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Specifications ,S /P2D/9-Oi03S15' RECEIVED DEC 19 2019 CITY OF TIGARD BUILDING DIVISION STRUCTURAL CALCULATIONS FOR PACIFIC CORPORATE CENTER 15333 S.W. SEQUOIA PKWY., #100 TIGARD, OR 97224 -- CANOPY -- �,RUCTURg4 `5/e4D PROre* 444 12187 LJOREG N tiN F. NOR��` EXPIRES:12/31/20 be' Contents Gravity Calculations GI -G5 Contact Person: John E Nordling,PE Lateral Calculations L1 -L5 NORDLING Proj. No.: 19-249 STRUCTURAL COCA COLA BUILDING J Y „I.) ENGINEERS, LLC PAC TRUST 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:NOV 2019 By:JEN Sheet No.: COVER 1.5' / 13' s r• H FACE OF WALL /ROOF ABOVE / SNOW+pRIFT 0'96c _ 0 20 sr 0 USE 35 pa Ave DRIFT + SNOW --------- -------------- ® 1 Al II / 1.5' / 8.0' r II \ t NORDLING Proj. No.: 19-249 COCA COLA BUILDING STRUCTURAL CANOPY ENGINEERS, LLC PAC TRUST 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:NOV 2019 By: JEN Sheet No.: GI ASCE 7-10 Wind Force Standard Components and Cladding: Wind Speed : 120 mph Exposure: B Structure Type : Building-Components&Cladding Building Type : Enclosed Building Topographic Feature • Height(h): 15 ft Homogeneous Height of Hill(h) 0 ft Kz: 0.701 Crest Length(Lb) 0 ft qh : 21.95 psf Crest to Structure Dist(x) 0 ft GCp : 1.4 cornerzone Ka: 0.85 Kt : 0.00 External Pressure: 30.7 psf-LRFD GCpi: ±0.18 K2 : 0.00 18.4 psf-ASD Kit: 1.00 13 : 0.00 SEA Snow Loading 15333 SW Sequoia Pkwy,Tigard,OR 97224 Lat: 45°24'34.26"N Snow Load: 10.0 psf Long: 122°44'53.5"W Elevation: 206.0 ft Snow Drift Analysis Snow Loads L upper 100'-0" Ground Snow Load 10.0 psf L lower 9'-0" Roof Snow Load 7 psf Drift Type Lower Structure W 10.88 ft Upper Roof Pitch 0 /12 Seperation Distance 0 Height Hr(hc+hb) 10'-0" Drift Surcharge Only Considered When Drift Surcharge Applies ? hc/hb>0.2(hc=hr-hb)[(hr-hb)/hb>0.2] = 20.86 Yes hd=(0.43(Lu^(1/3))* ((Pg+10)^(1/4))-1.5)* ((20-S)/20) 2.72 ft hb=Pf/y 0.46 ft. y=0.13Pg+14.0<=30 pcf 15.3 pcf SUMMARY Surcharge Load due to Drifting Pd 42 psf Drift Load at Lower Roof Edge 7 psf NOROLING Proj. No.: 19-249 STRUCTURAL COCA COLA BUILDING CANo Y G ENGINEERS, LLC PAC TRUST 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:NOV 2019 By: JEN Sheet No.: G2 Al METAL DECKING A2 (E) C8 + EXTENSION P9F P5F P$F DL 9L WL W DL 20 plr ' 5 50 -18.4 SL 140 plr WL -14 plr Yerco Type N-24 CAP 13 psf > 55 pef 3' deep, 22 gauge, 8'-6' Single Span W PL. 5 per SL 35 per W WL -18.4 per ' Q D, 0 0 ' W A A q4. 8.3' I 2.5' / 6.5' I 1.6' / 19.4' / 8'-0' C8x11.5 R DL 20 plr 38 plr 16 plr 23 plr R1 R2 St. 140 plr 268 plr 113 pir 162 plr RDL 126 126 WL -14 plr -141 plr -59 pit —85 plr sL 560 560 WL -296 -296 A36 V M Self Wt lbs ft-lbs 11.50 plf D+S 686 1,372 D+W 170 340 D+%L+�/<S+'/<W 324 649 fv 0.4 < 14.4 ksi fb 2.0 < 23.8 ksi S1 A DL 0.00 A LL -0.01 L/+999 A SL 0.01 L/+999 A D+L -0.02 L/+999 A D+S 0.00 L/+999 D+%/a L+'/s S A•IL -0.01 L/+999 NORDLING Proj. No.: 19-249 STRUCTURAL COCA COLA BCANOPY G,,i- 1.4.,J‘i ENGINEERS, LLC PAC TRUST 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:NOV 2019 By: JEN Sheet No.: G3 A3 (E) C8 + EXTENSION A4 NEW BEAM ,4 NEW BEAM W DL 38 plf W DL 16 plf W DL 23 plf SL 265 plf SL 113 plf GI_ 162 plf WL -141 plf WL -59 plf WL -85 pit PDL 68 lbs BEAM 46 SL 195 Ibe WL -102 lbe P W W W 11111I 1 111111 ' o A A A ' o ' A ill I s 1.5'i 8.0' ,1.5'I 1.3' 12.2' , ,1.5' 8.01 1.5's k 9.5' / / 10.9' , 11.0' C8x11.5 HSS6x2x0.125 HSS6x2x0.125 , R1 R2 R3 R1 R2 R3 R4 R1 R2 R3 R4 RDL 0 279 191 RDL 0 112 135 0 RDL 0 168 224 0 sr, 0 1,489 1,019 SL 0 562 681 0 SL 0 908 1,069 0 wL 0 -795 -544 WL 0 -293 -356 0 WL 0 -476 -561 0 A36 V M Self Wt A500 Grade B fy V M Self Wt A500 Grade B fy V M Self Wt lbs ft-lbs 11.50 plf lbs ft-lbs 6,45 plf lbs ft-lbs 6.45 plf D+S 1,298 2,335 D+S 518 664 D+S 1,006 1,410 D+W 379 681 D+W 140 179 D+W 253 394 D+%L+%S+3/W 587 1,056 D+'/,L+%S+%W 241 309 D+'h L+'/+S+'h<W 474 649 fv 0.7 < 14.4 ksi fv 0.4 < 18.4 ksi fv 0.7 < 18.4 ksi fb 3.4 < 23.8 ksi fb 3.2 < 30.4 ksi fb 6.8 < 30.4 ksi S1 S2 S1 S2 S3 S1 S2 S3 A DL 0.00 0.00 A DL 0.00 0.00 0.00 A DL 0.01 -0.01 0.01 A LL 0.01 -0.02 ALL 0.01 -0.02 0.02 ALL 0.03 -0.06 0.04 L/+999 L/+999 L/+999 L/+999 L/+999 L/526 L/+999 L/502 A SL -0.01 0.01 A SL -0.01 0.01 -0.01 A SL -0.02 0.03 -0.02 L/+999 L/+999 L/+999 L/+999 L/+999 L/+999 L/+999 L/957 A D+L 0.02 -0.03 A D+L 0.02 -0.03 0.02 A D+L 0.04 -0.07 0.04 L/+999 L/+999 L/+999 L/+999 L/+999 L/441 L/+999 L/419 A D+S 0.00 0.01 A D+S_ 0.00 0.01 0.00 A D+S -0.01 0.02 -0.01 L/+999 L/+999 L/+999 L/+999 L/+999 L/+999 L/+999 L/+999 D+%L+'/.S D+'/s L+V S D+%L+%S A TL 0.01 -0.01 A m 0.01 -0,01 0.01 A 71. 0.02 -0.03 0.02 L/+999 L/+999 L/+999 L/+999 L/+999 L/959 L/+999 L/903 NORDLING Pro;, No,: 19-249 STRUCTURAL COCA COLA BUILDING CANOPY kJ - ‘ 'll‘ Ill ENGINEERS, LLCk.,40400) PAC TRUST 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:NOV 2019 By: JEN Sheet No,: G4 46 TRANSV BEAM Al TRANSv BEAM PDL 219 lbs BEAM A3 SL 1489 lbs wL -195 lbs Pr),_ 135 nos BEAM A4 PDL 112 lbs BEAM A4 SL 681 'be SL 562 nos wL -356 lbs wL -293 lbs P PA3 PA4 d ry A, e a� Al d 9.1' I 7/ 1T-01 HSS6x2x0.125 C8x11.5 HSS 8 x3 x0.1875 R1 R2 R1 R2 R1 R2 RDL 126 68 RDL 287 300 RDL 301 314 Si. 486 195 - sL 994 1,057 sL 994 1,057 wL -254 -102 wL -530 -561 WL -530 -561 - A500 Grade B 1 V M Self Wt A36 V M Self Wt A500 Grade B fy V M Self Wt lbs ft-lbs 6.45 plf lbs ft-lbs 11,50 plf lbs ft-lbs 13.20 plf D+S 612 1,541 D+S 1,356 9,964 D+S 1,371 10,026 D+W 145 348 D+W 336 2,336 D+W 332 2,275 D4%L+3/4 S+'/e W 300 746 D+3/L+3/4 S+%W 671 4,752 D+%L+%/a S+3/W 686 4,814 fv 0.4 < 18.4 ksi fv 0.8 < 14.4 ksi fv 0.5 < 18.4 ksi fb 7.5 < 30.4 ksi fb 14.7 < 23.8 ksi fb 17.3 < 30A ksi Sis Si S1 A DL -0.02 A DL -0.09 A DL -0.11 -ALL -0,07 ALL -0.38 ALL -0.44 L/+999 L/543 L/464 A SL 0.03 A si. 0.20 A sL 0.23 L/+999 L/+999 L/872 A D+L -0.08 A D+L -0.47 A D+1, -0.55 L/+999 L/434 L/368 AD+S 0.02 AD+S 0.11 Ao+s 0.12 L/+999 L/+999 L/+999 D+3/a L+3/<S D+3/e L+3/S D+3/a L+3/S Am -0.04 Am -0.23 Am -0.27 L/+999 L/901 L/759 NORDLING Proj. No.: 19-249 COCA COLA BUILDING 9 1 STRUCTURAL CANOPY ENGINEERS, LLC PAC TRUST 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:NOV 2019 By: JEN Sheet No.: G5 WIND: 21 pIf IIII111111IIIII IIII11111111 IIIIIIIIIIl11I111111t E2: 62 pIf llll I II 1II1 111111 IIl 0 0 0 10 m `gym 2.0' , 8.0' �, 2.0' 3.l— - 1111.1 ME NM NM \ —1 1 1 ISO m 250 mNE an CD \ we m um ow in m No im ii 1— • 61 (Ns in C mi EN —N - Q , ON N NW • 220 N C I Q -_ i z = I NE 111 mi me et) MI INN I no INN Ell imi 0 I Mil NM 1 ME MI IM 0 0 { ( —T-I WIND SEISMIC NORDLING Proj, No.: 19-249 COCA COLA BUILDING -11 Imo, ,`9 STRUCTURAL CANOPY - J ENGINEERS, LLC PAC TRUST 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:NOV 2019 By:JEN Sheet No.: L1 i • • ASCE 7.10 Wind Force Standard Wind Speed : 120 mph Exposure: B Mean Height(h): 20'-0" Width (x): 30'-0" Topographic Feature: Homogeneous • Length(y): 30'-0" Height of Hill(h) 0 ft Crest Length(La) 0 ft qh : 19.55 psf-LRFD Crest to Structure Dist(x) 0 ft X I l Y Ka: 0.85 Kt : 0.00 Cp: 0.80 0.80 windward Kzt: 1.00 K2 : 0.00 Cp: -0.50 -0.50 leeward K3 : 0.00 Gust: 0.86 0.86 Wall Loads --► llx IIY ,. ASD; Leeward qh * Cp * Gust = -5.1 psf qh * Cp * Gust = -5.1 psf Windward kz qz* Cp* Gust Total qz* Cp * Gust Total 20'-0" 0.624 8.1 psf 13.2 psf 8.1 psf 13.2 psf NORDLING Proj, No.: 19-249 ft STRUCTURAL COCA COLA BCANC PY - J J` y ENGINEERS, LLC PAC TRUST 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:NOV 2019 By:JEN Sheet No.:L2 INS Earthquake Hazards Program ASCE 7-10 Standard Lat: 45°24'34.26"N Ss and S1=Mapped Spectral Acceleration Values Long: 122°44'53.5" W 15333 SW Sequoia Pkwy,Tigard,OR 97224 Ground Motion Ss 0.968 Si 0.420 Occupancy Category II Cantilevered Column Systems Site Class D R 2.5 Importance Factor 1.00 Height of Structure 15.0 ft Structural Period T 0.152 Site Coefficients Ct 0.020 Fa 1.11 X 0.75 F,. 1.58 Cs SDs I/R 0.287 SMs Fa* Ss 1.077 CS MAX SDS I/T R 1.161 SMI Fv* Si 0.664 Cs MIN 0.044 SDs I 0.032 SDS (2/3)SMS 0.718 V Cs* WP 0.287 WP SDI (2/3)SMi 0.442 ASD =V* 0.7 0.201 WP Seismic Design Category SDC D El Roof 0.201 * 15 psf * 12'-0" = 36 plf E2 Roof 0.201 * 15 psf * 20'-6" = 62 plf NORDLING Proj. No.: 19-249 COCA COLA BUILDING STRUCTURAL CANOPY - \> ENGINEERS, LLC PAC TRUST 6775 SW 111th,Suite 200•Beaverton OR,97008 Date: NOV 2019 By: JEN Sheet No.:L3 131 COLUMN 152 COLUMN P A2 DL 118 Ibe P A5 DL 224 Ibe I SL '190 !be HSS 8 x 4 x 0.250 SL 1,069 Ibe V lII U)L -411 Ibe R1 R2 V _ wL -561 Ibe ' \ -- Al DL 281 Ibe RAL 0 0 ` -''- i DL 300 Ibe SL 994 Ibe SL 0 0 Al 5L SL 1051 Ibe to ILL -550 Ibe WL 185 0 X 01L -561 Ibe = A500 Grade Bfy V M = V V Ul 160 Ibe /2 ]bs ft-Ibs a V W190 Ibe/2 E 310 Ibe /2 D+S 0 0 N E 250 be /2 D+W 185 1,573 D+%L+%.S+%W 139 1,179 I; ., fv 0.1 < 18.4 ksi 1.;i lb 1.8 < 30.4 ksi S1 ADL 0.00 .._. ALL 0.00 D 0.47 k D+S 2.2 --- D 0.52 k D+S 2.7 S 1.78 k D+W -0,5 A sr. -0.05 S 2.13 k D+W -0.6 W -0.95 k D-Prsw.w 1.1 L/+999 W -1.12 k D+�%s+'W 1.3 A D+L 0.00 HSS 8 x 4 x 0.250 ___ HSS 8 x 4 x0.250 H(ft) K A n+s -0.05 H(ft) K b x 4.00 8'-6" 1.0 L/+999 b x 4.00 8'-6" 1.0 d y 8.00 8'-6" 1.0 D+1/4 L+1/4 S d y 8.00 8'-6" 1.0 fa 0.4 < 21.1 ksi A T1, -0.04 fa 0.5 < 21.1 ksi L/+999 Fy 46 ksi ix 2.85 Fy 46 ksi rx 2.85 ` Er 29,000 ksi ry 1.66 Axial Load E' 29,000 ksi ry 1.66 Cc 112 ksi kllrx 35.8 DL 0.47 LL 1.78 kips Cc 112 ksi kl/rx 35.8 A 5.24 in2 klry 61.4 A 5.24 in2 kl/ry 61.4 b d FTG:2'-0"x 2'-0"x 10" Lu 8.5 8.5 ft FTC:2'-0,"x 2'-0"x 10" Bars (3) #4 Cover 3" K 2.0 2.0 Bars (3) #4 Cover 3" As 0.588 sq.in As Req 0.432 As 0.588 sq.in As Req 0.432 d 6.75" in r 2.85 1.66 in d 6.75" in KUr 72 123 SBP 562 < 1,500 psf Fe 29.1 9.9 ksi 29.1 SBP 663 < 1,500 psf fc 3,000 Fy 60,000 psi fa 0.43 < 9.9 ksi fc 3,000 Fy 60,000 psi Vu-1 1.7 < 93.1 psi Vu-1 2.0 < 93.1 psi Vu-2 5.7 < 186.2 psi H1-1 0.094 < 1.0 Vu-2 6.7 < 186.2 psi Mu 640 < 17,098 ft-lbs H1-2 0.074 < 1.0 Mu 755 < 17,098 ft-lbs H1-3 0.102 < 1.0 NORDLING Proj. No,: 19-249 STRUCTURAL COCA COLA BUILDING c No Y - 5I, ENGINEERS, LLC PAC TRUST 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:NOV 2019 By: JEN Sheet No.:L4 E32 COLUMN 81 FOOTING . WORST CASE IISS8x4x0.250 RI R2 __ RDL 0 0 P DL 410 lbs SL 0 0 I SL 1130 lbs wL 125 0 A500 Grade Bfy V M ('F1111j 1; ,1,vs lbs ft-lbs W CO1 lbs/2 D+S 0 0 E 310 Hoe /2 D+W 125 1,063 D+'%L+%<S+%W 94 796 Weak Axis fv 0.1 < 18.4 ksi fb 1.8 < 30.4 ksi Si ' A DL 0.00 S ALL 0.00 '{li::n.- ti.1::w ,./ A SL -0.11 L/963 P DL 470 lbs Footing A D+L 0.00 PLL 1,780 lbs Length 36" D+s -0.11 P FTG 1,125 lbs Width 36" L/963 Depth 10" D+'A -i�/.s V c 185 lbs Weight 150 pcf - A m -0.08 H 10'-6" L/+999 MOT Pm e SBP Axial Load ft-lbs lbs in psf DL 0.52 LL 2.13 kips D+S 0 3,375 0.00 375 b d D+E 1,943 1,595 14.61 1,256 Lu - 8.5 8.5 ft D+0.75 S+0.75 E 1,457 2,930 5.97 649 K 2.0 2.0 r 2.85 1.66 in KLJr 72 123 3'-0" x 3'-0' x 10' FTG Fe 29.1 9.9 ksi 9.9 W/ (4) M4 EACH WAY fa 0.51 < 9.9 ksi H1-1 0.103 < 1.0 H1-2 0.077 < 1.0 H1-3 0.109 < 1.0 NORDLING Proj. No.: 19-249 - STRUCTURAL COCA COLA BUILDING - J ENGINEERS, LLC PAC TRUST 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:NOV 2019 By:JEN Sheet No.:L5