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Specifications 3u I F- 0 I (c l 2 5 5 t1 72 .d Ave-e. • Structural Calculations For Tenant Improvements Project Location: 16125 SW 72 " Ave. PV prn? -r d OR 97224 -11 NV Project Owner: St. Jude Medical, Inc. 16125 SW 72nd Ave. Portland, OR 97224 Architect: Fritzie Architects 1118 Lafayette Ave. Oregon City, OR 97045 • Project Number: 11125 Date: November 11, 2011 Revision: 0 ** *Limitations * ** Engineer was retained in limited capacity for this project. Designs under this cover are based upon information provided by the client, who is solely responsible for the accuracy of same. • No responsibility and/ or liability is assumed b , or is to be assigned to the engineer for items beyond that shown on these sheets. _ sheets total including this cover sheet. ,01,0 PR°Fe � 9w ou - oo a Li3 itjf 11 City of Tigard FOREGO Approved Plans 4 /0k By. i1J ' Date 11.17 -1/ " Na-s e. ® ® This Packet of Calculations is Null and Void if Signature above is not Original Y ngineering, Inc. ` COPY 11050 S.E. 145 Ave. Happy Valley, OR 97086 p. (503) 658 -3541 f (503) 658 -3549 S • • • 1. Tenant Improvements Structural Calculations Table of Contents Item Sheets 1. Master Data Sheet and Design Criteria 2 2. Wall Bracing Analysis & Design 3 to 10 3. Design Sketches 11 to 12 IA2 Master Data Sheet Project Scope: The engineer was retained in limited capacity for this project. The work under this cover includes the structural calculations for a 13 foot interior non -load bearing partition wall. All post installed anchors must be approved for installation into cracked concrete. Design Specifications: Building Codes: 2009 International Building Code 2010 Oregon Structural Specialty Code ASCE 7 -05 Seismic Loads: Basis of Design: ASCE 7 -05 Nonstructural Components Occupancy Category: II • ASCE 7 -05 Table 1 -1 Importance Factor, Ip: 1.0 ASCE 7 -05 Table 11.5 -1 Mapped Spectral Response, S 0.94 From USGS Software Mapped Spectral Response, S 0.34 From USGS Software Site Classification: D Assumed per Section 20.1 Spectral Response Coefficient, Sp 0.70 ASCE 7 -05 Eq. 11.4 -3 Spectral Response Coefficient, SDI: 0.39 ASCE 7 -05 Eq. 11.4 -4 Seismic Design Category: D ASCE 7 -05 Tables 11.6 -1 11.6 -2 Design Seismic Force: F = C ASCE Eq. 13.3 -1 Seismic Response Coefficient(s), C 0.18 ASD ASCE Eq. 13.3 -1 Response Modification Factor, Rp: 2.5 ASCE 7 -05 Table 13.5 -1 Amplification Factor, a 1.0 ASCE 7 -05 Table 13.5 -1 Materials and Soils Data: Materials: Concrete Compressive Strength: Y = 3,000 psi Concrete Unit Weight, y = 150 pcf Steel Reinforcement Yield Strength: f = 60,000 psi Bolts: ASTM A -307 Wedge Anchors: Simpson Strong -bolt Metal Studs: F = 33,000 psi minimum Soils (2009 IBC Table 1804.2) Allowable Bearing: q = 1,500 psf Structural Software Used: Microsoft EXCEL 2010 USGS Earthquake Ground Parameters V. 5.1.0 SteelSmart System 6 — Cold formed steel design software 2 /z • SEISMIC DESIGN FOR NONSTRUCTURAL COMPONENTS ASCE 7 -05 Sigma Engineering, Inc. PROJECT: St. Jude Mecical . 11050 S.E. 145th Ave., Happy Valley, OR 97086 CLIENT: Conway General Contracting PH: 503.658.3541 FAX: 503.658.3549 JOB NO: 11125 BY: MDN GIVEN DATA Seismic Design Category D z = 13.00 ft Height of Attachment h = 20.00 ft Height of Building I = 1.0 Component Importance Factor Section 13.1.3 a = 1.0 Component Amplification Factor Tables 13.5 -1 or 13.6 -1 Rp = 2 5 Response Modification Factor Tables 13.5 -1 or 13.6 -1 SDS = 0.70 g Spectral Response Acceleration at 0.2 s From USGS Earthquake Ground Parameters SEISMIC DEMAND ON NONSTRUCTURAL COMPONENTS Fp, = 0.26 W F =[(0.4 a SDS I /R [1 +2 (z/h)] W Eq. 13.3 -1 F need not be greater than: Fpmax = 1.12 W Finax = 1.6 SDS Ip Wp Eq. 13.3 -2 F shall not be less than: Fpmin = 0.21 W Fmin =0.3 SDS I W Eq. 13.3 -3 F used for Design: Fp = 0.26 Wp F used for Design SEISMIC DESIGN FORCE F = 0.26 Wp Strength Design F pasd = 0.18 Wp Fpasd = 0 . 7 Fp ASD Design _ (U,I I :. 2.2 rs� < 5,o es- PEIz r (3G 1607 , A boPT S lash AN, . 3/ 12 11125. Loads.Sesimic.xls Sigma Engineering, Inc. 11/7/2011 • FRo . S L Project Name = St. Jude Medical Conterminous 48 States 2009 International Building Code Latitude = 45.412989 Longitude = - 122.751678 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa= 1.O ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 0.939 (Ss, Site Class B) 1.0 0.337 (S1, Site Class B) Conterminous 48 States 2009 International Building Code Latitude = 45.412989 Longitude = - 122.751678 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 = Fv x S1 Site Class D - Fa = 1.124 ,Fv = 1.726 Period Sa (sec) (g) 0.2 1.056 (SMs, Site Class D) 1.0 0.582 (SM1, Site Class D) Conterminous 48 States 2009 International Building Code Latitude = 45.412989 Longitude = - 122.751678 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D - Fa = 1.124 ,Fv = 1.726 Period Sa (sec) (g) 0.2 0.704 (SDs, Site Class D) 1.0 0.388 (SD1, Site Class D) 442 • Company: Sigma Engineering, Inc. Project Ref #: 0 • Address: 11050 SE 145th Ave. 8 Foot Wall City / State: Happy Valley / OR Simple Stud Date: Mon, Nov 07 11 Zip Code: 97086 P - 800ft I Wind Load Gross Section Properties: lx (major) (in4) 0.4415 1.3750 Sx (major) (in3) 0.2523 i rx (major) (in) 1.3801 ~0.0764 0.3750 ly (minor) (in4) 0.0587 Sy (minor) (in3) 0.0610 ry (minor) (in) 0.5032 3.50 0 0.0346 Area (in2) 0.2318 Xo (in) - 1.0164 J x 1000 (in4) 0.0925 Cw (in6) 0.1528 Ro (in) 1.7863 • Weight (Ib/ft) 0.7890 350S137 33mi1, 33 ksi Wall Information: Material Properties: Fy (ksi) 33 Design Code 2009 IBC w /AISI S100 -07 Fu (ksi) 45 E (ksi) 29500 Design Method ASD G (Ksi) 11300 Wall Height (ft) 8 Span Loads: Stud Spacing (in) 16 Span Wind Load (psf) Allowable H. Deflection L / 360 1 5.0000 Absolute Deflection (in) 0.5 Reactions: Dead Loads (Ibs) N/A Live Loads (Ibs) N/A Joint Rx (kips) Ry (kips) Rm (kips.in) Max. Bridging Spacing(ft) 4 1 - 0.0267 0.0000 0.0000 Torsional Bracing Full 2 - 0.0267 0.0000 0.0000 K cp Distortional Buckling 100 Rotational Stiffness (lbf- in.ln.) Load Factors: Wind Load Strength Factor 1 Wind Load Deflection Factor 1 Dead Load Strength Factor N/A ' Live Load Strength Factor N/A Design Options: a ° Section Layout Single AS/ SteelSmart® System 6 - Version 6.1 0 67 SP1 Page 1/5 • • Company: Sigma Engineering, Inc. Project Ref #: 0 Address: 11050 SE 145th Ave. 8 Foot Wall City / State: Happy Valley / OR Date: Mon, Nov 07 11 Zip Code: 97086 Simple Stud • ° Fastener Spacing (in) N/A o Standard Punchout Considered o Strength Increase from Cold Work of Forming (AISI, Sec. A7.2) Considered Capacity Check: Effective Section Properties: Member Moment Shear Tension CompressionHL Deflection Crippling Member Value (kips.in) (kips) (kips) (kips) (in) (kips) Ae(Comp.) (in2) 0.1657 Actual 0.6405 0.0211 N/A N/A 0.0472 N/A 1 Sxe (in3) 0.2296 1 Allowable 4.5374 0.4870 3.4413 1.6639 0.2667 N/A Ixe(in4) 0.4415 Act. /All. 0.1412 0.0434 N/A N/A 0.1770 N/A Fy Design (ksi) 33.0000 X/L 0.5000 0.1042 N/A N/A N/A N/A Design for Web Crippling is Disabled Interaction Check (kips.in, kips): Member Combined (M,V) Combined (M,Pcr) Combined (M,T) Combined (M,P) Moment(Mx) - 0.6149 Moment(Mx) N/A Moment(Mx) N/A Moment(Mx) N/A 1 Shear(Vy) 0.0053 Pcr (Crippling) N/A Tension (I)_ N/A Comp(P) N/A Act./All. 0.1360 Act. /All. N/A Act./All. N/A Act./All. N/A X/L 0.4000 X/L N/A X/L N/A X/L N/A 6/2, • AS/ Stee /Smart® System 6 - Version 6.1.0 67 SP1 Page 2/5 Company: Sigma Engineering, Inc. Project Ref #: 0 • Address: 11050 SE 145th Ave. 14 Foot Wall City / State: Happy Valley / OR Simple Stud Date: Mon, Nov 07 11 Zip Code: 97086 P a 0 14.00 ft Wind Load Gross Section Properties: Ix (major) (in4) 0.4415 1 Sx (major) (in3) 0.2523 rx (major) (in) 1.3801 1\ 0.0764 0.3750 ly (minor) (in4) 0.0587 _ Sy (minor) (in3) 0.0610 ry (minor) (in) 0.5032 3.50 0 0.0346 Area (in2) 0.2318 Xo (in) - 1.0164 J x 1000 (in4) 0.0925 Cw (in6) 0.1528 Ro (in) 1.7863 _ , 1 Weight (lb/ft) 0.7890 350S137 33mi1, 33 ksi Wall Information: • Material Properties: fy (ksi) 33 Design Code 2009 IBC w /AISI S100 -07 Fu (ksi) 45 E (ksi) 29500 Design Method ASD G (Ksi) 11300 Wall Height (ft) 14 Span Loads: • Stud Spacing (in) 16 Span Wind Load (psf) Allowable H. Deflection L / 360 1 5.0000 Absolute Deflection (in) 0.5 Dead Loads (Ibs) N/A Reactions: Live Loads (Ibs) N/A Joint Rx (kips) Ry (kips) Rm (kips.in) Max. Bridging Spacing(ft) 6 1 - 0.0467 0.0000 0.0000 Torsional Bracing Full 2 - 0.0467 0.0000 0.0000 •K cp Distortional Buckling 100 Rotational Stiffness (lbf- in./in.) Load Factors: Wind Load Strength Factor 1 Wind Load Deflection Factor 1 Dead Load Strength Factor N/A Live Load Strength Factor N/A Design Options: ;Z ° Section Layout Single AS/ SteelSmart® System 6 - ,Version 6.1.0.67 SP1 • Page 1/5 Company: Sigma Engineering, Inc. Project Ref #: 0 • Address: 11050 SE 145th Ave. 14 Foot Wall City / State: Happy Valley / OR Date: Mon, Nov 07 11 Zip Code: 97086 Simple Stud ' ° Fastener Spacing (in) N/A o Standard Punchout Considered o Strength Increase from Cold Work of Forming (AISI, Sec. A7.2) Considered Capacity Check: Effective Section Properties: Member Moment Shear Tension bompressionHL Deflection Crippling Member_ Value ( kips.in) (kips) (kips) (kips) (in) (kips) Ae(Comp.) (in2) 0.1785 Actual 1.9616 0.0411 N/A N/A 0.4427 N/A 1 Sxe (in3) 0.2296 1 Allowable 4.5374 0.4870 3.4413 0.8547 0.4667 N/A Ixe(in4) 0.4415 Act./All. 0.4323 0.0845 N/A N/A 0.9487 N/A Fy Design (ksi) 33.0000 X/L 0.5000 0.0595 N/A N/A N/A N/A Design for Web Crippling is Disabled Interaction Check (kips.in, kips): Member Combined (M,V) Combined (M,Pcr) Combined (M,T) Combined (M,P) Moment(Mx) - 1.8831 Moment(Mx) N/A Moment(Mx) N/A Moment(Mx) N/A 1 Shear(Vy) 0.0093 Pcr (Crippling) N/A Tension (T) N/A Comp. (P) N/A Act./All. 0.4155 Act. /All. N/A Act. /AII. N/A Act./All. N/A X/L 0.4000 X/L N/A X/L N/A X/L N/A • 8 A 2 ASI Stee/Smart® System 6 - Version 6 1.0.67 SP1 Page 2/5 • • Company: Sigma Engineering, Inc. Project Ref #: 0 Address: 11050 SE 145th Ave. Wall Brace • City / State: Happy Valley / OR Date: Mon, Nov 07 11 Zip Code: 97086 User Defined Load Bearing Wall Layout 1 i .00 lbs w 6.00ft 6.00ft 6.00 ft 6.00 ft P ! 7 Dead Load Live Load Wind Load Seismic Load Gross Section Properties: 1.3750 Ix (major) (in4) 0.4415 14 -j Sx (major) (in3) 0.2523 ~ 0.0764 I I 0.3750 rx (major) (in) 1.3801 ly (minor) (in4) 0.0587 Sy (minor) (in3) 0.0610 ry (minor) (in) 0.5032 3.5 0 0.0346 Area (in2) 0.2318 Xo (in) - 1.0164 J x 1000 (in4) 0.0925 Cw (in6) 0.1528 Ro (in) 1.7863 _ Weight (lb/ft) 0.7890 350S137 33mi1, 33 ksi Wall Information: Material Properties: Design Code 2009 IBC w /AISI Fy (ksi) 33 S100 -07 Fu (ksi) 45 E (ksi) 29500 Design Method ASD G (ksi) 11300 Wall Height (ft) 6 Stud Spacing (in) 48 Allowable HI. Deflection L / 360 Absolute Deflection (in) 0.5 Dead Loads (lbs/ft) 35 Span Loads: Wall Own Weight(psf) 0.25 Span Wind Load (psf) Max. Bridging Spacing(ft) 6 1 0.0000 Torsional Bracing None Reactions: Distortional Buckling Rotational 100 Kcp Joint Rx (kips) Ry (kips) Rm (kips.in) Stiffness (lbf- infin.) 1 0.0000 0.1460 0.0000 2 0.0000 0.0000 0.0000 Design Options: o Section Layout Single o Fastener Spacing (in) N/A o Standard Punchout Considered q I2 ° Strength Increase from Cold Work of Forming (AISI, Sec. A7.2) Considered ASI SteelSmart® System 6 - Version 6.1.0.67 SP1 Page 1/4 • • Company: Sigma Engineering, Inc. Project Ref #: 0 • Address: 11050 SE 145th Ave. Wall Brace City / State: Happy Valley / OR Date: Mon, Nov 07 11 Zip Code: 97086 User Defined Load Bearing Wall Layout • Note:Applied Members Loads are calculated from Wall Loads Joint Supports: Joint Loads: Joint Support Type # Load Case Axial (Ibs) Lateral (Ibs) M (lbs.ft) 1 Hinged 2 Dead Load 146 0 0 2 Roller Member Loads: # Load Case Axial Lateral Moment X/L 1 Wind Load 0.0 lbs 0.0 lbs 0.0 lbs.ft 0.0 1 Wind Load 0.0 lbs/ft 0.0 lbs/ft 0.0 lbs.ft Uniform Load Combination Factors: # Dead Live Wind Seismic Used For 1 1 0 0 0 Strength . 2 1 1 0 0 Strength 3 1 0 1 0 Strength 4 1 0.75 0.75 0 Strength 5 1 0.75 0 0.525 Strength 6 0 0 1 0 Deflection 7 0 0 0 0.7 Deflection Capacity Check: Effective Section Properties: Member Moment Shear Tension Compression`HL Deflection Crippling Member Value (kips.in) (kips) (kips) (kips) (in) (kips) Ae(Comp.) (in2) 0.1744 Actual N/A N/A N/A 0.1460 0.0000 N/A 1 Sxe (in3) 0.2431 1 Allowable 3.1459 0.4870 3.4413 1.0608 0.2000 N/A Ixe(in4) 0.4415 Act./All. N/A N/A N/A 0.1376 0.0000 N/A Fy Design (ksi) 33.0000 X/L N/A N/A N/A 0.2000 N/A N/A Design for Web Crippling is Disabled Interaction Check (kips.in, kips): Member Combined (M,V) Combined (M,Pcr) Combined (M,T) Combined (M,P) Moment(Mx) N/A Moment(Mx) N/A Moment(Mx) N/A Moment(Mx) N/A 1 Shear(Vy) N/A Pcr (Crippling) N/A Tension (T) N/A Comp. (P) N/A Act. /All. N/A Act. /All. N/A Act. /All. N/A Act./All. N/A X/L N/A X/L N/A X/L N/A X/L N/A 16 /12- ASI Stee/Smart® System 6 - Version 6.1.0.67 SP1 Page 2/4 • • I 1 ° s 1'N • lyV - 1 1 .-TIV1 aztv„.._. 0 ..L L..... . u u u u u n n n , y ® '1, ' I I IWI WORD, 12 '..%•••••■...••••••••• 1 SI - . ON iw►ww . I _ �M _ MVO Y'01• 011 711M (" - � .HCIW1W 1 WM I Ii 11000 w • I �� © f I i t ............:— MI IND L...."' 4 1 ..Li Cr I .Q+f I WWII 01 SOW • / 11111 a Ur ® 'w WOO MOWN �p = M1 1 101/1108110 p 1 7 I � , K (- I ti ou es NW 0 an >tusan1w _ D I • I Q I ' 1S COMM an ononara al I an ts e urr MN • t (2) #IOxI -I/4" HOOD SCREW (E) ROOF FRAMING i 400T150 -43 TRACK 350T125 -33 TRACK (3) #10 SCREWS 3505162 -33 STUD BRACE AT 48" O.C. (3) #10 SCREWS � / i / I I MAX. ALT. DIRECTION. 6 / 1 GRID CEILING 1 BLOCKING AT CEILING NOTE: USE BRACE FOR 350SI62 -33 STUD HALLS AT 13' -0" AT 16" 0 C. CEILINGS 7 NALL BRACING 51.0 1" = 1' -0" 2 /12. •