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Specifications 1 tty1ac- L)OU(,7 ice -).1-1,0 Scu "7-1-ta'' i" REC I P SEP 2 2015 STRUCTURAL CALCULATIONS CITY OF TIGARD BUILDING DIVISION FOR AFc$7. SPEC WORKO 13 4'1516240 SW 72nd AVE pacrr TIGARD, OR 97224 lief -- SHEAR WALL REMODEL -- `5,����D PROFFsf. r� 187 1'G - Ai II OR ON iii v0 G(y 7 5. 190 tiN F. NO9 L EXPIRES: 12/31/16 Contents Summary S1 - Details A-B D1 -D2 Contact Person: John E Nordling,PE Calculations C 1 -C6 NORDLING Proj. No.: 15-260 SPEC WORK , W STRUCTURAL 10BP108 l‘ IV:aj j ENGINEERS, LLC PAC TRUST 6775 SW 111th,Suite 200•Beaverton OR,97008 Date: AUG 2015 By:JEN Sheet No.: COVER 1 f SUMMARY 2014 Oregon Structural Specialty Code • Wind 120 MPH (3 sec gust, V uiT) Exp B Seismic Occupancy Catagory II Site Class - D Seisimic Design Catagory - D Ss = 0.965 Si = 0.419 SDs = 0.7Ii Sol = 0.442 The existing building is segmented by two columns lines down the length of the structure. There are three existing shear walls that extend for the full length of the column bays that are being revised. A) There is one shear wall segment on grid 15, between the two building columns, that 1s to remain. 5) There are two shear wall segments between the interior columns and the exterior walls on grid 1'1 that are being relocated to grid 15. The end result of this remodel will be a continuous shear wall from one side of the structure to the other on grid 15. ❑1 (E) SHEAR WALL TO BE REMOVED. ❑2 (E) SHEAR WALL TO REMAIN. El NEW SHEAR WALL: 2x6 616' o/c W/ "2' APA RATED WALL SHEATHING. NAIL TO WALL STUDS W/ Sd 63' o/c EDGES, Sd 612' o/c FIELD, BLOCK ALL EDGES. 1. 1/2' (nominal) sheathing to be either Ws' APA rated or 15/i2' APA rated sheathing. 2. Slack all edges of sheathing panels w/ 2x4 (min) flat blocking. 3. Install anchor bolt within 11-0' of each end of shear panel per IBC. 4. All nails to be common. 5. Anchor bolts shall have a 144 x 3 x 0'-3' fE washer (Simpson 'BPS' or aim) between the sill fE and the nut, center anchor bolt on sill E. fE washer to be 1/2' min from face of wall sheathing. 6. Provide 4x studs at adjoining panels. ® ATTACH DBL 2x STUD TO (E) STEEL COLUMN W/ "2'41, THREADED STUDS 632' o/c. E ATTACH DBL P.T. 2x STUD TO (E) CONCRETE PILASTER W/ 5i8'4' SIMPSON 'TITEN-HD' (4' EMBED) 632' o/c. NORDLING Proj. No.: 15-260 5W STRUCTURAL SPEC WORK PAC TRUST 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:AUG 2015 By:JEN Sheet No.: S1 11 16 15 0 r---1 1-71 r---I 1----I M L1i,.J L__1 L © L J i 0 III d] EI lob II ISI it 1,1 I1,1' El I'J it II ii 11 IIP III 13 0 U El s�vtio PROF Al Lam"J — L J r L J - LIQ PA r © r- J I OREGO/ nA FLAN E. NORON' _Q.-it -0 )' i 5 ' +— EXPIRES:12/31/16 NORDLING Proj. No.: 15-260 STRUCTURAL SPEC BPRK R ENGINEERS, LLC PAC TRUST 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:AUG 2015 By: JEN Sheet No.: D1 • a a a a EDGE NAIL (E) GL BEAM FULL HEIGHT 2x WALL STUD, 2x6 LSL WALL STUDS ACCEPTABLE. 1/2' (MIN) GYPSUM BOARD WALL SHEATHING W/ 5d COOLER GT o/c ALL SUPPORTS 2x FLAT BLOCKING AT PANEL EDGES P.T. 2x SILL fiE W/ 518'4) SIMPSON (E) 6' S.O.G. 'TITEN HD' (4' EMBED) 032' o/c PROFFs��D ( 7 Orm, T OREe S C I �� v�4'',G< ,s, NORM EXPIRES:12/31/16 NORDLING Proj. No.: 15-260 WRK P1171Z‘ STRUCTURAL SPEC0BP1 ENGINEERS, LLC PAC TRUST 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:AUG 2015 By: JEN Sheet No.: D2 0 ‘ - - - - - 41- -CI— --1:1-1 -61] _ _ 11-1 1 1 = — ljEj _ _ 0 - _ _ - -I = 453' L ] _ _ 61 - if' 0 -120 _ _ ll' . _ _ 0= N= -10 , 6 -41- - 6- -IL ,El] _ _ o o fil _ _ ID: _ _ 111 o 9 ID 41 o- 41 4 , ems— o [ - -— - - -Vis--=- ❑------g-----g-—4 . 0 1. NORDLING Proj. No.: 15-260 STRUCTURAL SPE o WORK �� PAC TRUST ,.. , ENGINEERS, LLC 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:AUG 2015 By: JEN Sheet No.: Cl ral USGS Earthquake Hazards Program ASCE 7-10 Standard Lat: 45°24' 11.65"N Ss and SI=Mapped Spectral Acceleration Values Long: 122°44'51.62" W 16200 SW 72nd Ave,Tigard,OR 97224 Ground Motion Ss 0.965 Si 0.419 Occupancy Category II Light Framed walls with wood shear panels Site Class D R 6.5 Importance Factor 1.00 Height of Structure 20.0 ft Structural Period T 0.189 Site Coefficients C1 0.020 Fa 1.11 x 0.75 F, 1.58 Cs SDsI/R 0.110 SMS Fa* Ss 1.075 Cs MAX SDS I/T R 0.359 SMI Fv * Si 0.662 Cs MIN 0.044 SDS I 0.032 SDS (2/3)SMS 0.717 V Cs* WP 0.110 WP SDI (2/3)SMI 0.442 ASD =V* 0.7 0.077 WP Seismic Design Category SDC D El Wall 0.077 * 100 psf * 21'-0" * 2 / 2 = 162 plf Roof 0.077 * 12 psf * 140'-0" = 130 plf = 292 plf NORDLING Proj. No.: 15-260 4 STRUCTURAL SPEC WORK LI ' " 404 ENGINEERS, LLC PAC TRUST 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:AUG 2015 By: JEN Sheet No.: C2 ASCE 7.10 Wind Force Standard Wind Speed : 120 mph Exposure : B Mean Height(h): 21'-0" Width(x): 640'-0" Topographic Feature: Homogeneous • Length(y): 140'-0" Height of Hill(h) 0 ft Crest Length(Lh) 0 ft qh : 19.83 psf-LRFD Crest to Structure Dist(x) 0 ft I I X II Ka: 0.85 Ki : 0.00 Cp: 0.80 0.80 windward Kit: 1.00 K2 : 0.00 Cp: -0.20 -0.50 leeward K3 : 0.00 Gust: 0.73 0.82 Wall Loads — IIx I ASD Leeward qh* Cp * Gust = -l.7psf qh * Cp * Gust = -4.8psf Windward kz qz* Cp* Gust Total qz* Cp * Gust Total 25'-0" 0.665 7.3 psf 9.0 psf 8.2 psf 13.0 psf W = 13 psf * 25'-0' / 2 = 165 plf NORDLING Proj. No.: 15-260 RK STRUCTURAL SPEP1 C ENGINEERS, LLC PAC TRUST 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:AUG 2015 By:JEN Sheet No.: C3 Nails 8d 5/8"0 A.Bolt 1424 lbs Anchor Bolts Capacity A.Bolt Capacity • plf in o/c plf plf A 260 6/12 48 356 260 B 380 4/12 36 475 380 C 490 3/12 24 712 4901 D 760 4/12 E.F 16 1068 760 E 980 3/12 E.F 9 1899 980 Wall Wind Seismic VWIND VSE1SMIC L vw vs Line Load Load Wall Panel Lengths (ft) lbs lbs ft plf plf lbs lbs Roof Loads 1 30,430 53,840 45.3 46.2 45.3 30,430 53,840 136.8 222 394 C Main Floor Walls "s'+ ANCHOR Panel Height =21.0 ft Aspect Ratio =0.46: 1 NDS CAPACITY = 1,424 lbs Panel Width =45.3 ft Seismic Capacity 100% 54'0 SIMPSON 'TITEN HD' wind seismic CAPACITY = 1,424 lbs • 1.6 VnL30,430lbs 53,840 lbs = 2,300 lbs v 222 plf 394 plf Type-C SPACING = 1,424 lbs / 394 plf W N : 12 psf* 25.0 ft • 300 plf = 31> ft o/c 43' o/c W WALL : 10 psf* 21.0 ft • 210 plf USE 36' o/c Pi :(not used) :(not used) • P2 :(not used) :(not used) • RM :(300 plf+210 plf)* (45.3 ft A2)/2 (point loads not used) : 523,283 ft-lbs OTM :394 plf*45.3 ft* 21.0 ft : 374,401 ft-lbs T=(374 k-ft-0.6* 523 k-ft)/45.3 ft 1,334 lbs CONNECT TO (E) STEEL COLUMN / FOOTING W/ 1/2'4) THR'D STUDS 648' o/c 4 (E) CONCRETE PILASTER W/ 1/2'4' SIMPSON 'TITEN HD' 648' o/c. NORDLING Proj. No.: 15-260 STRUCTURAL SPEC WORK l OBP 108 ENGINEERS, LLC PAC TRUST 6775 SW 111th,Suite 200•Beaverton OR,97008 Date: AUG 2015 By:JEN Sheet No.: C4 SIMPSON Anchor Designer TM Company: Date: 8/10/2015 Engineer: Page: 1/3 StrongTie Software Project: Version 2.0.5090.48 Address: Phone: E-mail: 1.Proiect 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 318-11 Concrete:Normal-weight Units: Imperial units Concrete thickness,h(inch):6.00 State:Cracked Anchor Information: Compressive strength,fc(psi):3000 Anchor type:Concrete screw 9 ,v: 1.0 Material:Carbon Steel Reinforcement condition:B tension,B shear Diameter(inch):0.625 Supplemental reinforcement:Not applicable Nominal Embedment depth(inch):4.000 Do not evaluate concrete breakout in tension:No Effective Embedment depth,her(inch):2.970 Do not evaluate concrete breakout in shear:No Code report: ICC-ES ESR-2713 Ignore 6do requirement:Not applicable Anchor category: 1 Build-up grout pad:No Anchor ductility:No hmin(inch):6.00 Base Plate cac(inch):4.50 Cmin(inch): 1.75 Smin(inch):3.00 Load and Geometry L Load factor source:ACI 318 Section 9.2 Load combination:not set Seismic design:No Anchors subjected to sustained tension:Not applicable Apply entire shear load at front row:No 0 lb Anchors only resisting wind and/or seismic loads:No <Figure 1> 3 ii� ii�l 2300 lb k �r Y 0 Ib it iu1 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 • i SIMPSON Anchor Designer TM Company: Date: 8/10/2015 Engineer: Page: 3/3 Stroneie Software Project: Version 2.0.5090.48 Address: Phone: • E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(Ib) V.(lb) Vuay(Ib) 1i(Vuax)2+(Vuay)2(lb) 1 0.0 0.0 2300.0 2300.0 Sum 0.0 0.0 2300.0 2300.0 Maximum concrete compression strain(%o):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(Ib):0 Resultant compression force(Ib):0 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 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 8.Steel Strength of Anchor in Shear(Sec.D.6.1) Vsa(lb) cbgrost 0 OgroutgVsa(Ib) • 10000 1.0 0.60 6000 10.Concrete Pryout Strength of Anchor in Shear(Sec.D.6.3) 0141)=OkcpNcb=Okcp(ANc/ANco)Y'ed.Nfo,NYcp,NNb(Eq.D-40) kcp ANc(in2) ANco(in2) VedN Wc.N Pcp,N Nb(Ib) 0 ¢Vcp(Ib) 2.0 79.39 79.39 1.000 1.000 1.000 4766 0.70 6672 11.Interaction of Tensile and Shear Forces(Sec.D.7) Shear Factored Load,Vua(Ib) Design Strength,oV,,(Ib) Ratio Status Steel 2300 6000 0.38 Pass(Governs) Pryout 2300 6672 0.34 Pass 5/8"0 Titen HD(THDB model),hnom:4"(102mm)meets the selected design criteria. 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast-in-place anchor is waived per designer option. -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 Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com C(v