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Report (29) OooO, X417 56tj [(icc1 S 6-01 February 5, 2016 Dan Nelson Senior Plans Examiner City of Tigard Building Dept. 13125 SW Hall Blvd. Tigard OR 97223 Permit Number: BUP2016-00006 Re: The Walking Co. 9610 SW Washington Sq. Dear Mr. Nelson, As a follow up the plan dated January 19th, 2016, we offer the following for review. 1) Provide calculations and construction details (including seismic bracing details for non full height partitions)for all walls and gyp ceilings. Note: The roof structure may be approximately 30' above the finished floor. Please note roof structure height at wall details on plans. OSSC 106.1 Please refer to the enclosed calculations and details as provided by EMC Structural Engineers. 2) Please provide calculations and construction details for the soffits and storefront construction. Every structure, and portion thereof, including non structural components that are permanently attached to structures and their supports and attachments, shall be designed and constructed to resist the effects of earthquake motions in accordance with ASCE 7 as modified by Section 1613.7. The seismic design category for a structure is permitted to be determined in accordance with Section 1613 or ASCE 7. OSSC 1613.1 Please refer to the enclosed calculations and details as provided by EMC Structural Engineers. Per your request, there are(3)copies of the structural plans and (2)copies of the calculations included with this letter.We trust this will be sufficient for the release of the building permit.Please feel free to contact us if you have additional questions. Sincerely, Douglas Cox Design Consultant BluArc Design STRUCTURAL ENGINEERS, PC. 4525 Trousdale Drive Nashville, Tennessee 37204 (615) 781-8199 • Fax (615) 781-4088 www.emcnashville.com February 5, 2016 Mr. Doug Cox BluArc Design 33 Music Square West, 106-A Nashville, Tennessee 37203 RE: Walking Company / Portland, Oregon Building Permit BUP2016-00006 9610 SW Washington Square EMC Project No. 16041 Dear Doug: As requested, attached are calculations of seismic bracing of the storefront and associated ceilings and the stock roof wall for the referenced project in accordance with ASCE 7 -10. This is per plan review dated January 19, 2016. Please call if you have questions or if I can be of future assistance. Sincerely, EMC Structural Engineers, P.C. ,. Terry P. Scholes, P.E. 0. i- 41. . Principal Principal :::: 1744646%**44itt4cc 602 ,4t4*N ‘i?' t - is.'": ee, Renew ►.,. ►. 1�..�..�. - ___" PROJECT:C/4.,,aelf JOB NO: STRUCTURAL ENGINEERS, RG B � DATE: '6, SHEET: ///f0 Fe(77ZAW 6: C #<<,1t**13 P R°P.teM - czt % 3/ k ' cis Lam./L ci' ��5� • 7Z69 / 4.p.` zrr f7 r Title Block Line 1 Project Title: You can change this area Engineer: Project ID: //f using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:5 FEB 2016,8:06AM ASCE Seismic Base Shear File=d:lUsers\Dan\Documents\ENERCALCData Files%walkingcoportland.ec6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver:6.15.12.9 Lic.#:KW-06002999 Licensee:EMC STRUCTURAL ENGINEERS PC walking co portland Risk Category Calculations per ASCE 7-10 Risk Category of Building or Other Structure: "III":Buildings and other structures that represent a substantial hazard to human life in ASCE 7-10,Page 2,Table 1.5-1 the event of a failure. Seismic Importance Factor = 1.25 ASCE 7-10,Page 5, Table 1.5-2 Gridded Ss&S1values ASCE-7.10 Standard ASCE 7-10 11.4.1 Max.Ground Motions,5%Damping: Latitude = 45.439 deg North SS = 0.9709 g,0.2 sec response Longitude = 122.782 deg West Si = 0.4245 g,1.0 sec response Location: Portland,OR 97223 Site Class,Site Coeff.and Design Category Site Classification "D":Shear Wave Velocity 600 to 1,200 ft/sec = D ASCE 7-10 Table 20.3-1 Site Coefficients Fa&Fv Fa = 1.11 ASCE 7-10 Table 11.4-1&11.4-2 (using straight-line interpolation from table values) Fv = 1.58 Maximum Considered Earthquake Acceleration SMS=Fa*Ss = 1.079 ASCE 7-10 Eq.11.4-1 S M1=Fv*S1 = 0.669 ASCE 7-10 Eq.11.4-2 Design Spectral Acceleration S DS S MS*2/3 = 0.720 ASCE 7-10 Eq.11.4-3 S D�S M12/3 = 0.446 ASCE 7-10 Eq.11.4-4 Seismic Design Category = D 4SCE 7-10 Table 11.6-1&-2 Resisting System ASCE 7-10 Table 12.2-1 Basic Seismic Force Resisting System... Bearing Wall Systems Special reinforced concrete shear walls Response Modification Coefficient "R" = 5.00 Building height Limits: System Overstrength Factor "Wo" = 2.50 Category"A&B"Limit No Limit Deflection Amplification Factor "Cd" = 5.00 Category"C"Limit: No Limit Category"D"Limit: Limit=160 NOTE!See ASCE 7-10 for all applicable footnotes. Category"E"Limit: Limit=160 Category"F"Limit: Limit=100 Lateral Force Procedure ASCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure The"Equivalent Lateral Force Procedure"is being used according to the provisions of ASCE 7-1012.8 Determine Building Period Use ASCE 12.8-7 Structure Type for Building Period Calculation: All Other Structural Systems "Ct"value = 0.020 "hn":Height from base to highest level = 25.0 ff "x"value = 0.75 "Ta"Approximate fundemental period using Eq.12.8-7 : Ta=Ct*(hn A x) = 0.224 sec "TL":Long-period transition period per ASCE 7-10 Maps 22-12->22-16 8.000 sec Building Period"Ta"Calculated from Approximate Method selected = 0.224 sec "Cs"Response Coefficient ASCE 7-10 Section 12.8.1.1 S DS:Short Period Design Spectral Response = 0.720 From Eq.12.8-2, Preliminary Cs = 0.180 "R":Response Modification Factor = 5.00 From Eq.12.8-3&12.8-4,Cs need not exceed = 0.498 "I":Seismic Importance Factor = 1.25 From Eq.12.8-5&12.8-6, Cs not be less than = 0.040 Cs:Seismic Response Coefficient = = 0.1799 Seismic Base Shear ASCE 7-10 Section 12.8.1 Cs = 0.1799 from 12.8.1.1 W(see Sum Wi below) = 0.00 k Seismic Base Shear V= Cs*W = 0.00 k mrAwAli,. ..... 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B //�/ ►'E: izit SHEET: 7 is,"‘A.2(?0, ,e:/f 2 Q-z /(%2) /7(4o #72 /7-Z7X." 6/443 (49 g:14- I /OK 41V7 fl'2' T ---7 �'r7 ' /4( (/.f (r,a_v /z‘..7 z _Sr 6/17 /47-7 39 eA" ',Of/61e: ATTACHMENTS Table 34 SUPER-TITE Screws:Allowable Loads(lbs/fastener)('" 4'r": , 7/t" //0 Driller HNIH Pa Driller Pan Head Driller Paan HeadGauge( (Mien> BUS(14 x1) , 35S(10x1/e) 23S(7x7,$) (thickness) Shear Pullout Shear Pullout Shear Pullout 22 .0299' 187 103 170 60 142 55 20 .0344' 213 113 193 72 163 62 . 18 .0478' 327 123 273 110 23> 100> ) 16 .0598' 420 175 343 150 14 .0747 577 260 402 210 N/A(3) N/A(3) (1)Factor of safety of 3.0 used.Values based on steel having a 33 ksi yield strength.Values for other steels are directly proportional to yield strengths. Values for shear also apply to bearing. (2)Loads are based on the thinnest metal in the attachment. (3)N/A-two steel thicknesses of this gauge can not be connected by this size screw. p, Table 35 Buildex Screws:Allowable Loads(lbs/fastener)t" No.1/4-14 No.12-14 No.10-16 No.8-18 No.6-20 0=.188" D=.160" D=.138" D=.120" D=.104" T=.205" T=.177" T=.153" T=.125" T=.106" �> Shear Pullout Sh_PGau , v�ilout Shear Pullout Shear Pullout Shear Pullout>(thhImess) 1208 .0359' 154 71 143 - 6 69 140 68 133 53 18 .0479' 301 101 1 263 98 248 94 188 83 16 .0598' 426 159 377 153 261' 151 236 142> N/A(3) N/Al3> 114 2 .07046 585 352 450 324 327 314 N/A>3> N/ANAM (3) N/A>3> N/A(3) (1)Allowable loads based on Bulldex Report#845. Loads based on steel having 33 ksi yield strength and 1.08 Fy tensile strength. Loads are based on average test results divided by a factor of safety of 3.0.These may be increased by 33%for wind and seismic loads. (2)Loads are based on the thinnest metal in the attachment. (3)N/A-two steel thicknesses of this gauge can not be connected by this size screw. Table 36 Power Driven Fasteners in Concrete:Allowable Loads(lbs/fastener)(') Type Shank Minimum of Concrete compression strength(psi) diameter penetration loading 2000 3000 4000 0.145" 1W Shear 60 225 5 Pullout "f y 115 265 0.177" 13/4e Shear 250 285 0 Pullout 150 205 275 0.205" 11/4" Shear 390 445 500 Pullout 220 280 345 (1)Values are for lightweight or hard rock concrete.Allowable shear and pullout values are based on Hilti ICBG Research Report#2388. Minimum fastener spacing is 4"o.c.and minimum edge distance is 3". Table 37a • Power Driven Fasteners in Structural Steel: • Allowable Bearing Capacity(lbs/fastener)(" Steel thickness Shank 20 auge 18 gauge 16 gauge 14 gauge 12 woe diameter (.04781 (.0598") (.0747") (.1046') 0.145" 1 263 329 411 576 woe0.177" 321 402 502 702 0.205" 267 372 465 581 814 (1)Bearing capacity is based on Fu=1.15 x 33.0 ksi.Allowable bearing capacity calculated per Section E 3.3 of the 1986 AISI Design Specifications. Table 37b Power Driven Fasteners in Structural Steel: Allowable Pull-out and Shear(lbs/fastener)(" Cold 0.145"Shank Diameter 0.177"Shank Diameter 0.205"Shank Diameter rolled steel Hot Rolled Steel Thickness Hot Rolled Steel Thickness Hot Rolled Steel Thickness gauge W W Ye" Ys" Ye" Ys" Ys" 3's" W 12 .1046 210 210 210 335 395 395 485 525 . 660 14 .0747' 210 210 210 335 395 395 485 525 • 581 16 .0598' 210 210 210 335 395 395 465 465 465 18 .0476' 210 210 210 321 21 321 372 372 372 20 .0344" 197 197 197 241 241 241 279 279 279 (1)Shear values are based on Hilti ICBG Research Report No.2388.Tests were conducted with the fastener point driven completely through the back side of the hot rolled steel member.This was necessary to obtain proper gripping force. 9n f'!` STUDS: Axial Load Bearing g////0 . Axial load bearing studs are de- Specifications. Table 16 contains allow- signed to carry both vertical loads and able axial construction loads with no wind ' lateral loads. Unimast manufactures the SJ or lateral loads. This condition occurs stud for use in axial load bearing condi- during construction prior to the application tions. The ST members are not designed to of sheathing and finish materials. Tables ' carry axial loads. The following tables 17-24 contain allowable axial loads for contain allowable axial loads for specific various lateral loadings; 5 psf, 15 psf, 20 heights and conditions based on AISI 1986 psf, 25 psf, 30 psf, 35 psf and 40 psf. SJ (3 5/8",4") Table 16 0 psf SJHeight Studs:Allowable Axial Loads(lbs) Construction Loads 1 I 362 SJ(341)") 40 SJ(4") &(ft) Bracing,__ _2n 18 16 14 20 18 16 14 8 none 977 "1). 1338 1904 2497 890 1368 2177 3044 mid-pt '758 3522 4498 5325 2479 3576 5112 6970 1/3 pt 3388 4298 5327 6240 2970 4265 5946 8042 I 9 none 795 1109 1596 1973 722 1129 1816 2405 mid-pt 2322 2985 3887 4645 2155 3124 4532 6223 1/3 pt 3108 3943 4901 5744 2769 3976 3557 7518 10 none 665 945 1374 1598 602 957 1472 1948 mid-pt 1898 2455 3240 3922 1800 2630 3901 5420 1/3 pt 2797 3550 4429 5197 2544 3655 5124 6939 11 none 568 823 1152 1321 513 830 1216 1610 mid-pt 1581 2056 2721 3316 1498 2200 3281 4607 1/3 pt 2454 3118 3911 4599 2298 3303 4650 6307 12 none 495 730 968 1110 445 704 1022 1353 mid-pt 1339 1752 2325 2853 1268 1873 2801 3961 , 1/3 pt _2089 2659 3354 3956 2028 2920 4135 5623 14 none , 6392 553 711 815 350 518 751 994 mid-pt 1()22 1326 1770 2201 948 1415 2130 3053 1/3 pt 1542 1971 2490 2952 1509 2181 3108 4251 16 none / mid-pt 783 1049 1407 1770 739 1117 1691 2455 1/3pt 1188 1524 1929 2297 1162 1685 2406 3307 18 none mid-pt 632 857 1155 1467 596 912 1388 2037 • 1/3pt 945 1217 1543 1846 923 1345 1924 2657 20 „ m d pt 524 719 973 1244 494 764 1169 1730 none SJ (6 ,7 1/4 ,8 ) 1/3pt770 997 1266 1521 753 1101 1578 2188 Height 60 SJ(6") 725 SJ(71/4") 80 SJ(8") ' (fit) Bracing 20 18 16 14 18 gauge 16 gauge 14 gauge 18 gauge 16 gauge 14 gauge 8 none 1219 1728 2531 3364 1542 2374 3310 1464 2420 3589 mid-pt 3448 4957 6980 9437 4634 6850 9715 4520 7169 10813 ' 1/3 pt 3961 5725 7972 10846 5496 8026 11438 5408 8464 12834 i1 9 none 963 1365 2000 2658 1218 1876 2616 1156 1912 2835 mid-pt 3175 4555 6453 8702 4222 6288 8891 4095 6550 9847 • 1/3 Pt 3825 5529 7712 10494 5313 7776 11072 5219 8189 12404 10 none 780 1106 1620 2153 987 1519 2119 937 1549 2297 mid-pt 2870 4105 5864 7880 3762 5659 7971 3621 5857 8768 1/3pt 3674 5310 7424 10104 5108 7497 10663 5009 7881 11925 11 none 645 914 1339 1779 815 1256 1751 774 1280 1898 mid-pt 2533 3608 5212 6972 3253 4965 6953 3096 5092 7575 1/3 pt 3508 5070 7107 9678 4882 7188 10211 4775 7541 11394 ''i 12 none 542 768 1125 1495 685 1055 1471 651 1075 1595 mid-pt 2166 3072 4499 5980 2741 4221 5885 2602 4301 6380 i i 1/3 pt 3326 4809 6763 y 9217 4634 6850 9715 4520 7169 10813 i 14 none 398 564 826 1098 503 775 1081 790 1172 mid-pt 1592 2257 3305 4394 2013 3101 4324 1912 3160 4687 1/3 pt 2917 4223 5995 8196 4074 6086 8595 3943 6327 9500 16 none mid-pt 1219 1728 2531 3364 1542 2374 3310 1464 2420 3589 i' ' 1/3 pt 2249 3558 5126 7050 3428 5204 7303 3277 5356 7985 18 none mid-pt 963 1365 2000 2658 1218 1876 2616 1156 1912 2835 1/3 pt 1962 2864 4182 5805 2741 4221 5885 2602 4301 6380 20 none i' mid-pt 780 1106 1620 2153 987 1519 2119 937 1549 2297 1/3 pt 1598 2343 3429 4787 2220 3419 4767 2108 3484 5167 Allowable axial loads based on SJ members with 40 ksi yield strength(Fy). Allowable axial loads based on various bracing conditions: none--studs 0 unbraced;mid-pt--mechanical bracing at the mid-point of the stud clear height;1/3 pt--mechanical bracing at third points of stud clear height. See Design Considerations,page 34. 18 i I' JOISTS: Headers J Table 10 i Headers:Allowable Uniform Loads(lb/ft) Boxed Configuration Span SOSJ 725SJ . (ft) 20 gauge 18 gauge 15 gauge 14 gauge 18 gauge 16 gauge 14 gauge ::„....>4 1160 1982 2438 1013 1989 3187 6 — 656 881 1083 676 1108 1416 — 8 369 495 609 456 623 797 10 156 205 261 322 292 399 510 12 90 119 151 186 189 240 295 14 57 75 95 117 119 151 186 80SJ 925SJ 115SJ 135SJ Sp)n 18 gauge 16 gauge 14 gauge 16 gauge 14 gauge 16 gauge 14 gauge 14 gauge 4 940 1844 3606 1642 3209 1367 2671 2321 6 627 1230 1628 1095 1949 911 1780 1547 8 470 700 916 821 1096 684 1335 1160 10 324 448 586 529 702 547 911 928 (-' 12 225 307 378 367 487 456 633 759 14 152 193 238 270 342 341 465 558 Uniform load values are for headers made of two boxed unpunched SJ sections,with stiffened end conditions,as shown. Maximum total load deflection is limited to U360. Header sections must be checked for web crippling under concentrated loads and at end suppports(see Tables 12 and 13). Header detail (Section A-A) runner header A I'1 size wel to �� f double joist header accommodate.1., ,,,..8._- ----1___- - '1'l shear 1. loads runner A ' ' jamb studs post (�r II II liHI 0 JOISTS: Web Stiffening . Web stiffeners provide added reinforce- The Unimast Web Stiffener consists of ment for SJ members under concentrated loads two identical steel sections which,when mated 1' or at reactions at points of bearing. Web and screw-attached'to the joist web,enable stiffeners increase load carrying capacity by Unimast steel joists to carry the maximum al- preventing web crippling.Based on 1986 AISI lowable loads shown in Table 11. Design Specifications,web stiffening is In a continuous span condition,joists required for joists under certain critical load properly screw-attached back-to-back provide $`, conditions(see Maximum Web Crippling Load the resistance to web crippling loads as shown Tables 12 and 13). A stiffener is also required in Table 13. Values are based on properly at points of reaction or concentrated load when connected joist reinforcing of a separate joist the center of a web punchout is less than 10" section or lapped reinforcement. See AISI from the edge of bearing. Design Specifications,Sections C3.4 and C3.5 for allowable web crippling loads;Section D1.1 for proper connections;Section E3.1 for mini- Table 11 mum spacing and edge distance of screws. Web Crippling: Maximum Allowable Loads(1 Joist Web Stiffener Allowable lot f Joist style&gauge (Ib/2 piececeweb stiffener) SJ14 9060 SJ18,20 7000 Allowable loads based on 31/2"minimum bearing. 1: 1d