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Specifications (2) ` etedoZo—a 92b . 7 mrntuof wallace .0., RECEIVED FEB 3 2020 CITY OF TIGARD BUILDING DIVISION WALMART REMODEL (STORE #5935-216) TIGARD, OREGON PROJECT NO. 2010066 STRUCTURAL CALCULATIONS I %. � � , Fs 1 *h4 .. E 1N `rip7 81333PE r OREGON N �� 13, ? `� O � ��1fi J JO - EXPIRES: 6/30/21 . CARRIE J. JOHNSON, P.E. ENGINEER OF RECORD �+ OFFICE COPY Wallace Engineering Structural Consultants,Inc. 123 North Martin Luther King Jr.Boulevarc Tulsa,Oklahoma 74103 918.584.5858,800.364.5858 www.wallacesc.com wallzce i X r. ,; I CODE CHECK DATE: 1/21/20 TO: City of Tigard Community Development- Building Division 13125 SW Hall Blvd. Tigard, OR 97223 PHONE: 503.718.2439 FAX: ATTN: Tom Hochstatter EMAIL: tomhntioard-or.aov PROJECT:# 2010066 Walmart Remodel(Store#5935-216)--Tiqard, Oregon BY: PHONE VISIT OTHER email TIME: 6:20pm CST ITEM DESCRIPTION RESPONSE 1.GOVERNING CODE A. Local Building Code: 2018 IBC-- International Building Code B. Local Amendments: 2019 Oregon Structural Specialty Code C. Do State Building Code Requirements Differ? D. Structural Observations Required? E. Special Inspections Final Report Required few(:art ifrata of Orcunancv? 2. ROOF LIVE LOAD A. Minimum Roof Live Load: 20 psf 3.SNOW LOAD A. Ground Snow Load, Pg: 25 psf B. Can the roof snow be reduced below Pg as allowed by code?: No 4.WIND LOAD A. Design Wind Speed: 97 mph B. Risk Category II 5.SEISMIC LOAD A. Mapped Spectral Response Acceleration, Ss: 86.5% (short period, 0.2s) B. Mapped Spectral Response Acceleration, S1: 39.5% (long period, 1.0s) 6.FROST DEPTH A. Minimum Bearing Depth: 18 in. REMARKS: Please notify the undersigned if the above information is incorrect or incomplete. FROM: Beth Ferris, P.E. Wallace Engineering CC: Structural Consultants,Inc. 123 North Martin Luther King 1r.Boulevard Tulsa,Oklahoma 74103 918.584.5858,800.364.5858 www.wallacesc.cam 1CHazards by Location Search Information Address: walmart store#5935 VanrtnilVer za 180 ft Coordinates: 45.4316358, -122.7551762 Daldi land ok Hillsboro° ° 0 Elevation: 180 ft Beave on Gresham Timestamp: 2020-01-21 T22:35:55.029Z 26 Mt.Nation. Hazard Type: Wind Go "gle Map data©2020 Google ASCE 7-16 ASCE 7-10 ASCE 7-05 MRI 10-Year 67 mph MRI 10-Year 72 mph ASCE 7-05 Wind Speed 85 nip MRI 25-Year 72 mph MRI 25-Year 79 mph MRI50-Year 77 mph MRI 50-Year 85 mph MRI 100-Year 82 mph MRI 100-Year 91 mph Risk Category I 91 mph Risk Category I 100 mph Risk Category II 97 mph Risk Category II 110 mph Risk Category III _ 103 mph Risk Category III-IV 115 mph Risk Category IV _. 107 mph 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 interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area—in some cases,this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries,the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges,ocean promontories, and special wind regions shall be examined for unusual wind conditions. 'While 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 wehsitp does not imnlv annrnval by the nnveminn huildinn code bodies resnnnsihlp for huildinn node annroval and intprnrptatinn for the 1 OTCHazards by Location , Search Information J Address: walmart store#5935 Vannniiver ze 180 ft 1' Coordinates: 45.4316358,-122.7551762 oaldi land " ok Hillsboro° Thno Elevation: 180 ft Bea Gresam Timestamp: 2020-01-21T22:39:02.000Z 1 26 Mt. Nation Hazard Type: Seismic Reference ASCE7-16 Go :ale Map data©2020 Google Document: Risk Category: II Site Class: D-default Basic Parameters . Name Value Description SS 0.865 MCER ground motion(period=0.2s) Si 0.395 MCER ground motion (period=l.Os) SMS 1.038 Site-modified spectral acceleration value SM1 *null Site-modified spectral acceleration value SDS 0.692 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 1.2 Site amplification factor at 0.2s Fv *null Site amplification factor at 1.0s CRS 0.887 Coefficient of risk(0.2s) • CR1 0.867 Coefficient of risk(1.0s) PGA 0.393 MCEG peak ground acceleration FPGA 1.207 Site amplification factor at PGA PGAM 0.474 Site modified peak ground acceleration r TL 16 Long-period transition period (s) SsRT 0.865 Probabilistic risk-targeted ground motion (0.2s) SsUH 0.975 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) Si UH 0.455 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) Si D 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 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 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. f WALLACE DESIGN PROGRAM , Revised 08/24/15,Matthew Gebhardt Page 1 Copyright Date 1/22/2020 Sheet No. of Project Tigard,OR Subject RCU 1 and 2 wt=4001bs(max) OPEN WEB STEEL JOIST REINFORCING AISC 360-05 ASD, SW TD#12 1. Input 1 1! Existing J1 Joist Size= Depth,d= 30KSP Chord 30 in - (For SP&other seires,enter d, Reinforcing Total Load Capacity= 483 plf TL,and LL.For std.K,H,&LH, Live Load Capacity= 409 plf leave blank to import from SJI.) Web Reinforcing Length, L= 55.67 ft 01 e Tributary Width,s= 5.12 ft L Dead Load,wdedd= 15 psf X -- P Const Dead Load= 10 psf - (Tot DL on joist during reinf) v Live Load,waive= 80 psf - (or snow load) wL 4, Collateral Load,w�i= 0 psf woean . TRL Point Loads: 1 2 3 4 5 6 P(Ib) 165 0 0 165 0 0 X(ft) 20.67 24.17 31.17 34.67 0.00 0.00 RR Point Load Type: DEAD (DEAD,or LIVE) **Pt Loads 1 and 2--existing joists designed for 2. Calculation Summary (2)6001bs pt loads spaced 6'apart anywhere along joists Load Conditions: Joist Capacities: Dead Load,Wdead= 76.8 plf Depth,d= 30 in Live Load,WIN,= 409.6 plf Total Load Capacity= 483.0 plf Collateral Load,Wco1= 0.0 plf Live Load Capacity= 409.0 plf Total Load,Wle,= 486.4 plf Prestress in joist,fp= 1.6% (due to in-place dead load) Left Reaction RL= 13.7 kips Allowable Shear= 13.4 kips(at end) Right Reaction, RR= 13.7 kips Allowable Moment= 187.1 k-ft Max Moment= 191.9 k-ft Stress Reversal= 0.0 ft(right side) Shear Diagram Moment Diagram 20.0 250 -•• -APPLIED LOADING 15.0 ALLOWABLE 10.0 200 5.0 150 / a 0.0 �I• Y •7 \ d -5.0 d 100 \ 10.0 15.0 50 - ••-APPLIED LOADING I ALLOWABLE• \ 20.0 0 0 10 20 30 40 50 60 0 10 20 30 40 50 60 Distance(ft) Distance,(ft) 1.9%Overloaded(w/o reinforcing) 2.5%Overloaded(w/o reinforcing) < 5%, OK < 5%, OK r WALLACE DESIGN PROGRAM • Revised 07/18/2019 by dew Copyright Date 1/21/2020 Sheet No. of Job Tigard,OR Subject Rack Seismic Design 2012 RMI, 2018 IBC (Ch: 16) and ASCE 7-16 Seismic Loads Section 1613.1 of 2018 IBC excludes Chapter 14 of ASCE 7 1. User Input Values: (Sinale underlined values) Mapped Spectral Response Acceleration for Short Periods, Ss= 0.865 (Figure 1613.2.1(1)or ATC) Mapped Spectral Response Acceleration for 1-second Periods, S1= 0.395 (Figure 1613.2.1(2)or ATC) Assumed She Class (A,B,C,D,E,F)= D (Sec. 1613.2.2& ASCE Table 20.3-1) Building Category= II (IBC:Table 1604.5& ASCE:Table 1.5-1) Site Coefficient, Fa= 1.20 (Table 1613.2.3(1)) Site Coefficient, Fv= 1.91 (Table 1613.2.3(2)) Site Adjusted Spectral Response Acceleration for Short Periods, Sms= 1.038 (Section 1613.2.3 and 11.4.4) Site Adjusted Spectral Response Acceleration for 1-second Periods, Sm1= 0.752 Design Spectral Response Acceleration for Short Periods, Sds= 0.692 (Section 1613.2.4 and 11.4.5) Design Spectral Response Acceleration for 1-second Periods, Sd1= 0.502 Seismic Design Category based on short period= D (Use worst case except for Seismic Design Category based on 1-second period= D Section 1613.2.5.1) Seismic Design Category= D (Section 11.4.1 and 11.6) 0verstength Factor,f.lo= 2 (Table 12.2-1) Cross-aisle Down-aisle Response Modification Factor, R = 4 6 (RMI Section 2.6.3) Fundamental Period, T 0.5 1.3 Seismic Response Coefficient, Cs Cross-aisle Down-aisle Cs = Sdi/T R = 0.251 0.064 but need not be greaterthan Cs= Sds/R 0.173 0.115 and shall not be taken less than Cs =0.044Sds 0.030 0.030 or less than Cs = 0.5 S1 /R when S1 is equal to or greaterthan 0 N/A N/A Cs, Seismic Response Coefficient= 0.173 0.064 (RMI Section 2.6.3) 2. Design Load for Rack Systems: a. Sales Floor/ Garden Center Area: Cross-aisle Down-aisle Seismic Importance Factor, Ip= 1.50 V = Cs Ip Ws = (RMI Section 2.6.2) 0.260W 0.096W (RMI Section 2.6.2) b. Storage Areas: Seismic Importance Factor,Ip= 1.00 V = Cs Ip Ws = (RMI Section 2.6.2) 0.173W 0.064W (RMI Section 2.6.2) I WALLACE DESIGN PROGRAM , Revised 07/1 8/2019 by dew Copyright Date 1/21/2020 Sheet No. of Job Tigard,OR Subject Rack Seismic Design Seismic Tables Site Coefficient, Fa Table 11.4-1 and 1613.2.3(1) Site Mapped Spectral Response Acceleration at Short Periods (Ss) Class Ss<=0.25 0.5 0.75 1 Ss>=1.25 A 0.80 0,80 0.80 0.80 0.80 B 0.90 0,90 0.90 0.90 0.90 C 1.30 1.30 1.20 1.20 1.20 D 1.60 1.40 1.20 1.20 1.20 E 2.40 1,70 1.30 1.20 1.20 F --- --- --- --- Site Coefficient, Fv Table 11.4-2 and 1613.5.3(2) Site Mapped Spectral Response Acceleration at 1 Second Period (S1) Class S1<=0.1 0.2 0.3 0.4 0.5 S1>=0.6 A 0.80 0.80 0.80 - 0.80 0.80 0.80 B 0.80 0.80 0.80 0.80 0.80 0.80 . C 1.50 1.50 1.50 1.50 1.50 1.40 D 2.40 2.20 2.00 1.90 1.80 1.70 E 4.20 3.30 2.80 2.40 2.20 2.00 F --- --- --- --- --- --- Seismic Design Category based on Short Period Response Acceleration (Table 1613.2.5(1) and 11.6-1) Value of Occupancy Category Sds I or II Ill IV Sds<=0.167 A A A 0.167<=Sds<0.33 B B C 0.33<=Sds<0,5 C C D 0.5<=Sds D D D S1>=0.75 E E F Seismic Design Category Based on 1-Second Period Response Acceleration (Table 1613.2.5(2) and 11.6-2) Value of Occupancy Category Sd1 I or II III IV Sds<=0.067 A A A 0.067<=Sds<0.133 B B C 0.133<=Sds<0.2 C C D 0.2<=Sds D D D S1>=0.75 E E F WALLACE DESIGN PROGRAM Revised 0708/2019 by dew CoconiGhtC Date 1/21/2020 Sheet No. of Job Tigard,OR Sublect Fixture Anchoreoe FIXTURE ANCHORAGE SUMMARY Achor Selection Types A(1)3/0"DIA x 2.500" DeWelt Screw Bolt+ Design Spectral Response Acc.,Sds= 0.692 B(1)1/2"DIA x 3.000" DeWalt Screw Bolt+ Wind Load on Exterior Fixtures= 0.0 psf C(2)3/6"DIA x 2.500" DeWalt Screw Bolt+ D(2)1/2"DIAx 3.000" DeWalt Screw Bolt+ Concrete Strength,l'c= 3000 psi E(4)5/8"DIA x 8.500" Hilti Kwik Bolt TZ(S5304) F (1)1/2"DIA x 3.750" Hlld Kwlk Bolt TZ(55304) G (1)1/2"DIA x4.000" DeWalt Screw Bolt+ H Seismic Int.(I)or Over- Frame Importance Ext.(E) Rated Shelf Anchor Spacing turning Anchor Mark Fixture Mark Factor p) Fixture Height Width Depth Load(IBS) Width Depth S.F Type Anchorage Online Grocery Pickup(OGP)Sales Floor(Public Access)-(Anchor only when required) 46-90 OGP OGP2(46) 1.5 I 90 96.5 46 600 I 96.5 46 I 0.78 A USE(1)3/8"DIA x2.500° DeWalt Screw Bolt+ 1 WALLACE DESIGN PROGRAM Revised 07/18/2019 by dew Copyright Date 1/21/2020 Sheet No. of Job Tigard,OR Subject FIXTURE ANCHORAGE Fixture Geometry Fixture Type= OGP2(46) Fixture Height= 90 in Fixture Support Spacing/Width= 97 in Fixture Shelf Depth= 46 in i • Number of Levels/Shelves= 2 Anchor Geometry Anchor Support Spacing 97 in t Anchor Support Depth= 46 in Fixture Loading • Weight of Fixture= 170 lbs • Weight of Fixture per Level/Shelf= 85 lbs Rated Load per Level/Shelf= 600 lbs Design Loads Seismic Response Coeff.,Cs(cross-aisle)= 0.173 Improtance Factor Ip= 1.5 i Coeff.of Friction,Steel on Conc= 0.25 '.. Wind Load on Fixture: Int(I)or Ext(E)= I 0 psf .. •- Overturning Check Wind - =. I Wind,Mo= 0 in-lbs Seismic(Service) RMI Case 1: RMI Case 2: 87%of product load each shelf 100%of product load at top shelf only Max Product Height.- 48 in Base Shear,V= 181 lbs Base Shear,V= 148 Ihs Shelf heights Load Height Load/Level Force/Level Load/Level Force/Level H9= 0.0 in 0.0 in Fa= 0 0 lbs Fs= 0 0 lbs H8=0.0 in 0.0 in Fs= 0 0 lbs Fs= 0 0 lbs H7=0.0 in 0.0 in F7= 0 0 lbs F7= 0 0 lbs H6=0.0 in 0.0 in Fs= 0 0 lbs Fs= 0 0 lbs H5= 0.0 in 0.0 in F5= 0 0 lbs F5= 0 0 lbs FI4= 0.0 in 0.0 in F4= 0 0 lbs F4= 0 0 lbs H3= 0.0 in 0.0 in F3= 0 0 lbs F3= 0 0 lbs H2=46.0 in 90.0 in F2= 354 123 Ihs F2= 487 137 lbs H1=44.0 in 44.0 in Ft= 343 58 Ihs Ft= 85 12 lbs Total= 697 181 lbs Total= 572 148 Ihs Overturning based on load Seismic 1,Mo= 13614 in-lbs Seismic 2,Mo= 12822 in-lbs combination 7 of RMI 2.2 Resisting,MR= 12217 in-lbs Resisting,MR= 10020 in4bs Overturning Unity Check: 0.78 <1.5,Provide Anchors per RMI 8.1 Sliding Check Wind Wind,V= 0 lbs Seismic RMI Case 1: RMI Case 2: Sliding based on load Seismic,V= 181 lbs Seismic,V= 148 lbs combination 7 of RMI 2.2 Resistance,SR= 133 lbs Resistance,SR= 109 lbs Sliding Unity Check: 0.73 <1.5 Reactions per Post Seismic Wind Omega*Vua= 115 lbs Vua 0 lbs RMI 2.2,LC:2,5 Ry,max= 867 lbs Ry,max= 653 lbs RMI 2.2,LC:7 Omega*Ry,min= -340 lbs Ry,min= 0 lbs Omega*Nua,max= 340 lbs Nua,max= 0 lbs - Anchor Design Try: A (1)318"DIA x 2.500" DeWalt Screw Bolt+ Seismic Anchor Capacity Wind Anchor Capacity . ON„= 481 lbs >Nua,OK ON„= 1638 lbs >Nua,OK riV„= 1000 lbs >Vua,OK xbV„= 1764 lbs a Vua,OK Interact: 0.82<1.2,OK Interact: 0.00<1.2,OK USE(1)3/8"DIAx 2.500" DeWalt Screw Bolt+