SL-A I Nordling Structural Engineers, LLC 6779 SW 111th #200 Beaverton, OR 97008 Date:04116113 Page: MULTI-SPAN TIMBER BEAM DESIGN RED ROCK-BUILDING B H-(TL) H-(DL) H-(LL) H-(TL) 1-1-(DL) H-(LL) - GENERAL DATA - 1 2 3 5 6 7 - All Spans Simple Support?? : YES Spans Length ft : 33.00 33.00 33.00 33.00 33.00 33.00 End Fixity: Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Beam Width in : 5.500 5.500 5.500 6.750 6.750 6.750 Beam Depth in : 34.50 34.50 34.50 31.50 31.50 31.50 CALCULATED VALUES -OK- -OK- -OK- -OK- -OK- -OK- F'b-Modified Allow. psi : 2454.4 2454.4 2454.4 2479.4 2479.4 2479.4 fb-Actual. psi : 2148.4 786.0 1362.4 2099.9 768.3 1331.6 F'v-Modified Allow. psi : 218.5 218.5 218.5 218.5 218.5 218.5 fv(actual)* 1.5 psi : 154.7 56.6 98.1 140.3 51.3 89.0 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 : 2344.1 857.6 1486.5 2344.1 857.6 1486.5 X-Dist ft : 16.50 16.50 16.50 16.50 16.50 16.50 Shears: Left k : 23.68 8.66 15.01 23.68 8.66 15.01 Right k : -23.68 -8.66 -15.01 -23.68 -8.66 -15.01 Reaction @ Left DL k : 8.66 8.66 0.00 8.66 8.66 0.00 LL k : 15.01 0.00 15.01 15.01 0.00 15.01 Total k : 23.68 8.66 15.01 23.68 8.66 15.01 Reaction @ Right DL k : 8.66 8.66 0.00 8.66 8.66 0.00 LL k : 15.01 0.00 15.01 15.01 0.00 15.01 Total k : 23.68 8.66 15.01 23.68 8.66 15.01 Max.Defl.@ Mid Span in : -1.130 -0.413 -0.717 -1.210 -0.443 -0.767 X-Dist ft : 16.50 16.50 16.50 16.50 16.50 16.50 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 : 525.0 525.0 0.0 525.0 525.0 0.0 LL plf : 910.0 0.0 910.0 910.0 0.0 910.0 QUERY VALUES Location ft : 0.00 0.00 0.00 0.00 0.00 0.00 Shear it : 23.68 8.66 15.01 23.68 8.66 15.01 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 68 11,1 ADO(.1100Q of CnicRrAI r Bruce W.Kenny, KW060914SL-A Nordling Structural Engineers, LLC 6775 SW 111th #200 Beaverton, OR 97008 Date:04116113 Page: MULTI-SPAN TIMBER BEAM DESIGN RED ROCK-BUILDING B I-(TL) I-(DL) I-ILL) J-(TL) J-(DL) J-(LL) GENERAL DATA - 1 2 3 5 6 7 - All Spans Simple Support?? : YES Spans Length ft : 27.00 27.00 27.00 32.00 32.00 32.00 End Fixity: Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin • Beam Width in : 5.500 5.500 5.500 5.500 5.500 5.500 Beam Depth in : 30.00 30.00 30.00 34.50 34.50 34.50 CALCULATED VALUES -OK- -OK- -OK- -OK- -OK- -OK- F'b-Modified Allow. psi : 2492.8 2492.8 2492.8 2454.4 2454.4 2454.4 fb-Actual. psi : 2179.9 813.2 1337.3 2216.8 853.5 1363.4 F'v-Modified Allow. psi : 218.5 218.5 218.5 218.5 218.5 218.5 fv(actual)* 1.5 psi : 163.9 57.8 107.0 164.9 59.4 107.4 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 : 1798.5 670.9 1103.3 2418.7 931.2 1487.5 X-Dist ft : 13.50 13.50 13.50 16.00 16.00 16.00 Shears: Left k : 21.23 7.28 13.80 23.76 8.93 14.83 Right k : -20.79 -7.68 -12.95 -24.38 -8.57 -15.81 Reaction @ Left DL k : 7.43 6.48 0.00 8.93 8.93 0.00 - LL k : 13.80 0.80 13.80 14.83 0.00 14.83 Total k : 21.23 7.28 13.80 23.76 8.93 14.83 Reaction @ Right DL k : 7.83 6.88 0.00 8.57 8.57 0.00 .. LL k : 12.95 0.80 12.95 15.81 0.00 15.81 Total k : 20.79 7.68 12.95 24.38 8.57 15.81 Max.Deft.@ Mid Span in : -0.858 -0.317 -0.532 -1.069 -0.406 -0.664 X-Dist ft : 13.50 13.50 13.50 16.00 16.00 16.00 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 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 : 465.0 465.0 0.0 465.0 465.0 0.0 LL plf : 805.0 0.0 805.0 805.0 0.0 805.0 Partial DL plf : 60.0 60.0 45.0 45.0 LL plf : 105.0 105.0 80.0 80.0 X-Left ft : 13.50 13.50 13.50 0.00 0.00 0.00 X-Right ft : 27.00 27.00 27.00 16.00 16.00 16.00 Point DL # : 1900.00 1900.00 LL 11 : 2000.00 2000.00 1600.00 1600.00 X-Dist. ft : 3.00 3.00 16.00 16.00 16.00 Point DL # : 1900.00 LL # : 1600.00 1600.00 1600.00 2000.00 2000.00 X-Dist. ft : 13.50 13.50 13.50 29.00 29.00 QUERY VALUES Location ft : 0.00 0.00 0.00 0.00 0.00 0.00 Shear # : 21.23 7.28 13.80 23.76 8.93 14.83 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 Gq M.aR7(r1 19R1.45 FNFRCAI C Bruce W.Kenny, KW060914SL-A r Nordling Structural Engineers, LLC 6775 SW 111th #200 Beaverton, OR 97008 Date:04116113 Page: MULTI-SPAN TIMBER BEAM DESIGN RED ROCK-BUILDING B N•(TL) N-(TL) N-(TL) 0-(TL) 0-(TL) P-(TL) P-(TL) GENERAL DATA - 1 2 3 4 5 6 7 - All Spans Simple Support?? : YES Spans Length ft : 7.00 7.00 7.00 10.00 10.00 6.00 6.00 End Fixity: Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin • Beam Width in : 3.500 4.500 3.500 5.500 5.250 5.500 5.250 Beam Depth in : 11.25 9.25 7.50 19.50 18.00 16.50 14.00 CALCULATED VALUES -OK- -OK- -OK- -OK- No Good! -OK- -OK- F'b-Modified Allow. psi : 1138.5 1311.0 2760.0 2615.1 2847.8 2664.0 2911.1 fb-Actual. psi : 771.6 887.7 1736.0 1058.6 1301.5 1250.2 1819.2 F'v-Modified Allow. psi : 207.0 207.0 218.5 218.5 304.8 218.5 304.8 fv(actual)* 1.5 psi : 75.8 75.6 128.1 54.5 325.4 214.3 265.0 Moment @ Left k-in : 0.0 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 0.0 Max.Mom.@ Mid-Span k-in : 57.0 57.0 57.0 369.0 369.0 312.0 312.0 X-Dist ft : 3.50 3.50 3.50 1.53 1.53 2.00 2.00 Shears: Left k : 2.71 2.71 2.71 20.64 20.64 13.10 13.10 Right k : -2.71 -2.71 -2.71 -4.05 -4.05 -6.70 -6.70 Reaction @ Left DL k : 0.96 0.96 0.96 7.64 7.64 4.82 4.82 - LL k : 1.75 1.75 1.75 13.00 13.00 8.28 8.28 Total k : 2.71 2.71 2.71 20.64 20.64 13.10 13.10 Reaction @ Right DL k : 0.96 0.96 0.96 1.55 1.55 2.48 2.48 LL k : 1.75 1.75 1.75 2.50 2.50 4.22 4.22 Total k : 2.71 2.71 2.71 4.05 4.05 6.70 6.70 Max.Deft.@ Mid Span in : -0.063 -0.088 -0.189 -0.066 -0.083 -0.035 -0.058 X-Dist ft : 3.50 3.50 3.50 4.33 4.33 2.72 2.72 DESIGN DATA Le:Unsupported Length ft : 0.00 0.00 0.00 10.00 10.00 10.00 10.00 Fb:Basic Allowable psi : 990.0 1140.0 2400.0 2400.0 2600.0 2400.0 2600.0 Fv:Basic Allowable psi : 180.0 180.0 190.0 190.0 265.0 190.0 265.0 Elastic Modulus ksi : 1600 1600 1800 1800 1900 1800 1900 Load Duration Factor 1.15 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 Yes Uniform DL plf : 275.0 275.0 275.0 50.0 50.0 50.0 50.0 LL plf : 500.0 500.0 500.0 50.0 50.0 50.0 50.0 Point DL # : 8700.00 8700.00 7000.00 7000.00 LL # : 15000.00 15000.00 12200.00 12200.00 X•Dist. ft : 1.50 1.50 2.00 2.00 QUERY VALUES Location ft : 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Shear # : 2.71 2.71 2.71 20.64 20.64 13.10 13.10 Moment k-in : 0.00 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 0.000 Git un al:'i,.I 1agZ_oF Gnicprni r Bruce W.Kenny,KW060914SL-A Project: Red Rock Type: A ‘Ne61SNecISPECLocation: Tigard, OR Folder: Roof Date: 4/17/13 2:17 PM RedSpecTM by RedBuiltTM Designer: JHW v7.0.16 Comment: 24" Red-I65TM @ 32" o.c. This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS %Allow. Design Allow. DOL-Control Pass/Fail Shear(Ib) 53% 1940 3680 115%-All Loads PASS Positive Moment(ft-lb) 99% 15745 15904 115%-All Loads PASS DEFLECTIONS(in) %Allow. Design Allow. Design Allow. Pass/Fail Span Live 62% 1.102 1.775 L/387 L/240 PASS • Span Total 69% 1.622 2.367 L/263 L/ 180 PASS SUPPORTS Support 1 Support 2 Live Reaction,Critical(lb) (DOL%) 1372(115) 1195(115) Dead Reaction(Ib) 568 568 Total Reaction(Ib) (DOL%) 1940(115) 1763(115) Bearing Bottom Flush Support Wall Beam Req'd Bearing,No Stiffeners(in) - - Req'd Bearing,Stiffeners(in) 1.75 1.75 HANGERS Model Top Face Member Header Size Right LBV2.56/24X*SLD1 6-10dx1.5" 4-10dx1.5" 2-10dx1.5" Glulam DF/SP 8.75x34.5 (* =Web stiffeners required) SPANS AND LOADS Member Slope: 0.25/12 Dimensions represent horizontal design spans. le —I /7 A 35'-6.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Snow(115%) 25 12 0 32" Snow Roof Joist i ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment Tapered psf Snow(115%) 25 to 0 0 to 0 0'-0.0"to 6'-0.0" Adds To Drift NOTES • Building code: IBC. Methodology:Allowable Stress Design • Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. • Sloped length multiplier= 1.000.Bevel cut add = 0.50". C:\Documents and Settings\Jonathan H Walters\My Documents\RedSpec\13-013 Red Rock-Building B.red Page 1of1 The products noted are intended for interior,untreated,non-corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuiltT" recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted,this output has not been reviewed by a RedBuiltT" associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuiltT", RedSpecT", Red-IT", Red-I45T",Red-I65T",Red-I65TT", Red-I90T",Red-190HT",Red-I90HST", Red-LT",Red-LTT", Red-WT", Red-ST", Red-MT" Red-HT",RedLamT",FloorChoiceT" are trademarks of RedBuilt LLC,Boise ID, USA. Copyright©2010-2012 RedBuilt LLC.All rights reserved. ��(Z 4WSPEC- Project: Red Rock Type: B Location: Tigard, OR Folder: Roof Date: 4/17/13 2:17 PM RedSpecTM by RedBuiItTM Designer: JHW v7.0.16 Comment: 24" Red-I65TM @ 32" o.c. This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS %Allow. Design Allow. DOL-Control Pass/Fail Shear(ib) 51% 1878 3680 115%-All Loads PASS Positive Moment(ft-lb) 92% 14669 15904 115%-All Loads PASS DEFLECTIONS(in) 0/0 Allow. Design Allow. Design Allow. Pass/Fail Span Live 56% 0.961 1.713 L/428 L/240 PASS • Span Total 62% 1.415 2.284 L/291 L/180 PASS SUPPORTS Support 1 Support 2 Live Reaction,Critical(Ib) (DOL%) 1330(115) 1153(115) Dead Reaction (Ib) 548 548 Total Reaction(Ib)(DOL%) 1878(115) 1701 (115) Bearing Bottom Flush Support Wall Beam Req'd Bearing,No Stiffeners(in) - - Req'd Bearing,Stiffeners(in) 1.75 1.75 HANGERS Model Top Face Member Header Size Right LBV2.56/24X*SLD1 6-10dx1.5" 4-10dx1.5" 2-10dx1.5" Glulam DF/SP 8.75x34.5 (* = Web stiffeners required) SPANS AND LOADS Dimensions represent horizontal design spans. Member Slope: 0.25/12 ic I 34'-3.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Snow(115%) 25 12 0 32" Snow Roof Joist ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment Tapered psf Snow(115%) 25 to 0 0 to 0 0'-0.0"to 6'-0.0" Adds To Drift NOTES • Building code: IBC. Methodology: Allowable Stress Design •Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. • Sloped length multiplier= 1.000.Bevel cut add = 0.50". • C:\Documents and Settings\Jonathan H Walters\My Documents\RedSpec\13-013 Red Rock-Building B.red _--- Page 1 of 1 The products noted are intended for interior, untreated, non-corrosive applications with normal temperatures and dry conditions of use,and must be installed in accordance with local building code requirements and RedBuilt" recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted,this output has not been reviewed by a RedBuilt" associate.PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuilt",RedSpec",Red-IT",Red-I45",Red-I65",Red-I65T"", Red-I90T",Red-I90H", Red-I9OHST", Red-LT",Red-LT",Red-WT", Red-ST", Red-MT", Red-HT", RedLam", FloorChoiceT" are trademarks of RedBuilt LLC, Boise ID,USA. Copyright©2010-2012 RedBuilt LLC.All rights reserved. PE Project: Red Rock Type: C Location: Tigard, OR Folder: Roof Date: 4/17/13 2:17 PM RedSpecTM by RedBuiltTM Designer: JHW v7.0.16 Comment: 24" Red-I65TM @ 16" o.c. This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS %Allow. Design Allow. DOL-Control Pass/Fail Shear(lb) 29% 1073 3680 115%-All Loads PASS Positive Moment(ft-lb) 58% 9190 15904 115%-All Loads PASS DEFLECTIONS(in) %Allow. Design Allow. Design Allow. Pass/Fail Span Live 39% 0.661 1.713 L/622 L/240 PASS Span Total 39% 0.888 2.284 L/463 L/180 PASS SUPPORTS Support 1 Support 2 Live Reaction,Critical(Ib)(DOL%) 799(115) 799(115) Dead Reaction(Ib) 274 274 Total Reaction (Ib) (DOL%) 1073 (115) 1073(115) Bearing Bottom Flush Support Wall Beam Req'd Bearing,No Stiffeners(in) - - Req'd Bearing,Stiffeners(in) 1.75 1.75 HANGERS Model Top Face Member Header Size Right None Selected SPANS AND LOADS Dimensions represent horizontal design spans. Member Slope: 0.25/12 ie — — n 34'- 3.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Snow(115%) 35 12 0 16" Snow Roof Joist NOTES • Building code: IBC. Methodology:Allowable Stress Design •Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. • Sloped length multiplier= 1.000. Bevel cut add = 0.50". C:\Documents and Settings\Jonathan H Walters\My Documents\RedSpec\13-013 Red Rock- Building B.red Page l of 1 The products noted are intended for interior,untreated,non-corrosive applications with normal temperatures and dry conditions of use,and must be installed in accordance with local building code requirements and RedBuilt"recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted,this output has not been reviewed by a RedBuilt" associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuilt", RedSpec", Red-I", Red-I45T", Red-I65",Red-165T",Red-I90T", Red-I90H",Red-I90HST", Red-LT", Red-LT",Red-WT", Red-ST", Red-MT" Red-HT", RedLam", FloorChoice" are trademarks of RedBuilt LLC,Boise ID,USA. Copyright©2010-2012 RedBuilt LLC.All rights reserved. i 1 00C-'1* �a,rst see. 0 �4 F5,) ,FQ0'n s 23 u �:�'3 oar �` c.4..1:„ LAA. D...c6pr : sct,.4. � � ov- - -.c-\'`44'. • ' .*S.( . S ; =. 456c. gr:::-.;if._: lh.za ,.I StM1.) 2)1 Q fir- 313\ q°C�Jtl` it-ER AScu. t � 4 • Ids- ✓/ 1 t ' 111111, Cilti IL E.- g.11..LW(141 . .17 • • _ e_•' ' • • ' * \ . ' . . . ' 4" rti e., ,/,'- • ,; TT S x S*Al/k' UV $ i 1,5 y. 1 1 1 ! 4 L' •CG Pi.sZIAt-I abor1NIA4 1, _ . D ?- (3i0, . Ds) l5(S ) ZSo .- k4ul _ -,,-o Z ''la cel W w...t So("�( -/-) 3'f !\ f ms Z-' s 0 • . • r -- r.• i acv Cr 5; 1 v T, C` D de 2'-G, • NORDLING Proj. No.: 13-013 STRUCTURALBUI DIINOG B P ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th,Suite 200•Beaverton OR,97008 Date: JAN 2013 By: JEN Sheet No.: F 1 r 1 Nordling Structural Engineers, LLC 6775 SW 111th #200 Beaverton, OR 97008 Date:04115113 Page: CANTILEVERED RETAINING WALL DESIGN `y , 6 t�� RED ROCK- BUILDING B 4111 '"0V(vt,g4 C st,,rwvr,40 - .1 LAx741,9inIk% - WALL&FOOTING DATA VERTICAL LOADS LATERAL LOADS Retained Height = 4.00 ft Axial DL on Stem = 0 plf Lateral Load Acting on Wall Ht.above Soil = 0.00 ft Axial DL on Stem = 0 plf Stem Above Soil = 0.00 psf Toe Width = 0.42 ft '...Eccentricity = 0.00 in Add'I Lateral Load = 0.00 plf Heel Width = 2.08 ft Surcharge over Toe = 0.0 psf Dist to Load Start = 0.00 ft Total Footing Width = 2.50 ft Surcharge over Heel = 0.0 psf Dist to Load End = 0.00 ft Footing Thickness = 10.00 in Note:Toe Surcharge Resists Overturning Key Depth = 0.00 in Note:Heel Surcharge Resists Overturning Key Width = 0.00 in SOIL DATA ADJACENT FOOTING Toe to Key Dist. = 0.00 ft Allowable Bearing = 2000 psf Vertical Load = 0.0 # SLIDING CHECK Active Lateral = 35.0 pcf Load Eccentricity = 0.00 in FtglSoil Friction = 0.30 Max Press. = 0.0 pcf Footing Width = 0.00 ft Sail to Neglect = 0.00 in Slope Press. = 0.0 pcf Ftg.CL to Wall = 0.00 ft Lateral Pressure = 409 # Backfill Slope = 0.0 :1 Vert.Position of Ftg. -Passive Pressure = 160 # Passive Press. = 180.0 pcf ...AbovelBelow:(+I-] = 0.0 ft -Friction = 425# Soil Density = 120.0 pcf Spread Footing ? No Add.'Force Required = 0.0 # Soil Ht over Toe = 6.00 in SUMMARY FOOTING DESIGN Pressure @ Toe = 1049.5 psf Soil Press.Mult. Toe Heel f'c = 3000 psi Pressure @ Heel = 84.4 psf By ACI Eq 9.1 = 1469 118 psf Fy = 60000 psi Allowable Press. = 2000 psf Mu-Upward = 121 375 ft-11 Min.As Percent = 0.0012 Ecc.of resultant = 4.25 in Mu-Downward = 22 850 ft-# Omit SP Under Heel ? No Max.Shear @ Toe = 0.00 psi Mu-Design = 99 -475 ft-11 Toe Heel Max.Shear @ Heel = -4.53 psi One-Way Shear: # 4 @ 25.64 22.22 in o/c Allow.Ftg Shear = 93.11 psi Actual = 0.0 4.5 psi # 5 @ 39.74 34.44 in o/c Factors of Safety: Allowable = 93.1 93.1 psi # 6 @ 48.00 48.00 in o/c Overturning = 2.97 :1 Cover over Rebar = 3.50 2.50 in # 7 @ 48.00 48.00 in olc Sliding = 1.43 :1 'd' = 6.50 7.50 in # 8 @ 48.00 48.00 in olc Ru = Mulbd"2 = 2.6 9.4 psi # 9 @ 48.00 48.00 in o/c SUMMARY OF FORCES&MOMENTS Overturning Moments Resisting Moments Origin of Force... # ft ft-# # ft ft-# Active Soil Press. = 408.8 1.61 658.7 0 0 0 Soil over Heel = 0 0 0 679.8 1.79 1218.0 Soil over Toe = -31.1 0.44 -13.8 25.0 0.21 5.2 Sloped Soil @ Heel = 0 0 0 0.0 0.00 0.0 Adjacent Ftg.Load = 0.0 0.00 0.0 0.0 0.00 0.0 Surcharge Over Heel = 0 0 0 0.0 0.00 0.0 Surcharge over Toe = 0.0 0.00 0.0 0.0 0.00 0.0 Axial Load on Wall = 0 0 0 0.0 0.00 0.0 Load @ Proj.Wall = 0.0 0.00 0.0 0 0 0 Averaged Stem Wts. = 0 0 0 400.0 0.75 300.0 Added Lateral Load = 0.0 0.00 0.0 0 0 0 Footing Weight = 0 0 0 312.5 1.25 390.5 Key Weight = 0 0 0 0.0 0.00 0.0 Vertical Component of Active Pressure = 0 0 0 0.0 0.00 0.0 - Totals = 377.7 # 644.8 ft-11 1417.3 # 1913.7 ft-# Resisting Totals Used For Soil Pressure 1417.3 # 1913.7 ft-11 (Vert.Component of Active Pressure Removed) (continued on next page....) o 'IA AR9 1,.\ 10AZ.QF FKIFRrAl r- Bruce W.Kenny,KW060914SL-A Nordling Structural Engineers, LLC 6775 SW 111th #200 Beaverton, OR 97008 Date:04115113 Page: CANTILEVERED RETAINING WALL DESIGN `y' RED ROCK- BUILDING B �Z • t?l c?6,, a C. a.x'nst- - v�J�,.:Cr\ - ( continued) STEM SUMMARY Top Stem: From 4.00 ft to Top of Wall 8.00in Concrete wl#4 @ 12.00in,d= 4.00in f'c= 3000.0psi,Fy= 60000.0psi Wall Wt.= 100.00psf,Bar Embed= 12.0in Mu = 0.0 <= Mn = 3423.0ft-# Vu = 0.00 <= Vn = 93.11 psi Interaction Value = 0.000 Second Stem From 3.00ft to 4.00ft 8.00in Concrete wl#4 @ 12.00in,d= 4.00in f'c= 3000.0psi,Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Embed= 12.0in Mu = 9.9 <= Mn = 3423.0ft-# Vu = 0.28 <= Vn = 93.11 psi Interaction Value = 0.003 • Third Stem From 2.00ft to 3.00ft 8.00in Concrete wl#4 @ 12.00in,d= 4.00in f'c= 3000.0psi,Fy= 60000.0psi Wall Wt.= 100.00psf,Bar Embed= 6.0in Mu = 79.3 <= Mn = 3423.Oft-# Vu = 1.72 <= Vn = 93.11 psi Interaction Value = 0.023 Fourth Stem From 1.00ft to 2.00ft 0.00in Concrete wl#4 @ 12.00in,d= 0.00in f'c= 3000.Opsi,Fy= 60000.0psi Wall Wt.= 0.00psf,Bar Embed= 0.0in Mu = 0.0 <= Mn = 0.0ft-# Vu = 0.00 <= Vn = 0.00psi Interaction Value = 0.000 Bottom Stem From 0.00ft to 1.00ft 8.00in Concrete wl#4 @ 12.00in,d= 4.00in f'c= 3000.0psi,Fy= 60000.0psi Wall Wt.= 100.00psf,Bar Embed= 6.0in Mu = 633.4 <= Mn = 3423.0ft-# Vu = 8.32 <= Vn = 93.11 psi Interaction Value = 0.185 • un Apo CM-QGnirnrei r Bruce W.Kenny,KW060914SL-A Engineers,Nordling Structuralg , LLC 6773 SW 111th #200 Beaverton, OR 97008 Date:04115113 Page: CANTILEVERED RETAINING WALL DESIGN ` RED ROCK- BUILDING B (.(s1-1y 1,A V' 4`. (LA W7(4.thy:G++�. - ( continued) STEM SUMMARY Top Stem: From 4.00 ft to Top of Wall 8.00in Concrete wl#4 @ 12.00in,d= 4.00in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Embed= 12.0in Mu = 79.3 <= Mn = 3423.0ft-# Vu = 1.72 <= Vn = 93.11 psi Interaction Value = 0.023 Second Stem From 3.00ft to 4.00ft 8.00in Concrete wl#4 @ 12.00in,d= 4.00in f'c= 3000.0psi,Fy= 60000.0psi Wall Wt.= 100.00psf,Bar Embed= 12.0in Mu = 267.8 <= Mn = 3423.0ft-# Vu = 4.41 <= Vn = 93.11 psi Interaction Value = 0.078 Third Stem From 2.00ft to 3.00ft 8.00in Concrete wl#4 @ 12.00in,d= 4.00in f'c= 3000.0psi,Fy= 60000.0psi Wall Wt.= 100.00psf,Bar Embed= 6.0in Mu = 634.7 <= Mn = 3423.0ft-# Vu = 8.33 <= Vn = 93.11 psi Interaction Value = 0.185 Fourth Stem From 1.00ft to 2.00ft 0.00in Concrete wl#4 @ 12.00in,d= 0.00in f'c= 3000.0psi,Fy= 60000.0psi Wall Wt.= 0.00psf, Bar Embed= 0.0in Mu = 0.0 <= Mn = 0.0ft-# Vu = 0.00 <= Vn = 0.00psi Interaction Value = 0.000 Bottom Stem From 0.00ft to 1.00ft 8.00in Concrete wl#4 @ 12.00in,d= 4.00in f'c= 3000.0psi,Fy= 60000.0psi Wall Wt.= 100.00psf,Bar Embed= 6.0in Mu = 2140.8 <= Mn = 3423.0ft-# Vu = 19.88 <= Vn = 93.11 psi Interaction Value = 0.625 r(P II A n nn�-� +nn�nr_ rnirnrni r O.--lei v........ vuuncnn1 nCI n Nordling Structural Engineers, LLC 6775 SW 111th #200 Beaverton, OR 97008 Date:04115113 Page: RESTRAINED RETAINING WALL DESIGN i _ � 1, t c II - ?�O RED ROCK-BUILDING B CF:-0- - IPTG C.<(lA‘ 0 `?r1"w Nia*..1t WALL DATA FOOTING DATA SOIL DATA Retained Soil Ht. = 6.00 ft Footing Thickness = 10.00 in Allow.Soil Bearing = 2000 psf Toe Width = 0.42 ft Active Fluid Press = 55 pcf Ht.Above Top Support = 0.00 ft Heel Width = 3.08 ft Design Fluid Press = 55.00 pcf Dist:Ftg.To Top Support = 6.00 ft Total Footing Width = 3.50 ft Backfill Slope = 0.00 :1 - Total Wall Height = 6.00 ft Passive Lateral = 180.0 psf Fixity @ Base of Wall = 0 % Key Depth = 9.00 in Soil Density = 120.0 pcf VERTICAL LOADS Key Width = 8.00 in Soil Ht Over Toe = 6.00 in Axial DL on Stem = 350.0 plf Key Dist.to Toe = 2.83 ft Axial LL on Stem = 175.0 plf SUMMARY ...Eccentricity = 0.00 in Pressure @ Toe = 1327.8 psf Ecc.of Resultant = 2.67 in Surcharge over Toe = 0.0 psf Pressure @ Heel = 595.3 psf Kern Distance = 7.00 in Surcharge over Heel = 0.0 psf Allowable Press. = 2000.0 psf Footing One-Way Shear: LATERAL LOADS Sliding F.O.S. = 1.55 :1 @ Toe = 0.00 psi Lateral Load Acting on @ Heel = 1.50 psi Stem above soil = 0.0 psf Restraint Force Req'd Allowable Shear = 93.1 psi Add'I Lateral Load = 0.0 plf at Top of Wall = 329.8 # Footing Overturning ....Top Ftg to load start = 0.00 ft Additional Restraint Stability Ratio = 8.92 :1 ....Top Ftg to load start = 0.00 ft Req'd at Bottom = 0.0 # SLIDING CHECK @ BASE FOOTING DESIGN Soil Press.Mult. Toe Heel f'c = 3000 psi FtglSoil Friction = 0.300 by ACI 9.1 = 1880 843 psf Fy = 60000 psi Soil to Neglect = 0.00 in Mu-Upward = 160 3157 ft-il Min.Asteel % = 0.0014 % Factor of Safety = 1.55 :1 Mu-Downward = 22 3454 ft-il Lateral Pressure = 905.4 II Mu-Design = 137 -297 ft-N Rebar Choices -Passive Pressure = 390.6# One-Way Shear: Toe Heel -Friction Pressure = 1009.5 # Actual = 0.0 1.5 psi #4 @ 20.41 20.41 in Addn'l Force Req'd = 0.0 ti Allow*.85 = 93.1 93.1 psi #5 @ 31.63 31.63 in Cover over Rebar = 3.00 3.00 in #6 @ 44.90 44.90 in Ru = Mulbd' = 3 7 psi #7 @ 48.00 48.00 in As Req'd = 0.12 0.12 in2 #8 @ 48.00 48.00 in #9 @ 48.00 48.00 in STEM DESIGN DATA STEM SECTION DESIGNS Stem Material : Concrete NOTE 11 Maximum Moment Occurs at 2.53 ft above Top of Footing f'c = 3000 psi Top .8 Ht .6 Ht .4 Ht .2 Ht Bottom Fy = 60000 psi OK OK OK OK OK OK Rebar Cover = 3.00 in Dist.above Ftg 6.00 4.80 3.60 2.53 1.20 0.00 ft Wall Thickness = 8.00 in Bar Size 4.00 4.00 4.00 4.00 4.00 4.00 Rebar Spacing 12.0 12.0 12.0 12.0 12.0 12.0 in Rebar Location Center Center Center Center Center Center j Rebar'd'Dist. 4.00 4.00 4.00 4.00 4.00 4.00 in Tension Face Front Front Front Front Front Front Moments:Actual 0 636 1126 1294 970 0 ft-il Allowable 3423 3423 3423 3423 3423 3423 ft-N Shears: Actual 11.7 10.3 6.1 0.0 10.7 23.1 # Allowable 93.1 93.1 93.1 93.1 93.1 93.1 # ' Wall Weight 96.67 96.67 96.67 96.67 96.67 96.67 psf I %ILI All?irl 1gR1.g5 FNFRrAI r Bruce W.Kenny.KW060914SL-A Nordling Structural Engineers, LLC 6775 SW 111th #200 Beaverton, OR 97008 Date:04116113 Page: SQUARE FOOTING DESIGN RED ROCK-BUILDING B F3,F4,F5 F6,F7 LOADING DATA 1 - 3 Dead Load k: 16.00 7.60 - Live Load k: 29.60 13.00 Short Term Load k: 0.00 0.00 • Seismic Zone 0 0 Overburden Weight psf: 0.0 0.0 Combining Live&Short Term Loads ? No No FOOTING DATA Size(Length&Width) ft: 5.50 4.00 Thickness in: 12.00 10.00 #of Bars 8 5 Rebar Size Number #: 5 5 Column Dimension in: 11.0 10.0 f'c psi: 3000 3000 Fy psi: 60000 60000 Cover over rebar in: 3.0 3.0 Concrete weight pcf: 145.0 145.0 SOIL DATA - Basic Allow Soil Brg Press. psf: 2000 2000 Short Term Duration Factor 1.33 1.33 Ftg.Depth Below Soil ft: 0.00 0.00 CALCULATED FORCES Maximum Static Soil Pressure psf: 1652.4 1408.3 Allow Static Soil Pressure psf: 2000.0 2000.0 Max.Short Term Soil Pressure psf: 673.9 595.8 Allow Short Term Soil Pressure psf: 2660.0 2660.0 1-Way:Allowable Shear psi: 109.5 109.5 VulPhi psi: 46.1 33.3 2-Way:Allowable Shear psi: 219.1 219.1 VulPhi psi: 123.5 82.1 Mn k-ft: 18.6 12.2 MulPhi k-ft: 7.6 3.1 REINFORCING Actual Bar Depth in: 8.69 6.69 Min.Allow% Reinforcing 0.0014 0.0000 2001Fy 0.0033 0.0033 Req'd Per Analysis 0.0015 0.0010 USE %: 0.0020 0.0014 Rebar Area Req'd in2lft: 0.21 0.11 Total Area Req'd in: 1.17 0.45 REBAR CHOICES Quantity of: #4 Bars 7 3 #5 Bars 5 2 #6 Bars 4 2 #7 Bars 3 2 #8 Bars : 2 2 - #9 Bars 2 1 #10 Bars 2 1 V44R71r1 1gRR-q5 FNFRI.AI f. Bruce W.Kenny, KW060914SL-A r A-41. -4 1.5t to O Q z O O O I O — --- -_.:v._.._._ I _. lP j �� -r--,,,,,„.,, ' 'I titl. III ! ( �! j pit t iI „; ,' 1i,1 [, , ., II �1 C , , —I 1 � I I - , .. ,„ ,, , _, , 1 r i` ; , ..,,. ,___. .1 , , , t ....___ , ,, , „ I ( I I _ I I ... - ! j 1 j I I . _,, \-11 .,_J - 1 it ill j I I-11' I I 1 1 1 1 I 1 j 1 1 1 iIII \3 C /t� t ,t R-L J NORDLING Proj. No.: 13-013 STRUCTURAL BUILD ROCK _`4 ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th•Suite 200•Beaverton OR,97008 Date: JAN 2013 By: JEN Sheet No.: L 7 . SD., a- Elx VAzc\ • 0 1 0 0 A8.0 8'-10" .. T.O.P. j _ I IN9251 , SZHFLOOR : _' _ _ _l _ _- 1'f 5(4�Q- -) -Ir"1.-7 5 04(-2(t c,s�t--ti st! l tu.) Z tt n 43L s , b Z' 536( 9 70 c2¢ a yJ,--v >73 c ' 'F t Fk tA t„c Z. °s��z - 1 -.4) 1 w z tf.a ? (7,-(Th, - ct .),,,*,,:....) 40.)(4...., SP5f...,r 5 5\L 4 1'11, c....______L...._ 1 NORDLING Proj. No.: 13-013 , i D R fi� �, STRUCTURAL BUILDI °G BB 4.1.41‘4' I ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th,Suite 200•Beaverton OR,97008 Date: JAN 2013 By: JEN Sheet No.: 1-2- r` ND( '° 01)eC1a O O STREET ADDRESS • __\ ` \ 0 V 0 19'-10' I j TOP T.O P r _ 1 T.OP. A E%LGHTS „ _ lil® i ii l I- ` /4\ 10111111111.1 I I- EP EP P EF EP 1' I ii 1 1,�1, ����•:-,7; ., PII= lniiP -- YFINISH FLOOR — -,- \ ^' C \2 \isL44'0(.4.i,3‘+ 1,3SC bl-►4-1, >; 1Sc.4��el(.4./„�-- \1, $k ' ertr— . lti'. c " Ott +‘ z� _ 2c.S' fr p,� �ti ct���t>+ ��i�6> —t zS� ,,, Q'� �" w. \�ttw4«%)` `tea;, 1315 t5'_ ,. vtAtts?4,+17s(ts)` 34,20%.1 1 l#- • t� I*414.4 .►..c. .►..:... O9 176 Sotoetic �-�,,,0**. . c * PSS 1-5.2-1V... � f"-)44‘....., &sQs Proj. No.: 13-013 NORDLING RED ROCK STRUCTURAL BUILDING B 1; ireat (4 ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th.Suite 200•Beaverton OR.97005 Date: JAN 2013 By: JEN Sheet No.: L,.3 LPsSC (cl.Evi,l.J vp 0 0 0 0 0 TENANT © SIGNAGE 0 TENANT 22'-0' TENANT SIGNAGE TO.P I ® SIGNAGE 18'-10" - 17-01 18'-1P ,___7--- T.O.P. F..'a:....t..,,.. ..,�.,. •r I: F ..•4 —.•: T.O.P. TO.P. ' r , ` " 1 Sigr age _ signage ' t _, = L = - z, 'l � I I I A -1� Y ,U-)•.,.p U U,,` EXTERIOR I'' �• � f - IGHT !)" til C4 -;-_,.,,,,i:it,: tot , t_ t:. . ;,..-I-4_:,. , ,,,7 0........e....,_ ' z/ \\ 'v1:-.:' .":.f--f4r1---. --7.1:z1==-1-;,_ ? *t114...It2:i'-', ' . \ ' -.'2117-1 It 7_--1_.1 CI P:j �{''j. 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P �t�,� .9, ( v c:3 zitiVet �Q 4 • d ,, ...9 a 4.7 - .t.(.4. r pv cno Z COc......_____\_________ril CO U Z C" d � o n o 0 cn b7 w USS Earthquake Hazards Program 2005 ASCE 7 Standard Lat: 450 25'59.44" N Ss and Si=Mapped Spectral Acceleration Values Long: 122°45'4.39" W SW 72nd Ave&SW Dartmouth St,Tigard,OR 97223 Ground Motion Ss 0.951 Si 0.340 Occupancy Category 11 Light Framed walls with woods hear panels Site Class D R 6.5 Importance Factor 1.00 Height of Structure 20.0 ft Structural Period T 0.189 Site Coefficients Ct 0.020 Fa 1.12 x 0.75 Fv 1.72 Cs SDs I/R 0.109 SMS Fa* Ss 1.065 CS MAX SDs I/T R 0.317 SM1 Fv* Si 0.585 CS MIN 0.044 SDs I 0.031 SDs (2/3)SMS 0.710 V Cs* WP 0.109 WP SDI (2/3)SMI 0.390 ASD =V* 0.7 0.076 WP Seismic Design Category SDC D t 87* kt- nt a ?e•-••«��* 'DE01.�,(,-t.• 4- t4tCh)t,3S� _ to (,D13� '� 1_! 4— Z 3 S" NORDLING Proi. No.: 13-013 RED ROCK STRUCTURAL BUILDING B 1 'ko. ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW I I1th.Suite 200•Beaverton 0R.97008 Date:JAN 2013' By: JEN Sheet No.: L(o