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! . , . rvwnF COPY REVISION 2upapa_1 - 0001 F $ APPROVED ) )- a9 •- STRUCTURAL CALCULATIONS FOR PACTRUST BUSINESS CENTER 16505 SW 72nd AVE PORTLAND, OR 97224 -- EXTERIOR COURTYARD COVER -- S.�RU C T URq 4 OD PROFF /, 444 12,187 \p DREG• . -I ✓O yG4 S' 1 5. 190n �G tiN E. NO9 EXPIRES:12/31/22 Contents Plan P1 Contact Person: John E Nordling,PE Calculations Cl -C11 NORDLING Proj. No.: 21-177 // GOOD FEET , ,,, .,, r STRUCTURAL FREE STANDING CANOPY J ._ ENGINEERS, LLC PAC TRUST 6775 SW 111th,Suite 200•Beaverton OR,97008 Date: SEP 2021 By: JEN Sheet No.: COVER 6.0' / 15.8' U: 10101f Hill II il� iiriiiII FTFIITIIIIJII , 1111 fI Ii Ir[i- 11111“ ii ri i� AIIIIII Milli 1111 , 11 1111111 , 1 , 111 IIlIII1 , 111 ,l1i ` O Q El C] U: 385 Ibs O tt E: 350Ibs / �9' / O O [J [] N 0 � mcp s. W: 385 Ibs ■11111.1 a.a,I61B) E: 800 Ibs ■ 5 l2603,141.9) ■ 3 ■ 4 (0,104.1) • (ll.l, lib) 0 0 (11.1,21) 2 (0,0) - - o rL - O NORDLING Proj, No.: 21-177 STRUCTURAL GOOD CANOPY FREE STANDING ,•s J ` ENGINEERS, LLC PAC TRUST 6775 SW 111th,Suite 200•Beaverton OR,97008 Date: SEP 2021 By: JEN Sheet No.: P1 i A ' SUB-PURLIN B PURLIN O BEAM PSF PSF PSF P5F P5F P5F DL LL TW DL LL TW DL LL TW 10 25 24' o/c 10 20 8'-0' o/c 10 20 9.14' - 11.6' LU W W A A A A • A A 8'-0' , / 14'-0' I /6.0' 15.8' 9.8' r f HSS3x2x0.125 HSS 5 x4 x0.250 HSS8x6x0.250 R1 R2 R1 R2 R1 R2 R3 R4 RDL 96 96 RDL 657 657 RDL 0 1,383 2,601 0 LL 200 200 LL 1,120 1,120 LL 0 2,229 4,324 0 Ti. 296 296 TL 1,777 1,777 1L 0 3,612 6,926 0 A500 Grade B fy=46 A500 Grade B fy=46 A500 Grade B fy=46 V MAX 296 lbs Self Wt V MAX 1,777 lbs Self Wt V MAX 3,518 lbs Self Wt M MAX 591 ft-lbs 3.90 plf M MAX 6,221 ft-lbs 13.90 plf M MAX 17,422 ft-lbs 22.40 plf fv 0.5 < 18.4 ksi fv 0.8 < 18.4 ksi fv 1.0 < 18.4 ksi fb 8.2 < 30.4 ksi lb 14.0 < 30.4 ksi fb 14.7 < 30.4 ksi S1 S1 S1 S2 S3 A DL -0.06 A DL -0.21 A DL -0.07 0.04 -0.36 A LL -0.12 A LL -0.36 A LL -0.11 0.07 -0.61 L/785 L/472 L/638 L/+999 L/192 ok ok ok ok ok A TL -0.18 A TL -0.56 A TL -0.18 0.11 -0.98 L/531 L/297 L/398 L/+999 L/120 NORDLING Proj. No.: 21-177 FEET 111 �,;.;,� STRUCTURAL FREE STANDINGOOD CCANOPY J \>l ENGINEERS, LLC PAC TRUST 6775 SW Mtn,Suite 200•Beaverton OR,97008 Date: SEP 2021 By:JEN Sheet No,: Cl 0 BEAM 4 COLUMNS Geometry data Nodes Node X Y Z Rigid Floor [in] [in] [in] 1 71.10 0.00 0.00 0 2 260.30 0.00 0.00 0 3 0.00 104.10 0.00 0 4 71.10 116.00 0.00 0 5 260.30 147.90 0.00 0 6 378.80 167.80 0.00 0 Restraints Node TX TY TZ RX RY RZ 1 1 1 1 0 0 1 2 1 1 1 0 0 1 Members Member NJ NK Description Section Material dO dL Ig factor [in] [in] 1 6 5 Beam HSS 6 x 6 x 0.3125 A500 GrB rectangular 3.00 8.00 0.00 2 5 4 Beam HSS 6 x 6 x 0.3125 A500 GrB rectangular 0.00 0.00 0.00 3 4 3 Beam HSS 6 x 6 x 0.3125 A500 GrB rectangular 0.00 0.00 0.00 4 4 1 Column HSS 6 x 6 x 0.1875 A500 GrB rectangular 0.00 0.00 0.00 5 5 2 Column HSS 6 x 6 x 0.1875 A500 GrB rectangular 0.00 0.00 0.00 Load data Load on nodes Condition Node FX FY FZ MX MY MZ [Lb] [Lb] [Lb] [Lb*ft] [Lb*ft] [Lb*ft] ^wl 4 193.00 0.00 0.00 0.00 0.00 0.00 5 193.00 0.00 0.00 0.00 0.00 0.00 eq 4 400.00 0.00 0.00 0.00 0.00 0.00 5 400.00 0.00 0.00 0.00 0.00 0.00 Distributed force on members Condition Member Dirt Vail Val2 Dist1 % DIst2 [Lb/ft] [Lb/ft] [in] [in] ----- di 1 Y -116.00 -108.00 0.00 Yes 100.00 Yes 2 Y -108.00 -96.00 0.00 Yes 100.00 Yes 3 Y -96.00 -91.00 0.00 Yes 100.00 Yes II 1 Y -232.00 -216.00 0.00 Yes 100.00 Yes 2 Y -216.00 -192.00 0.00 Yes 100.00 Yes 3 Y -192.00 -183.00 0.00 Yes 100.00 Yes --- 1 NORDLING Proj. No.: 21-177 STRUCTURAL GOOD FEET , = FREE STANDING CANOPY ENGINEERS, LLC PAC TRUST 6775 SW 111th,Suite 200•Beaverton OR,97008 Date: SEP 2021 By:JEN Sheet No.: C2 I Ør 8E 4M 4 COLUMNS Analysis result Translations Translations finl Rotations fRadl Node TX TY TZ RX RY RZ Condition LC1=dl+I1 4 0.09477 -0.00341 0.00000 0.00000 0.00000 -0.00015 6 0.26195 -0.99671 0.00000 0.00000 0.00000 -0.01066 Condition LC2=dI+wl 4 0.10845 -0.00101 0.00000 0.00000 0.00000 -0.00051 6 0.16893 -0.36003 0.00000 0.00000 0.00000 -0.00379 Condition LC2a=dI-wl 4 -0.04515 -0.00126 0.00000 0.00000 0.00000 0.00040 6 0.00581 -0.30441 0.00000 0.00000 0.00000 -0.00332 Condition LC3=dI+eq 4 0.19082 -0.00088 0.00000 0.00000 0.00000 -0.00099 6 0.25641 -0.38985 0.00000 0.00000 0.00000 -0.00404 Condition LC3a=d1-eq 4 -0.12753 -0.00138 0.00000 0.00000 0.00000 0.00089 6 -0.08168 -0.27459 0.00000 0.00000 0.00000 -0.00307 Condition LC4=d1+0.7511+0.75w1 4 0.13659 -0.00275 0.00000 0.00000 0.00000 -0.00047 6 0.27948 -0.85144 0.00000 0.00000 0.00000 -0.00906 Condition LC4a=d1+0.7511.0.75w1 4 0.02139 -0.00293 0.00000 0.00000 0.00000 0.00021 6 0.15713 -0.80973 0.00000 0.00000 0.00000 -0.00871 Condition LC5=d1+0.75I1+0.75eq 4 0.19837 -0.00265 0.00000 0.00000 0.00000 -0.00083 6 0.34509 -0.87381 0.00000 0.00000 0.00000 -0.00925 Condition LC5a=dI+0.751I-0.75eq 4 -0.04039 -0.00303 0.00000 0.00000 0.00000 0.00058 6 0.09152 -0.78736 0.00000 0.00000 0.00000 -0.00852 Condition LC6=0.6d1+w1 4 0.09579 -0.00056 0.00000 0.00000 0.00000 -0.00048 6 0.13399 -0.22714 0.00000 0.00000 0.00000 -0.00237 Condition LC6a=0.6d1-wl 4 -0.05781 -0.00080 0.00000 0.00000 0.00000 0.00042 6 -0.02914 -0.17153 0.00000 0.00000 0.00000 -0.00190 Condition LC7=0.6d1+eq 4 0.17816 -0.00043 0.00000 0.00000 0.00000 -0.00097 6 0.22147 -0.25696 0.00000 0.00000 0.00000 -0.00262 Condition LC7a=O.6d1-eq 4 -0.14018 -0.00093 0.00000 0.00000 0.00000 0.00091 6 -0.11662 -0.14170 0.00000 0.00000 0.00000 -0.00165 NORDLING Proj. No.: 21-177 GOOD FEET 11 , , STRUCTURAL FREE STANDING CANOPY t J J 1 ENGINEERS, LLC PAC TRUST 6775 SW 11um,Suite 200•Beaverton OR,97008 Date: SEP 2021 By: JEN Sheet No.: C3 ® SEAM 4 COLUMNS Steel Code Check Load conditions to be included in design: LC1=dl+Il LC2=dl+wl LC2a=dl-wl LC3=dl+eq LC3a=dl-eq LC4=d1+0.7511+0.75w1 LC4a=d1+0.7511-0.75w1 LC5=d I+0.75I1+0.75e q LC5a=d1+0.7511-0.75eq LC6=0.6d1+wl LC6a=0.6d1-wl LC7=0.6d1+eq LC7a=0.6d1-eq Description Section Member Ctrl Eq. Ratio Status Reference Beam HSS 6x 6x 0.3125 1 LC1 at 100.00% 0.36 OK Eq.H1-lb 2 LC1 at 0.00% 0.42 OK Eq.H1-lb 3 LC1 at 0.00% 0.16 OK Eq.H1-1 b r Column HSS 6 x 6 x 0.1875 4 LC5 at 100.00% 0.23 OK Eq.H1-1 b 5 LC5a at 0.00% 0.27 OK Eq.H1-1 b Analysis result Reactions Forces ILbI Moments(Lb*ftl Node FX FY FZ MX MY MZ -____________________ Condition dl=Dead Load 1 -138 1,128 0.00000 0.00000 0.00000 695 2 138 2,185 0.00000 0.00000 0.00000 -407 Condition II=Live Load 1 -278 2,260 0.00000 0.00000 0.00000 1,390 2 278 4,370 0.00000 0.00000 0.00000 -818 Condition wl=Wind Load 1 -245 -120 0.00000 0.00000 0,00000 1,394 2 -140 120 0.00000 0.00000 0.00000 953 Condition eq=Seismic Load 1 -507 -249 0.00000 0.00000 0.00000 2,891 2 -292 249 0.00000 0.00000 0.00000 1,976 NORDLING Proj. No,: 21-177 GOOD FEET STRUCTURAL FREE STANDING CANOPY 0100 '' V ,,,., ENGINEERS, LLC PAC TRUST 6775 SW 111th,Suite 200•Beaverton OR,97008 Date: SEP 2021 By: JEN Sheet No,: C4 0 FOOTING P DL 1,128 lbs M DL 695 ft-lbs Footing P PLL 2,260 lbs M LL 1,390 ft-lbs Length 4'-0" PEx -250 lbs M w 2,891 ft-lbs Width 4'-0" MP FTG 2,320 lbs Depth 12" Weight 145 pcf MOT PTL e SBP ft-lbs lbs in psf D+L 2,085 5,708 4.38 552 0.6 D+E 3,308 2,747 14.45 575 D+0.75 L + 0.75 E 3,906 4,956 9.46 682 P DL 2,185 lbs M DL 407 ft-lbs Footing PLL 4,370 lbs M LL 818 ft-lbs Length 4'-0" PEx 250 lbs M w 1,976 ft-lbs Width 4'-0" P FTG 2,320 lbs Depth 12" Weight 145 pcf MOT P TL e SBP ft-lbs lbs in psf D+L 1,225 8,875 1.66 670 0.6 D+E 2,220 3,881 6.86 451 D+0.75 L+0.75E 2,503 7,970 3.77 733 Analysis result Reactions Forces fLbl Moments fLb`ftl Node FX FY FZ MX MY MZ Condition dl=Dead Load 1 -156 1,134 0.00000 0.00000 0.00000 648 W Condition 11=LIve Load 1 -314 2,273 0.00000 0.00000 0.00000 1,295 �� ^ Condition wI=Wind Load 1 -282 -107 0.00000 0.00000 0.00000 1,367 Condition eq=Seismic Load 1 -584 -222 0.00000 0.00000 0.00000 2,833 1 NORDLING Proj. No.: 21-177 STRUCTURAL GOOD FEET FREE STANDING CANOPY ‘ i'' ' '''' Ilik ENGINEERS, LLC PAC TRUST 6775 SW 111th,Suite 200•Beaverton OR,97008 Date: SEP 2021 By: JEN Sheet No.: C5 ASCE 7.16 Wind Force Standard Wind Speed: 98 mph Exposure : B Mean Height(h): 15'-0" Width (x): 31'-7" Topographic Feature: Homogeneous Length(y): 19'-0" Height of Hill(h) 0 ft Crest Length(Lh) 0 ft qh : 12.01 psf-LRFD Crest to Structure Dist(x) 0 ft 11 X IIY Kn: 0.85 Ki : 0.00 Cp: 0.80 0.80 windward Kzt : 1.00 1(2 : 0.00 Cp: -0.37 -0.50 leeward K3 : 0.00 Gust: 0.87 0.88 Wall Loads —► I I X I I Y , ASD Leeward qh * Cp * Gust = -2.3 psf qh * Cp * Gust = -3.2 psf Windward kz qz* Cp* Gust Total qz* Cp * Gust Total 15'-0" 0.575 5.0psf 7.3 psf 5.0psf 8.2 psf Roof Loads Wind Force Perpendicular to Ridge qz: 7.2 psf h/Ly 0.789 11 X h/Lx 0.475 I I Y l Horizontal Force applied at Eave Horiz Pitch Angle X/Y Cp q outward inward total Dist windward leeward windward leeward (pIf) (plf) (pIf) 31'-7" 2/12 9.5 X -0.18 -0.62 -1.1 psf -3.8 psf -5.9 -20.2 r- 1 NORDLING Proj. No.: 21-177 STRUCTURAL GOOD FEET il S` FREE STANDING CANOPY 7- ENGINEERS, LLC PAC TRUST 6775 SW iiith,Suite 200•Beaverton OR,97008 Date: SEP 2021 By: JEN Sheet No.: C6 f USGS G Earthquake Hazards Program ASCE 7-16 Standard Lat: 45°24'4.21" N Ss and S 1=Mapped Spectral Acceleration Values Long: 122°45' 1.2" W 16505 SW 72nd Ave,Portland,OR 97224 Ground Motion Ss 0.852 Si 0.390 Occupancy Category II Ordinary Steel Moment Frames Site Class D R 3.5 S,Mr Importance Factor 1.00 Height of Structure 15.0 ft Structural Period T 0.244 Site Coefficients Ct 0.028 Fa 1.16 x 0.8 Fv 1.62 Cs SDs l/R 0.188 SMs Fa* Ss 0.988 Cs MAX SDs I/T R 0.492 SMi Fv* Si 0.632 Cs Mar 0.044 SDs I 0.029 SDS (2/3)SMs 0.658 V Cs* WP 0.188 WP SDI (2/3)SMI 0.421 ASD =V* 0.7 0.132 Wp Seismic Design Category SDC D E1 Roof 0.132 * lOpsf * 19ft = 25plf E2 Roof 0.132 * 10 psf * 31.6 ft = 42 plf NORDLING Proj. No.: 21-177 STRUCTURAL GOOD FEET FREE STANDING CANOPY ENGINEERS,� LLC PAC TRUST 6775 SW 111th,Suite 200•Beaverton OR,97008 Date: SEP 2021 By:JEN Sheet No.: C7 • r SIMPSON Anchor Designer TM Company: Date: 9/10/2021 Engineer: Page: 1/6 • Software oftware Project: Strong-Tie Version 3.0.7808.0 Address: Phone: E-mail: 1.Project information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete: Normal-weight Units: Imperial units Concrete thickness,h (inch): 18.00 State: Uncracked Anchor Information: Compressive strength,fn(psi):3000 Anchor type: Cast-in-place 4io,v: 1.4 Material:AWS Type A Reinforcement condition: B tension, B shear Diameter(inch):0.625 Supplemental reinforcement:No Effective Embedment depth,her(inch):8.000 Reinforcement provided at corners: No Anchor category:- Ignore concrete breakout in tension: No Anchor ductility:Yes Ignore concrete breakout in shear:No hmin(inch):9.38 Ignore 6do requirement: No Cmin(inch): 1.38 Build-up grout pad:No Smin(inch):2.50 Base Plate Length x Width x Thickness(inch):8.00 x 8.00 x 0.50 Recommended Anchor Anchor Name: Headed Stud-5/8'0 AWS Type A Headed Stud . z+r'^H Ml Rwrr 4 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com NY SIMPSON Anchor DesignerTM Company: Date: 9/10/2021 Engineer: Page: 2/6 Software g Strong-Tie ongTie Project: Version 3.0.7808.0 Address: Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:No Anchors subjected to sustained tension:Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads:No Strength level loads: Nua[Ib]:-1497 Vuax[Ib]: 1084 Vuay[Ib]:0 Mux[ft-Ib]:0 Muy[ft-Ib]:5087 Muz[ft-lb]:0 <Figure 1> I. 1497 lb 0ft-lb 10 ago, i 5087 ft-lb t 4 ` 0ft-lb i , ^e+nyy 7Fg �'S 3Ygi t � ' Y d 0Ib X � S tX 3 + {: 1084 Ib xs,. l } `k~ u{' Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com a (' 1 SIMPSON Anchor Designer TM Company: Date: 9/10/2021 Engineer: Page: 3/6 Software Project: ie ct: „r Version 3.0.7808.0 Address: Phone: E-mail: <Figure 2> 7.00 7.00 1.00 1.00 8 AL4e 0 0 0 0 0• r o I CD CO 4.00 8.00 N 4.00 , , 4.00 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com C I I SIMPSON Anchor Designer TM Company: Date: 9/10/2021 Engineer: Page: 4/6 StrongTie Software e 8o8.0 Project: Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nog(Ib) V.(Ib) Vuay(Ib) 1(Veax)2+(Voay)2(Ib) 1 0.0 271.0 0.0 271.0 2 0.0 271.0 0.0 271.0 3 4615.8 271.0 0.0 271.0 4 4615.8 271.0 0.0 271.0 Sum 9231.7 1084.0 0.0 1084.0 Maximum concrete compression strain(cab):0.23 <Figure 3> Maximum concrete compression stress(psi): 1002 Resultant tension force(Ib):92324 3 Resultant compression force(Ib): 10729 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 D Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 XV 01 02 4.Steel Strength of Anchor in Tension(Sec.17.4.11 Nsa(Ib) 0 ONsa(Ib) 18715 0.75 14036 5.Concrete Breakout Strength of Anchor in Tension(Sec.17.4.21 Nb=kG.ta'fcherl.5(Eq. 17.4.2.2a) kc Aa fc(psi) her(in) Nb(Ib) 24.0 1.00 3000 5.333 16191 (Ncbg=0(ANc/ANco)Wec,N'ed,N'c,NWcp,NNb(Sec. 17.3.1 &Eq. 17.4.2.1 b) ANc(in2) ANco(in2) Ca,min(in) Viec,N Ped,N KN Pcp,N Nb(lb) 0 ONcbg(Ib) 224.00 256.00 4.00 1.000 0.850 1.25 1.000 16191 0.70 10537 6.Pullout Strength of Anchor in Tension(Sec.17.4.31 gNpn=Q 'c,PNp=0 KP8Abrgfc(Sec. 17.3.1,Eq. 17.4.3.1 & 17.4.3.4) I'c,P Abrg(in2) f'c(psi) 0 ONpn(Ib) 1.4 0.92 3000 0.70 21638 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Cll ' SIMPSON Anchor Designer TM Company: Date: 9/10/2021 Engineer: Page: 5/6 Software Project: ' Version 3.0,7808.0 Address: Phone: E-mail: 8.Steel Strength of Anchor in Shear(Sec.17.5.11 V.(Ib) Ogrout 0 tdgroutOVse(Ib) 18715 1.0 0.65 12165 9.Concrete Breakout Strength of Anchor in Shear(Sec.17.5.21 Shear perpendicular to edge in x-direction: Vbx=minI7(1e/da)02sIdaAa.fcCalt'5;92aIfccal1'51(Eq. 17.5.2.2a&Eq. 17.5.2.2b) le(in) da(in) ,ta fc(psi) cal(in) Vbx(Ib) 5.00 0.625 1.00 3000 8.00 10396 0Vcbgx=0(AVc/Avco)V'ec,VVed,VVo,vq'h,vVbx(Sec. 17.3.1 &Eq. 17.5.2.lb) Ave(in2) Avco(in2) V'ec,v Ved,V iP v V'h,V Vbx(lb) 0 4/Vcbgx(Ib) 168.00 288.00 1.000 0.800 1.400 1.000 10396 0.70 4754 Shear parallel to edge in y-direction: Vbx=minI7(/e/da)0'24da2agfccall'5;9/44fccal'5I(Eq. 17.5.2.2a&Eq. 17.5.2.2b) le(in) de(in) ,ta fc(psi) cal(in) Vbx(Ib) 5.00 0.625 1.00 3000 4.00 3675 0Vcbgy=0(2)(Avc/Avco)rec,V red,VV'c,vIh,VVbx(Sec. 17.3.1,17.5.2.1(c)&Eq. 17.5.2.1 b) Avc(in2) Avco(in2) Vec,V Ved,V Pc,v 'Yh,V Vbx(Ib) 0 OVcbgy(Ib) 84.00 72.00 1.000 1.000 1.400 1.000 3675 0.70 8404 10.Concrete Pryout Strength of Anchor in Shear(Sec.17.5.31 (Mpg=qikcpNcbg=qtkcp(ANc/ANco)V'ec,NV'ed,N Y%,NYcp,NNb(Sec. 17.3.1 &Eq. 17.5.3.1 b) kcp Aft(in2) ANco(in2) V ec,N Ped,N Vc,N Wcp,N Nb(Ib) 0 OVcpg(lb) 2.0 168.00 64.00 1.000 0.850 1.250 1.000 5724 0.70 22352 11.Results Interaction of Tensile and Shear Forces(Sec.R17.61 Tension Factored Load,Nee(Ib) Design Strength,aNa(Ib) Ratio Status Steel 4616 14036 0.33 Pass Concrete breakout 9232 10537 0.88 Pass(Governs) Pullout 4616 21638 0.21 Pass Shear Factored Load,V.(Ib) Design Strength,oVa(lb) Ratio Status Steel 271 12165 0.02 Pass T Concrete breakout x+ 1084 4754 0.23 Pass(Governs) II Concrete breakout y+ 542 8404 0.06 Pass(Governs) Pryout 1084 22352 0.05 Pass Interaction check (Nae/tpNua)5° (Vua/QJVaa)' Combined Ratio Permissible Status Sec. R17.6 0.80 0.09 88.7% 1.0 Pass 5/8"0 AWS Type A Headed Stud with hef=8.000 inch meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com CIZ " SIMPSON Company:Anchor Designer Date: 9/10/2021 Engineer: Page: 6/6 Software Strong-Tie: Project: ,_ Version 3.0.7808.0 Address: Phone: E-mail: 12,Warnings -Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 'S FOR OFFICE USE ONLY—SITE ADDRESS: /001-ki j This form is recognized by most building departments in the Tri-County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT 711 I Transmittal Letter T I G A R D 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov TO: Tom Hochstatter DATE ptC .,L_I1/� ri DEPT: BUILDING DIVISION D OCT 2 2 2021 FROM: Robert Bumcrot CITY OF TIGARL COMPANY: Pacific Realty Associates, LP BUILDING DIVISION� PHONE: 503-624-6300 B . -�' EMAIL: permits@pactrust.com RE: 16505 SW 72nd Avenue BUP2021-00268 (Site Address) (Permit Number) pbc196 Exterior Courtyard (Project name or subdivision name and lot number) ATTACHED ARE THE FOLLOWING ITEMS: Copies: Description: Copies: Description: Additional set(s) of plans. Revisions: Cross section(s) and details. Wall bracing and/or lateral analysis. Floor/roof framing. Basement and retaining walls. Beam calculations. 1 Engineer's calculations. Other(explain): REMARKS: Additional hard copy set of structural calculations, as requested FOR OFFICE USE ONLY Routed to Permit T hnician: / ate: I ).� Z�_ -ZO Initials: J�J/ Fees Due: ❑ Yes Nt> Fee Description: Amount D e: $ $ $ $ Special Instructions: Reprint Permit (per PE): ❑ Yes / J No r Done /X Applicant Notified: Date: it l b U/Z( Initials: I:\Building\Forms\TransmittalLetter-Revisions_073 120.doc