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Specifications ENWSTRUCTURALST ER Engineers Northwest Inc.,P.S. ' �' p OCT 1.F l 2021RECE��/ED CITY O ft 'I 222 f- 02i/4 BUILDING DIVISION 72sb D T/vtOU COSTCO WHOLESALE #111 1850 SW Dartmouth Tigard, OR 97223 STRUCTURAL CALCULATIONS FOR OPTICAL & HEARING CENTER REMODEL c,#D P R OFFs cc- �r g a \` EX'RRES: 12/31/22 2019 Oregon Structural Specialty Code (2018 IBC) October 6, 2021 ENW #93085029 • 9725 Third Avenue NE.Seattle,WA 98115 . 206.525.7560.fax 206.522.6698 www.engineersnw.com 9/15/21,11:05 AM ATC Hazards by Location Hazards by LocationEly vel 0c Search Information „ddress: 7850 SW Dartmouth,Tigard, OR Ufa^r^1aVer � ..._, z6 194ft Coordinates: 45.4356431,-122.7577039 aaldi land ok Hiilsboro° o o Q Elevation 194 ft Beavet`ton Gresham Timestamp: 2021-09-15T18:05:08.234Z Hazard Type: Seismic Reference ASCE7-16 Map data©2021 Google Document: Risk Category: II Site Class: D ,Basicr. tug--, Name Value Description SS 0.866 MCER ground motion (period=0.2s) Si 0.395 MCER ground motion(period=1.0s) 0.999 Site-modified spectral acceleration value SM1 *null Site-modified spectral acceleration value SIDS 0.666 Numeric seismic design value at 0.2s SA SD1 *null Numeric seismic design value at 1.0s SA * See Section 11.4.8 -"Additional Information Name Value Description SDC *null Seismic design category Fa 1.154 Site amplification factor at 0.2s Fv *null Site amplification factor at 1.0s CR5 0.887 Coefficient of risk(0.2s) CR1 0.867 Coefficient of risk(1.0s) 3A 0.393 MCEG peak ground acceleration FPGA 1.207 Site amplification factor at PGA PGAM 0.475 Site modified peak ground acceleration https://hazards.atcouncil.org/#/seismic?lat=45.4356431&Ing=-122.7577039&address=7850 SW Dartmouth%2C Tigard%2C OR 1/2 9/15/21,11:05 AM ATC Hazards by Location TL 16 Long-period transition period(s) SsRT 0.866 Probabilistic risk-targeted ground motion(0.2s) SsUH 0.976 Factored uniform-hazard spectral acceleration (2%probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value(0.2s) S1RT 0.395 Probabilistic risk-targeted ground motion(1.0s) S1 UH 0.456 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) S1D 0.6 Factored deterministic acceleration value(1.0s) PGAd 0.5 Factored deterministic acceleration value(PGA) * See Section 11.4.8 The results indicated here DO 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 U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility 'iability for its accuracy.The material presented in the report should not be used or relied upon for any specific application without ..,umpetent 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. 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Use of the output of this website 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. https://hazards.atcouncil.org/#/seismic?lat=45.4356431&ing=-122.7577039&address=7850 SW Dartmouth%2C Tigard%2C OR 2/2 i • 3 ip -44 ENGINEERS NORTHWEST, .S. ^� T J ' ' 'INC.,� S Rl C_'I(JRAL ENGINEERS 9725 THIRD AVE NE,SufTE 207,SEATTLE,WA 98115 (206)525-7560 FAx(206)522-6698 PROJECT# PROJECT DATE SUBJECT a C. 0 ReArv10 Je SHEET` Or � s a rl n nt l eM e1 1C'v o e1 BY Pe 5 j c n a : N ss 3 x 3 k, l for 12- D k1 ig h D5C, ►6 b7. 0 4 U Se late-rut c e = s hi < P°'nf , l co- e +op r frisf I 2 ("1IA) • i 1 s S x 3 .x %t,�. t'u't Derr n o H mvilient- de i-r).9,001 / ft- 44 0 / /b . ,`n e n t cr a.c%► 7bf H s s =_ Fj x 476X 2, 4-g • ,"7"' 3, 0 f‹; I 7, .; •kif � ` ENW_,_ENGlNEERs NORTHWEST, K*u- P.S. ~~ STRUCTURAL ENGINEERS � - �~ 9725 THIRD AVE NE.SUITE 207,SEATTLE.WA 98115 (206)525-7560 FAX(206)522-6698 PROJECT# �o0�cT -- SUBJECT------. -----� -------- ------------- ----�-----�-- --__-8oEEr Or BY__ - ~_ ^� �� �� xf 4� �� Zk ----- -----'_ __--'--- �-_' ---_-_----- ... ....... - } ` / �� «- | ____ -�� '�� ' -_-___ -_ �'-----__�___ ' � ----------- ----��-���----- ---- L_ � � i --------� --� --�--�----- -----'--' -- _--__-_'--- '-_--- _-_--__...... 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' .......... _'---_-`_-' --r-- -------'-------- ------'--..........' -____ ....... ............. __ ........ __________ _ _ _____ ! ! -- --'------ --'-'- --�--------------------- -- --_--__-_--_ i -- -- -_ d � I m � ! ~ � --- '--'--�----' --- ---- __�---_-_----' _-_---'� ..... �___� � y �- ---------� ---'-- -- '`--.- -- -........... 4- '--'--- -- ^~��'�� ---�-----'--�--' ----- -----� - --------T`�---' " --i- . -- -- --�-- �~-- .......... ...... .. ---------� --'--�'- � ---- -- '.... -^W����- �^��� ---'�/| �]� � ' i , � ' -i`------_-T�-� ' - ! / } ' � -- --- -- -- ' -'-- - -'-/--'-----�— - � ` ` , EN-W' ENGINEERS NORTHWEST, INC., P.S. -~ STRUCTURAL ENGI N EERS 9725TjimuAve NE,SUITE 207,0um-ap W^YA}l5 (206)525-7560ym'(206)522-6698 � PROJECT#-_- - - PD0/srT__ - __- DATE 0uazacT --- --------------'-- --------�------ ------_------_---------____ UKasT OF _ --'---- ---------------�-- �-'------ -- -----------�-- ---- --_____-------____ _ BY ! � P. - _~ r,~f~~ ,_`__- ! ' | ` / -'-----' '-- � _____ ___ ' ' ' --7-- � L� � —'---�- ---- ---- -� �`- x_� ���� ��' .......... --'-----.................. -...... ... - ------ --'--' � -------'------_-_-_'-- .........._____ ............ ....... ...... i --- IL --'— --------`----. .......--'- ! --_-- _ -- '- -- ----��-i�-��� .-��� ��- «-��� »�-- � kn _x_ ' '-----�-- ----i-------'----------��- ---�-'��----'-- --- ----'-- � � �----'------- --- -----' ----'----r-' ...... -...... --- --^--------- --- '---------' � �- -- _- _....................... _......... __�____________�__ __ _�_�_�� _ ........ --- � ! � � - --�--� '------' _----___ ....' '.... �___ __ _____�__________� / --'---' - ---' -----�----- --- -- �v--- -- ........ --'--. _`---------___ ----- ______ ....... � _ _. ) � --!----- --- --'--- ---......... ......... ....... ........--`� ................. ..............__.___ } | � - --T-' !— -- -- -l-- i---- --�- - - ------ -- ---'--- --- -i � | � � / � . ' �� www.bsti.us Profls Anchor 2.5.3 Company: ENW Page: 1 Specifier. MT Project: Costco Remodel Address: Sub-Project I Pos.No.: Phone I Fax: i Date: 8/25/2016 E-Mail: Specifiers comments: 12 feet high Stud Wall ................ 1 Input data • Anchor type and diameter: Kwik Bolt R ISS 304 3/4(3 3/4) M 41 1 x, Effective embedment depth: h ap=3.750 in.,h,w,, =4.313 in. Material: AISI 304 Evaluation Service Report: ESR-1917 Issued I Valid: 5/1/2013 1 5/1/2015 Proof: Design method AC1318-11/Mech. Stand-off installation: et=0.000 in.(no stand-off);t=0.500 in. Anchor plate: IX x Ir x t=3.500 in.x 10.000 in.x 0.500 in.;(Recommended plate thickness:not calculated) Profile: Square HSS L AISC; x W x( ) ( T)=3.000 in.x 3-000 in.x 0.250 in. Base material: cracked concrete,4000,fc'=4000 psi;h=6.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Geometry(Inl&Loading pb,In.Ibj Z of 0 co op %1 X Input data and results must be checked for agreement with the existing cortditons and for plausiLilityt PROFIS Anchor( )2003-2009 Hai AG,FL-9494 Schoen Hit is a registered Trademark of Hilt AG,Scthaan ' ww.hilti us Profi&Anchor 2.5.3 Company: ENW Page: 2� �. �_.,.._xi,_. , a,, Specifier. MT Project: Costco Remodel Address: Sub-Project I Pos.No.: Phone I Fax: i Date: 8/25/2016 E-Mail: 2 Proof I Utilization (Governing Cases) Design values Pb] Utilization Loading Proof Load Capacity z:. /i, rip] Status Tension Concrete Breakout Strength 11603 11623 100/- OK 1 Shear Steel Strength 120 10212 -/2 OK Loading ,,, .,,, , Utilization ,-.�v[%1 Status Combined tension and shear loads 0.998 0.012 1.0 85 OK 3 Warnings • Please consider all details and hints/wamings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hitti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for piaustbifityl _.. ,. PROFIS Anchor(c)2003-2009 HIS AG,FL-9494 Sduaan Hitti is a registered Trademark of HIS AG,Schaan � ~ � ENWENGINEERsNORI'HWEST INC. P.S. � STRUCTURAL ENGINEERS 9725TmxuAvc NE,Sinn,287.Sc^na. WAV8l!5 (Z06)525-756V FAY(286)522-6698 PxnJEcr# PnWscr_- __ __- _-_ _ DATE_ - 3oozccT - - _- 3oosT - --- --- ------ 8Y_ � 77 ^--'......... ... ----- ------------~---- / -- --' -- ---- -' - ----'-'-- ----- ------ -- --�- '-- - ----- --'_-._-_.__- ____ ^ > __'...... --' _-. - __' � � } --- '-- ---/--^------~---i '-- --�----------------'------ -� _-__-.__' � . . � ' ! _- -__--- -_~ ---_-'_---_'...... _--- -_- -'-� --- ------------------------ _---_- ' - ------- ------�------ '----�--'--� ----�--'-- ---- --'___--L--__�__________�__'_ _----_�-- ------ --_-_-_' _-- __-_- ' _--_-'^_- __�_-�-'_---- ------- -__'-- --�--�- -`--- -- -----'--' ---- --------'--------__---_.___! | l--'--�- '-- -- -----'--- -- - /---'_-........._ --- ! � � � i ' . --' ----' --'--'---�--~ --!----'r'---<--'- 4------------- --- --- ---- � FOY 3 s✓g * 011 wa1( Project Name: New WorkSpace Page 1 of 1 Model: 3.625 x 1.25 x 16 ga track Date:04/04/2016 Code: 2007 NASPEC[AISI S100-2007J Simpson Strong-Tie®CFS DesignerTm 1.4.2.0 Reactions Support Reactions(lb) R1 212.55 R2 212.55 30.00 Bending and Shear 6.3% Stressed @R1 (Unstiffened): Bending and Shear N/A (Stiffened): Web Stiffeners No R1 R2 Required?: 14.17 / Section: 362T125-54 Single Track Fy=50.0 ksi Maxo= 778.5 Ft-Lb Moment of Intertia,I=0.68 in"4 Va=3371.6 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Fi.exural and Deflection Check Mmax Mmax! Mpos Bracing Ma(Brc) Mpos/ Deflection / / Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio / Span 753.0 0.967753.0 24.0 756.2 0.996 1.361 L/125 j/ SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com