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Specifications 13u7206- OFFICE CQPYi> p eams E( � . DEC 17 2020 CITY OF TIGARD nW D Y Structural • Civil Engineers - , ION STRUCTURAL CALCULATIONS FOR ALBERTSONS 3542 REMODEL 14300 SW BARROWS RD. TIGARD, OREGON December 11, 2020 1�o Q 1.:42 ORE ON v Cho vel 6,4el COy° RENEWS: 12-31-2021 DESIGN PARAMETERS: 2019 Oregon Structural Specialty Code PARTITION LOAD 5 psf SEISMIC MAPPED RESPONSE SDS=0.681 SITE CLASS D IMPORTANCE h= 1.00 CONTENTS: PARTITION FRAMING 1 to 10 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com nW D Y Structural • Civil Engineers Job Name: Albertsons Tigard 3542 Job No: 20242 Sheet No: 1 Client: LCA Date: Dec 2020 By: MC New Partition Layout '3 I \ O.\ r 0 PARTIAL SLAB PLAN (�7, Design Criteria Partition Loading per OSSC Section 1607.15 Lateral Load = 5 psf • nW D Y Structural . Civil Engineers Job Name: Albertsons Tigard 3542 Job No: 20242 Sheet No: 2 Client: LCA Date: Dec 2020 By: MC Partition Wall Framing • r- Try: (2)600S162-33 studs at 48"o/c Max Height, L= 8.0 ft Trib Width = 4.0 ft wMAx= 20 plf MMAX= 640 ft-lbs 1. Check bending: S= 1.15 in3 Refer to Sheet No. 3 for section properties I = 3.59 in4 from SSMA Technical Guide Fy= 33 ksi MALLOW= 1587 ft-lbs > MMAX -> OK 2. Check deflection: (3 = 304000 in-Ibs/rad Connector Rotational Stiffness for Simpson RCKW5.5 base connector As= wL4/8EI = 0.17 in Deflection due to stud bending Ac= ML/(3 = 1.21 in Deflection due to connector rotation ATotal= As + Ac= 1.38 in < 2L/120 = 1.60 in --> OK Use: (2) 600S162-33 steel studs t 48"o/c 3. Check base connection: Try: (2) Simpson RCKW 5.5 connectors MMAX = 640 ft-lbs MALLOW= 780 ft-lbs > MmAx --> OK (per ICC-ES Evaluation Report ESR-4294) Use: (2) Simpson RCKW 5.5 connectors Refer to Sheet Nos. 5 - 10 for analysis of concrete anchors to slab. • rIW D Y Structural . Civil Engineers Job Name: Albertsons Tigard 3542 Job No: 20242 Sheet No: 3 Client: LCA Date: Dec 2020 By: MC Partition Wall Framing PeslPn Gross Properties Werth,*Properties Torsional Properties Lu Ses6on 'Maness 41) Ares Weight 14 Ss Re ly Ry k. See Mel Med V. Venal Js1000 Cw Xe m Ro On) On) IINI PM) On') Br,') le') 09') In) Iln') RN! 09-lI 09-6) 063 II8I 9n') OM) On) (In) On) 5502152-5- 007.3 50 0657 224 2661 1002 2086 0212 06.31 641 1031 3494 3228 5350 2510 1114 1342 .1072 0675 2414 0903 311 5506300-54 00566 33 0 699 2 37 3 545 1 283 2254 0 850 1 104 3531 1 090 21 34 3)74 2739 1666 0 745 5 364 -2 365 1 401 3 449 0530 1 73 0 5526300-54 00566 5 0698 237 3545 1233 2254 080 1104 13.296 0983 2944 2699 3093 1831 0745 5364 .2365 1401 3449 05301592 5506300-68 00713 33 0871 296 4391 1 597 2245 1044 1 035 4364 1411 2788 2303 4347 2057 1476 6594 -2346 1391 3427 0531 1 731 5936300-68 00713 50 0871 2% 4391 1597 2245 1,044 1835 4266 1287 3853 3685 5353 2532 1476 6594 -2346 1.31 3427 0531 59'. 6016137-3? 00346 33 0318 10% 1582 0527 2223 0069 0464 1548 0455 896 819 638 639 0127 0500 -0E07 0519 2416 0973 -35 6005137-43 00451 33 0413 141 2042 0681 2223 0037 0459 2041 0645 1274 1102 1416 1240 02E0 0633 -0796 0513 24436 0.690 333 6003137-54 00566 33 0514 175 2518 0039 2213 0105 0452 2518 0832 1644 1595 2739 1890 0549 0769 -0794 0506 2391 0893 . .330 630313754 0.0566 93 0514 1.75 2518 0839 2213 01(6 0452 2518 0777 2326 21.24 2823 1947 0.549 0.769 -0784 0506 2.391 0.893 269 600213766 00713 33 0640 253 3094 1001 2200 0125 0443 3094 1031 2405' 2405 4317 23E 1084 0932 -3768 0497 2371 0E95 301 0309137-88 0.0713 50 0640 219 3094 1081 2200 0125 0443 3094 1030 30134 28.89 5350 2879 1084 0933 -0768 0497 2371 0E95 265 6003137-97 01017 33 0889 02 4183 13% 2170 0159 04221 4183 1396 3449' 3449 6811 2512 3066 1216 -0734 0480 230 0901 298 6005137.97 01017 5 0889 303 4166 1396 2170 016 0422 4183 1396 50E0' 50.80 10472 3905 3.06E 1.216 9734 0.400 2330 0901 236 6005162-33 00346 33 0344 1.17 1793 0529 2292 0116 0591 1793 0577 1141 947 638 638 0137 0861 -I 072 0677 2597 0E08 411 6035101-43 0.0451 33 0,447 1.62 2316 07r2 2216 0148 059, 2316 0167 1681' 14.46 1416 1240 0.303 1095 .1.062 0670 2577 0833 39,0 6032162-54 00%6 33 0556 183 28E/3 0953 2267 0100 050 2960 0953 2117' 1975 2739 1693 0594 1337 -1049 0663 2562 0832 384 6036162.54 00566 50 0556 1.69 2860 0953 2267 0.180 0570 2866 0916 3333' 2590 2823 1947 0594 1.337 -1049 0.663 2562 0832 31.4 6002162-68 00713 33 0693 236 3525 1175 2255 0218 0560 3525 1175 2679' 2670 4347 2333 1174 1626 -1032 0655 2543 0835 377 600516268 0.0713 50 0693 236 3.625 1175 2255 0218 0560 3525 1164 3947' 35.69 5350 2379 1174 1626 -1.022 0655 2543 0835 309 6003162.97 01017 33 0966 329 4797 1599 2229 0233 0541 4797 1599 3837' 3897 6911 2512 3329 2151 -0937 0636 2501 0841 364 1300516297 0.1017 50 0966 323 4797 1599 2229 0283 0541 4797 1599 56.73' 56.72 10472 33)5 3329 2163 -0937 0.636 2501 0.841 299 6002162-118 01242 33 1158 394 5E52 1884 2209 0321 0526 5652 1694 4682' 4682 8267 2331 5956 2487 .0971 0623 2470 0845 350 6009162.118 0.1242 50 1158 394 5652 1884 2209 0321 0526 5652 1881 6894' 68.93 12526 3622 5956 2487 -0971 0623 2470 0845 291 0303200-33 00346 33 0379 129 2075 0692 2340 0209 0743 2058 0621 1226 1077 638 636 0151 1593 -1457 0901 2055 0740 516 600920343 0.0451 33 0492 1.67 2683 0894 2335 0268 0739 2683 0873 17.24 1539 1416 1240 0.334 2033. -1446 0694 2844 0742 514 6003200-54 00566 33 0613 239 3319 1106 2327 0333 0732 3319 1106 2407' 2207 2733 1839 0655 2493 .143.2 0887 2829 0744 469 6006203-54 00566 50 0613 209 3319 1106 2327 0.328 0732 3319 1015 30.40 27.3E1 2823 1947 0655 2493 -143 0.887 2629 0744 416 6009200-6.0 00713 33 0764 260 4101 1367 2316 04471 0723 4101 1367 3042' 2997 4347 2339 1.295 3047 -1415 0870 2809 0746 4132 600520068 00713 97 0764 260 4101 1367 2316 0480 0723 4101 1317 43.71' 3969 5350 279 1295 3047 -1415 0878 25% 0746 393 8203200-97 0.1017 33 1067 363 5612 1871 2293 0530 0735 5612 1371 4349' 4349 6911 2512 3679 4080 -1378 0853 2767 0752 469 6006200-97 0.1017 E 1067 363 5612 1871 2293 0530 0706 5612 1871 6453' 63.67 10472 3935 3.579 4930 -1378 0859 2767 0752 39.3 630220416 01242 33 1283 436 6641 2214 2275 0611 0690 6641 2214 5305' 5305 8267 2391 6595 473 -1351 0845 2736 0755 461 6030203-138 01242 60 1283 435 6641 2214 2275 0611 0690 6641 2.214 7844' 78.44 12526 3622 6595 4.753 -1351 0845 2735 0756 376 6035250-43 00451 33 0537 1.33 3082 1027 2396 0493 0923 3032 0918 1814 1621 1416 1240 0.364 3411 -1.874 1136 3179 0652 1 624 6035250-54 00566 33 0670 22 3199 1273 2388 0562 0.917 3819 1159 2290 219) 2739 1893 0715 4194 -1860 1129 3163 06641 623 6N5250.54 00566 50 0670 228 3819 1273 2398 0562 0917 3766 1069 3200 2871 2823 1947 0715 4194 .1860 1129 3163 0654 1505 6006250.68 0013 33 0836 284 4727 1576 238 0669 0503 4727 1503 3282' 3150 4347 2339 1416 5145 -1842 1119 3142 0656 592 5203250-60 00713 50 0836 294 4727 1576 2378 0683 0909 4723 1.396 4149 3907 5350 2879 1416 5.145 .1.842 1119 3142 0656 57 6009250-97 01017 33 1169 399 64% 2165 2357 0923 0E93 6456 2161 4881' 4891 6911 2512 4032 6947 -1003 1100 3098 0661 „In 8302250-97 0.1017 50 1169 3.33 6496 2165 2357 0923 0889 6496 2063 6938' 66.81 10472 3835 4033 6947 .1903 1100 3098 0661 473 43008250416 01242 33 1407 479 7713 2571 2342 1075 0874 7713 2571 5993' 5959 8337 2331 7234 8142 -1775 1.065 3066 0665 i 573 603525011e 0.1242 50 1407 479 7713 2571 2342 1075 0874 7713 2490 8592' 86.83 12526 3622 7.234 8142 1775 1.5% 3066 0665 466 6005300-54 00566 33 0726 247 4319 1440 2439 0875 1098 4230 1211 23.93 2280 2739 1691 0775 6452 -2299 1372 3527 0575 728 600130054 00566 50 0.726 2.47 4319 1440 2439 0875 1098 4014 1105 3313 2962 2823 1947 0.775 6452 2299 1372 3527 0575 591 600936068 013713 33 090 309 5354 1735 2430 1075 1089 5344 1531 3123 3088 4347 2333 1537 7937 -2230 1323 3506 0577 728 6002300-68 0.1213 50 090 3.03 5.354 1785 2430 1075 10E9 5221 1445 4330 4053 5350 2879 1537 7937 2280 1363 3505 0577 590 6E0530097 01017 33 1271 432 73BI 2490 2410 1454 1070 7391 2350 5207' 5240 6911 2512 43E11 10776 -2241 1343 3461 0581 688 6005300.97 0.1017 50 1271 432 7361 2460 2410 1454 1070 7330 2247 6726 64.67 10472 3E06 4331 10776 2241 1343 3461 0581 589 6005330-118 01242 33 1531 521 8.765 293 2385 1704 1056 8785 2840 6429' 66.28 837 2391 7872 12833 -2212 1328 3427 0583 E63' 500230011/ 0.1242 53 1531 5.21 8765 2928 235 1704 1055 6713 2797 9424' 90.37 1250b 3622 7972 17683 -2212 1%9 3427 0599 „ + 600335054 00566 33 082 281 5022 1674 2467 1491 1344 4911 1452 3370 2798 2739 1893 0881 12942 -3037 1787 4137 0461 3.0 6003350.54 30566 5 0.5% 2.91 5022 1674 2467 1491 1.344 4721 1335 3997 3656 2043 1947 0.991 1294' 3037 1 787 4137 0461 744 6000350-68 0013 33 1032 351 6237 2079 2459 1841 1336 6237 1949 39.53 3763 4347 2333 1748 15958 -3018 1777 4115 0462 91.8 602350-68 OW13 50 1032 351 6237 2079 2459 1841 1326 6.1E6 1771 5301 4969 5350 2879 1746 15968 3018 1777 4115 04621 744 830535397 01017 33 1449 493 8631 2677 2441 2516 1318 8631 2822 6155' 0.49 6911 2512 4.994 21811 2979 1757 4071 0464( 875 60033 0-97 01017 5) 1449 493 8631 2877 2441 251E1 1318 8631 2593 7764 78.36 13472 3905 4994 21811 -2979 1757 4071 0464 1 744 6025350.118 0.1242 33 1740 595 10304 3435 2428 2978 1335 103)4 3435 7632' 7640 8267 2391 8990 25791 -2061 1742 4.033 0466( 869 6002350-118 31242 50 1748 595 10.304 3435 242 2978 135.10304 3268 103.43' 107E6 125% 3622 8.990 25.791 -2951 1742 4039 04661 705 nW D Y Structural • Civil Engineers Job Name: Albertsons Tigard 3542 Job No: 20242 Sheet No: 4 Client: LCA Date: Dec 2020 By: MC Partition Wall Top Track Try: 600T150-33 track Max Span = 4.0 ft Trib Width = 4.0 ft MMAx= 40 ft-lbs 1 = 1.334 in4 S = 0.303 in* Fy= 33 ksi Mn= Fy*Sy= 833 ft-lbs Mn/c?b= 499 ft-lbs > MMAx --> OK ATL= 0.01 in < L/120 = 0.40 in Use: 600T150-33 steel top track 5 SIMPSON Anchor Designer TM Company: WDY,Inc. Date: 12/7/2020 Engineer: MC Page: 1/6 Software Project: Albertsons Tigard 3542 Version 2.7.6990.9 ® Address: Phone: E-mail: 1.Proiect information Customer company: Project description:DUG Partition Wall Customer contact name: Job No.20242 Customer e-mail: Location:Tigard,OR Comment: Fastening description:Partition Wall Anchorage 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-11 Concrete:Normal-weight Units: Imperial units Concrete thickness,h(inch):5.00 State:Cracked Anchor Information: Compressive strength,f.(psi):3500 Anchor type:Concrete screw w v: 1.0 Material:Carbon Steel Reinforcement condition: B tension,B shear Diameter(inch):0.375 Supplemental reinforcement:Not applicable Nominal Embedment depth(inch):3.000 Reinforcement provided at corners:No Effective Embedment depth,her(inch):2.190 Ignore concrete breakout in tension: No Code report: ICC-ES ESR-2713 Ignore concrete breakout in shear:No Anchor category: 1 Ignore 6do requirement:Not applicable Anchor ductility: No Build-up grout pad:No (inch):4.67 cap(inch):3.31 Base Plate Cmm(inch):1.75 Length x Width x Thickness(inch):5.50 x 2.25 x 0.18 Sm;n(inch):3.00 Recommended Anchor Anchor Name:Titen HD®-3/8"0 Titen HD,hnom:3"(76mm) Code Report:ICC-ES ESR-2713 tr 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 SIMPSON Anchor DesignerTM Company: WDY, Inc. Date: 12/7/2020 Engineer: MC Page: 2/6 Strong-Ti• e Software Project: Albertsons Tigard 3542 Version 2.7.6990.9 Address: Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 9.2 Load combination:not set Seismic design:Yes Anchors subjected to sustained tension:Not applicable Ductility section for tension:D.3.3.4.2 not applicable Ductility section for shear:D.3.3.5.2 not applicable Ito factor:not set Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:No Strength level loads: N.[Ib]: 0 [Ib]:80 V,,,y[Ib]:0 M.[ft-lb]:0 Muy[ft-lb]:320 M.[ft-lb]:0 <Figure 1> ZO lb 0 ft-Ib r)cielbxlif0Ib • 320 ft-lb 80 I r �` 0 ft-lb 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 In:. 5956 W.Las Positas Boulevard Pleasanton,CA 94586 Phone:925.560.9000 Fax:925.647.3871 www.strongtie.com SIMPSON Anchor Designer TM Company: WDY, Inc. Date: 12/7/2020 Engineer: MC Page: 3/6 StrongTie Software Project: Albertsons Tigard 3542 Version 2.7.6990.9 Address: Phone: E-mail: <Figure 2> 0 0 .ti 2.25 e vi 0 0 N .-a 12.00 3.00 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 Ir,: 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560,9000 Fax:925.847.3871 www.strongtie.com 8 SIMPSON Anchor Designer TM Company: WDY,Inc. Date: 1217/2020 Engineer: MC Page: 4/6 SIXouggieSoftware Project: Albertsons Tigard 3542 • Version 2.7.6990.9 Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nea(Ib) V...(Ib) V..y(Ib) J(V...)2+(V..02(Ib) 1 0.0 40.0 0.0 40.0 2 909.4 40.0 0.0 40.0 Sum 909.4 80.0 0.0 80.0 Maximum concrete compression strain(fie):0.12 <Figure 3> Maximum concrete compression stress(psi):520 Resultant tension force(Ib):909 a2 Resultant compression force(Ib):909 Eccentricity of resultant tension forces in x-axis,e'r,.(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Y Eccentricity of resultant shear forces in x-axis,e'v.(inch):0.00 De- Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 X 01 4.Steel Strength of Anchor in Tension(Sec.D.5.11 N,a(Ib) 0 ONsa(Ib) 10890 0.65 7079 5.Concrete Breakout Strenath of Anchor in Tension(Sec.D.5.2) Nb=keAav'fcher'.5(Eq.D-6) Ica As f"(psi) he(in) Nb(Ib) 17.0 1.00 3500 2.190 3259 0.750N..=0.750(ANe/ANee)Waary Wary WpeNNb(Sec.D.4.1 &Eq.D-3) Arne(inz) ANoo(ire ce,mm(in) 'YdN %N `Yep,N N Ib ( ) 0 0.75¢Nec(Ib) 41.29 43.16 3.00 0.974 1.00 1.000 3259 0.65 1481 6.Pullout Strength of Anchor in Tension(Sec.D.5.3) 0.750Np"=0.7509,pA.Np(fe/2,500)"(Sec. D.4.1,Eq.D-13&Code Report) Yc,p d a Np(Ib) fe(psi) n 0 0.750Npn(Ib) 1.0 1.00 2212 3500 0.50 0.65 1276 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 In: 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925,560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor Designer TM Company: WDY, Inc. Date: 12/7/2020 Engineer: MC Page: 5/6 tuwannem, Software Project: Albertsons Tigard 3542 Version 2.7.6990.9 Address: Phone: E-mail: 8.Steel Strength of Anchor in Shear(Sec,D.6.11 V.(Ib) ftgra„r d Qgrouri0Vs,(Ib) 2855 1.0 0.60 1713 9.Concrete Breakout Strength of Anchor in Shear(Sec.D.6.21 Shear perpendicular to edge in x-direction: Vby=minl7(le/da)02 id,2.,4ca,15;9A f<caf1-51(Eq. D-33&Eq.D-34) /a(in) de(in) A. f<(psi) cal(in) Vbx(Ib) 2.19 0.375 1.00 3500 8.00 8167 OV<ox=0(Avc/Avoo)W av%,vI's yVbx(Sec.D.4.1 &Eq.D-30) Avc(in2) Avcc(in2) 9'ed,v 'Y,v Pn,v Vbx(Ib) d sliVobx(Ib) 75.00 288.00 0.775 1.000 1.549 8167 0.70 1787 Shear parallel to edge in x-direction: Vsy=min17(1e/da)°tv1da.i.aJrcca11.5;9.ledrecar1-51(Eq.D-33&Eq.D-34) /e(in) da(in) A, ra(psi) cal(in) Vsy(Ib) 2.19 0.375 1.00 3500 3.00 1875 0Vcbgx=0(2)(A1,,/Avco)Pea V Sect,v'Ycv'Yn,vVby(Sec.D.4.1 &Eq.D-31) Avc(in2) Av.(in2) Y4av `Yaa,v Wc,v Yn,v Vby(Ib) ,$ 0Vcagx(Ib) 58.50 40.50 1.000 1.000 1.000 1.000 1875 0.70 3793 10.Concrete Prvout Strength of Anchor in Shear(Sec.D.6.3) ¢V<pg=OkcpNcbg=0kcv(ANc/ANoo)1Ye<,N Tea.N PC,N 1Ycp,NNb(Sec. D.4.1 &Eq. D-41) kep ANc(in2) ANca(in2) 'Yec,N 'Yeah TbN 94pN Nb(Ib) 0 0Vcpg(Ib) 1.0 66.43 43.16 1.000 0.974 1.000 1.000 3259 0.70 3420 11.Results interaction of Tensile and Shear Forces(Sec.D.7.1 Tension Factored Load,Na,(Ib) Design Strength,el%(Ib) Ratio Status Steel 909 7079 0.13 Pass Concrete breakout 909 1481 0.61 Pass Pullout 909 1276 0.71 Pass(Governs) Shear Factored Load,V.(Ib) Design Strength,eVn(Ib) Ratio Status Steel 40 1713 0.02 Pass T Concrete breakout x+ 80 1787 0.04 Pass(Governs) II Concrete breakout y+ 80 3793 0.02 Pass(Governs) Pryout 80 3420 0.02 Pass Interaction check Nua/0N, Vaa/0V,, Combined Ratio Permissible Status Sec.D.7..1 0.71 0.00 71.3% 1.0 Pass i 3/8"0 Titen HD,hnom:3"(76mm)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. - 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 1 • 10 SIMPSON Anchor Designer TM Company: WDY,Inc. Date: 12/7/2020 Engineer: MC Page: 6/6 Stronn Tie Software Project: Albertsons Tigard 3542 • Version 2.7.6990.9 Address: Phone: E-mail: 12.Warnings -Per designer input,the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination.Therefore the ductility requirements of ACI 318 D.3.3.4.3 for tension need not be satisfied—designer to verify. -Per designer input,the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination.Therefore the ductility requirements of ACI 318 D.3.3.5.3 for shear need not be satisfied—designer to verify. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. 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 Irc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com