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Specifications (11) 7 6 s-j Srt`+-ro i7 6 u`°2a7--oafs'-. • •• •• •• • • • • •• • STRUCTURAL ENGINEERING Project idar.te: COSTCO WALK-INS : Location:1 iG„RD,OR CALCULATIONS TAMARACK+GROVE TGE Job Number: TGE17-8314 • • • ... • ••• • •• • •• • • • • • • • • • • • • • • • • BRIAN J. SIELAFF, P.E. • •;•• • • •,• •. • STRUCTURAL ENGINEERING CALCULATION• S' 4S' FOR RECEIVED COSTCO WALK-INS JUN 2 8 2017 CITIGARD, OREGON BUILDOF DIVISION CUSTOM COOLER, INC. TGE PROJECT NO.: TGE17-8314 TGE FIRM NO.: 1078621-95 �� o PROF t,s r�INFF, Approved plans c1' e� — .. o3P shall be on job site. , ' OREGON vit 4> 10,t �4( 4k J. e�,.5c4(/,,,A ��� XPIRATIQN DATE:61301 DESIGN CRITERIA: STRUCTURAL CODE: 2014 OSSC SEISMIC PARAMETERS: Ss=0.980 Si =0.424 SEISMIC DESIGN CATEGORY: D INDOOR INTERNAL PRESSURE: 5.0 PSF WALL/CEILING DEAD LOAD: 3.0 PSF INDOOR CEILING LIVE LOAD: 10.0 PSF 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 1 of 40 S. •• .• •• •• • • • • .• • • A. STRUCTURAL ENGINEERING • Project Narne: COSTCO WA..K-INS CALCULATIONS _- ` Location:TIGAV D,OR • T MARA. "Vt TGE Job Number: TGE17-8314 • • • • •• • •• • • •• • • •• • •• • TABLE OF CONTENTS • • • • • . • • • • • • •• • ••• ••• ••• • 1 PROJECT INFORMATION ... .•• • • .. .• • • • 2 JURISDICTIONAL INFORMATION • • ••• ••. .• • • ... • • • • • .. 3 ICC EVALUATION REPORT,PRODUCT SPECIFICATION LITERATURE AND DESIGN AIDS 5 4 GENERAL STRUCTURAL NOTES 6 5 SEISMIC ANALYSIS 7 6 STRUCTURAL ENGINEERING CALCULATIONS 13 7 SOFTWARE PRINTOUTS 26 7.1 HILTI PROFIS NO TENSION PRINTOUTS 26 7.2 ENERCALC PRINTOUTS 31 8 MATERIAL AND HARDWARE PRINTOUTS 36 8.1 LARR 25690 36 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 2 of 40 } lb A l • • • STRUCTURAL ENGINEERING ; ° Project Name: t.OSTGO WALK-INS • • CALCULATIONS -•- Location: fIGARD,OF, ••' TAMARACK GROVE TGE Job Number: TGE17-8314 *a _• 1 IN E 'E F 1 .'4 43 1 PROJECT INFORMATION • . •' • • • • • •• • •• • . • ••• • ••• • Tamarack Grove Engineering TGE Project Number: TGE17-8314 Date: 6/2/2017 •• ••• • • •• .• • • TGE Contact: Andrew Smith • • ••• ••. .. • • TGE Engineer of Record: Brian J.Sielaff, P.E., P. Eng. "' • • Project Client Information: Company: CUSTOM COOLER INC. Contact: Edward L.Simpliciano Address: 420 E.Arrow Highway San Dimas,CA 91773 Phone: 909-592-1111 Email: Esimpliciano®a custom cooler.com Client Logo: —/ r 1 ill 111111) caVol. c•,wcn 0u araar n Project Site Information: Name: Costco Wholesales Address: 785o SW Dartmouth St. Tigard,OR 97223 Coordinates: (45.436°N,122.756°W) Phone: N/A Email: N/A Site Elevation: N/A Live and Dead Loads Indoor Ceiling Live Load: 10 PSF Ceiling Dead Loads: Steel Facing(ASTM-A-646): 1.0 PSF (26 GA.—t=0.02 inch) Insulation: 1.0 PSF Miscellaneous: 1.o PSF TOTAL: 3.o PSF 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 3 of 40 .•. •• •• •• • • • • •• STRUCTURAL ENGINEERING � Project Name COSTCO WA...:A-INS • CALCULATIONS -�`' Location:1'IGARD,OR . TAMARACK CK VE TGE Job Number: TGE17-8314 c a E a r • 2 JURISDICTIONAL INFORMATION • • • '• •• •• • • • • • • • • • • • • • • ••. • ••• • Seismic Design Information: Seismic Parameters: Ss=o.98o g •.• ••• • • •, .• • • Si=0.424 9 •• •• ••• ••• •• • • • SDS=0.724 g • •:• • . SDS=0.445 g Seismic Design Category: D Site coefficient,FA: 1.1o8 (IBC Table 1613.3.3(1)) Site coefficient, Fv: 1.576 (IBC Table 1613.3.3(2)) Building Site Class: D Analysis Procedure Used: Equivalent Lateral Force Procedure for Non-Structural Components Basic Seismic-Force-Resisting-System: Bearing Wall System—Light Framed Walls of All Other Materials Importance Modification Factor,Ip: 1.o (ASCE 7-10 13.1.3) Amplification Factor,ap: 1.o (ASCE 7-10 Table 13.6-1) Response Modification Factor,Rp: 2.5 (ASCE 7-10 Table 13.6-1) Lateral Pressure Design Information: Internal Pressure: 5.o PSF 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 4 of 40 • •• •• •• • • • • •• • Project Name, CJSTCJ WALL:-INS I . STRUCTURAL ENGINEERING Location: IGARJ,OR ; • •• •• •• • • • • •• STRUCTURAL ENGINEERING • Project Name: CJSTCJ WALL;-INS i • CALCULATIONS - ` ? Location:1 IGMRU,OR ;•' TGE Job Number: TGE17-8314 Vir• • • • .; ••• • •O• TAmARACK GRchrE 4 GENERAL STRUCTURAL NOTES •• •• ••• ' • •: • •• • • • • • • • • • • 1.GENERAL STRUCTURAL NOTES: "' • '•• • A. CONTRACTOR TO VERIFY ALL OPENINGS,BUILDING DIMENSIONS,COLUMN LOCATIONS AND DIMENSIONS WITH OWNER PRIOR TO SETTING OF ANY COOLER BOXES OR CONSTRUCTION. ••• ••• • • •• .• B. THE ENGINEER OF RECORD IS NOT RESPONSIBLE FOR ANY DEVIATIONS FROM THESE PLANS UNLESS SUER CHANG6b ARE•'AU:-HbRIEI IN: WRITING TO THE ENGINEER OF RECORD. • • ••• ••• •• • • C. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING SAFE AND ADEQUATE SHORING AND/OR TEMPORAR'PSTRlJCTUR=4L STABR.ITT FOR AL•L PARTS OF THE STRUCTURE DURING CONSTRUCTION. THE STRUCTURE SHOWN ON THE DRAWINGS HAS BEEN DESIGNED FOR FINAL CONFIGURATION. D. NOTCHING AND/OR CUTTING OF ANY STRUCTURAL MEMBER IN THE FIELD IS PROHIBITED, UNLESS PRIOR CONSENT IS GIVEN BY THE ENGINEER OF RECORD. 2.STRUCTURAL STEEL: A. ALL STEEL CONSTRUCTION SHALL CONFORM TO REQUIREMENTS SET FORTH IN THE LATEST EDITONS OF AISC,"AMERICAN INSTITUTE OF STEEL CONSTUCTION",ASCI 360-10,"SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS". B. STEEL DESIGNATIONS: 1. WIDE FLANGE SHAPES(BEAMS&COLUMNS) ASTM A992(GRADE 5o) 2. OTHER ROLLED SHAPES&PLATE ASTM A36(U.N.O.)PIPE 3. COLUMNS ASTM A53,GRADE'B' 4. STRUCTURAL HSS TUBING ASTM ASoo,GRADE'B'46 KSI C. ALL ANCHOR BOLTS,BOLTS AND LAGS IN WOOD SHALL CONFORM TO ASTM A3o7 STEEL U.N.O.AND SHALL HAVE STEEL WASHERS BENEATH ALL NUTS AND BOLT HEADS.IF A CERTAIN SITUATION IS NOT DETAILED USE A SIMILAR DETAIL.ALL STRUCTURAL BOLTS SHALL CONFORM TO ASTM A3o7. CONNECTIONS SHALL GENERALLY FOLLOW THE TYPES SHOWN IN AISC MANUAL OF STEEL CONSTRUCTION.JOINTS ARE 'SNUG TIGHTENED'UNLESS OTHERWISE DETAILED PER AISC. D. STEEL FABRICATOR SHALL ALSO INCLUDE AND COORDINATE ALL STRUCTURAL STEEL SHOWN ON ARCHITECTURAL SHEETS WITH THAT OF THE STRUCTURAL SHEETS. COORDINATE ANY STEEL NOT SHOWN ON STRUCTURAL DRAWINGS,CONTRACTOR TO VERIFY. E. ALL BEARING ELEVATIONS FOR JOISTS,BEAMS,AND COLUMN HEIGHTS SHALL BE COORDINATED AND VERIFIED BY THE CONTRACTOR. ALL ELEVATIONS MUST BE APPROVED BY ENGINEER AND ARCHITECT OF RECORD IN THE SHOP DRAWING REVIEW PROCESS. F. ALL STEEL WELDING SHALL CONFORM TO AWS Di.s WITH E70XX ELECTRODES. G. PROVIDE HIGH STRENGTH NON-SHRINK GROUT UNDER ALL STEEL BASE PLATES,F'c=5,00o PSI,MIN. 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 6 of 40 • .. . .. Project roject Namo: ';OSTCO WALk-INS •• • STRUCTURAL ENGINEERING Location:TIGAC'D,OR •• • CALCULATIONS TAMARACK t •• GROVE TGE Job Number: TGE17-8314 e i r c _ F t ti • •• • ... • ••• • • ••• • • • • • •• 5 SEISMICANALYSIS • • •• •• •• •• •• •• • • • • • • • . . • • • • • . . ... ... • • • •. .usGs Design Maps Detailed Report • : •. ••• •.. •• • • ASCE 7-10 Standard (45.43632°N, 122.75625°W) • • .:. • • Site Class D "Stiff Soil",Risk Category I/II/III Section 11.4.1 — Mapped Acceleration Parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration.They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain SS)and 1.3 (to obtain Si). Maps in the 2010 ASCE-7 Standard are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 11.4.3. From Mauro 22-1[l] S5 = 0.980 g From Figure 22-2 izi S1 = 0.424 g Section 11.4.2 — Site Class The authority having jurisdiction(not the USGS),site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Chapter 20. Table 20.3-1 Site Classification Site Class vs N or NC,1 A. Hard Rock >5,000 ft/s N/A N/A B.Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf 0,Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI>20, • Moisture content w a.40%,and • Undrained shear Alength s� <500 psf F. Soils requiring site response See Section 20.3.1 analysis in accordance with Section 21.1 For SI: 1ft/s= 0.3048 m/s 11b/ft==0.0479 kN/m2 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 7 of 40 . •• •• 00 0 • • • •• • • , • STRUCTURAL ENGINEERING Project Name. CGSTCC WALX INS • • • • • Location:TiGARC,OR •• CALCULATIONS TAMARACK 11 GROVE TGE Job Number: TGE17-8314 owe • ••• • • • • •• • •• • • •• • • • • • • • • • • • • • • • • • • • • • • • ••• • ••• • Section 11.4.3 - Site Coefficients and Risk-Targeted Maximum Considered Earthquake (MCER) Spectral Response Acceleration Parameters ••• ••• • • •• •• • • • • • • • ••• ••• •• • • Table 11.4-1;Site Coefficient F, • • • ••• • • Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period Ss < 0.25 Ss =0.50 S5= 0.75 S5 = 1.00 Ss .?.. 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1,0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 O 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1,2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for Intermediate values of Ss For Site Class=D and S.=0.980 g,F.=1.108 Table 11,4-2; Site Coefficient F, Site Class Mapped MCE ty Spectral Response Acceleration Parameter at 1-s Period 5, 5 0.10 S, =0.20 5, = 0.30 5, = 0.40 S, a 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S, For Site Class=0 and S,=0.424 g,F.=1.516 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 8 of 40 • •• •• •• • • • • •• • • < Project Name. ZCSTCC WAL,6INS • • • STRUCTURAL ENGINEERING CALCULATIONS ' _ Location:TIGARD,OR •••• TAMARACK t GROVE TGE Job Number: TGE17-8314 • ••• • I•• • • • • •• • •• • • • •• • • • • • • • • • • • • I • • • • • • • • • • ••• • ••• • Equation (11.4-1): Szws= FESS = 1.108 X 0.980 = 1.086 9 ••• ••• • • •• •• • • • • • ••• ••• •• • • • • Equation (11.4-2): S,! = FSS = 1.576 x 0.424=0.668 g • ••• • • Section 11.4.4— Design Spectral Acceleration Parameters Equation (11.4-3): Sbs =55 Sk,s=%X 1.086 =0.724 g Equation (11.4-4): Sal = %SMl = a x 0.668 =0.445 g Section 11.4.5 --- Design Response Spectrum From figure 22-12[31 T = 16 seconds Figure 1.1.4-7'. Design Response Spectrum Ts; S.=S 4044O6TlT ) TmSTST$:8.=5� TrtTT,:S.=SS,IT a TTL S. S T 1P a , EEE. 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 9 of 40 • •• •• •• • • • • •• • • STRUCTURAL ENGINEERING ,• g. Project Nam.: CO3TCO WALV-'NS • _ Location:TICAF:D,OR • • CALCULATIONS TAMARACK Tr GROVE TGE Job Number: TGE17-831 •• 4 •• • ••• • I•• ••• • • •• • •• • • • •• • • • • • • • • • • • • • • • • • • • • • • • ••• • • Section 11.4.6 — Risk-Targeted Maximum Considered Earthquake (MCER) Response Spectrum The MCE.Response Spectrum is determined by multiplying the design response spectrum above by ••• ••• • • •• •. 1.5. • • • • • ••• ••• •• • • • • • ••• • • 5 55555 555J 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 10 of 40 • •• •• •• • • • • •• • • • • . I Project Name: ..:3S7C0 WALK-1'S • • STRUCTURAL ENGINEERING --; --- *._.; Location:TIG.RD,OR • • •• CALCULATIONS TAMARACK 111`GROVE TGE Job Number: TGE17-8314 E E • 14.4 • ••• • ••• • • • • •• • •• • • • •• • • • • • • • II • • • • • • • • • • • • • • • ••• • ••• • Section 11.8.3 — Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F ••• ••• • • .. •• • 0 4 • • • 4 • • ••• ••• •• • I From Figure 22-7 ' PGA=0.428 : •:• • . • Equation (11.8-1): PGAm = FPGA = 1.072 x 0.428 = 0.459 g Table 11.8-1. Site Coefficient F,,,,,, Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA Class PGA S PGA= PGA= PGA= PGA 0.10 0.20 0,30 0.40 0.50 A 0.8 0.8 0.8 0.8 0,8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 2.5 1.7 1.2 0,9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of PGA For Site Class=0 and PGA=0.428 g,Fp4k=1.072 Section 21.2.1.1 — Method 1 (from Chapter 21 - Site-Specific Ground Motion Procedures for Seismic Design) From Figure 22-17 Pi Cks =0.899 From Figure 22-18[61 CRI = 0.871 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 11 of 40 • •• •• sirs • • • • •• • STRUCTURAL ENGINEERING :)$, , Project same' SOSTCC WALK-IN:.; Lecation:TIGARD,OR CALCULATIONS TAMARACK' GROVE TGE Job Number: TGE17-8314 NCERINO • •• • 1000 • •• • • • • Oil 0 •• • • • •• • • • • • • • • • • • • • • • • • • • • • • • **II • ••• • Section 11.6 — Seismic Design Category ••• ••• • • •• •• Table 11.6-1 Seismic Design Category Based on Short Period Response Acceleration Parar5eter • • • ••• ••• •• • • RISK CATEGORY • • VALUE OF Sas • ••• • • /aril III IV Sys<0.167g A A A 0.167g 5 Sys<0.33g 0.33g 5 Sy,<0.509 0.50g For Risk Category=I and Sas=0.724 9,Seismic Design Category= Table 11.6-2 Seismic Design Category Based on 1-S Period Response Acceleration Parameter RISK CATEGORY VALUE OF S01 I or II III IV S,„<0.067g A A A 0.067g S 5,,, <0.1339 0.1339 5 Sol<0.20g 0.20g 5 Sys For Risk Category=I and Sy, =0,445 g,Seismic Design Category= Note: When S, is greater than or equal to 0.75g,the Seismic Design Category is E for buildings in Risk Categories 1,11,and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category E."the more severe design category in accordance with Table 11.6-1 or 11.6-2" = D Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category. References 1.Figure 22-1: https://earthquake.usgs.gov/hazards/desIgnmaps/downloads/pdfs/2010_ASCE-7_Figure_22-1.pdf 2.Figure 22-2: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-2.pdf 3.Figure 22-12: https://earthquake.usgs.gov/hazarcls/clesignmaps/downloads/pdfs/2010_ASCE- 7_Figure_22-12.pdf 4.Figure 22-7: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-7.pdf 5. Figure 22-17; hups://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE- 7_Figuie_22-17.pdf 6.Figure 22-18: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE- 7_Figure_22-18,pdf 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 12 of 40 • •. •. •• . • • • •• • STRUCTURAL ENGINEERING . : Project game: DOSTCC WALK-IN,; CALCULATIONSENGIF$:' : Lccatio:a:TIG‘RD,OR TAMARACK .! GROVE TGE Job Number: TGE17-8314 LNG IL L EGING 6 STRUCTURAL ENGINEERING CALCULATIONS • • •• • • • . . • . . . • • . •.• • ••. • ... •..• • • •• •• • JURSIDICTION INFORMATION JURISDIC T ION: OREGON STRUCTURAL CODE: 2014 OREGON STRUCTURAL SPECIALTY CODE OK:=1` NG.=0 DESIGN CRI 1 ERIA SE_TSMT'CaumA _...0 724Design Spectral Response for Short Period i,s.�1U Importance Modification Factor 1.0- Amplification Factor Rp=2.5 Response Modification Factor z==Q ft Height of Attachment DESIGN VALUES LL .: 1)Paf Cooler Panel Live Load DL Cooler Panel Dead Load PP _=5 Psi Internal Pressure ASD LOAD COMBINATIONS 7-1 Lc3 ,DL „ „ +LL„,„„4.=13 pal Load Combination 3:O+(Lr,S.or R) Let:-10.6.DL 1+0.6 (—P,„4„,.„,i)1=L2 pelf Load Combination 7:0.6D+0.6W(Uplift Pressure) I DESIGN CALCULATIONS: <MODIFIED COMBO BOX> Width-57".33 ft Cooler Width ',moth=127.17 ftCooler Length titotilingt=6 in;» Cooler/Freezer Ceiling Panel Thickness t _= in Cooler/Freezer Wall Panel Thickness If.:10.48 ft Mean Roof Height H e40.06 ft Mean Wall Height PANEL MANUFACTURER:CUSTOM COOLER INC. PANEL SPECIFIC47I0N:300 SERIES WOOD FRAMED PANEL(LARR#25590) 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 13 of 40 • •. •• •• • • • • •• • STRUCTURAL ENGINEERING v. : Project"lame: COSTCC WALK-INC CALCULATIONS : Lccatior:TIG.IRD,OR TAMARACK- GROVE TGE Job Number: TGE17-8314 • • • • •• • •: • • • •• • • • • • • • • • • • • • • • • • • • • • • • ••• • ••• • 2 TYPICAL CEILING PANEL L1.29 ft Design Length • . •.. • • • • • •• Lee.=22 ft. Corresponding Allowable Span(LARR 25690) width=1 f Tributary Width of Panel for Evaluation LOADS: ut gn minty c I ' ',i,th=13 ptf Governing Load Combination for Ceiling Vidta prc xrtiart9" =736.55 ft•ibf Maximum Moment 8 `tknyrksrateng L 2 =138.39 ibf Maximum Shear t.rt=20 pis,.Tteidth= 0 Of Allowable Panel Load(LARR 25690) I.1tw qtr" =1210 ft-ibf Allowable Moment tt Lai V .,.== =220 lb/ Allowable Shear CHECK llfi � 1 V, r .>tta =1;' SUMMARY.'THEREFOREE,USE 5"THICK WOOD FRAMED PANELS FOR CEILING. 3 STRUCTURAL SUPPORT STEEL STEEL SUPPORT BEAM #1 FOR t'FTI'NG PANELS: Lfrom:=29.110',ft', Length of Beam 2;6,141/4=17.47 ft Tributary Width of Ceiling on Support Steel WDL Thrid:,o 1)L ,-1=52.41 pi/ Dead Load From Panels I'LL°=7', ch•LLQ„{1=174.7 plf Live Load From Panels BEAM REACTIONS(ENERCALC): Rm. . 1235 Thif! Dead Load Reaction on Column Rr.L.1=2617 ibf Live Load Reaction on Column 6D 0.217 4 Total Dead Load Deflection MEMBER SPECIFICATION, Tic, = #i ft Total Length of Beams W 12X30 ASTM A992 SUMMARY:THERFORE,USE(2)W12x35 REAMS FOR CEILING SUPPORT, 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 14 of 40 .. .. .• . . . • •• • STRUCTURAL ENGINEERING 6 ; Project Name: (OSTCO W/'LK-INF CALCULATIONS - ; Location:TIGHRII,OR TAMARACK GROVE TGE Job Number: TGE17-8314 E • •• • ••• • ••• • • • • •• • •• • • • •• • • • • • • • • • • • • • • • • • • • • • • • ••• • ••• • COLUMN STEEL SUPPORTS: ••• ••• • • •• •• H,ohm,...L.1--Hwzrz10.06,ft Height of Column. . • • • ••• ••• •• • • • • • 1i,_,;_H „,, =10,06 ft Unbraced Length in x-x.Axis Direction /Ls,. =10.06 ft Unbraced Length in y-y Axis Direction PDL==RDL_1=1235 tbf Dead Load on Column r'zr - cc_d 2617 tbf Live Load on Column 09LUMN REACTIONS(ENERCALC): E. = T+f Axial Dead Load on Base Plate R =2617 f+ Axial Live Load on Base Plate MEANIE)?SPECTEI1C4]TON' 'AL ._20.1 Total 4"STD PIPE ASTM A5 GR B 4. Length of Beams COLUMN BASE PLATE: n d,. r-fitA9i fLOOF NEW 2 PUNCHING SHEAR CAPACITY: fie«2500 Assumed Compressive Strength©f Concrete A;=1; Normal Weight Concrete Factor t ==6 ice; Thickness of Slab tin Base Plate Dimension I d :-B;T in Base Plate Dimension 2 = _1,75 Ratio of Long Side to Short Side n n(a1,d7) d:= .2 =3 in Assumed Distance to Steel Reinforcement a$sot. Assumed Position on Slab Factor E ,; 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 15 of 40 • •• •• •• . . • . •• • • Prqiect Name: 'OSTCO WALK-INC STRUCTURAL ENGINEERING • Losatior:TIGPRP,OR CALCULATIONS TAMARACK 11-GROVE TGE Job Number: TGE17-8314 zN * 114 EL . 1. 4 • •• • ••• • •••• • • • • •• • •• • • . •• • • • • • • • • • • • • • • • • • • • . • • • ••• • ••• • bar V=2 (di 2 + 39.5 m Effective Periniebrarerid Bepjç :• • • • • • • ••• ••• •• • • 411=0.75 LRFD Shear facto: .:„ • vi 4=A. pei=200 psi psi 04,1 v2:= 2+ psi=25L9 pal N. 60 :=ruin(v,,v2,vs) (13 a 177n tbf Two-way Shear Strength of Slab 1.2 R01+1.6-RLL=5800 ibf Factored Load on Slab CHECK t ,>P 1 SUMMARY:THE FRAME IS CAPABLE OF RESOLVING CEILING LOADS.SEE ENERCALC REPORT FOR FRAME MEMBER ANALYSIS, 4 TYPICAL WALL PANEL .Erip=1D06ft Design Height T.4,04=1 ft Tributary Width of Ceiling on Wall Panel LOADS: Pdemg,n_reihng 138.39 Of Total Axial Load From Ceiling tracith Hat-42,1414--r•31 ft Allowable Height for Axial Load(LARR 25690) pa=600 Total Allowable Axial Load(LARR 25690) Prater/10i l'tottrith=5 Pii Transverse Load on Wall 11altrans22.ft Allowable Height for Transverse Load(LARR.25690) Psf.r =20 Of Total Allowable Transverse Load tir,q9n_ 048 Combined Axial and Bending Ratio CHECK lito,nt„„,4<LO=1 : : I. I 0, : _ Pi. i THAN OR EQUAL TO LO. USES"THICK WOOD FRAMED PANELS FOR WALLS. W{ARACK GRINE 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 16 of 40 is • •• •• . • • • •• • STRUCTURAL ENGINEERING Vit Project tame: COSTCO WILK-INS Lo,:atiop•TIGPRP,OR CALCULATIONS TAMARACK IT GROVE TGE Job Number: TGE17-8314 E G GLEGt4 G • •• • ••• • ••• • • • • •• • •• • • • •• • • • • • • • • • I • • • • • • • • • • • • • ••• • ••• • 5 WINDOW HEADER . ><- d •:•• ••• •• • • 1 16' /4" >"‹ I/ b hbcam.,=I5 ft Height of Header L=16/i Header Span d 1.5 in Depth of 2x Member t=0.02 in Thickness of Skin is =0.5 in Thickness of Plywood Sheathing b:=5 in Width of 2x Member b2=b+2-i=5.04 in Total Thickness of Header =1600000 poi Young's Modulus for DF/L#2(2012 NDS) =20000000 poi Young's Modulus for Steel T , 143.65 ft Tributary Width of Ceiling Acting on Header Ni--- 1&13 Ratio of Young's Modulus SEWING CAPAa7Y: ,2 b d ktb,. d 21 +b d =6153.75 iirs4 Flange Moment of Inertia 12 2 2 "burnt 3 tneb_42-vi =N-2- 12 4476.15 in4 Web Sheathing Moment of Inertia t r T..-3087 in ,rek.4.4 12 Web Plywood Moment of Inertia „hd+11phi--13716.9 in4 Total Moment of Inertia vocaltAc., caaavz 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 17 of 40 • • •• •• • • • • •• • Prnject ame: nOSTCO LK-INE STRUCTURAL ENGINEERING - Loatior•TIGI'RD,OR CALCULATIONS TAMARACK 171 GROVE TGE Job Number: TGE17-8314 E G E • I G • •• • ••• • ••• 0 • • • •• • •• • • • •• • • • • • • • • • • • • • • • • • • • • • • • ••• • ••• • I„, ••• ••• I • •• •• 15,z.•— —653,19 in- Equivalent Section Modiflus • hik,ant • • ••• 1111• •• • • • • 2 • ••• • • Fhtra two psi Reference Bending Strength of DAL#2(2012 NDS) 48988.93 ft.Of Allowable Moment 8 =1530.9 pZf Allowable Distributed Load L". SHEAR CAPACITY:. ( bdeam Qf= - • d =151.88 in Flange First Moment of Inertia 2 2 hbfam 14,011. =159.83 in' Web First Moment of Inertia 2 4 =170 pia Reference Shear Strength of DAL#2(2012 NDS) 2.j, I 62 , =4712.55 pif Allowable Distributed Load (Q,+Q ) HEADER CHECK: LC,.T,„1„4-zz 138.45 pi/ Load Applied to Header nin .wat ,_2) 1530..9 pif Governing Allowable Header Load CHECK I waow=1 DEFLECTION CHECK: wLC7 138.45 pif Load Applied to Header L 5 Beam Deflection Coefficient 384 =0 06 in Total Deflection t. 12 / Raw.t=240 Allowable Deflection Limit per IBC Table 1604A.3 4.1= 7--0.8 in Maximum Total Deflection Limit know CHECK S=1 SUMMARY:THE ALLOWABLE DISTRIBUTED LOAD IS LESS THAN THE DESIGN DISTRIBUTED LOAD- THE ALLOWABLE MAXIMUM DEFLECTION LIM7TTg LESS THAN THE TOTALDEFI ECTION, THEREFORE. THE NEADENS ARE ACCEPTABLE EON TYPICAL LOAD-REORINQ 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 18 of 40 S ma as S. • • 0 • 410 1`,1*,11,.r. • Project Name: cusTco'NI'LK-INS STRUCTURAL ENGINEERING co.:ation•TIGARE,,OR CALCULATIONS TAMARACK trf GROVE TGE Job::;:: TGE17-8314 • •• ••• • ••• 0 • • • • •• • • • 00 • • • • • • • • • • • • • • • • • • a • ••• • ••• • GRID LAYOUT: 100 O00 • • •• 00 • • • • • • • 00* ••• 00 • • • • • 010 • • 01+I 41111811 rib 2 0 2 111 j,,77 ••••• III CO 6) LATERAL FORCE GENERA I ION 11=104811 Design Height A„fr,f7=Length.Width_7290.66 ft Area of Roof 14/1„,2„,:=30 Of-29.96 ft=898.8!Of Weight per Linear Foot of Beam wç 898.8 ibf Total Weight of Steel LATERAL FORCE GENERATION: (iff —).2.Length.DL .0)-F W14,0=26768.99(of Total Weight 2 0.4.ap S •Wt (F (2• =3100.92 (of Seismic Lateral Force p.A11, 1.6-.9115. Wt 31009.2(of Maximum Lateral Seismic Force 0.3.Sps..1„.Wt=5814.23 (Of Minimum Lateral Seismic Force F,1t=max(F ,o, =5814.23 Ulf Fr:=min(Flo Fp =5814.23 (of Generated Lateral Seismic Force I=0.7-Fp=4069.96 (of ASD Lateral Seismic Design Force F =7 •Length.P =3331.85(Of Lateral Force from Internal Pressure 2 max(Fe,Fp pr&q.s.ht.p)-=4069 96 Of Lateral Design Force TAWMAcK Stam 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 19 of 40 a •• •• • • • • •• • STRUCTURAL ENGINEERING - Project Mame: CUSTCO WALK- . ,, : e ) INS ' ..of TIGPRD OR CALCULATIONS AMARACK? : r GROVE TGE Job Number: TGE17-8314 • •• • ••• • ••• • • • • •• • •• • • • •• • • 9 • • • • • • • 1 • •• • • • • • • • • • ••• • ••• • wdes �` LW ••• • • •3 •• "`� Lei Ela,t, "� '_32 pif 1Distributed Design •• • • • ••• ••• •• • • • • Fe,,,,,,'=T' idtit.Pi„,,,„l= 1502.•05 ibi Lateral Force from Internal•Pressure • p Fp d ,.; .=max(Fp_.,d,F )=4069.961bf Lateral Design Force ' `2:i f�i.dth /0,99 p1f Distributed Design Load SHEAR WALL.CALCULATIONS: E.1=17.44 l-=1�. ft Length of Wall 1 T d ®1p ft Tributary Width ft == L is.35 pif In-Plane Force on wall 1 L =28 ft Length of Wall 2 T,idtk2=25.29 t Tributary Width 43:-Wd,, t_i ', ridlit_2=28.91 of In-Plane Force on Wall 2 La.=24• ftLength of Wall 3 TT 3:=29-79 ft Tributary Width f3== "741,...ry- 'acu3tha=39.69 p1f In-Plane Force on Wall 3 3 L4=11.69 ft Length of Wall 4 T, _4=1g.o2 ft Tributary Width f4:R La 52.07 Of In-Plane Force on Wall 4 L1877 ft Length of Wall 5 T _om 24.22 ft Tributary Width tr'deagrr�I•Takulth_5 f,:- L5 ==46.22 pif In-Plane Force on Wall 5 c== �ft; Length of Wall T =1 .69,f : Tributary Width tu'7��ryn_I• vndth_G f6= LT =28.32 p1f In-Plane Force on Wall 6 6 L .=1J 5 f t Length of Wall A T, —12.22 f. Tributary Width dengrey2'TuutdPh,,A f, ==-- =44.31 Of In-Plane Force on Wall A LA TAKARAM COME 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 20 of 40 • •• •• •• • • • • •• STRUCTURAL ENGINEERING Project Gone.: COOTCO WALK-INE.' CALCULATIONS — Locatic n:TIGARD,OR TANtAnAcK IT GROVE TGE Job Number: TGE17-8314 C• 11,- Et PING • ••• • ••• • • • • •• • •• • • • •• • • • • • • • • • • •• • • • • • • • • • • • LB*29.17 ft Length of Wall B T35,33 ft Triotrini?GdtD •• •• • • . ••• ••• •• • • tlif • deAi ra- TEL-Wfh-ft ••• •B= =85.98 pif In-Plane Force on Wall B B La=32.08 ft, Length of Wall C = . 1 ft Tributary Width Tlawika 10desegrt�2'Ttttidth,�C =86=99 ptf In-Plane Force on Wall C ft Length of Wall D Tiwitko=14 ft Tributary Width sisig L2`Trridth,D I°, =49.69 pif In-Plane Force on Wall D LEl= ,6 ft Length of Wall E T ', =34. ,ft: Tributary Width fe =49.11 plf In-Plane Force on Wall E E R:= p" =1.83 Worst Case Shape Factor Ratio 5.5 ft E 1=111-22 p ; Allowable In-Plane Shear(LARK 25690) f � _max(.f„f2,,lr ,f1•1e,.fc,.fm•fc Jo,/4=86.99 ptf CHECK F .rar e.).>f a=1 SUMMARY::THERFORE,USE 5"THICK WOOD FRAMED WALL PANELS FOR LATERAL RFg 7) TYPICAL FLOOR TO WALL CONNECTION (DETAIL 5, 6) T :=1o.8i }it'' Tributary Width of Ceiling Acting on Connection 71=10.48 ft Design Height LOADS: LC7=1.2 paf Uplift Load on Ceiling Le -T,1. -0.6•H UL Wiz=--6.08 pi/ Uplift Force on Floor-Wall Connection Ptin2errw.l=5 Paf Transverse Load on Wall. P000:_ tiro,curt- 2 =26.2 pif Transverse Shear Force on Floor-Wall Connection frrrgztesnc.. ,f,,, _i.=86.49 ptf In-Plane Shear Force on Floor-Wall Connection frit r'=max(P,..,,,,.fctrierirr)—$6;69 P1f Governing Shear Force on Floor-Wall Connection 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 21 of 40 • •• •• •• • • • • •• • STRUCTURAL ENGINEERING 4 Project Name. COCTCO • CALCULATIONSENGI `` Location:7IGARD, OR ' TAMARACK GROVE TGE Job Number: TGE17-8314 • • • • •• • •• • • • •• • • • • • • • • • • • • • • • • • • • • • • • • HILTIKH-EZ: ••• ••• • • •• •• • • • . . Spacing of Anchor Through Angle ; ••• ••• •• • • • ••. • • Q ,$ = 173.98 tbf Shear Force on Anchor V :=750 ibf Max Allowable Load on Anchor(Hilti Profis Report) #14TEK SCREW: L.„,„„—J...0 Length of Screw CD=1.6 Duration Factor for Wind&Seismic(2012 NDS) =18 in Spacing of#14 Tek Screw Through Angle C�y•100 tbf cert VEIL = lOt-67 Of Allowable Shear of#14 Tek(2012 NOS) 172 ibf 275,2 Of Allowable Tension of#14 Tek(2012 NDS) CHEM' fes V i,. =1 V ,,CVal=1 SUMMARY:TNF MAXIMUM SHEAR FORCE ON 771E CONNECTIOJN IS LESS THAN ME ALLOWABLE ,SHEAR FORCE THEREFFORF„ THE WALL-FLOOR CONNECTION ISACCEPTA BLE FOR RESISTING IMPOSED SHEAR. 8) TYPICAL FLOOR TO WALL CONNEC I ION (DETAIL 7) T 10'65 ft Tributary Width of Fling Acting on Connection H.10.48 ft Design Height LOADS: .LCA-1.2 pat Uplift Load on Ceiling P./:=LC7=T tith—0.6, DL -6.08 pff Uplift Force on Floor-Wall Connection E;hf<ra 5 Psi Transverse Load on Wall Ptfia, Priam•-=26.2 pif Transverse Shear Force on Floor-Wall Connection 86.99 ptf In-Plane Shear Force on Floor-Walt Connection ,, -tx 86-99 pig Governing Shear Force on Floor-Wall Connection #14 TEK SCREW; L = sn Length of Screw 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 22 of 40 • •• • • STRUCTURAL ENGINEERING Protect r'a ne• COSI CO WALK-INS • CALCULATIONS Location. 9C-ARD,OR TAMARACK 71I GROVE TGE Job Number: TGE17-8314 • • • • '• • • • •• • •• ••:1. • • • • • • • • • 4)=1.6 Duration Factor for Wind&Sic# 12 NDS) •• .. •. • • • • • • • .tel , • •, ••• ••• •• • • .•m`` y2 Spacing of#14 Tek Screw T in igh hove, • CC{162 tbf _ ,• , = 135,23 if Allowable Shear of#14 Tek(2012 NOS) w r•�r .172 ibf jilt =434.75 pif Allowable Tension of#14 Tek(2012 NOS) #12 TEK SCREW: 1 Length of Screw Co=1-0 Duration Factor for Wind&Seismic(2012 NDS) m Spacing of#12 Tek Screw Through Angle 00.79 it f aa1_xcn=l, l s= S =948 pif Allowable Shear of#12 Tek(2012 NOS) t� �,�•Vin. 172 ibf 'tut :=s ,r_�2ry : =309.6 pif Allowable Tension of#12 Tek(2012 NDS) 1 V,an .<V �1 SUMMARY. THE MAXIMUM SHEAR FORCE ON THE CONNECTION IS LESS THAN THE ALLOWABLE $HEAR FORCE THEREFORE 7ifE WALL-FLOOR CONNECTION ISACCEPTABLE FOR RESIS7`.i?N3 IMPOSED. EAR. 9) TYPICAL CEILING PANEL TO WALL PANEL CONNECTION DETAIL 2, 3, 4) Twwth,•=10.65 ft Tributary Width of Ceiling Acting on Connection II=10.48 ft Design Height LOADS: pal Uplift Load on Ceiling Pritt=LC., girth-12.78 pif Uplift Force on Wall-Ceiling Connection P.„:«,r.e=5 paf Transverse Load on Wall :=F' , =26.2.pif Transverse Shear Force on Wall-Ceiling Connection firtpiar,e..m ma_I."85,99 Pif In-Plane Shear Force on..Wall-Ceiling Connection (Ptr„ttA,,(„tt,m}=86'99 Pi/ Governing Shear Force on Wall-Ceiling Connection TRK WWII 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 23 of 40 w •• •• •• • • • • •• Project Xa.ne. COE'TCO' ALK-INS ; STRUCTURAL ENGINEERING ;. . Locatio�i: 1CARD,OR v CALCULATIONS TAMARACK Prc GROVE TGE Job Number: TGE17-8314 • •• • ••• • ••• • • • • •• • •• • • • •• • • • • • • • • • • •• • • • • • • • • • • • • 318"LAG SCREW W/#8 TEK CONNECTION: ••• •••• • • •• •• • • • -23 in Spacing of Connection • •• ••• ••• •• • • • • • ••• • • 573 tbf_ 298.96 plf Allowable Shear of Connection(LARR 25690) Sf utt_rrnan,'.472 Ulf-246.26 pif Allowable Tension of Connection(LARR 25690) ' "(fan Rrotnhrta,itj,v -t- =0.34 Combined Stress Ratio for Connection 4 aid roan va/0w att Oita lis abin d<1.0=1 SUMMARY THE COMBINED RATIO Or ACTUAL FORCE OVER ALLOWABLE FORCE IN BOT1 DIRECTIONS IS LESS THAN OR EQUAL TO I.O. THEREFORE.THE WALL-CEILING CONNECTION % AC7CFPTARLE FOR RESISTING IMPOSE°TENSTONAND SHFAI 9 TYPICAL CEILING PANEL TO WALL PANEL CONNELl ION (DETAIL 2 3, T,Adth=10.65 ft Tributary Width of Ceiling Acting on Connection FI--=-10A8 ft Design Height LOADS: Le ,13 psi Gravity Load on Ceiling p := '3.L f,=138.45 plf Gravity Force on Wall-Ceiling Connection Paver, =5 if Transverse Load on Wall Pc+ ,a. ;=Prntrrrt<et`2=26.2 pif Transverse Shear Force on Wall-Ceiling Connection Aar/arta—ft, ,=86.991 f In-Plane Shear Force on Wall-Ceiling Connection ./rte r max(19,,,,,A.7.4.)-138.45*Jr Governing Shear Force on Wall-Ceiling Connection #14 TEK SCREW: L�aBu >1.5 pin • Length of Screw CD=1.6 Duration Factor for Wind&Seismic(2012 NDS) S =23 in Spacing of#14 Tek Screw Through Angle CD. tbf.83.48 pif f Alllowable Shear of#14 Tek(2012 NOS) MARACA. MOVE 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 24 of 40 Project'line. COS ICO WALK-INS • STRUCTURAL ENGINEERING '_ - ', Location:'`IG ARD,�)R • CALCULATIONS TAMARACK IT GROVE TGE Job Number: TGE17-8314 • •• • ••• • ••• • • • • •• • • • • •• • • •• • •• •• • • • • • • • • • • • • • • • • • ••• • ••• • 172 r'bf •.• ••• • • •• •• Com.-.. • • T =215.37 pl f Allowable Tension of#14 Tek 0012 f3p5}•• ••. •• • • sou, • ••• • • 'zdt rrxnra:^ -V,,1a,„,„„=166:96 pif SUMMARY THE COMBINED RA770 OF ACTUAL FORCE OVER ALLOWABLE FORCE IN BOTH DIRECTIONS IS LESS THAN OR EQUAL TO h i THEREFORE. THE WALL-CEILING CONNECTIO Aif. 2 _ ; 12•a; : .17 7t ' 7. ` SJ,}#.Vt m mow 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 25 of 40 • • • • . . • • • •• • Project Name: CCSTCC WALK-INS STRUCTURAL ENGINEERING =r Location:TIGARD,OR CALCULATIONS TAlvtAliACK $ GROVE TGE Job Number: TGE17-8314 • • • • •.• ••• • • •• • • •• • • • • 7 SOFTWARE PRINTOUTS • • • • • ••• • 7.1 HILTI PROFIS NO TENSION PRINTOUTS • • • • •• : : ••••• ••• • 1110111114111.111111 • • • •• wwwProfisAncher 2.8.2 Com : TAARAOE11/14r 1 COSTCC t PA*: V: 1715.7015 Spectator*fi 1 Input Anther type NM tilarmiter Karatp.m stf Lescitre ti ffs. tL. 1�7 t r 14 Material'. Cailam Steel. imbed.tVoted, 111D1511 1 15 Ali I1 1ii Sta;tla,I leritiemmit irto mAtatkAIT 1=0,08,141. Wil• Inage Beibe tt :25c0. -2500 tai,h*i, l0 Ingeeeneetr tuarottortMKAO 1184'O '# i•rerg an.00•4•100 rshaHr:=Miami B,reateeermattall a iln resitarternere present loot C.0,E;ar Ft Tertsern Met res.112.14.2 lea caleeniaity pal I Leede0 Ink K 2$ L7 eta :,4:4t 1 s st e c...Ma. sod ntra.m .«na :., f:we.a+.. .,aero _.. _....... .: . ...:._. Sh�,arrit;#G41 JON 44n#4 RAO.Suwo, 14sea oeo-1 7w t of144A9 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 26 of 40 • .• •• •. . . • .. 404- 1 STRUCTURAL ENGINEERING .*% Project Name: CCSTCC WALK-INS CALCULATIONS Location:TIGARD,OR TAMARACK M GROVE . TGE Job Number: TGE17-8314 • • • •• • ••• • • •• • •• • •• • • • • • • • • • ••• • INIIIILT® wwt.h : ptops A2: . •• Company TAMARACK GRfE P : 2 • ••• ••i i••Sp•caNert 6 • •• • • • • • tats: 3 P, GQ tcIPos. T 16.5794 • • • • •• Phone 1 pax: I Dew tt# b16 E 2 Load easelRes (ting anchor forces Lead ease:DesOn kids Aischot mast***Fad T forte:{+Tenamn,-Cammeassoto Artatvx ie S how Sham Wee x Shawh y t 0 Test 0 700 dm craosaele oarnpresOor Vrair °1%.1 . .. I restiVaj bensket farms el Ixtypii7 o 000). 0 TOM ntraMeg Grapmrys•anin 0,-0 0. 1;0 001 3 Tension load Load N,,,I:lb1 cdomaty 4,N„[ng unativtiion 6w Stahel Steel Ni'A N/A s/A N/A RAM Sthengrth N/A NSA l4A N/A Conuale Baeaktwt " NIA NIA NIA NWA hawng aq.hapast ina&rm "Mridttr Of15143 d ss tonsarT PROFS aK4(:i3)3.Me*kit A3 Fi.4+,4 141.4 ti,, . ••••••Or Ktii OtO, 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 27 of 40 o•. •••0000 0000 oo• • • • •• • Project N;-.me: CO3TCO WALK-INS STRUCTURAL ENGINEERING Location:TIGARD,OR CALCULATIONS TAMARACK lc GROVE TGE Job Number: TGE17-8314 GINEE R r • •• - • •• •• • _• •• • • •• •• •• • • • • • • • • • • • I ire •', • ••• • • Prole Adcbtar 4.2 :e. Conipmr TAMARACK GROVE Pape' 3 • *4,4, 47,•1; :•. Spec:Ayr ProKot • . . . . . .. • Artece•K S-14-4144 I . Row No: TOE14574 . . . . .• P314'4144 12414 111512016 E-44a 4 Shear Wad t,gad V.,pal capacity .v.14) igtinzalien K V V. 04464 Steel Pape 44 NOSW r NIA NIA NIA 4•44 Suength" 750 7q1 OK Concreit edtpa 611.4 ditecuto" SPA Ni?, Nth NIA anchor having 14 nigrest lowdg "anctor group({4441 rKhorsj 4,1 StaelStrength ESH 414 Teter telCC--ES ES11-3027 • ACC 31411 Table 0.4 1.1 Verfeb114 r're. C4outationit pq Resuks V.104111:4 4Nrctir VIUM V;stillb 0,601) 4.2 Pry444 Smength =KT[(a) q ACI 31141 Eq.41-44 4I4.0/V0. AC1 31411 T44 0.4,1 1 ••• 31411,Pon 125,2,1 Fq.RD 22109 Awn 904.= AC1 31101 Eq 044 (1.1.2•;:11 S.1.0 3t8-11 Eq ( - ) TK, 44'0-7 40.3(iNtls 1,0 AO 31411 Sq.4•101 ACI 3/411 Se,(0,14 k. 4,t Act 34841 Eq.(E3-6) Vielables kg. Ito k era?,,,MI 4:4 41. 1 APO 4't PAW Ve 0. r,filTA 1,000 2000, 17 1000 FAO Cairsvialions K-11 • .... • • Pip Pb 1 n't eri 1 erk rr• Results IIbt 1000 tra,r 000 1 066 76_ lb) kVA 444..1,4.044 McI,4 ht.444.0 09,•••••,1 a 756 tti r.0.063.6 Pe44•14400 PACIFt5 Agilmf )2a4132CO141EFka Ft.,9.454 FtW 14• 411-41•F•41 rtafhwa•,AV,•"•,AK,SOWN, 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 28 of 40 • . •• ' . • • • . STRUCTURAL ENGINEERING Project Num&: COSTCO VvALK-INS CALCULATIONSENGILocation:TIGARD,OR TAMARACK E TGE Job Number: TGE17-8314 • ; • •• •• • •.• • . ; ••• ••• '•• •• • ••• • • • • • •• Project NdmWALK-INS CCSTCO WALK-IN • STRUCTURAL ENGINEERING Location:TIGARD,OR CALCULATIONS TAMARACK M GROVE TGE Job Number: TGE17-8314 • • :•• •• • •• ••• • •• • • •• • • •• • • • • • • • • • ••• • smeIL_1 • wwwhUlt, s iP s or :'•C.00060 •• rly, TAMARACK GROV6 Pia. • 5 • ••• ••• .11•• • • 640,0000062 I faga 600; T -6191! • • • • •• Mont 1404 pate: V15t O16 E-Ma: Instaltation data Anchnt .fa,genet = Anchor type and ticarnetiniMint i0.03=EZ tq.EZp 643) 10 0003100 1001636006 :216.002 n03 dinmgtior in Inn iiiittor•; =0 376 34010 060004100 it 4006400 0414000 0,750 in Prato Ihi 0060 0060 et 40044 040000in 506 base r0,040041:I 636 km 0400 00000000tot rgzs 0160 6000 tnanyinal 3250 nc Citientaig,Weinal donningof thn ittitied nont att6r6t0pl insitmtiteat03006 6006060003. Y ■u Cootthnai•s Antitor FSS. Anchor i 0. t 0,000 0. - .V0vi oral tin tK M-1,01004 -k#400tm vitt,the tIIfl Na AN€{hen PROPS Atufthr s 2,11717A700 eft Mt.FL- *a ratookotedfi sw0 tA,14, 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 30 of 40 • •• •• • • • * * * * *• • • • . •• ..-4-- - S . :V ,; Project Nm : COSTCO WALK-IN;,, STRUCTURAL ENGINEERING Location:TIGARD,OR CALCULATIONS TAMARACK ir GROVE TGE Job Number: TGE17-8314 Extelh cr. e , ii m • . . • • •• • .. • • ••• • • • • • • • • • 7.2 ENERCALC PRINTOUTS • • • •• • . • . . • •• • . • . ••• . ••• • •Project Title: COSTCO#111 • • • •p •• ••• •:. Engineer. • • Prttect1D: •TGi1748,31.4 • . , ,.. Project Descr: COX " • • . . • ••• ••• • • . • 4, ,..., • * * * *• • • TAMARACK , GROVE • ••• . * * * * * * * * * *. Steel Beam ...to ftoottoilP4wercaii.314,cot.tril oxii.w.tam..caDaafickal.troum• ENER05LO.IN0.19952057 Bulitdmetvei.17,228 #:KW-96907753 Licensee:TAMARACK GROVE ENGINEERING Descr6ation: ^CEILING SUPPORT BEAM- CODE REFERENCES Calculations per AISC 360-10,IBC 2015,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Seam Bradne: Completely Untraced Ef.Modulus: 29,000.0 ksi Smiting Axis i: Major Axis Bending * * 0,112544V0 174TA li; *. 1 =‘!:-W. ,:::14''.*:"SillW :.1SAI:. i,'.:':; : '5:!::'''" S ":04W-1-MVaT SPIN,-29.Mfl 1.112,50 Applied Loads Service toads entered.Load Factors will be applied for calculaboris, Beam self weight calculated and added to loading Uniform Load i D•105241.Li.0.1747 kiit Trbutaty Width=1.0 15 DESIGN SUMMARY Design OK Maximum Sending Stress Ratio = 0,926:1 Maximum Shear Stress Ratio= 0.060:1 Section used for this span W12x30 Section used for this spear 14112#30 Ma:Applied 28.848 k-ft Va;Applied 3.852 k Mn i Omega t Allowable 31,150k-ft VmDmega:Allowable 63.950 k Load Combination +D-ilf+H Load Contination +D+Lr+H Location of maximum on span 1080ft Location of maximum on span 0.000 ft Span#vitiere amount odours Span#1 Span B where maximum maws Span#1 Maximum Deflection Max Downward Transient Defection 0,461 in Redo-,-- 779 ..,•240. Max Upward Transient Deflection 0.000 m Ratio. 0<240,0 Max Downward Total Deflection 0.678 in Ratio= 530 1,1-1 k Max Upward Total Deflection 0.000 in Ratio. 0<180 Maximum Forces li Stresses for Load Combinations Load Carnbiomion Max Stress Ratios Surarnary of 145xnent Vakies Surrenary of Shear Vakies Segment Length Span# M V Mmax 4 Wax- Me Max Mnx MnisOrnepa CS Pin Va Max Vnx Vila/Omega +0+14 3agn.,L.. 28806 1 0297 0 019 926 9.25 52 02 31.15 114 100 1.23 9694 6398 46141_461 Dagn L. 29.9651 1 9297 0019 9.25 9.25 52.02 31,15 114 5 00 1 23 3594 63.96 4041x414 Dagn.L. 29,9951 1 0.526 0.660 28.85 2915 52.02 31.15 1.14 1.00 3.85 95.94 63.96 +049408 9e3ri,L. 29.9611 1 0.297 0,019 925 9.25 52.02 31.15 1.14 1.00 1.23 9514 63.96 +D+0.750L5+0.750L-H 0sgn.L x 29.969 1 0.769 0.053 23.95 2395 52.02 31.15 1.14 1.00 320 95.94 63.86 4040,7501.40.7509415 Dsgn.L x 29.96 6 1 0.297 0.013 925 9.25 52.02 31.15 1.14 1.00 1.23 95,94 6386 40-50.69W+H 0sgri,L. 29.96 ft 1 0.297 0.019 9.25 9.25 52.02 3195 814 1.00 1.23 95,94 63.96 +0+0709.08 094a.L. 29.066 1 0.297 0.019 9.25 8.25 62.02 31.15 1.14 1.00 1.23 96.94 63.96 +040.750L+50.750L+0.460W+H tison,L- 29.96 ft I 0.769 0.050 2995 23.95 52.02 31.15 1,14 1.00 320 99.94 9196 4040.7504.+0,750$40.450W+H 0mil.L= 20.9951 I 0297 1019 9.25 9.25 52.02 31.15 1,14 1.00 1.23 99,94 63.96 +0+0.7501+0.7609+0.52500+08 then L= 29.9611 1 0.297 0,019 925 9.26 52.02 31.15 914 1 00 123 9694 93.96 +05100+0.80W+0,6051 Den L x 29.9611 1 09Th 0012 5.55 5.95 9202, 31.15 1,14 500 024 9594 93.96 +9.699+0790.96008 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 31 of 40 •6• I•• i'• •• • • . • • Project Nam.:: COSTCO WALK-INS STRUCTURAL ENGINEERING or . Location:TIGARD,OR CALCULATIONS TAMARACK GROVE TGE Job Number: TGE17-8314 E. Si e E eta E £ r; r 'i c • o• ' „ . • •• •• •• � •I • • • . S • • • • • a • • • Prc¢r Title, COSTCO#111 • ••• ••• •.• • Engineer Prcct ID: TGE17-8314 Proved Desi: CEX TAMARACK ':{`,GROVE •.• ••• • E » c NR a .; • •• • • • • ••• • •Pipe':LN t•SIM.• , • • i$te@1 Seam ra I b71%**Ierc41 14,COO C 'btlyl.�e4NE�t4� " EAMCALC,rtC . at7,2'2tVent1 22 •• Lie #:KW-06097753 Licensee:TAMARACK GROVE ENGINEERING Desctiptton: --CEILING SUPPORT BEAM- Lead ContMation Max Stress Ran Summar h tment Vies Summary of Shear Values Segment Length Span# M V Morax. Mnax- Ma Max Max EvUutrOrnaga Cb Rm Va Max Vox Vnx/Omega Dan.L= 29.961t I 0 178 0.412 5.55 5.55 52.02 31.15 014 160 am 95.94 63.96 Overall Maximum Deflections Lomat Combination Span ..._Max'-'Ded Loudon M Span Load Contirmacn Mir.'NT Deft Location in Smm +D+Lr+11 I 0.6784 15.06 0.0000 0160 Vertical Reactions Support neia0r:Parle t is dl VmMeo in KIPS Low Carteneeon Support1 Support2 Overall 3.852 3.852 Overall MINinnrrn 0,741 0741 +O+H 1,235 1.235 +D+L+H 1.235 1,235 *9+10e+H 3.852 3,852 +D+S+H 1235 1.235 +0+4.75010+0,750L+14 3.197 3,102 *D+4:750L+0.7505+H 1.235 1.235 +0+0.60W+H 1.235 1,235 +D+0,706+H 1.235 1.235 +D+0.750L0-0,750L+0.454W+H 3.197 3.197 +3+0.750L+0.7305+0.450WWH 1235 1.235 +D+0,750L+0.7505+0..6250E+H 1,235 1.235 +0,600+0.600110 SOH 0.741 0,741 40.5013+0 706+0 604 0.741 0.741 D Only 1,235 1.235 Lr Onty 2,517 2:517 L Only S Only W Only E Only HOnt7 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 32 of 40 •.• •I° •• •• • • ••* * * * * *• : • • •• • Project!lane. COS(CO li-JALK-INS II • STRUCTURAL ENGINEERING - , .: ..._, . V...,-..., Location:TIGARD,OR CALCULATIONS TAMARACK 71f GROVE TGE Job Number: TGE17-8314 • • • •• • • •• • • • • •• . • e• • • • • • • • • • • • • ••• •• • • Project Title: COSMO ill 1 1 ••• • iwri?W.0 tot, Engineer Project ID. TGE174314 Prorect Descr. CBX ••• ••TAMARACK GROVE • . *•• * o : ** • • •••0••• •6 *:..:: • • et...1i..... )1)titN••fi•••Wi•i*t••TCIOMi4i OWS•til 1 ctOc IOW ti•ii,Claibelro•Lat ti7A14.4ki • ••- '••••.--•-Y**',"*”.4"'it'i ENERCALC,Itid-,113i ZIT maistaa.as.Vete t72_28 Lie.#:KW-06007753 Licensee:TAMARACK GROVE ENGINEERING Descraotion: -00LUI*1-- Code References Calculations per AISC 360-10,IBC 2015,CBC 2016,ASCE 7-10 Load Combinations Used:ASCE 7-10 General hiformalon Steal Section Name: Pipe4STD °Yenta Column Height 10.060 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Mess Grade Brace condition for rleflection(buckling)along columns: Fy:Steel Yield 360 ksi X-X(width)axis: E.Bask Bending*deeds 29,00(10 ksi Unbracerl Length Ter X-X Axis bedding ri 10060 k,K x1.0 V-Y{depth)axis: linbraced LengtbforY-Y kits bedding=10.060ft,K=1.0 Applied Loads Sentme lows entered Load Femurs wit be applied for caNulatens Column self weight included:108.648 kis*Dead Load Factor AXIAL LOADS Akira Load at 10.060 ft,Xecc tr.it)in,D=1235.LR 2,617 k DESiGNSUMM,410Y Bending&Shear Check Results PASS Mak.AkfaleBendlog Stress Rego x 0.1311 1 Maximum SERVICE Load Reactions.. Load Combination +D-I-Lr+H Top Mang X-X 0.06382 k Location eimaktabove base 9.992 ft Bottom eking X-X 006382k At maximum location mites are.. Top Wong Y-Y 0,0 Pa:Axial 3,961 k Bottom along sAY 0.0 k Pn t Omega:Allowsele 45.577 k AppSed 0.0 k-ft Mee Maximum SERVICE Load Deflections... : M ttx t Omega.Allowable 7275 k-fl Aliiiii9" CI°in at 0,0ft abate base for load combrimacn: May:Amami -0.6377 k-ft Mrny I Omega:Alowabie 7.275 k-ft *Jong)(4( -0,03673 in at 5,874ft above base for load combination:d-D-)Lr+1-1 PASS Maximum Shear Stress Ratio= 0.003334 :1 Load Combination itD÷Lr+H Locaton of mairatom base 0,0 ft Al maximum lacalion rakes are Vs:Applied 0_06382 k Vn t Omega.Allowabie 19.143 It Load Combination Results klaykrxim Axial+Bonckno Stress RatioMgzgaggglitgLagg)ga Load Combination Stress Ratio Status Location Stress Ratio Stalls Location +11)H 0.043 PASS 9,99 ft 0.001 PASS 0.00 ft (1)+Lent 0.043 PASS 9.99 ft 0,001 PASS 0.00 ft ii-D+Lr+FI 0.131 PASS 9.99 ft 0.003 PASS 0.00 ft DeS+H 0,043 PASS 9,99 ft 0,001 PASS 0.00 ft +0+0.750Lr+0.750L÷H 0 109 PASS 9.99 ft 0.003 PASS 0.00 ft rel)+0.750L+0.750S+H 0,043 PASS 9.99 ft 0.001 PASS 0,00 ft +040.60W+14 0,043 PASS 9.99 ft 0,001 PASS 0,00 ft ÷D+0.70E+H 0.043 PASS 9.99 ft 0.001 PASS 0.00 ft ii-D46.750Lr+0,750L+0.45011V+H 0.109 PASS 9.99 it 0.003 PASS 0.00 ft eD+0.750L+0,750S+0.4501Nrtrt 0.043 PASS 9.99 it 0.001 PASS 0,00 ft 4040,750L+0.750S+6.52505+H 0.043 PASS 9.99 ft 11001 PASS 0.00 ft +0,600+0.601.000.6014 0.026 PASS 9_99 ft 0,001 PASS 0,00 ft 40.6G0+0.70E+116014 0.026 PASS 9.991! 0.001 PASS 0_00 It Plexlintun Reactions Note:Only rionzero reactions are listed, X-X kis Ramon Y-Y Pole Reaction Ada Reaction Load Combatabon ta Base I§Top @ east @ Top @Base ederf ass) 0.020 k k 1.344 k 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 33 of 40 dll a• a• • • • • •• N STRUCTURAL . Ilk: , --'. Froiec)Namp: CCHTGO WAI K-,NS ENGINEERING Location;TltiARD,OF CALCULATIONS TAMARACK Pfl OftOVETGE Job Number: TGE17-8314 EN E INS E NI 4 ci • •• • le•• • ••• • • • • •• • •• • • • •• • • • • • • • • • Prosed Titlel COSTCO#111• : • • • • • • • • • - *i: --1 ic-> Engineer l'ilorect le TGE17-8394 • Pr0ect Neer. COX ,.... TAMARACK . GROVE ••• ••• . • •• •• ENNgNEEN . NG • • • • • NI".•ie:N it A • • Steel Column nicbfal•fc*M42•17AM.407G017-0L4001404111004}44-014 0401711014044001, " • • Lin.•:KW-06001793I ' 'irle. '*..41/1.thalaingit'llid.W.12• • Licensee:TAMARACK GROVE ENGINEERING Dascliption: --rOLU001- 44-40mwd Readions Note;Only non-zero reactions are listed X-X Axis ReactSce Y.-TM:is Reaction Anal Reaction Load Combination 0 Base ri,Top 3::Base 0 Top 0 Base 0DeL4ti 0.020 0.0200 0 9.344 k 01341Lne9 0.064 0.064 0 lt 3.961 k 4044441 0.020 0020 k 0 9344k +040 7501J+0 7501,415 0 353 0 053 k k 3.306 k to*,750100.7508e* 0.020 0.520 0 k 1 344 k 11340001N+01 aup 0.020 k 0 1.344 k 41010.70E+H 0.020 0020k 0 1.344 k 1{1417501110.7501+0.4501V+H faesa 019530 k a 306 0 4040 750L00.7505+0,4044,01 0 020 0 020 k k 1 344 k 417+0,750100.760sa35250E+11 actat 0 020 0 0 1.344 0 .0.60134-0S0W+0.60H 0.012 0012 0 0 0.806 k 43,60040.70640-5014 0012 atm 0 k 0806k El Only 0.023 0020k 0 1.344 k Li Only 0343 05430 k 29170 L Only 0 k k 3 Only k 0 k IN Only 0 0 0 E Only 0 0 k H Onky 0 k k Maim=Deflections:for Load C beta OM MRS toad Conennalan Mak,X-X Delkectian Distame Mae Y-Y Deft*** Distance +0+H -03110 in 0.814 ft 0.000 a 0.000 ft +CNI*-1 -0.0118 in 513/4 ft 0.000 at 0.000 ft +0'U-el -00307 in 5074 ft 0.660 at 0.000 ft +13+541 -aat 18 in 5,674 ft 0.000 at 0000 ft 40+0/501*0.750L+01 -0 0208 in 5174 ft 0 000 at 0 000 ft +D+0-7.50L-E0 7$0$44 -53110 in 5.074 4 0.000 a 0.000 ft +13+000Veaf4 -0.3118 in 5,614 ft 0.000 at 5.000 ft 4040.705411 -03118 in 5.614 ft 0000 at 0.000 ft 40407500,40.750L40.450W+11 -0 3306 in 6.,814 4 0.000 at 0,000 ft +DA07001+0.7508+0.45I950-eti <113110 in SAN 9 0.000 an 0000 ft +D-t0l5oo-0y50s409250E44 -0.8110 in 9124 0 0.000 as 0.000 ft ±0.600+0.00W+0.60H -0.0071 In SIN ft 0.000 is 0.000 ft 40.600+0.70E+0004 -0.0071 in 6.874 O 0,000 at 0.000 ft D Only -0.0110 in 5.874 ft 0.000 at 0.000 ft Lr Ordy -0.0200 in 9874 ft 0.000 in 0.000 ft L Only 0.0000 In 3300 ft 0.000 at 0.000 ft S Onty 0.0000 in 0.000 ft 0.000 at 0.000 ft W Only 0.0000 in 0030 ft 0.000 at 0.000 ft E Only 0.0000 In TOM ft 0.000 at 0.000 ft II Only 0.0000 in 0,000 ft 0.000 or 0.000 ft 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 34 of 40 Project NamP: CO$TeO WAI KoNS LSTRUCTURAL ENGINEERING ocrition:TIC,ARD,Ore CALCULATIONS TAMARACK 1"GROVE TGE Job Number: TGE17-8314 LNG 6oCE. GING • •• • ••• • ••• • • • • •• • •• • • • •• • • • • • • • • • • • • • *Gt., Prcieti COSTC0#11 1,• • • • • • • • • likk— Engineer 1,141tet ID:. TGE17-113.14 Prniect Descr CBX TAMARACK GROVE ••• ••• • • •• •• GNGaNE GRIGG • • OOOOO • • • • • • pr.., 114" Steel Col Uffiri ratuvAusuaotralouas07-$414,culogillociptor4 emoic44444.6 • euitilizAtiVece.wiail • Lie KW-06007253 Lnen:TAMARACK GROVE ENGINEERING Descithan --cOandgq Steel Section Propedies PipoiSTO Depth = 4,500 in I = 6,82-014.4 J 13,600 in14 SEn 3.03 in43 Diammer # 4900 in xx 1 510 e MatTIvc# z 0.237 In Zx 4,450 in1-3 Ana 2.960 in62 I yy 6.620 in`.4 Weight e 10 800 plf S 3 030 mei R yy 1 510 in Vieg 0.000 in 14.: 41 -7r5;e74‘..*..1 VI, '44*14 ri%141,4,4 ik3 14'1 z Ltdef&e&tatai moored ethue Arrowd do hal retool obsoldte&Wettish 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 35 of 40 Froiecl ham.: COaTeO WAI K-.NS STRUCTURAL ENGINEERING Locatic n:TIC ARD,Ok CALCULATIONS TAMARACK 11 GROVE TGE Job Number: TGE17-8314 E. N G . it E E P,: t N 3 • •• • ••• • ••• • • •• • •• • •• • 8 MATERIAL AND HARDWARE PRINTOUTS • •• ••• • •• •• • •• •• • • • • • • • • • •• • • • 8.1 LARR 25690 • • ••• ••• • .•• ••. • • .• •• • • • • • • • •.• ••• •• • • • CITY OF Los ANGELES • • BOARD OF CALIFORNIA. DEPAOTMENT OF BUILDING AND SAFETY BUILDING AND SAFETY COMM 5O.ERB -#T �... M,tocsin,r-GuE 7A suxEEE. e'. kCS ANGELES CA oxl: llilll� VAN AM9ATIEI OS !l' .slf,2tJNY1.1-41 , RAYMKJNO$,CHAN,C.E.,S.E E.FEUCIA E3RANNc�N GOVERN MWMA3EA MEPRESOEM ERIC GARCE I I FRANK BUSH' JOSELYN GAGA ROSEN1HAL MAYOR EFEGfiIVE ors-cm GEORGE HOVAGUIMIAN JAVIER NUNEZ Custom Cooler.Inc. RESEARCH REPORT:RR 25690 420 East Arrow Hwy (CSI#13030/ San Dimas,CA 91773 Expires: December I,2016 Ann:Steve Pearson Issued Date: February I,2015 009)592-1111 Code: 2014 LABC GENERAL APPROVAL y Renewal-Custom Cooler Incorporated Prefabricated Model 300 Refrigeration Panels for Walk-In Coolers and Freezers. DETAILS The panels consist of 3-1 f2"to 5-1/2"thick high density foam or wooden frames with foamed-in- place rigid plastic core material manufactured by Dow Chemical Company and designated as: VoracorCE108.CE151.CI.153.CEI2S,CL155,CE152.CEI57"A'side. Delta Therm AF4509 or Voracor CR 1004"B"side. The skins art fabricated from 26 gauge galvanized steel with a minimum yield strength 33 ksi. The panels are held together by the use of cam-locking devises along the edges of the panels. Access holes for these devices are covered with metal or plastic plugs, Flame Spread and Smoke Development ratings per ASTM E&4 are 20 and 300 respectively,for the foam(tested alone:I and 15 and 250 respectively.for the foam with the skin described below.Density of the foam core is 2,2=or-,2 pcf. Custom Cooler Incorporated freestanding walk-in coolers and freezers constructed of panels described above are approved subject to the following conditions: I. Use of the panels shall be limited to locations where combustible construction is permitted by the 2014 Los Angeles City Building Code. 2= The panels shall be fabricated in a shop of a licensed fabricator approved by the Los Angeles City Building&Safety Department.Fabrication in unlicensed shops will invalidate this approval. RFL 25690 Page Iof5 I Apes G AN EQUAL EMPLOYMENT OPPORTUNITY-AFFIRMATIVE AC1TON EMPLOYER 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 36 of 40 STRUCTURAL ENGINEERING '` F CO..TCO WAI.K-NS CALCULATIONS Location:TIOARD,Ok TAMARACK Iv GROVE TGE Job Number: TGE17-8314 • • • • •• • •• • • • •• • • • • • • • • • • • • • • • • • • • • • • • ••• • ••• • Custom Cooler Incorporated Re: Custom Cooler Incorporated Prefabricated Model Refrigeration Panels jig liV ,k-ii Cookers.. •. and Freezers • •• • • • • • • • ••• ••• S. • • 3. A thermal barrier is required per Section 2603.4 of the 2014 Los Angeles C'ty Building • • •• Code unless exempted per Section 2603.4.1. 4. Complete plans and calculations,signed and stamped by a civil or structural engineer or architect registered in the State of California,shall be submitted to the Structural Plan Check for their approval for each job. 5. An approved fire retardant roof covering(Class"A"or"B")shall be placed over the panels when used as exterior roof panels. 6. A separate approval from the Electrical Testing Laboratory shall be required for electrical installations within the panels. 7. Design of building utilizing the panels shall be in accordance with the requirements of the 2014 Los Angeles City Building Code and the design data specified A.Panel Height Limitation(feet)and Maximum Concentric Axial Loads(PLF) Thickness Interior Panels Exterior Panels Maximum Axial (20 Iblsgft) Load(PLF) 4"wood Frame 30 18 600 4"foam Frame 24 13 300 5"wood Frame 31 20 600 5"foam Frame 28 14 300 6"wood Frame 32 2l 600 6"foam Frame 30 15 300 B. Maximum Allowable Loads for Roof or Ceiling Panels (W/F=Wood Frame)(F/F=Foam Frame) RR 25690 Page 2 of 5 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 37 of 40 F rnjeci Names: CO-iTGO WAI'K-.NS STRUCTURAL ENGINEERING a{, Location:TI(,ARD,OI< CALCULATIONS TAMARACK eta GROVE TGE Job Number: TGE17-8314 L. Si G [ t _ t 4 r{. • •• • ••• • ••• • • • • •• • •• • • • •• • • • • • • • • • • • • • • • • • • • • • • • ••• • ••• • Custom Cooler Incorporated Re:Custom Cooler Incorporated Prefabricated Model Refrigeration Panels for WiiLk-iryCoolgrs .. •. and Freezers • • • • • • • • • • • • • • • ••• .40 •• • • • . • . • • • • . Span t=4 in.W/F , t=4 in.F/F t=5 In.W/F t=5 in.F/F t=6 in.W/F t=6 in.F/F 10' 53 49 65 65 79 79 12' 50 36 55 48 66 62 14' 37 27 47 37 57 48 16' 28 20 40 29 50 38 18' 22 16 32 23 42 30 20' 18 13 25 18 34 24 22' 14 10 20 15 27 20 24' II 8 17 12 23 16 26' 9 7 14 10 19 13 28' 8 6 II 8 16 II 30' 6 - 10 7 13 10 32' - - 9 6 II 8 C. Maximum Allowable Shear Load of Wall Panels(PLF): Shape Factor(Height:Width)Ratio Allowable Shear(ppf) 0.5:1 400 1:1 200 1.5:1 133 2:1 100 D. Maximum Allowable Roofi'Ceiling Diaphragm Shear Shape Factor(Height:Width)Ratio Allowable Shear(ppl 0.5:1 400 1:1 200 1.5:1 133 2:1 100 3:1 MAXIMUM 67 The panels shall be continuous between exterior shear walls and shall not contain any openings or holes. RR 25690 Page 3 of 5 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 38 of 40 A Frnject Name.: CO:;TI.o WAl K-iNS STRUCTURAL ENGINEERING Location:TIGARD,OR CALCULATIONS TAMARACK" GROVE TGE Job Number: TGE17-8314 c b . i N _ - i a 0 • •• • ••• • ••• • • • • •• • •• • • • •• • • • • • • • • • • • • • • • • • • • • • Custom Cooler Incorporated Re:Custom Cooler Incorporated Prefabricated Model Refrigeration Panels•fpj coolej-s •. •a and Freezers • • • • • • • • • • • • • • • .•• ••• •• • • • • • ••• • • E. Ceiling panel to wall panel connections are made with 3/8"dia. Lag screws or cam- locking devises,then a 26 gauge galvanized continuance angle cap is installed using#8 x 5/8" long tek screws(see attachment I).The allowable shear and tension loads for the lag bolt connection are 573 and 472 pounds respectively.The allowable shear and tension loads for the camlock connection are 464 and 123 pounds respectively. F. Maximum Allowable Loading for the Cam-Locking Devices: Wood Frame Foam Frame Tension parallel to panel face 386 168 Shear along longitudinal edge of panel in 280 147 direction parallel to panel edge 8. Locations of connectors must be detailed on approved plans,the spacing of connections shall be calculated for each job but not less than two per width of panel(Width of panel= 46 1/2"). 9. Allowable loads for shear walls and diaphragms are not applicable to buildings incorporating structural steel framing. 10. No increase in allowable stresses is allowed for the values indicated above for short duration of loads due to wind or seismic forces. 1. All design values and methods not included in this report shall be in accordance with requirements of the 2014 Angeles City Building Code. DISCUSSION The report is in compliance with the 2014 Los Angeles City Building Code. The approval is based on tests on the foam per requirements of Sec.2603 of the 2014 Los Angeles City Building Code,tests conducted in accordance with ASTM E-84 on the finished panels,and load tests conducted in accordance with ASTM E-72. Addressee to whom this Research Report is issued is responsible for providing copies of it, complete with any attachments indicated,to architects,engineers and builders using items approved herein in design or construction which must be approved by Department of Building and Safety Engineers and Inspectors. This general approval of an equivalent alternate to the Code is only valid where an engineer and/or inspector of this Department has determined that all conditions of this Approval have been met in the project in which it is to be used. RR 25690 Page 4 of 5 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 39 of 40 Project Name: COSTL:O WAI K-'NS STRUCTURAL ENGINEERING Location:TK,ARD,OF CALCULATIONS TAMARACK Pr GROVE TGE Job Number: TGE17-8314 • •• • ••• :1 ;:: Custom Cooler Incorporated Re:Custom Cooler Incorporated Prefabricated Model Refrigeration Panel Walk-in.Coolsrs •. .. and Freezers • • • • • • • • • • • • • • • ••• ••• •• • • • • • ••• • • Quan Nghiem,Chief Engineering Research Section 201 N.Figueroa St.,Room 880 Los Angeles,CA 90012 Phone-213-202-9816 Fax-213-202-9943 EN RR256.7915111,,12Ij I4 RDI 1215 RAI Attachment:Panel Connection Detail(2 Pages), RR 25690 Page 5of5 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 40 of 40