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// 8>0 p ufrc /11W 0, 202 - /5Z. OFFICE COPY : STRUCTURAL CALCULATIONS CULLUMBER ENGINEERING For AND DESIGN I REC 1\I� D Chase Bank: Tigard OR °Ufa 1 zozo CITY OF liGAR E<L'!LL° NG DIVISION Client: PM Design Group Project Address: 11686 SW Pacific HWY, Tigard, OR 97223 Homeowner: Chase Bank Project Number: CR093019 Purpose: Structural Design for Remodel/Renovation Date: 4/21/2020 Revision Date: N/A Engineer: J. Vaughan, P.E. EOR: Wesley Cullumber, P.E. The design calculations contained herein have been prepared by or under the direction of the following Registered Civil Engineer: 94136PE OREGON , c31,1 �'Q� ( -y C u>.\-`31'' Wesley Cullumber, PE CullumberEng.com wcullumber@CullumberEnp.corn r 916-251-9798 7w. STRUCTURAL CALCULATIONS • ' _ ` Project Name: Chase Bank:Tigard,OR CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223 Project No.: CR093019 Table of Contents 1. DESIGN CRITERIA 2 PROJECT APPROACH 2 DESIGN VALUES 2 CODE REFERENCES 3 2. SEISMIC ANALYSIS 4 3. WIND ANALYSIS 6 4. STRUCTURAL CALCULATIONS 7 ANCHORAGE ANALYSIS 7 POINT LOAD ON SLAB 13 ATM UNIT ANALYSIS 14 CHEST ANALYSIS 20 SERVER RACKS ANALYSIS 21 AHD UNIT ANALYSIS 27 DAY SAFE ANALYSIS 28 6930 Destiny Drive Suite#300,Rocklin,CA 95677 I -i-:LN'_ 916-251-9798 www.CullumberEng.com Page 1 of 29 STRUCTURAL CALCULATIONS • Project Name: Chase Bank:Tigard,OR CULLUMBER ENGINEERING Location: 11686SW Pacific HWY,Tigard,OR97223_ Project No.: CR093019 1. DESIGN CRITERIA PROJECT APPROACH Typical design approach for gravity and lateral analysis. Seismic and Wind loading applied for lateral analysis. Gravity loading applied as specified in the calculations. Seismic Demands on Nonstructural Components assumed for all interior objects as required per ASCE 7-16,Chapter 13. DESIGN VALUES 1. CRITERIA Risk Category =II 2. ROOF LOADS(Not in project scope) 3. FLOOR LOADS Floor Dead Load (DL) = Existing 4"Concrete Slab on Grade Floor Live Load (LL) = 100 psf Deflection Live Load (LL) =N/A Deflection Total Load (IL) =N/A 4. SEISMIC LOADS MCER ground motion(period=0.2s) Ss =0.867 g MCER ground motion (period=1.0s) S1 =0.395 g Design Spectral Acc.for Short Periods SDS =0.666 g Design Spectral Acc.for 1-sec. Periods SD1 =0.422 g Soil Site Class =D Seismic Design Category =D Response Modification Factor R =2.5 Redundancy Factor p = 1.30 Overstrength Factor I? =2.5 Basic Seismic Force Resisting System: Seismic Demands on Nonstructural Components 5. WIND LOADS(not applicable) Ultimate Wind Speed(3-Second Gust) =96 mph Wind Exposure =C Topographic Factor Kzt =1.0 ADDRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 I PHONE:916-251-9798 I WEB:www.CullumberEng.com Page 2 of 29 • STRUCTURAL CALCULATIONS • Project Name: Chase Bank:Tigard,OR CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223 Project No.: CR093019 CODE REFERENCES ASCE 7-16 Minimum Design Loads for Buildings and Other Structures ACI 318-14 Building Code Requirements for Structural Concrete and Commentary IBC 2018 International Building Code 2018 AISC Steel Construction Manual 14th Edition NDS 2015 National Design Specification 2015 ADDRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 I PHONE:916-251-9798 I WEB:www.CullumberEng.com Page 3 of 29 STRUCTURAL CALCULATIONS • Project Name: Chase Bank:Tigard,OR CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223 Project No.: CR093019 2. SEISMIC ANALYSIS CtTC Hazards by Location Search Information Address: 11586 SW Pacific Hwy,Tigard,OR 97223,USA 1r=^^^vyer `-1 223 ft Coordinates: 45.4369462,-122.7563323 balm ` - Hillsbor04• lend Elevation: 223 ft cic Beave on Gresham Timestamp: 2020-03-05T16:33:03.123Z ta1'✓ ae Mt- Nationi Hazard Type: Seismic Reference ASCE7-16 Google S Document: Map data 2020 Google Risk Category: II Site Class: D Basic Parameters Name Value Description Ss 0.867 MCER ground motion(period=0.2s) Si 0.395 MCER ground motion(period=1.Os) SMS 1 Site-modified spectral acceleration value Skit 'null Site-modified spectral acceleration value SDg 0.666 Numeric seismic design value at 0.2s SA SDI null Numeric seismic design value at 1,0s SA see Section 11.4.8 -Additional Information Name Value Description SOC •null Seismic design category Fa 1.153 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.Os) PGA 0.394 MCEG peak ground acceleration FpGA 1.206 Site amplification factor at PGA PGAM 0.475 Site modified peak ground acceleration ADDRESS:6930 Destiny Drive Suite#300, Rocklin,CA 95677 I PHONE:916-251-9798 I WEB:www.CullumherEng.com Page 4 of 29 • STRUCTURAL CALCULATIONS • Project Name: Chase Bank:Tigard,OR • CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223 Project No.: CR093019 16 Long-period transition period(s) SsRT 0.867 Probabilistic risk-targeted ground motion(0.2s) SsUH 0.977 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.Os) S1 UH 0.458 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) S1D 0.6 Factored deterministic acceleration value(1.Os) 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 DesjoaWeb Serviras. 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. ADDRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 I PHONE:916-251-9798 I WEB:www.CullumberEng.com Page 5 of 29 STRUCTURAL CALCULATIONS „e")).41710.00%.14,4" Project Name: Chase Bank:Tigard,OR CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223 AND DESIGN INC Project No.: CR093019 3. WIND ANALYSIS 8TCHazards by Location Search Information Address: 11686 SW Pacific Hwy.Tigard,OR 97223,USA v+r,^n11ver 223 ft Coordinates: 45.4369462,-1227563323 Fx�lcli r` land Halls own Elevation: 223 ft Heave on Greshe n Timestamp: 2020-03-05T16:30:44.612Z CZ, Mt. Nation; Hazard Type: Wind Go. 9 e © Map data t 2020 Google ASCE 7-16 ASCE 7-10 ASCE 7-05 MRI 10-Year 66 mph MRI 10-Year 72 mph ASCE 7-05 Wind Speed 85 mph MRI 25-Year 72 mph MRI 25-Year 79 mph MRI 50-Year 77 mph MRI 50-Year 85 mph MRI 100-Year 82 mph MRI 100-Year 91 mph Risk Category I 90 mph Risk Category I 100 mph Risk Category II 96 mph Risk Category it 110 mph Risk Category III 103 mph Risk Category Ili-1V 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 lest 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 webslte assume all liability arising from such use.Use of the output of this wehsiie tines not Imnty annmvel by the nnveminn hrriMlnn code hndles rasnnnsihle for bulkily-al mile annmvel end intemretatinn fnr the ADDRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 I PHONE:916-251-9798 I WEB:www.CullumberEng.com Page 6 of 29 STRUCTURAL CALCULATIONS • Project Name: Chase Bank:Tigard,OR CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223 Project No.: CR093019 4. STRUCTURAL CALCULATIONS ANCHORAGE ANALYSIS I tz.: �. wERu, n r!�pt rt��rs .v� "4 L _ 9 1. uPa AI �\� � 0 ® -- 1 .. vtr 1. . r.y+a t _i ___ n is ., imp 1 .n.5.7520 uo.....45 111 III ACTRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 I PHONE:916-251-9798 I WEB:www.CullumberEng.com Page 7 of 29 STRUCTURAL CALCULATIONS • Project Name: Chase Bank:Tigard,OR - CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223 AND DESIGN INC ProjectNo.: CR093019 -- ---- -- MOP SINK HEAVY EQUIP.- PER ARCH. SEE SHEET S2.0 SEE PLUMBING FOR ANCHORAGE _...-. DRAWINGS _. _.._ I -10111iiini-M7_.. _— Mil t . vH� 6`>•1r' 2: •41:w n w 1 • • •a! N Li r700 l8] f.,%,. . I r•rry' 111• L700 LB3 :1 _i I © e r I .1 _ 'tA�� (- a • • ■ • • I........ ____ _ mai , I .1.577 LB HEAVY EQUIP.- ,--+.� SEE SHEET 52.0 FOR ANCHORAGE I I i I ADDRFSS 6930 Destiny Drive Suite#300,Rocklin,CA 95677 I PHONE:916-251-9798 I WEB:www.CullumberEng.com Page 8 of 29 STRUCTURAL CALCULATIONS 0•00)frocrtle\ke,N Project Name: Chase Bank:Tigard,OR CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223 ;A s4 ) _c- Project No.: CR093019 ak IV ...... .... CIY Iiiii _..1 1742 q3S III ,,742 LBS', tM. , 4 1 H ith EAVY EQUIP.. SEE SHEET S2.0 FOR ANCHORAGE I I I vs H l00 © L HEAVY EQUIP 1 MI ®' SEE SHEET52.0 VIP FORANCHORAGE r---1 ;: : .a ti„•pty•S .:r'.10 �•-.rjr�•Ar7e'',�/1 11157�BS 1742 MI r 1 ea.ljaw.:.:iy..�aA.•�h7« I I l.0✓t LIT—__ (N)HSS COLUMN I 15'10" HEAVY EQUIP.- SEE SHEET S2.0 FOR ANCHORAGE a ADDRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 I PI ION'_;916-251-9798 ( VVEB.www.CullumberEng.com Page 9 of 29 STRUCTURAL CALCULATIONS • , Project Name: Chase Bank:Tigard,OR CULLUMBER ENGINEERING Location: 11686SW Pacific HWY,T_igard,OR97223 AND DESIGN INC Project No.: CR093019 I _ j 1 y -_ 2 MR* - 1 t. F_--, LJI 2, .ICcar 4rin • Ns fa 3 ,!, at I I _ NS 3 kliiiimi .z 1 , , 1 Ira I CHEST rj r 1 "� ,� 11 Q� F I 'i u NEW OPENING FOR DAY SAFE FRONT ENTRY J AND I iN ■ ill P - I mg ._ ADDRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 I PHONE:916-251-9798 I WEB:www.CullumberEng.com Page 10 of 29 STRUCTURAL CALCULATIONS • Project Name: Chase Bank:Tigard,OR CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223 AND DESIGN INC- Project No.: CR093019 Component: Seismic Demands on NonStruct. Comp. I Date: 4121/2020 ASCE 7-16, 13.3 Lateral Force Procedure Occ.Importance Factor IP 1.0 Weight Design Spec.Acc.at Short SDS= 0.666 g Design Spectral Acc.at 1 SDI= 0.422 g 4- -Component Amp. Factor aP 1.0 h Comp.Resp.Mod.Factor RP 2.50 a Fp= (0.4apS„5Wp`(1+221h))/(RpJlp} Component Weight Horizontal Shear Vertical Shear Overturning p lb ap R p Fp Max Min. Design Fp Fv Design Fv d(in) h (in) T(lb) ATM 1,742 1 2.5 0.32 1.07 0.20 557 0.13 232 26 48 157 Chest 3,577 1 2.5 0.32 107 0.20 1,143 0.13 476 22 36 83 Rack 700 1 2.5 0.32 1.07 0.20 224 0.13 93 10 48 724 AHD 1,886 1 2.5 0.32 1.07 0.20 603 0.13 251 24 12 -642 Day Safe 1,157 1 2.5 0.32 1.07 0.20 370 0.13 154 26 13 -394 Note:"negative"sign Equations: indicates no overturning Horizontal Shear Design Fp= (1.2apSDsW p)I(Rp/Ip) Due to the Horizontal Shear Fp is not required to be taken greater than factor Fp being less than the Fp= 1.6SDsIpWp static friction factor of 0.45, anchor bolts are not Fp shall not be taken less than, required for horizontal Fp= 0.3SDslpWp movement. Vertical Shear Fv= 0.2SDSWp EQUIPMENT OVERALL DIMENSIONS(W X Where Seismic Anchor Required D X HI: If angles welded to units L3x3x1/4 x 3"long Rn=2(0.6Fu)Lc*t ATM 41.7"X 45.5"X 61.8" Rn=2(0.6*58)*1,5"*0.25 FAILURE CHEST 38"X 26"X 72" Rn=26.1K ZONE RACK 24"X15"X 84" ASD Rn=26.1K/2=13K AHD 24"X 37"X 48" DAY SAFE 26"X 24"X 26" Max.P allowed= 13K ,l`Lc " AMAZON 72"X 23"X 96"max. ADDRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 I PHONE:916-251-9798 I WEB:www.CullumberEng.com Page 11 of 29 STRUCTURAL CALCULATIONS • Project Name: Chase Bank:Tigard,OR CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223 Project No.: CR093019 Self-Drilling Screws 3.6.2 Ultimate Shear Strengths-Bearing(Shear),lb(kN)1214-5 T Nominal Thickness of steel Thickness of steel member not In contact with the screw head,ga(in.) Screw Diameter member in contact Designation with screw head in. 9a(In.) 20(0.036) 13(0.048) 16(0.060) 14(0.075) a 12(0.105) 20(0.036) 500 (222) 660 (2.94) 660 (2.94) 880 (2.94) 880 (2.94) e7 0.151 18(0.048) 500 (2.22) 1380 (2.94) 880 (3.91) 880 (3.91) 880 (3.91) a 16(0.060) 500 (2.22) 880 (2.94) 890 (3.96) 890 (3.96) 890 (3.96) 20(0.036) 525 (2.34) 715 (3.18) 715 (3.10) 715 (3.18) 715 (3.18) #8 0.164 18(0.048) 525 (2.34) 805 (3.58) 955 (4.25) 955 (4.25) 955 (4.25) 2 16(0.060) 525 (2.34) 805 (3.58) 1120 (4.98) 1170 (5.20) 1170 (5.20) 20(0.036) 565 (2.51) 830 (3.69) 830 (3.89) 830 (3.69) 830 (3.69) #10-12 0.190 18(0.046) 585 (2.51) 885 (3.85) 1110 (4.94) 1110 (4.94) 1110 (4.94) 18(0.060) 585 (2.51) 885 (3.85) 1210 (5.38) 1390 (6.18) 1390 (6.18) a 14(0.075) 565 (2.51) 885 (3.85) 1210 (5.38) 1845 (7.32) 1845 (7.32) 20(0.036) 565 (2.51) 830 (3.69) 830 (3.89) 830 (3.69) 830 (3.69) #10-16 0.190 18(0.048) 585 (2.51) 885 (3.85) 1110 (4.94) 1110 (4.94) 1110 (4.94) e 16(0.060) 565 (2.51) 885 (3.85) 1210 (5.38) 1215 (5.40) 1215 (5.40) 20(0.036) 585 (2.51) 830 (3.69) 830 (3.69) 830 (3.69) 830 (3.89) 18(0.048) 585 (2.51) 865 (3.85) 1110 (4.94) 1110 (4.94) 1110 (4.94) ►10-18 0.190 16(0.060) 565 (2.51) 866 (3.85) 1210 (5.38) 1390 (6.18) 1390 (6.18) 214(0.075) 565 (2.51) 865 (3.85) 1210 (5.38) 1845 (7.32) 1645 (7.32) 20(0.036) 600 (2.67) 930 (4.14) 945 (4.20) 945 (420) 945 (4.20) e 12.14 0216 18(0.048) 600 (2.67) 925 (4.11) 1260 (5.60) 1280 (5.60) 1280 (5.60) 18(0.060) 600 (2.67) 925 (4.11) 1290 (5.74) 1570 (6.98) 1570 (6.98) e 14(0.075) 600 (2.87) 925 (4.11) 1290 (5.74) 1800 (8.00) 1880 (8.36) 20(0.036) 600 (2.67) 930 (4.14) 945 (4.20) 945 (4.20) 945 (4.20) 18(0.048) 800 (2.67) 925 (4.11) 1280 (5.60) 1280 (5.60) 1280 (5.60) #12-24 0218 18(0.060) 800 (2.67) 925 (4.11) 1290 (5.74) 1570 (6.98) 1570 (8.98) 14(0.075) 800 (2.67) 925 (4.11) 1290 (5.74) 1800 (8.00) 1970 (8.76) a 12(0.090) 800 (2.67) 925 (4.11) 1290 (5.74) 1800 (8.00) 2285 (10.16) 20(0.036) 645 (2.87) 1020 (4.54) 1090 (4.85) 1090 (4.85) 1090 (4.85) 18(0.648) 646 (2.87) 996 (4.43) 1400 (623) 1480 (6.49) 1480 (6.49) 1/41n. 0.250 16(0.060) 845 (2.87) 995 (4.43) 1390 (6.18) 1820 (8.10) 1820 (8.10) 14(0.075) 845 (2.87) 995 (4.43) 1390 (6.18) 1940 (8.63) 2280 (10.14) a 12(0.090) 645 (2.87) 995 (4.43) 1390 (6.18) 1940 (8.63) 2440 (10.85) 1 The lower of the ultimate shear bearing end shear fastener strength of screw should be used for design. 2 Load values based upon calculations done in accordance with Section E4 of AISI S 100. 3 AISI St 00 recommends a safety factor of 3.0 be applied for allowable strength design,a 0 factor of 0.5 be applied for LHFD design or a(11 factor of 0.4 be applied for LSD design. 4 ANSVASME standard screw diameters were used in the calculations and are listed in the tables. 5 Load values in table are for Hex Washer Head(HWH and HHWH),Phillips Pan Head(PPH).Phillips Truss Head(PIM).Phillips Pancake Head(PPCH),and Philips Rat Truss Head(PFTH)style screws. Philips Bugle Head(PBH)and Phillips Wafer Heal (PWH)styles are not covered by this table because they are not intended for attachment of steel to steel. 6 The load data in the table is based upon sheet steel with F -45 ksi. For F -55 ksi steelt multiply values by 1.22. For F.-65 ksi steel,multiply values by 1.44. 7 Refer to Section 3.6.2.5 to ensure drilling capacities. ADDRESS:6930 Destiny Drive Suite#300, Rocklin,CA 95677 J PHONE:916-251-9798 I WEB:www.CullumberEng.com Page 12 of 29 • • STRUCTURAL CALCULATIONS Project Name: Chase Bank:Tigard,OR CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223 AND DESIGN INC Project No.: CR093019 POINT LOAD ON SLAB Point Load on Slab Fdo'ZVkapasUdiwlSW1X26-.1tCaksiEnaacyctEnurcatc Chase Clackamas ace Software copy^ it ENERCALC.INC.1983.2020.Buda.12.20 2.24 DESCRIPTIO Slab Point Load Check Code References Calculations per IBC 2015,CBC 2016,ASCE 7-10 Load Combinations Used:ASCE 7-16 Analytical Values d-Slab Thickness 4.0 in Ks-Soft Modulus of Subgrade Reaction 100.0 pci FS-Req'('Factor of Safety 3.0; 1 Ec-Concrete Elastic Modulus 3,122.0 ksi 1'c•Concrete Compressive Strength 2.50 ksi -Poisson's Ratio 0.150 Min Adjacent Load Distance 30.473 in Analysis Formulas Pn•1.72 ( (Ks R1 I Ec)10,000+3.6)Fr d"2 Min Adjacent Column Distance•1.5'(i Ec d"31(12 (1-u"2)Ks "1/4) Ks=Sod modulus of subgrade reaction Ec=Concrete elastic modulus R1 =50%plate average dimension=sort{PIWid'PILen)/2 d-Slab Thickness Ec=Concrete elastic modulus u-Poisson's ratio Fr•Concrete modulus of rupture=7 5'sOn(Pc) Ks=Soil modulus of subgrade reaction d-Slab Thickness Load&Capacity Table Plate (in)' 181 Applied Concentrated Load on Plate-(kip) Governing Pu Pn Load ID Wid Len (in) ID Lr L S W E Ld Comb (kip) (kip) Check -eavy Uni 2.00 2.00 1.00 5.00 °Only 5.0 40.5 Pass.FS=8.09 s•3 ADDRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 I PHONE:916-251-9798 I WEB:www.CullumberEng.com Page 13 of 29 STRUCTURAL CALCULATIONS • • Project Name: Chase Bank:Tigard,OR CULLUMBER ENGINEERING W_ igard,OR972 Location: 11686 SW Pacific HWY,Tigard,OR 97223 AND DESIGN INC Project No.: CR093019 ATM UNIT ANALYSIS Bolting Down the MX8200QT ► To bolt down the MX8200QT using the Anchor Bolt Location Sheet(template),perform the following steps: 1. Ensure that the surface where the MX82000T is to be placed is level so that the unit will not lip over when opening the upper/lower modules or the door. 2.Place the anchor bolt location sheet where the MX8200QT is to be installed. 3.Drill the correct diameter and depth holes at the locations marked on the sheet. 4.With the groove of the anchor bolt facing up,drive the anchors into the holes drilled in step 3. 5.Place the MX82000T on the bolt location sheet,matching the mounting holes of the unit with the anchors. 6.Firmly tighten the mounting bolts in the anchors. ►Anchor bolts location sheet sample 41.73nch 0060.Omm) 30.67nch 17134 Onan) 6.22inch(154.Omm) 14.57nch(370 0mm) 13 58inch(345 0mm) BACK � = c 13- - hole- 64200 I � I I I � N Anchor Setting 1. Mnkt 8 anchor holes. I 2. "loae the ATM machine over he fixed lobe" so that anchar holes leap up acc rding to the picture. I FRONT ADDRESS:6930 Destiny Drive Suite 4300,Rocklin,CA 95677 I PHONE:916-251-9798 I WEB:www.CullumberEng.com Page 14 of 29 STRUCTURAL CALCULATIONS • Project Name: Chase Bank:Tigard,OR CULLUMBER ENGINEERING Location: _11686SW Pacific HWY,Tigard,OR97223 AND DESIGN INC Project No.: CR093019 SIMPSON Anchor Designerm' Company: CULLUMBER ENGINEERING Date: 4/13/2020 Engineer: Page: 1#5 rtl�v•rie Software Project: Version 2.6.6794.4 Address: 6930 Destiny Drive Rocklin CA 95677 Phone: (916)251-9798 E-maiC 1.Project information Customer company: Project description_ATM Anchor Customer contact name: Location: Customer a-malt Fastening description: Comment:Column Base Plate 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-11 Concrete.Normal-weight Unite:Imperial units Concrete thickness.h(inch):5.00 State:Cracked Anchor Information: Compressive strength.P.,(psi):2500 Anchor type:Concrete screw W,;v:1.0 Morena Carbon Steel Reinforcement condition:B tension,8 shear Diameter(inch):0.375 Supplemental reinforcement Not applicable Nominal Embedmenl depth(inch):2.500 Reinforcement provided at corners:No Effective Embedment deplh,ha(inch):1.T70 Ignore concrete breakout in tension-No Code report ICC-ES ESR-2713 Ignore concrete breakout in shear:No Anchor category:1 Ignore 6do requirement:Not applicable Anchor ductility:No Bulfd-up grout pad:No N.(inch):4.00 o.(inch):2.68 Can Cinch):1.75 S,,:.(inch):3.00 Recommended Anchor Anchor Name:Titan HOC,-318'0 Tilen HD,hnom:2,5"(64mm) Code Report:ICC-ES ESR-2713 �, t111 � 11 � 1 i ADDRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 I PHONE:916-251-9798 I WEB:www.CullumberEng.com Page 15 of 29 �w. STRUCTURAL CALCULATIONS • ` Project Name: Chase Bank:Tigard,OR CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223 AND DESIGN INC ProjectNo.: CR093019 SIMPSON Anchor Designer Company: CULLUMBER ENGINEERING Date: 4/13/2020 Software Engineer; Page. 215 Stl'Q 1 ' Project: Version 2.6.6794.4 Address: 6930 Destiny Drive Rocklin CA 95677 Phone: (916)251-9798 E-mail: Load and Geometry Load factor source:ACI 318 Section 9.2 Load combination:U=0.9D+1-0E Seismic design:Yes Anchors subjected to sustained tension:Nal applicable Ductility section for tension:0.3.3.4.2 not applicable Ductility section for shear:D.3,3,5,2 not applicable Oa factor'2.5 Apply entire shear load at front row:No Anchors only resisting wind andlor seismic loads.Yes Service level loads: D E Strength teve7 Joects N.[lb]: 0 116 290 V.[Ibj: 0 279 698 Vey[lb): 0 0 0 <Figure 1> 2 2401b 0 lb Y d9a6 Q X tejI ADDRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 I PHONE:916-251-9798 I WEB:www.CullumberEng.com Page 16 of 29 • STRUCTURAL CALCULATIONS • Project Name: Chase Bank:Tigard,OR CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223 j5� D t E, r(; . Project No.: CR093019 SIMPSON Anchor DesignerT" Company: GULLUMBER ENGINEERING Date: 4/1312020 Engineer: Page: 315 &TOW1' Software Project: Version 2.6.6794.4 Address: 6930 Destiny Drive Rocklin CA 95677 Phone: (916)251-9798 E 1T aii; 'Figure 2> 4_z ADDRESS:6930 Destiny Drive Suite#300,Rocklin, CA 95677 I PHONE:916-251-9798 WEB:www.CullumberEng.com Page 17 of 29 STRUCTURAL CALCULATIONS • illiTHseN Project Name: Chase Bank:Tigard,OR CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223 Project No.: CR093019 SIMPSON Anchor Designer"' Company: CULLUMBER ENGINEERING Date: 4/13/2020 Software Engineer; Page: 415 Pro `5 TW Version 2.6.6794.4 Address: 6930 Destiny Drive Rocklin CA 95677 Phone: (916)251-9798 E-mail; 3.Resulting Anchor Forces Anchor Tension bad. Shear load x, Shear load y, Shear load combined, Nii,(Ib) V...(Ib) Vial.(Ib) >'(Vua.)`.(Vuar)'(Ib) 1 290.0 698.0 0.0 698.0 Sum 290.0 698.0 0.0 698.0 Maximum concrete compresmon strain(%a):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(Ib):290 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,&N.(inch):0.00 Eccentricity of resultant tension faces in y-axis.tee,(Inch):0.00 Eccentricity of resultant shear forces in x-axis,e'w(inch):0.00 Eccentricity of resultant shear tomes in y-axis,a v,,(inch):0.00 4.Steel Strength of Anchor in Tension(Sec.D.5.1) N.,(Ib) d ON.,(lb) 10890 0.65 7079 ;.Concrete Breakout Strenoth of Anchor in Tension(Sec.D.5.21 No=kcdavr'',hM'S(Eq.0-6) k ,i, f,(psi) he(In) N,(lb) 17.0 1.00 2500 1.770 2002 0.750Na,=0.7510(Ant f AN[b)y edN We N'YµaJVb(Sec.D.4.1 &E .D-3) Am(in') Ark.(inr G,r„(in) tp[.dr 'Pr N 'Praia NI)(Ib) 0 0.750N.e(Ib) 28.20 28.20 - 1.000 1.00 1.000 2002 0.66 976 6.Pullout Strenathaf Anchor in Tension(Sec,0.5.31 0 750Ncn=0750`Pc.p ,,No(f,f 2,600T(Sec.D.4 1,Eq.D-13&Code Report) Y''.r A. Nx(Ib( P,(psi) n 00 0.754Nao(b) 1.0 1,00 1235 2500 0.50 0.65 602 • ADDRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 i PHONE:916-251-9798 I WEB:www.CullumberEng.com Page 18 of 29 . STRUCTURAL CALCULATIONS "0"),)".1-4171"L<Ns% Project Name: Chase Bank:Tigard,OR CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223 AND DESIGN INC Project No.: CR093019 SIMPSON Anchor Designer Company: CULLUMBER ENGINEERING Date: 4/1 3120 2 0 Software Engineer: Page: 5/5 r54 ,,,,, rt. Project: x Version 2.6.6794.4 Address: 6930 Destiny Drive Rocklin CA 95677 Phone: (916)251-9798 E-mail: 8.Steel Strenath of Anchor in Shear(Sec.0.6.11 V.(Ib) deed 07..4V.(lb) 2855 1.0 0.60 1713 10.Concrete Pryout Strength of Anchor in Shear Mee.0.6,3) y1K,=dk,.Nh=dkrn(AnrlAn:,)9'.o..vYS;.,P,,,A141,(Sec.D.4.1&Eq.D-40) k,;. Aw(in') A.-,OW) 5:41,4 P011 Pies Nu(Ib) if ibVe(b) 1.0 28.20 28.20 1.000 1.000 1.000 2002 0.70 1401 11.Restlha Interaction of Tensile and Shear Forces(Sec,R13,7) Tension Factored Load,N.(Ib) Design Strength,eN,(lb) Ratio Status Steel 290 7079 0.04 Pass Concrete breakout 290 976 0.30 Pass Pullout 290 802 0.48 Pass(Governs) Shear Factored Load,V.(Ib) Design Strength,eV.(Ib) Ratio Status Steel 698 1713 0.41 Pass Pryout 698 1401 0.50 Pass(Governs) interaction check (N.✓#N„i)v3 (V,..10V,J''' Combined Ratio Permissible Status Sec.RD.7 0.30 0.31 60,9% 1,0 Pass 318"0 Titan HD,hnom:2.5"(64mm)meets the selected design criteria. 12.VI/amines -Pea designer input,the tensile component of the strengthaevel earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same toad combination.Therefore the ductility requirements of ACI 318 0.3.3.4.3 for tension need not he satisfied-designer to verify. -Per designer input,the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same bad combination.Therefore the ductility requirements of ACI 318 D.3.3.5.3 for shear need not be satisfied-designer to verify_ -Designer must exercise own judgement to determine it this design is suitable. -Refer to manufacturers product literature for hole cleaning and installation instructions. ADDRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 I PHONE:916-251-9798 I WEB:www.CullumberEng.com Page 19 of 29 STRUCTURAL CALCULATIONS IL Project Name: Chase Bank:Tigard,OR CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223 AND DESIGN INC Project No.: CR093019 CHEST ANALYSIS REVISION 2-13-18 REVISED LOCKER LAV IJT * 1 MOVING TELLERS TO ONE SIDE REVISION 2-1$-1B CHANGED INTERIOR LOCKER$ IR 2 ar T REVISION } It 3 . sew*MO aeda r I—.......... irem,�L IL MIS - ne tmuo wwa a me 4 or -r 1'r LILES SUR LOCKS �I6 y_ i / c swim 41411 Lp rU(E^-V[FEDwLgS+ "� „k. tip` 1 I FRONT ELEVATION 1 .II / PLAN VIEW `'V j / ESTIMATED WEIGHT: 3,577 LBS. CHASE 0 No Anchors Required ADDRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 I PHONE:916-251-9798 I WEB:www.CullumberEng.com Page 20 of 29 STRUCTURAL CALCULATIONS 00,,,oyfriTioNkteN Project Name: Chase Bank:Tigard,OR • CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223 — AND DESIGN INC Project No.: CR093019 SERVER RACKS ANALYSIS 41 - 44 • lT P on E 4 a e b • •6opik p • C � I 9.6' 1294 min) A L15.0' 1360 film) Description 19 in*nil 23 in(mini Overall Width IAI 2$1.0(610) 29.0(f10) Frame Operinq IBI 19:3(490) 23.3(592) Rail Clear:toce tCi 1"r.75145O1 EMU ADDRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 I PHONE:916-251-9798 I WEB:www.CullumberEng.com Page 21 of 29 ,rw`.� STRUCTURAL CALCULATIONS • ' _ ` Project Name: Chase Bank:Tigard,OR CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223 Project No.: CR093019 SIMPSON Anchor Designer'"' Company: CULLUMBER ENGINEERING Date: 4/1 3120 2 0 Engineer: Page: 115 e Strong-Tie Softwersion r 2.6.6794.4 Project: ia Address: 6930 Destiny Drive Rocklin CA 95677 Phone: (916)251-9796 E-mail: 1.Prodect information Customer company: Project description:Server Rack Anchor Customer contact name: Location: Customer e-mail- Fastening description: Comment: 2.Input Data 8 Anchor Parameters General Base Material Design method:ACI 319-11 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):5-00 Slate:Cracked Anchor Information: Compressive strength,Tr(psi):2500 Anchor type:Concrete screw Wv.1.0 Material:Carbon Steel Reinforcement condition_B tension.B shear Diameter(inch):0.375 Supplemental reinforcement:Not applicable Nominal Embedment depth(inch):2.500 Reinforcement provided at corners:No Effective Embedment depth,ha(knch):1.770 Ignore concrete breakout in tensicnr No Code report-ICC-ES ESR-2713 ignore concrete breakout in shear:No Anchor category:1 Ignore 6do requirement:Not applicable Anchor ductility:No Build-up grout pad_No h,,.,(inch):4.00 cec(inch):2.69 Base Plate Cmn(inch):1.75 Length x Width x Thickness(inch):3,00 x 12.00 x 0.25 finch);3.00 Recommended Anchor Anchor Name:Titan HDt-318'0 Titian HD,hnom:2.5(64mm) Code Report:ICC-ES ESR-2713 ADDRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 I PHONE:916-251-9798 I WEB:www.CullumberEng.com Page 22 of 29 STRUCTURAL CALCULATIONS • • Project Name: Chase Bank:Tigard,OR CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223 Project No.: CR093019 SIMPSON Anchor Designer Company: CULLUMBER ENGINEERING Date: 411 312 02 0 Engineer: Page: 215 strontneSoftware Project: Version 2.6.6794.4 Address: 6930 Destiny Drive Rocklin CA 95677 Phone: (916)251-9798 • E-mail: Load and Geometry Load factor source:ACI 318 Section 9.2 Load combination:U=0.9D+1.0E Seismic design:Yes Anchors subjected to sustained tension:Not applicable Ductility section for tension:D.3,3.4-2 not applicable Ductility section for shear:D.3.3.5.2 not applicable Do factor:2.5 Apply entire shear load at front row:No Anchors only resisting ward and/or seismic loads:Yes Service level toads: D E Strength revel loads N�pb]: 0 93 232 V..[Ib]. 0 224 560 V,o[Ib]: 0 0 0 M.[ft-Ibl: 0 0 0 Mo[tt-lbl: 0 0 0 M.[ft-lb]: 0 0 0 -rFigure 1a Z 232 lb Clit) = oft-Ib 0 1b Oft-ib 0 ft-lb e► ADDRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 ( PHONE:916-251-9798 I WEB:www.CullumberEng.com Page 23 of 29 • �w. STRUCTURAL CALCULATIONS • " ` Project Name: Chase Bank:Tigard,OR CULLUMBER ENGINEERING Location: 11686SW Pacific HWY,Tigard,OR97223 AND DESIGN INC Project No.: CR093019 SIMPSON Anchor Designer-ill Cornpany: CULLUMBER ENGINEERING Date: 4/13/2020 Engineer: Page: 3/5 Stroller-- Software Project: Version 2.6.6794.4 Address: 6930 Destiny Drive Rocklin CA 95677 Phone: (916)251-9798 E-mail: <Figure 2n 12.00 1 , 0 0 ,. 10.00 ADDRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 I PHONE:916-251-9798 1 WEB:www.CullumberEng.com Page 24 of 29 STRUCTURAL CALCULATIONS • Project Name: Chase Bank:Tigard,OR • CULLUMBER ENGINEERING Location: 11686SW Pacific HWY,Tigard,OR97223 Project No.: CR093019 SIMPSON Anchor DesignerTM Company: CULLUMBER ENGINEERING Date: 4/13/2020 .ciOftWare Engineer: Page: 415 Strong-Tie Project: ® Version 2.6.6794.4 Address: 6930 Destiny Drive Rocklin CA 95677 Phone: (916)251-9798 E-mail 3,Resulting Anchor Forces Anchor Tension load. Shear load x, Shear load y, Shear load combined, N..(Ib) Va.(Ib) V.,y(Ib) i(V,a.)'r(Vca,)a(Ib) 1 116.0 280.0 0.0 280.0 ' 2 116.0 280.0 0.0 280.0 Sum 232.0 560.0 0.0 560.0 Maximum concrete compression strain(%(::0.00 <Figure 3> Maximum concrete comp, sign stress(psi):0 Resultant tension force(lb):232 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis.es.(Inch):0.00 Eccentricity of resultant tension faces in y-axis.e'sy(inch):0.00 Y Eccentricity of resultant shear forces in x-axis,e'v,(inch):0.00 1 - o2 Eccentricity of resultant shear forces in y-axis,e'v,(inch):0.00 x Tyl 4.Steel Strength of Anchor in Tension 15ec.9.5.11 ih',..,Ub, chd..,:Ib: • 10890 0.65 7079 S.Concrete Breakout Strength of Anchor in Tension(Sec.D.5.21 Na=kci,),f,h_'"{Eq.D-6) k" A, f, (pni) h.(in) NN(lb) 17.0 1.00 2500 1.770 2002 0 75tANcou.0.75¢(Anr/AJxo)'Yx.oY'oxn'h.rrW,,o,HNc(Sec. D.4.1 &Eq.D•4) Am(in2) Am.,(in2) cam"(in) 92.,w now 'P`c,w y'ww NG(Ib) 4 0,754No.(ID) 56.39 28.20 - 1,000 1.000 1.00 1.000 2002 0.65 1952 B.Pullout Strength of Anchor in Tension(Sec.D,5.31 0.750 =0.75),*Kai.N,(f,/2,500)"(Sec.D.4.1,Eq.D-13&Code Report) V'P ,i, WP(lb) f.(psi) n 0 0.75014,(Ib) 1.0 1.00 1235 2500 0.50 0.65 602 ADDRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 I PHONE:916-251-9798 I WEB:www.CullumberEng.com Page 25 of 29 STRUCTURAL CALCULATIONS • ILITHieN Project Name: Chase Bank:Tigard,OR CULLUMBER ENGINEERING Location: 11686SW Pacific HWY,Tigard,OR97223 AND DESIGN INC ProjectNo.: CR093019 SIMPSON Anchor Designer'*' Company: CULLUMBER ENGINEERING Date: 4/1312020 Software Engineer: Page: 515 Project strongmee Version 2.6.6794.4 Address: 6930 Destiny Drive Rocklin CA 95677 Phone: (916)251-9798 E-mail: 8.Steel Strength of Anchor in Shear[Sec.D.6.11 V.Oh) Avm 0 Y„gi V.fib) 2856 1.0 0.60 1713 10.Concrete Pryout Strength of Anchor in Shear(Sec.D.6.3) ¢V,,,=pk.,,N.ei=O&n(Ant/A rk.)Y:arr'!'.e.rrV',rrV'm O a(SSec.D.4.1 &Eq.D-41) k AHk(ink) Aik,OM) V'..N Y'.a.v '14 ry Tr p n Nee(Pb) di p V (lb) 1.0 56.39 28.20 1.000 1.000 1.000 1.000 2002 0.70 2802 11.Results Interaction of Tensile and Shear Forces(See.D.7S - Tension Factored Load.kke(Ib) Design Strength,eiNr,(lb) Ratio Status Steel t 16 7079 0.02 Pass Concrete breakout 232 1952 0,12 Pass Pullout 116 602 0.19 Pass(Governs) Shear Factored Load,V .(Ib) Design Strength,eV"(Ib) Ratio Status Steel 280 1713 0.16 Pass Pryout 560 2802 0.2o Pass(Governs) Interaction check N,,,0,iNr V,.,✓dV,; Combined Ratio Permissible Status Sac,0.7,.2 0 00 0 20 20,0% 1.0 Pass 3J6'0 Men HD.hnom:2,5"(64mm)meets the selected design criteria. 12.Warninas -Per designer input,the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same bad combination.Therefore the ductility requirements of ACI 318 D.3.3.4.3 for tension need not be satisfied-designer to verify. -Per designer input,the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination.Therefore the ductility requirements of ACI 318 D_3.3,5.3 for shear need not be satisfied-designer to verify. -Designer must exercise own judgement to determine if Ibis design is suitable. -Refer to manufacturers product literature for hole cleaning and installation instructions, ADDRESS:6930 Destiny Drive Suite#300, Rocklin,CA 95677 I PHONE:916-251-9798 I WEB:www.CullumberEng.com Page 26 of 29 STRUCTURAL CALCULATIONS 0•0504.771"keN. Project Name: Chase Bank:Tigard,OR • CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223 AND DESIGN INC ProjectNo.: CR093019 AHD UNIT ANALYSIS e- 1/E'•CONDUITS I ONE FOR 110V.ELECTRIC 1 ONE FOR ALARM y / CET OTHERS) '!- jj/ I 11 za . / I 1 • %, r N H11/25 1/2' °LT- I� 24 I '. 9e) � AILN 28�• •V. : r; NM11 VY 47t I_ ' 1 _ ,j�/ I 47 1/4' r - ' // TOP OF � HANDLE INSIDE 23' �/� 23' 23 1/2' Wide ELEVATIONI I I �j j� II OUTSIDE Ill `� ELEVATION 29' C k 12' -.) -' Curb WALL RIGHT SIDE VIEW MASONRY DETAIL EXTERIOR - L3XI-I/2X I/4X3" LONG ANGLE WI ANCYIORAGE PER PLAN. WELDExD TO CHEST BASE O �— WALL BY OTHERS o / CHEST WALL o LL \o„ 1 ANGLE TO 3/6" / \ SAFE BASE. WELD AT TOP r EQ. / EQ. r I" AND SIDES PLAN VIEW FRONT VIEW No Anchors Required ADDRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 I PHONE:916-251-9798 I WEB:www.CullumberEng.com Page 27 of 29 STRUCTURAL CALCULATIONS : keNProject Name: Chase Bank:Tigard,OR CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223 A Project No.: CR093019 DAY SAFE ANALYSIS MODEL NUMBER: I4130 I STEEL CHEST-2611 x 26"W x 24"D;TL-I5 LEFT SWING KABA MAS 252R DIGITAL LOCK ON OUTER CHEST DOOR ALARM: 1 =HEAT SENSOR AND DOOR CONTACT I =SEISMIC DETECTOR TO 24• I =ALARM HOLE HANDLE INTERNAL DOOR STOP 'j� �l CHEST COLOR: BLACK EST.WEIGHT 1,157 LBS. PLAN VIEW •� - 11 I/4' DIA. ALARM TOLE 26' . 1 i � I FRONT VIEW (CHEST SHOWN 4101JT DOOR) FIGHT SIDE VIEW No Anchors Required ADDRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 I PHONE:916-251-9798 I WEB:www.CullumberEng.com Page 28 of 29 STRUCTURAL CALCULATIONS • Project Name: Chase Bank:Tigard,OR CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223 AND DESIGN INC Project No.: CR093019 ADDRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 I PHONE:916-251-9798 I WEB:www.CullumberEng.com Page 29 of 29