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Specifications /3 '/°2a/8- L3Z� 95-77 u/115 f Se-We-- RECEIVED DEC 2 6 2018 CITY OF I-IGARD BUILDING DIVISION DMG David M.Goodson, P.E.. Professional Engineer STRUCTURAL CALCULATIONS FOR Morphe-OR-Washington Square Tigard, OR Ceiling design check Project No.: 1815.097.010 .0(0 3 PRQFFs `. Completion Date: December 20, 2018 ` �y G i ry `� 14, •P Ir. GREGG Y q Revisions: �L'oM'�ooa �/ Re �wfL/ae�/9 Engineer of Record: David M. Goodson, P.E. Project Manager: David B. Barrett Project Engineer: Francisco Garza Project Technician: 12001 N. CENTRAL EXPRESSWAY, SUITE 300 DALLAS, TEXAS 75243 214/739-8100 TABLE OF CONTENTS Project Information ii Design Calculations Page No. Design Criteria 1-2 Suispended Ceiling 3-5 D M G Project Morphe-OR -Washington Square Re: Project Information Proj. No:315.097.0' Date: 12/20/18 Engr: Francisco Garza Sheet ii Daviod M. Goodson P.E. Professional Engineer PROJECT INFORMATION I. Project Informaion: A. City: Tigard B. State: Oregon C. Country: USA II. Building Code: A. Code: 2014 OSSC -ASCE 7-10 B. Edition: C. Amendments: III. Project Team A. Architectural Firm: Finn Daniels Contact: Kelsey Irlbeck B. MEP Consultant: Contact: C. Civil Consultant: Contact: D. Other Team Members: Torn H d S r Flans I2xam11-Pr 503- 716- 2432 D M C Project Morphe- OR -Washington Square Re: Construction Materials Proj. No.:315.097.0' Date: 12/20/18 Engr: Francisco Garza Sheet iii David M. Goodson P.E. Professional Engineer CONSTRUCTION MATERIALS I. Concrete A. 28 Day Compressive Strength Area of Use Strength 1. All 3.0 ksi 2. ksi 3. ksi 4. ksi B. Reinforcing Steel: ASTM A615 Grade 60 II. CMU: A. Ultimate compressive strength f m= N/A - psi III. Structural Steel A. Shapes: 1. W shapes: ASTM A992 (Formerly ASTM A572,Gr.50,per AISC Special Advisory No.3,March 1997) 2. All other shapes, plates, etc.: ASTM A36 B. Steel Pipe: ASTM A501 or A53, Types E or S, Grade B(Fy=35ksi) C. Steel Tube: ASTM A500, Grade B(Fy=46ksi) IV. Wood: Element Species Grade A. Studs N/A N/A B. Horiz. Framing N/A N/A C. R.S. timbers N/A N/A D. Top Plates N/A N/A V. Light gage: Framing referenced based on SSMA material properties and tables. A This is a beta release of the new ATC Hazards by Location website.Please contact us with feedback. OTC Hazards by Location Search Information Address: 9585 sw washington square road tigard or 97223 Coordinates: 45.4502551.-122.7813094 Timestamp: 2018.12.18T20:58:13.049Z Hazard Type: Seismic Reference Document: ASCE7-10 Risk Category: g Site Class: D Report Title: Not specified Map Results © Richland r ry .4if i O I. Kennewick Wallaawaf l land ,.,r, tryr it JJ t .. eeavaucn Mt.Hood elf = " ,. National forest Umatilla National Forest , a a. Salem t: Nrv,ancn Albany Q Go-'gte ;fir, Corvallis Map data 02018 Osogie MCER Horizontal Response Design Horizontal Response Spectrum Spectrum Sa(g)1 I Sa(g)1, 1.00 0.60 0.80 0.60 0.40 0.40 \\\\ 0. 0 0.20 0.00 0.00 0 5 10 15 Period(s) 0 5 10 15 Period(s) Text Results Basic Parameters Name Value Description Ss 0.978 MCEs ground motion(period=0,2s) Si 0.425 NICER ground motion(period=1.0s) Sus 1.084 Site-modified spectral acceleration value Sul 0.67 Site-modified spectral acceleration value Sos 0.723 Numeric seismic design value at 0.2s SA Sol 0.446 Numeric seismic design value at 1.0s SA Additional Information Name Value Description SDC D Seismic design category F^ 1.109 Site amplification factor at 0.2s F,„ 1.575 Site amplification factor at 1.0s PGA 0.425 MCEs peak ground acceleration FPGA 1.072 Sile amplification factor at PGA PGAM 0.459 Site modified peak ground acceleration Tr 16 Long-period transition period(s) SsRT 0.978 Probabilistic risk-targeted ground motion(0.2s) SsUH 1.09 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) SsD 2.265 Factored deterministic acceleration value(0.2s) S1 RT 0.425 Probabilistic risk-targeted,ground motion(1.Os) St UH 0.488 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 60 years) S113 0.743 Factored deterministic acceleration value(1.0s) PGAd 0.826 Factored deterministic acceleration value(PGA) The results indicated here D0 NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the United States Geological Survey Seismic Design Web Services. 'Mile the information presented on this website is believed to be correct,ATC and Its sponsors and contributors assume no responsibility or liability for Its accuracy.The material presented In the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals,having experience and knowledge In the field of practice,nor to substitute for the standard of care required of such professionals in Interpreting and applying the results of the report provided by this website.Users of the information from this website assume all liability arising from such use.Use of the output of this webslte does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location In the report. PROJECT: _ f vrrev - - W d sinir1o0-1-e,n• rc RE: _-5115e.lcLr,IL Ce ti io; JOB NO: _L&l 5 oI1 • 01 l� DATE: 112416 /16 ENGR: d -D15 SHEET: 3 Sales .door has s,,,,endod o 1z lad Cep liri9 @ I n" 12�165 I�q Ibs Roof abov-e- Gd Bo-a5 12n lbs SC- `I- to 13,5 (° '(2) To witL T 1"161I1<is• 115U5pend.001- Coi [ js of. on bvu levAt Cs 4ir l Pr, r f iM6.1,04 J g Wlra - U.SC7 lemon ;a ra�,a� 1044r< zoo — 6.0 r. skrvA- or •n WailS• 1�3-5�1 look aJ- SeismCc bestvr rcwu. �'r°vt C<lr�, nn - cluck w141k i't,opticJ 4 pSF -wr a b�i lb 12 W�ri dl< ri r Gi l(nn siapporf- w i s C `E ' a•G 5 = o.i22 z : 1l hoc-F. q�r Ia hr 30 P=(vox.`.) _ (4 Ibs << rQ o1L = ( o tf a Cor,pr. Str 4- Q = \2 t Ibs• vnbrac< c( - 30-\\ 19 (000s►to2-5y Al• . - 2 y (0,41)0 u)C,-72.zx1A0 / fi 2 !I3°J\ 2- 66os2vo- 54 vk � : zyL066)1141h aR- 0,7 3 3) TVs. 1 ---r Q W is fve Uv�dOYACe4 cowyeessibn rneffibu' o!L nil 9rt 4r 4l � - I.to Sps 1 w wW 1.1Tawr rho- less ` wt.. Fr • 0 35ps 1p1NP o •zzwp @ 12 bran /se isrAkG c.ov+n A= 14`k s•C. wp= 1I4 ('t) 516 $- Ff = © 2Z = 1 al lbs I I ClarkWestern Building Systems IIIIIIIIIIIII CW Tech Support: (888)437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 12/18/2018 SECTION DESIGNATION: 600S200-54 [50] (2) Back-to-Back Section Dimensions: I I Web Height= 6.000 in Top Flange= 2.000 in Bottom Flange= 2.000 in Stiffening Lip= 0.625 in Inside Corner Radius = 0.0849 in Punchout Width = 1.500 in Punchout Length = 4.000 in Design Thickness = 0.0566 in Steel Properties: Fy= 50.000 ksi I Fu = 65.000 ksi Fya= 50.000 ksi ALLOWABLE AXIAL LOADS INPUT PARAMETERS Overall Stud Length = 19 ft Load has not been modified for load type or duration Member Configuration: (2) BACK-TO-BACK MEMBERS K-phi (axial)for Distortional Buckling = 0.00 Ib*in/in TOTAL ALLOWABLE AXIAL LOADS (lb) WEAK AXIS MAXIMUM CONCENTRIC BRACING KL/r LOADING NONE 246 2446 MID Pt 124 8002 THIRD Pt 98 11398 Note: For(2) Back-to-Back Members, Individual Members Must be Adequately Interconnected ]]]]]1III1]1 1I ClarkWestern Building Systems CW Tech Support: (888)437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 12/18/2018 SECTION DESIGNATION: 6005200-54 [50] (2) Back-to-Back Section Dimensions: I Web Height= 6.000 in Top Flange= 2.000 in Bottom Flange= 2.000 in Stiffening Lip = 0.625 in Inside Corner Radius = 0.0849 in Punchout Width = 1.500 in Punchout Length = 4.000 in Design Thickness= 0.0566 in Steel Properties: Fy= 50.000 ksi Fu = 65.000 ksi Fya= 50.000 ksi Gross Properties A(gross) Weight A(net) Sxx lxx Rx Iyy Ry (inA2) (lb/ft) (in"2) (in"3) (inA4) (in) (in"4) (in) 1.2259 4.1714 1.0561 1.1064 6.6387 2.3271 1.0605 0.9301 Effective Properties lxx(defl) Sxx Ma-xx Ma-x(dist) Vag Vanet (in"4) (inA3) (Ft-Lb) (Ft-Lb) (Ib) (Ib) 6.6387 2.0304 5065.9 4563.8 5646 3895 K-phi for Distortional Buckling = 0.00 lb*in/in Lateral Buckling Properties for Flexure Moment of Inertia of Compression Portion (lyc) = 0.5303 in"4 Web Crippling -Allowable Loads, Pa (Ib) Total for(2) Members End Bearing Length = 1.00 (in) Interior Bearing Length = 3.50 (in) Cond. 1 (ElF) Cond. 2 (l1F) Cond. 3 (E2F) Cond.4(12F) 2860 4283 1765 4654 Punchout Reduction Factor Cond. 1, Rc(E1F) = 0.925 + 0.083x/h <= 1.0 Punchout Reduction Factor Cond. 2, Rc(11 F) = 0.888 + 0.053x/h <= 1.0