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OFFICE COPS 76750ui 'TTnO � Structural Engineering Project Name: /Costco#111 Calculations TAMARACK ©ROVE Location: Portland,OR F N G ' N F E R ' N fi Job Number: 21-17176 DOUGLAS D. HARDIN, P.E. STRUCTURAL ENGINEERING CALCULAT IVEC FOR JUN 2 3 2021 KPS GLOBAL CITY OF TIGARD BUILDING DIVISION COSTCO #111 WALK-INS PORTLAND, OREGON TGE PROJECT NUMBER: 21-17176 QED PROP6-.0 tcc• GINEFR /�2 96122PE 1"- expires 6-30-21 VAR 117-- Vp 0 GiN C' 2o O Q<q 9 i' 12,20 �QQ` DEAN 05/28/2021 812 LA CASSIA DR. BOISE, IDAHO 83705 (208)345-8941 PHONE (208) 345-8946 FAX Page 1 of 41 0. ,^ r Project Name: Costco#111 Structural Engineering TAMARACK :GROVE Location: Portland,OR Calculations toi M E F 4t 1 N �.. Job Number: 21-17176 TABLE OF CONTENTS SECTION PAGE NO. 1. PROJECT INFORMATION 3 2. SYMBOLS AND NOTATION 4 3. GENERAL STRUTCTURAL NOTES 5 4. DESIGN CRITERIA INFORMATION 7 5. STRUCTURAL CALCULATIONS CBX (1) 8 6. SOFTWARE PRINTOUTS (ENERCALC) 27 7. SOFTWARE PRINTOUTS(ANCHOR) 31 8. TESTING REPORT OR LARR 35 9. DOWEL BEARING STRENGTH 40 812 LA CASSIA DR. BOISE, IDAHO 83705 (208)345-8941 PHONE (208)345-8946 FAX Page 2 of 41 F Project Name: Costco#111 Structural Engineering ,s Calculations TAMARACK GROVE Location: Portland,OR EP, aINEE RIP Job Number: 21-17176 PROJECT INFORMATION Tamarack Grove Engineering: Address: 812 La Cassia Dr Boise, Idaho 83705 Date: 5/28/2021 Firm Registration Number: 1078621-95 TGE Engineer of Record: Douglas D. Hardin, P.E. Project Manager: Ruchin Khadka, E.I. Direct Phone: (208) 779-4321 Office Phone: (208) 345-8941 Office Fax: (208) 345-8946 Email: ruchin.khadka@tamarackgrove.com Project Client Information: Company: KPS Global Project Number: FT30429 Contact: Glenn Shuping Address: 4201 N. Beach St. Fort Worth,TX 76137 Phone: (682) 317-5357 Email: Glenn.Shuping@kpsglobal.com Client Logo: kps OBAL. Project Site Information: Name: Costco#111 Address: 7850 SW Dartmouth St Portland, Oregon 97223 Client Reference Number: FT30429 Local Jurisdiction Information: Jurisdiction: Multnomah County Enforced Code Used: 2019 Oregon Structural Specialty Code Contact Info: https://www.multco.us/ Project Scope of Work: Tamarack Grove Engineering is providing structural engineering calculations for the walk-in manufactured by KPS Global to verify the structural integrity of the panels and anchorage to the slab.The design of the slab/foundation is to be provided by others. Redline drawings provided to the client as needed based on calculations and code requirements. 812 LA CASSIA DR. BOISE, IDAHO 83705 (208)345-8941 PHONE (208)345-8946 FAX Page 3 of 41 Structural En ineerin Project Name: Costco#111 g g �° � Location: Portland,OR Calculations TAMARACK"" GROVE "' E " Job Number: 21-17176 SYMBOLS AND NOTATION BSC= Building Site Class Ce= Exposure Factor CT= Thermal Factor DLpan&= Total Panel Dead Load DLroof= Dead Load Roof EC= Exposure Category Fa= Short Period Site Coefficient F„= Long Period Site Coefficient IE= Seismic Importance Factor Is= Snow Importance Factor Linternai= Minimum Indoor Lateral Live Load LLpanei= Total Panel Live Load LLpanei_a«= Total Panel Live Load (Accessible) LLroof= Live Load Roof pg= Ground Snow Load U.= Maintenance Worker Live Load R = Response Modification Coefficient S1= Mapped MCER Spectral Response Acceleration Parameter at a Period of 1 s Sol= Design Spectral Response Acceleration Parameter at a Period of 1 s SDC= Seismic Design Category SDs= Design Spectral Response Acceleration Parameter at Short Periods SMI = MCER Spectral Response Acceleration Parameter at a Period of 1 s SMS= MCER Spectral Response Acceleration Parameter at Short Periods Adjusted For Site SRC= Surface Roughness Category Ss= Mapped MCER Spectral Response Acceleration Parameter at Short Periods T�= Long Period Transition Period V= Basic Wind Speed 812 LA CASSIA DR. BOISE, IDAHO 83705 (208)345-8941 PHONE (208)345-8946 FAX Page 4 of 41 I r Project Name: Costco#111 Structural Engineering Location: Portland,OR Calculations TAMARACK" GROVE E N C [ N G' E R I N 0 Job Number: 21-17176 GENERAL STRUTCTURAL 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 such changes are authorized in writing to the engineer of record. C. The engineer of record is not responsible for any deviations from these plans unless such changes are authorized in writing to the engineer of record. D. The contractor is responsible for providing safe and adequate shoring and/or temporary structural stability for all parts of the structure during construction. The structure shown on the drawings has been designed for final configuration. E. Notching and/or cutting of any structural member in the field is prohibited, unless prior consent is given by the engineer of record. F. All future roof/ceiling mounted equipment not currently shown on the approved shop drawings shall be coordinated with the eor prior to any installation,typ. G. The assumed thickness of existing concrete will be 6" with an f'c of 3,000 psi, unless otherwise noted in calculations. 2. Structural Steel A. All steel construction shall conform to requirements set forth in the latest editions of AISC, "American Institute of Steel Construction",AISC 341-10, "Seismic Provisions for Structural Steel Buildings, Including Supplement No. 1, dated 2010" and AISC 360-10, "Specifications for Structural Steel Buildings". B. Steel Designations: 1. Wide Flange Shapes(Beams &Columns) ASTM A992(GRADE 50) 2. Other Rolled Shapes& Plate ASTM A36(U.N.O.) 3. Pipe Columns ASTM A53, GRADE'B' 4. Structural HSS Tubing ASTM A500, GRADE 'B'46 KSI C. All anchor bolts, bolts and lags in wood shall conform to ASTM A307 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 A307. 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 D1.1 with E70XX electrodes. G. Provide high strength non-shrink grout under all steel base plates,f'c= 5,000 psi, min. 812 LA CASSIA DR. BOISE, IDAHO 83705 (208)345-8941 PHONE (208)345-8946 FAX Page 5 of 41 Structural Engineering ' Project Name: Costco#111 Location: Portland,OR Calculations TAMARACK r GROVE " Job Number: 21-17176 3. Special Inspections&Testing(Quality Assurance Plan) A. General: 1. Independent testing lab shall be retained by owner to provide inspections and special inspections as described herein. 2. The contractor is responsible for coordinating and providing on site access to all required inspections and notifies testing lab in time to perform such inspections prior. 3. Do not cover work required to be inspected prior to inspection being made. If work is covered, contractor will be responsible for uncovering as necessary. 4. The contractor shall correct all deficiencies as noted within the special inspection reports and/or the engineer of record's field observation (structural observations) reports to bring the construction into compliance with the contract documents,addendums, revisions, RFI's and/or written instructions. The contractor is responsible to request summary reports from the special inspector and engineer of record at the time of the project substantial completion. Prior to requesting the summary of structural observation reports from the engineer of record,the contractor shall submit to the architect and engineer of record a letter stating that all outstanding items noted on previous structural observation reports have been completed in accordance with the contract documents, addendums, revisions, RFI's and/or written instructions. B. Special Inspections: 1. All special inspections shall be performed to meet the requirements of the 2019 Oregon Structural Specialty Code (2019 OSSC), as recommended by the local building jurisdiction. 2. Required special inspections shall be performed by an independent certified testing laboratory employed by the owner per section 1704 of the 2019 OSSC. 3. The independent certified testing laboratory and inspectors shall be a qualified person who shall show competence to the satisfaction of the local building official,owner, architect and engineer of record for the particular operation. All special inspection reports shall be submitted to the building department, architect and engineer of record stating the project name and address. 4. The contractor and special inspector shall notify the engineer of record of any items not complying with the project specifications, contract documents and/or applicable codes before proceeding with any work involving that item. The engineer of record will review the item and determine its acceptability. If work involving that item proceeds without prior approval from the engineer of record,then the work will be considered non-compliant. 812 LA CASSIA DR. BOISE, IDAHO 83705 (208)345-8941 PHONE (208)345-8946 FAX Page 6 of 41 Structural Engineering • lkifefi, Project Name: Costco#111 Calculations TAMARACK GROVE Location: Portland,OR F M C' I N F F R ' N '3 Job Number: 21-17176 DESIGN CRITERIA INFORMATION Building Risk Category: II Panel Specification: Manufacturer: KPS Global Analysis Method/ Report Used: LARR 24921 Dead/Live Load Information Per ASCE 7: Dead Load Calculation DLpanei= 5.00 psf Steel Facing(ASTM-A-646)Weight= 1.80 psf LLpanel= 10.00 psf Insulation Weight- 0.75 psf LLpanei_acc= 20.00 psf Rail Weight= 0.45 psf Linternal = 5.00 psf Miscellaneous= 2.00 psf PLL 300 lbf Seismic Load Information Per ASCE 7: BSC= D- Default Fa = 1.200 Table 11.4-1 IE= 1.0 Table 1.5-2 F,= 1.905 Table 11.4-2 SDC= D Sec. 11.6 SMS= 1.039 SMs= Fa * Ss, Equation 11.4-1 Ss= 0.866 Per ATC Hazards SM1= 0.752 SM1= F * Si, Equation 11.4-2 Sl= 0.395 Per ATC Hazards SDS= 0.693 Sips=2/3 * SMS, Equation 11.4-3 TE= 16 Per ATC Hazards Sp1= 0.502 SD1=2/3 * SM1, Equation 11.4-4 Snow Design Information Per ASCE 7: Not Applicable Wind Design Information: Not Applicable Site Satellite Map: 7850 SW Dartmouth St, Portland, Oregon 97223 OAK CREEK 812 LA CASSIA DR. BOISE, IDAHO 83705 (208)345-8941 PHONE (208)345-8946 FAX Page 7 of 41 Structural Engineering Project Name: Costco#111 Calculations TAMARACK GROVE Location: Portland,OR r '' cl 'irrr ' " c; Job Number: 21-17176 STRUCTURAL CALCULATIONS CBX (1) JURISDICTION INFORMATION JURISDICTION: PORTLAND, OREGON PASS --- 1,0 FAILURE= 0 STRUCTURALCODE 2019 OREGON STRUCTURAL SPECIALTY CODE LOAD DESIGN VALUES: DL1:=5 psf Panel Dead Load Li-panel 10 ps/ Panel Live Load - Not Accessible 11.0„,1_7:=20 psf Panel Live Load -Accessible PLL:=300 ittf Maintenance Worker Live Load laernal5 psf Minimum Transverse Load (ASCE 7 1.4.5) NOTE: SEISMIC DESIGN DATA IS GIVEN IN THE LATERAL ANALYSIS SECTION BELOW. LC DLp,„1-1-LL =15 psf Load Combination 3: 0-i(Lr,S.or R) DL0+LLp.ei_z=25 psf Load Combination 3: DA-(Lr,5, or R) WALK-IN DESIGN CRITERIA Width:=41.23 ft Unit Width Length:=45 83 ft Unit Length H:=21 92 ft Unit Height FL,21.5 ft Wall Height NOTE: REFERENCE THE LOS ANGELES RESEARCH REPORT(LARR)AND/OR TESTING REPORTS PROVIDED IN THE APPENDIX FOR PANEL ALLOWABLES UTILIZED. 812 LA CASSIA DR. BOISE, IDAHO 83705 (208) 345-8941 PHONE (208) 345-8946 FAX Page 8 of 41 Structural Engineering - 14, q Project Name: Costco#111 Location: Portland,OR Calculations TAMARACK GROVE EGG ' GEEG G Job Number: 21-17176 NON-ACCESSIBLE F II.IN6 PANEL ANALYSIS L:=15,31 ft Ceiling Panel Span :=16.42 ft Allowable Span (Per LARR/Testing Report) 1-Ny idth_pariel!7"--4/7 in Tributary Width of Panel LOADS: LL.pamei:=10 psf Panel Live Load - Not Accessible Wdesign_ceiling 11pane1•Twidth pan el 39.17 PI/ Distributed Live Load P(i:=300 lb/ Maintenance Worker Live Load rn„., :=max "'desisn came 8- IL =1148.25 ft.lb/ Maximum Moment 8 4 :=-20 Psi"Twacith_nane,=78-33 of Allowable Panel Load(Per LARR/Testing Report) ' all rvi = L .2639.99 ft.Ibf Allowable Moment 8 CHECK Mau, —1 SUMMARY:USE SPECIFIED CEILING PANELS PER PLANS. 812 LA CASSIA DR. BOISE, IDAHO 83705 (208)345-8941 PHONE (208)345-8946 FAX Page 9 of 41 Structural Engineering NiNtrf Project Name: Costco#111 Calculations TAMARACK GROVE Location: Portland,OR E " GIN ERIUG Job Number: 21-17176 CEILING SUPPORT BEAMS AND COLUMNS BEAM SUPPORT 1: SHAPE: W18x35 L ,mi: 4O16 ft Beam Span WADS: 30.56 TWth: - ft—15,28 ft Tributary Width of Ceiling on Beam 2 =- 76.4 pi/ Distributed Dead Load on Beam WIDE'=DI-panel rwidtli Wit:=Uratlei TWIdth=152,8 Pif Distributed Live Load on Beam REACTIONS (ENERCALC): :=2237 lbf Dead Load Reaction on Beam R111:=3068 lbf Live Load Reaction on Beam 6017—1.050 in—0.607 in=0,443 in Deflection due to Dead Load BEAM STRAPS ANALYSIS: d:—18 in Beam Depth NA,„t-,--53.264 kip-ft Maximum Moment(ENERCALC) LOADS: 35509.333 lbf Maximum Axial Force :=0 02-P ,„1=710.19 lbf Design Tensile Force on Brace BRACING ELEMENT: 1 67 ASD Factor(Tension) 33 ksi Nominal Yield Strength of Brace E 29000 ksi Modulus of Elasticity for Steel 3 in Width of Brace tbr;ice'=0.048 in Thickness of Brace Ag *brace =0.14 in2 Gross Cross-Sectional Area of Brace ;= 'tbrare TENSILE YIELDING: Tn:=Fy-A6=4752 Ibf Nominal Yield Strength of Brace 812 LA CASSIA DR. BOISE, IDAHO 83705 (208) 345-8941 PHONE (208)345-8946 FAX Page 10 of 41 — , Structural Engineering Project Name: Costco#111 Location: Portland,OR Calculations TAMARACK GROVE " Job Number: 21-17176 Tao=—=2845.509 ibf Allowable Yield Strength of Brace 0 TENSILE RUPTURE: Fe.t=45 ksl Tensile Strength bedx,:=0.75 in Actual Edge Distance be""--min(2'tbra ce 0,63 hi,bedge) 0.73 in Design Edge Distance ASD Adjustment Factor Ar := .ttm,„•be=0.07 In? Net Area of Plate Resisting Shear Fu•An Rnt:= =1.57 kip Allowable Force on Plate BEARING STRENGTH: Aple''2 be'tura°. 0.07 biz Area of Plate Resisting Bearing Force 1.8-F,s,-Art Allowable Bearing Strength =2.07 kip C2 REAM FASTFNFR CAPACITY: n screws tlearn1 Number of Screws v n .486 nof.486 ibf all_crevv_wearn;:= SCreiiktLurcOrn Allowable Shear of Tek Screw(ESR-1976) CEILING FASTENER CAPACITY: Number of Screws V 76 I n -- bf all_screw cell rew 76 ibf s cetl Allowable Shear of Tek Screw(ESR4976) REQUIRED NUMBER OF BRACES: min(LB., 76 ibf Governing Allowable Load Pripcipn hrncp tireqd:=Cell Minimum Number of Braces Required NOTE:PROVIDE BRACES AT EACH END AND EVENLY SPACED. 812 LA CASSIA DR. BOISE, IDAHO 83705 (208)345-8941 PHONE (208)345-8946 FAX Page 11 of 41 Structural Engineering - V.1 Project Name: Costco#111 Calculations TAMARACK GROVE Location: Portland,OR r GG ' " cEr ° " G Job Number: 21-17176 BEAM SUPPORT 2: SHAPE: W12x22 LEPa rrh„.2==12 ft Beam Span LOADS: RDLI=2237 ibf Dead Load Reaction on Beam R 1—3068 fbf Live Load Reaction on Beam a:=116 ft b:=16.67 ft Location of Loads on Beam REACTIONS (ENERCALC) RDL 2:=2439 ibf Dead Load Reaction on Column R 2=3073 ibf Live Load Reaction on Column 6aLt----0.122 in—0.064 in=0.058 in Deflection due to Dead Load W12X22 STIFFENER CHECK (BRIDGE BEAM): MEMBER PROPERTIES ki:=10.625 in tw.:—0.260 in lof 4 03 in T:-10 375 in F SO kci k 0 72S in d 12,3 in tr:-0.425 in 2.1<1—1.25 in E r--29000 ksi 14 4 h 41 8•E„- 10.87 in LOADS DL12237 ibf Dead Load Acting on Beam RLL 3068 fbf Live Load Acting on Beam LC33=ft DL if 1=2"-4474 ibf Load Combination 3: DA-(Lr, S, or R) WEB LOCAL YIELDING :=1.50 MD Factor d=12.3 in Depth of Member a 16.67 ft Location of Beam on Bridge Beam Factor for Location of Beam Loading if(d>a,2$.,5) 5 (Yielding) •k+10 F •t,,„ =42.25 kip Allowable Yielding of Beam if(t C3> ,'Stiffener Required- , 'Stiffener Not Required-)="Stiffener Not Reciiii red" 812 LA CASSIA DR. BOISE, IDAHO 83705 (208) 345-8941 PHONE (208) 345-8946 FAX Page 12 of 41 Structural Engineering . ''.;Ai ' Project Name: Costco#111 .. Calculations TAMARACK - GROVE Location: Portland,OR ENCIMECRI " <) Job Number: 21-17176 WEB LOCAL CRIPPLING Ocr:=2.00 ASD Factor d—12.3 in Depth of Member a=16.67 ft Location of Beam on Bridge Beam f :=if —d >a,0.4,0.8. =0.8( 2 Factor for Location of Beam Loading lb d a(--,lb lb) 4*l —0.2)--=0.3 b Factor for Ratio of Bearing Length f _ "„.4i I-'1'-` — , d d d to Beam Depth i5 . . (c ., •( tw) 1 iii E Fy tf) 1 ...., 1w1-4-fib_d tf t, lin_G:= .Of=686911.85 ifbf Allowable Beam Crippling Dv if(LC3>R„_,,"Stiffener Required","Stiffen.er Not Required")="Stiffener Not Required" W18X35 STIFFENER CHECK (BEAM FRAMING INTO BRIDGE BEAM): MEMBER PROPERTIES kl:=0.75 in tw:7--0.30 in bi:=6 in T:=15.5 in Fy;=50 ksi k:-=0.227 in d:=17.7 iro '4.7=0.425 in lb!=2.ki=1.5 in E:=29000 ksi Qt:=10.5 h:=-53.5-tw=16.05 in LOADS R,,, ,-=2237 Ibf Dead Load Acting on Beam R Li_i=308 lbf I ive I nail Acting on Beam LC3 1=RDL 1+RIL 1.--- '5305 Ibf Load Combination 3: D+(Lr, S. or R} WEB LOCAL YIELDING ay:= 1.50 MD Factor d := 17.7 in Depth of Member a:=0 ft Location of Beam on Bridge Beam Factor for Location of Beam Loading fa_v rz--if(d>a,2.5,5)=2,5 (Yielding) (fa .k+lb) r •tw R '.= --w V =35675 /fri Allowable Yielding of Beam n_y fly it(LC3>13,,_,, "Stiffener Required" ,-"Stiffener Not Required")="SOfferier Not Required" 812 LA CASSIA DR. BOISE, IDAHO 83705 (208)345-8941 PHONE (208)345-8946 FAX Page 13 of 41 Structural Engineering Project Name: Costco#111 Calculations TAMARACK %`GROVE Location: Portland,OR E " Cl t NC ' ' I " G Job Number: 21-17176 WEB LOCAL CRIPPLING Q«:-2-00 ASD Factor d—17.7 in Depth of Member a=0 ft Location of Bridge Beam on Gravity Beam fa_c:=ff(d>a,0.4,0.81=0.4 Factor for Location of Beam Loading 2 J (Crippling) fit e if It, CQ 2'3•• is" 4•Ib _fl 2 =0.25 Factor for Ratio of Bearing length d ^ d, d to Beam Depth (t1 isE•Fy.ttfac•tw ' 1'+'fldd'Rnc:— t tW •Qf=311724.66 Fbf Allowable Beam Crippling ncr if(LC1�R, ,"Stiffener Required","Stiffener Not Required") "Stiffener Not Required" 812 LA CASSIA DR. BOISE, IDAHO 83705 (208) 345-8941 PHONE (208) 345-8946 FAX Page 14 of 41 Structural Engineering - Vit i V Project Name: Costco#111 Calculations TAMARACK GROVE Location: Portland,OR F MG I " r F P 1 '1 C' Job Number: 21-17176 Material Specification HSS 5x5x311.6" A500 GRADE B Hcolumn:=fivd— 18 in=20 ft Height of a Column LOADS: Pcolsenn_OL:=max(RoLi,RDL_2)=2439 Ulf Dead Load on Column Pcolurnn_ll:::max(RLLI, Rll_2)=3073 nif Love Load on Column NOTE:SEE THE ENERCALC SOFTWARE PRINTOUTS IN DESIGN AIDS FOR MEMBER ANALYSIS. COLUMN REACTIONS(ENERCALC): RoL_b =2678 IbI Dead Load at Base Plate Ruu,,,e:= Mt Live Load at Base Plate BASE PLATE THICKNFSS: bt:=5 in d:=5 in Column Dimensions h..=--1 Normal Weight Concrete Factor B:=6 in N :=10 in Base Plate Dimensions n:=(B-0.8•ID().0,5=1 in m:= (N-.95 •d) -0.5=2.63 in ':= V bf•d Yield-Line Theory Cantilever Distance From Column n -.7-1.25 in 4 Web or Column Flange I:=max On,n,.A•n') =2.63 In 38 ksi Base Plate Yield Strength Y- 0:=1.67 ASD Factor \I. 2'CI base) I. (R se+RLL I UL be F -B- N Y =0.24 in Minimum Thickness of Plate t„ 1 , :=0 50 in Actual Thickness of Base Plate CHECK t1>t = 1 812 LA CASSIA DR. BOISE, IDAHO 83705 (208)345-8941 PHONE (208)345-8946 FAX Page 15 of 41 .,. Project Name: Costco#111 Structural Engineering Calculations TAMARACK'7'GROVE Location: Portland, OR Job Number: 21-17176 PUNCHING SHEAR CAPACITY: fir r,-- 3000 Compressive Strength of Concrete(psi) 1 — 1 Normal Weight Concrete Factor in Thickness of Slab B=6 in Base Plate Length N=10 in Base Plate Width br=5 in Column Dimension along B d=5 in Column Dimension along N B—be N—d bi—bt I —5.5 in Equivalent Loaded Length c;--d I —2 7.5 in Equivalent Loaded Width 2 max(b,c) 0:= , =1.36 Ratio of Long Side to Short Side min(b,c) ch= tslalf ---3 in Assumed Distance to Steel Reinforcement 2 Cr.,:-=•-•20 Assumed Position on,Slab Factor bo:=2. (1)+d) +2•(c+cl) =38 in Effective Perimeter around Baseplate cp:=0.75 LRFD Shear factor vi.=4.A•VF, psi=219.09 psi v2:= 2+ '1- •A•Vif, psl=270.21 psi ( r a •d 2+- '' •A•\olf lc psi=196.03 psi \ bo vi,:=min(v 1 ,v2.,v3)-y•Ion-d=16760.31 lbf Two-way Shear Strength of Slab Pu:=1.2.RDLbase+1-6'Rabase=8130.4 lbf Factored Load on Slab CHECK v,›P,.=1 SUMMARY: USE SPECIFIED STRUCTURAL SUPPORT PER PLANS, 812 LA CASSIA DR. BOISE, IDAHO 83705 (208)345-8941 PHONE (208)345-8946 FAX Page 16 of 41 Project Name: Costco#111 Structural Engineering Calculations TAMARACK - GROVE Location: Portland,OR " Job Number: 21-17176 WALL PANEL ANALYSIS Hw=21.5 ft Design Height Twidth_pDnel=3.92 ft Tributary Width of Panel 15,25 ft Tw,c1th_wal I =7,63 ft Tributary Width of Ceiling Panel Acting on Wall AXIAL LOADS: v .Twicith_wati,Pu)=300 ibf Governing Live Load max(vvaesign_ceifing Vmax Priecie n_wall DL -Twidth_wall—114.72 plf Cciling Panel Total Axial Load width_panel Allowable Height for Axial Load 26 ft (Per LARR/Testing Report) P al l_ax.al'="1°37 PT Allowable Axial Load (Per LARR/Testing Report) TRANSVERSE LOADS: Wwall;=P Internal Twedth_panel= 19,58 ply Transverse Load on Wall 2 Wwall =1131_55 ft Maximum Moment Allowable Height for Transverse Load aii_trans 26 ft (Per LARR/Testing Report) Allowable Transverse Load Pall_trans 5 P Toircith_panel— 19.58 plf (Per LARR/Testing Report) 2 Pall -trans* Hall traos M — =1654.79 ft-1bl Allowable Moment pcoryth:„., Pdesign_wa + 0.79 Interaction of Axial and Transverse Loads Pallaxi al M allow Ci I ECK 1 1 =1 H >H =1 all_ttans w 51EVIIVIARY; 1./SE SPECIFIED WALL PAIVEL5 PER PLANS. 812 LA CASSIA DR. BOISE, IDAHO 83705 (208)345-8941 PHONE (208)345-8946 FAX Page 17 of 41 rt, Project Name: Costco#111 Structural Engineering 9 . Calculations TAMARACK GROVE Location: Portland,OR ENC ' NEERI " C" Job Number: 21-17176 LATERAL ANALYSIS GRIDUNES: s6, • -I 2 2 OW-SHEAF)WALL t SY. 2--SW EXECUTIVE SUMMARY: PER ASCE 7 CHAPTER 15, SECTION 15.1.3, "STRUCTURAL ANALYSIS PROCEDURES FOR NONBUILDING STRUCTURES THAT ARE SIMILAR TO BUILDINGS SHALL BE SELECTED IN ACCORDANCE WITH SECTION 12.6.". THUS, PER ASCE 7 SECTION 12.8„THE EQUIVALENT LATERAL FORCE PROCEDURE WILL BE USED. PER ASCE 7 TABLE 12.2-1,THE SEISMIC FORCE-RESISTING SYSTEM SHALL BE "A. BEARING WALL SYSTEM, 17. LIGHT FRAME WALLS WITH SHEAR PANELS OF ALL OTHER MATERIALS." 2.= .0 Response Modification Factor RP Oa=2.0 Overstrength Factor DESIGN DATA: Importance Factor 5 =0.366 Mapped Spectral Response Acceleration ,= Parameter at Snort Perioth. := 395 Mapped Spectral Response Acceleration SI 0 Parameter at a Period of 1 s Design Spectral Response Acceleration 0_693 Parameter at Short Periods Design Spectral Response Acceleration Parameter at a Period of 1 s 16 Long-Period Transition Period 1 2 Short-Period Site Coefficient 812 LA CASSIA DR. BOISE, IDAHO 83705 (208)345-8941 PHONE (208) 345-8946 FAX Page 18 of 41 Structural Engineering • , ic 0 Project Name: Costco#111 . Calculations TAMARACK - - GROVE Location: Portland, OR rNe' ' HCER ' " G Job Number: 21-17176 Ts:= S0I =0.72 Period Define by the Ratio, SciliSds Soc 1-1, ----21.92 Height of Structure ft Ct:=0.02 Approximate Period Parameter 1 (Table 12.8-2) x:—0.75 Approximate Period Parameter 2 (Table 12.8-2) DESIGN CRITERIA: Length•Width 1889.57 ft2 Total Area of Ceiling L,„11 i:=2 .Length 7=91.66 ft Total Length of Walls (For 1-1 Direction) 1_ ii2:=2 .Width=82.46 ft Total Length of Walls (For 2-2 Direction) Wt ,:=2-Lis,,, 1-35 MI 4- 1.LB,,,,, 2-22 plf+0.5•4.1-1,,,,,,• 11.97 plf=3686 lbf Total Weight of Steel 0 lb/ Total Weight of Coil LATERAL FORCE GENERATION: \ /Kw Effective Seismic Weight Wti:=(Aceiiir,g•DLpaneli+ --... .1-waiLi•DI-paiiel +Wtunits-I-Wwt:stteee:=18060.58 lb/ \ 4 (1-1 Direction) Witz:=(Aceiling-CILpanel)+ .H......"_.LwaL2•DI-panel 2 ( +Wtunits+ Effective Seismic Weight =17566.08 lb/ . . (2-2 Direction) I,:---7-Ct-h,.,4 =0.203 Approximate Fundamental Period NOTE: IF THE STRUCTURE IS 5 STORIES OR LESS ABOVE THE BASE, Ss MAY BE RECALCULATED AS: :=if(T,<0.5,1,0,7•SD,$)=1 Seismic coefficient (1? al 3) So5'=min(Sus_max,5o )---0.69 Design Spectral Response for Short Period, (g) S D5 Cs r= =0.35 Seismic Response Coefficient (Sec. 12.8.1.1) R Ta<1.5. T,=1 SD1 C;_max:=if -1-,<TL,1.5 , ,1.5[ Ta• Ril I 1 e Sill.TI. T 2 •(RP) a le =1.86 Maximum Coefficient Cm in max(0.044-Spy le,0.01)=0.03 Minimum Coefficient 0.5-5i Cs_r,,,,:=if Si >0.6, ,Csiiiir, =0.03 R Minimum Coefficient ( leP) 1 max(C,,C,_,,„)=0.347 Seismic Response Coefficient 812 LA CASSIA DR. BOISE, IDAHO 83705 (208)345-8941 PHONE (208)345-8946 FAX Page 19 of 41 Project Name: Costco#111 Structural Engineering • Calculations TAMARACK GROVE Location: Portland,OR ENwrERI ,40 Job Number: 21-17176 Cs1=min(Cs,Cs_m„)=0.347 Seismic Response Coefficient V":=Cs•Wta=6257.99 Ibf Seismic Base Shear(1-1 Direction) Vpasco 0.7•V"=4380.59 lbf A5D Seismic Base Shear(1-1 Direction) V":= Wt2=6086.65 Ibf Seismic Base Shear(2-2 Direction) Vp_asd_2 0.7'Vp_2=4260.65 Ibf ASD Seismic Base Shear(2-2 Direction) wdesign_l - - 95.58 Pif Distributed Design Load (1-1 Direction) Length wdesign_2' - - =103.34 plf Distributed Design Load (2-2 Direction) Width DIAPHRAGM CHECK ( 1-1 )- Wicithj :—Width=41,23 ft Width of Diaphragm ( 1-1 ) Length :—Length—45.83 ft Length of Diaphragm( 1-1) Length, R :— — 1,11 Aspect Ratio(1-1) Width1 Allowable Diaphragm Capacity :=314 pif (Per LARR/Testing Report) i•Lenarthi CHECK: Fall - —1 1 .__ 2-Width 3/8" LAG DOLT: D:=0.375 in p:=1.5 in C0:=1.6 Lag Bolt Parameter Vr cri 1 V - = 7190 3 Ihf Max Shear at Diaphram Fdge 2 Width, ceil -2 22 Number of Lag Bolt Connecting panels Allowable Shear of Lag Bolt Parallel to Grain Va11 bolt:=CD• •180 ibf=144 ft•plf 8. D (NOS) Total In-Plane Shear on Lagbolt Vall inplaiir, N111 V dl 316R lbj CHECK: Vall inplane>V 1 CHORD FORCE: VildestgrO•Lengthl! 8 Fthord =608.67 Ibf Chord Force Widthi 812 LA CASSIA DR. BOISE, IDAHO 83705 (208) 345-8941 PHONE (208)345-8946 FAX Page 20 of 41 Project Name: Costco#111 Structural Engineering Calculations TAMARACK- GROVE Location: Portland, OR F Nc mr ccimn Job Number: 21-17176 ANGLE. A:=(1.5 mnf 1.5 In) -0.018 in=0,054 in2 Cross Sectional Area Angle Fy;-33 ksi Yield Strength of Angle [It= 1.67 ASD Factor - Tension F •A Ta:= =1067.07 fbf Allowable Tension Of Angle C2t SPLICE CHECK: %Nrrj1 10 Number of Screws Vuirw -76 lbf=760 lbf Allowable Shcar of Screws ([SR 1976) CHECK. Vaii „>Fchord..-77 1 Tall-?-7 Fctiurd 1 DIAPHRAGM CHECK ( 2-2 ): Width of Diaphragm ( 2-2 ) Width?;--=Width 41.23 ft Length7:=Length=45.83 ft Length of Diaphragm( 2-2) WIdth2 =0.90 Aspect Ratio (2-2) Length) F :=396 plf Allowable Diaphragm Capacity il 2 a (Per LARR/Testing Report} Wdesuvi 2•Width2 CHECK: Fa 2:-› =1 .Length, CAM-LOCK: 2 : 2130.33 /14 Max Shear at Diaphram Edge 2 Length,/—2 ft ceil = 12 Number of Carnlocks Connecting panels 48 in FOS:=3 Factor of Safety 1210 Allowable In-Plane Shear on Camlock Vall_tam'— FOS 14=403.33 lbf (Per LARRtTesting Report) Total In Plane Shear on Camlock ne N cam Yak cam—4840 lb.f (Per LAR Westing Report} CHECK: Valunpi,n,›V=1 812 LA CASSIA DR. BOISE, IDAHO 83705 (208)345-8941 PHONE (208)345-8946 FAX Page 21 of 41 Structural Engineering a t Project Name: Costco#111 Calculations TAMARACK GROVE Location: Portland,OR N C U APING Job Number: 21-17176 CHORD FORCE: wdes,En_7-Width 22 8 Fchord - —479.13 ibf Chord Force Length2 ANGLE: A:-(1,5 fir+1.5 in)!O.018 in=0.054 in' Cross Sectional Area Angle Fy==33 ksi Yield Strength of Angle fat.=1.67 ASD Factor -Tension F A := =1067.07 fbf Allowable Tension Of Angle S2t SPLICE CHECK Nscr.e ,,:=10 Number of Screws Val srrew N irrew'76 Ibf—760 ibf Allowable Shear of Screws (ESR 1976) CHECK: Vall crrww�_" Erhard— 1 Tall?Fchnui=1 812 LA CASSIA DR. BOISE, IDAHO 83705 (208) 345-8941 PHONE (208)345-8946 FAX Page 22 of 41 Structural Engineering Ito Project Name: Costco#111. Location: Portland,OR Calculations TAMARACK GROVE EGGIMEERI 1`.4 G Job Number: 21-17176 SHEAR LOAD CALCULATIONS: Length LI:=Width=41.23 ft Length of Gridline 1 7 -= =22,92 ft Tributary Width := Wciesign t*Twidtti_i =53.12 pff In-Plane Force along Gridline 1 L2:=Width=41.23 ft Length of Gridline 2 Length =22.92 ft Tributary Width 2 rwidlth 2 f2 =53.12 pif In-Plane Force along Gridline 2 L2 LA Length—45.33 ft Length of Gridline A Twdth = Width =20-62 Tributary Width fA:= Wdeslgn_2 Twicittw_A.=46.48 of In-Plane Force along Gridline A LA Length—10 ft 35,33 ft Length of GridlirieR TWdhb = Width =20,.62 ft Tributary Width 2 Wdesign 2 Twidtli 18 =59.46 pilf In-Plane Force along Gridline La Hw R:= 1.20 Worst Case Shape Ratio , min , ,LA La,17.92 ft) FaiLlnplane =298 Pif Allowable In-Plane Shear(Per LARR/Testing Reportj CHECK: F.,411_In Nano max(fii ifa,fR) 1 SUMMARY:USE SPECIFIED WALL PANELS PER PLANS. 812 LA CASSIA DR. BOISE, IDAHO 83705 (208)345-8941 PHONE (208)345-8946 FAX Page 23 of 41 Project Name: Costco#111 Structural Engineering Location: Portland,OR Calculations TAMARACK GROVE Job Number: 21-17176 :177:S,It°NNECTION (DETAIL 1) WADS: P tornal+5 psf Transverse Load on Wall Hw Ptrans Pinter nal =53.75 POr Transverse Shear Force on Wall-Ceiling Connection funplarte MaX(fi f2 fA fg) 59.46 Of In-Plane Shear Force on Wail-Ceiling Connection frau=max(Ptrans)funpiarie) =59.46 plf Governing Shear Force on Wall-Ceiling Connection 3/8" LAG BOLT: D 0.375 i, Lag Bolt Diameter Sbolt:=24 in Spacing of Lag Bolt CE):=1 6 Load Duration Factor( NDS) p 1.5 in Penetration Depth CD• P •180 ibf 8 D Allowable Shear of Lag Bolt Parallel to Grain =72 pif (N DS) Sbolt CD P •110 lb/ 8.D Allowable Shear of Lag Bolt Perpendicular to Grain Vali_bolt_perp —44 plf (NDS) Sbolt 014 TEK SCREW. 5screw 12 in Spacing of Screws Vscrew 76 Ibf Allowable Shear on Screw(ESR 1976) ail 'T Sscrew 57 ibf Allowable Tension on Screw ([SR 1976) TAI 1_v-rpk.v •J'f p/f - rw CHECK V„Il_bolt_pThr+Voll_r,err w rpic-- 1 VaLbott_perp 4-Talt_screw 21,"'Ptron SUMMARY:THE IMPOSED FORCE ON THE CONNECTION IS LESS THAN THE ALLOWABLE FORCE. THEREFORE, THE CEILING TO WALL PANEL CONNECTION IS ACCEPTABLE 812 LA CASSIA DR. BOISE, IDAHO 83705 (208)345-8941 PHONE (208) 345-8946 FAX Page 24 of 41 Project Name: Costco#111 Structural Engineering Calculations TAMARACK GROVE Location: Portland,OR F " C" RrCRI " '' Job Number: 21-17176 WALL TO FLOOR CONNECTION (DETAIL 2) LOADS: P1S PSI Transverse Load on Wall H Ptraras Pinternal —2 7=53.75 pit Transverse Shear Force on Floor-Wall Connection implar„:=max(fi f2 fA fg)-=59.46 plf In-Plane Shear Force on Floor-Wall Connection f„i=max(ptra„„f„plam)=59.46 plf Governing Shear Force on Floor-Wall Connection #14 TEK SCREW: 12 in Spacing of#14 Tek Screw Through Angle C .104.7 ibf=167 S2 nil Allowable Shear of 4414 TEK(Dowel Bearing crr.Pw Strength -NDS) C D 0 95 in•121 — In l_srrew;= =183.92 plf Allowable Tension of#14 TEK(NDS1 S$4,eyv 1/4" HILTI KH-EZ: Sancho,.=24 in Spacing of Anchor Through Angle 0 =2.0 Overstrength Factor 0•frrizx•Sanichor Vainchor =339.75 ibf LRFD Shear Force on Anchor 0.7 Allowable Shear on Anchor Arm'. nt0 h r 750 Ibf ..„,a NQTF:SFF OF WA!T RFPORT FOR THE ANC HCJF?A IVAl YS,IS CHECK VA screw> npnc 1 Tall screw>Pt-a ns=1 Vall_anchor>Va nth or=1 SUMMARY:THE MAXIMUM FORCE ON THE CONNECTION IS LESS THAN THE ALLOWABLE FORCE. THEREFORE. THE WALL-FLOOR CONNECTION IS ACCEPTABLE FOR RESISTING DESIGN LOADS. 812 LA CASSIA DR. BOISE, IDAHO 83705 (208)345-8941 PHONE (208)345-8946 FAX Page 25 of 41 Project Name: Costco#111 Structural Engineering Calculations TAMARACK GROVE Location: Portland,OR Job Number: 21-17176 t)\./.F F I I. R NI fai( C Al t. Li LATIONS FOR CONTINUOUS ANGLE (WORST CASE) DLpaui=75 psi Panel bead Load Tw Id th_cell;ng 3.92 ft Tributary Width of Ceiling H„-=71.5 ft Height of Wall Panel LOADS: f -1[3=59.46 plf In-Plane Force on Wall Length—45.83 ft Length of Wall (0.6 0.14.Sps) Hw-L=2478.04 !bf Weight of Wall Vvi,celling:= (a 6—0 1.‘t Di.panel•TwIdth_collrig L 451 81 ibf wR:--- 63.93 WI Weight Resisting Overturning L' f• L vvR• ——21335.61 iibf-,ft Overturning Moment Acting on Wall 2 3'Mwail =—30.47 nil Maximum Value of Overturning Force at End L 2 L ( .w —21335,61 Ibf ft) 2 3 SUMMARY:SINCE THE OVERTURNING FORCE IS NEGATIVE, THERE IS NO NEED TO CONSIDER A CONTINUOUS t4NGLE OR HOLD-DOWN TO RESIST UPLIFT. 812 LA CASSIA DR. BOISE, IDAHO 83705 (208) 345-8941 PHONE (208)345-8946 FAX Page 26 of 41 Project Name: Costco#111 Structural Engineering • Calculations TAMARACK ' GROVE Location: Portland,OR ENGIMEER " G Job Number: 21-17176 SOFTWARE PRINTOUTS (ENERCALC) File 21-17176.e06 Steel earn ht ENE RCALC,INC 1983-2020.Build:1220 824 Li c.# KW.D6012.782 DESCRIPTION: W18x35 Bearn CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 Load COM bination Set:ASCE 7-16 Material Properties Analysis Method Allowable Strength Design Fy,Steel Yield; 50,0 ksi Beam gracing: Seam bracing is defined as a set spacing over all spans E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Unbraced Lengths First Brace starts at ft from Left-Most support Regular spacing of lateral supports on length of beam=3.920 ft 41704 kt.I(0 1520) wiex35 apari=40_100 It Applied Loads Service loads entered.Load Factors will be applied for calculations Beam sell weight calculated and added to leading Uniform Load 0 0.00&0, L 0,010 kef, Tributary Width-16.20C ft,(Penal Load) ckeveq;....woARY Desi.n OK Mairinium Bendirg Strc Ratio 0:321: 1 Mairir;it4•1d- ,-§ipe;iTifitij '-'; 0.0 so Section used for this span W18x35 Section used for this span W18x 35 Ma:Applied 53.264k-ft Va Applied 5.305 k Mn I Omega:Allowable 165 918k-ft VntOmega;Allowable 106-70 k Load Combination +0+L Load Combination 1D+L Location of maximum on span 20.030ft Location of maximum on span 0.000 ft Span#where maximum OCCAM3 Span#I Span#Acne maximum occurs Span e 1 Maximum Deflection Max Downward Transient Deflection 0,607 in Retie= 793>ll2i1-0. Max Upward Transient Deflection 0.000 in Ratio= 0 <240.0 Max Downward Total Deflection 1.050 in Ratio= 459 > 160 Max Upward Total Deflection 0.000 in Ratio.= 0 <180 Overall Maximum Deflections Lead Ggnr,binalion Span Max Oat Location in Span Load Combination Max.*-0 Deft Location in Spun 4.D4.L I 1 0503 20,195 0.0090 0.000 Vertical Reactions Support notation t For!dill XI Values in KIPS Toad Combination Support 1 Support 2 °Vera?Whim 5.305 5.305 Overall MINnnum 1 342 1.342 Only 2.23T 2.237 +D+L 5 305 5.305 +D+9.7501. 4 s:ja 4,539 +0.600 1 34? 1 34? L only 3 Ot':, 3.060 812 LA CASSIA DR. BOISE, IDAHO 83705 (208)345-8941 PHONE (208)345-8946 FAX Page 27 of 41 • Structural Engineering Project Name: Costco#111 Calculations TAMARACK ' 0RovE Location: Portland, OR EN N r r `). Job Number: 21-17176 hie'21-17176 ero6 Steel Beam Software c ,yde trt ENERCALC,INC IBM-2020,Sulle11220 4-24 *:KW-M/12782 DESCRIPTION: W12x22 Bridge Beam CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CRC 2019,ASCE 7-16 Load Corn bination Set:ASCE 7-1 Material Properties Analysis Method. Allowable Strength Design Fy Steel Yield; 50-0 ksi Seam Bracing: Ream bracing m a n E.Modulus 29,000.0 ksi Bending Axis: Major Axis Bending Unbraced Len hs _Span*1,Defined Brace Locations,First Brace at It,Second Brace at 1.360 ft,Third Brace at 16.670 ft R(2 den L(S Dern OP 237)LO Outs) j4riiiitowatroimc4.4:44.1saw,„'„ , W1 2x 22 -span te.0 ft ..II Applied Loads Service loads entered.Load Factors will be applied for calculations_ Beam self weight calculated and added to loading Load(s)for Span Welber Point Load "2237, L"3.068 k 1,360 ft,(Reaction from Afts18x35 beam) Point Load 2.237, L 3.068 k m 16,670 ft,(RoactionfronWlboiarn) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0,372: 1 Maxi MIWYM Shear Stress Ratio= ()MI6 1 Section used for this Span W12x22 Section used for this span Wi 21122 Ma:Applied 8.028k-ft Va Applied 5.512 k Mn I Omega Allowable 21.595k-ft Vn/Omega Allowable 63.960 k Load Combination +Dr L Load Combination +Di Location of maximum on span 8,569 ft Location of maximum on span 16.000 ft Span#where maximum occurs Span 1 Span#where maximum occurs Span*1 Maximum Deflection Max Downward Transient Deflection 0.004 In Ratio= 3,390>=240. Max Upward Transient Deflection 0.000 in Ratio if. 0 <240.0 Max Downward Total Deflection 0.122 in Ratio— 1775 x.,160 Max Upward Total Deflection 0.000 in Ratio 0 <189 Overall Maximum Deflections Load Gontinotan Span Moir Del Location In Span Load Corribinnton Max "+'Defi .0 I vition In Span +D+L 1 0 1217 9000 0 0000 CI 000 Vertical Reactions Support'notation:Far lefts it Values In KIP'S Load Cornbinabon Support 1 Support 2 Overall litAXirriurn 5A94 5.512 Overall MINimurn 1.459 1.453 b Only 2.431 2.430 +D+L 5494 5.512 4040700L 4,72$ 4.744 v 0.00K7 'Lass' 1.45$ L Only a ma 1.071 812 LA CASSIA DR. BOISE, IDAHO 83705 (208)345-8941 PHONE (208) 345-8946 FAX Page 28 of 41 , ._ , _ ..... ..... , ...._. . . _ .._ .... _ . _ .. _ „ . . . _ ... .... _ .. ... .. , . . . Structural Engineering -4bo .4' . - 4Project Name: Costco#111 Calculations TAMARACK ' GROVE Location: Portland,OR Job Number: 21-17176 F,.. 2iTITITT,e.,,o Steel Column &Awe c 2,..IIENERCALC,INC 15.83-20211 Culla 12 20.8 24 KIN D6012782. DESCRIPTION: HSS5x5x3/16 Column Code References Calculations per AISC 360-10, BC 2018, CBC 2019, ASCE 7-18 Load Combinations Used:ASCE 7-16 General Information Steel Section Name: liSS5x5x3/16 Overall Column Height 20.1) fl Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade ,A500,Grade Et, Fy--=40 ks I, Carbon Brace condition for deflection(buckling)along columns: Fy'Steel Yield 46,0 ksi X.X(width)axis: E:Elastic Bending Modulus 29,000,0 ksi tinbraued Length for budding ABOUT Y.Y Axis=20.6ft,K=1.0 WI'(depth)axis: Unbraced Length for buckling ABOUT X-X Axis.20.6ft,K.1.0 Applied Loads Service toads entered Load Factors will be applied for calculations Column sett weight included:239,40 lbs'Dead Load Factor AXIAL LOADS... Reaction from W12x22 Beam:Axial Load at 20 0 ft,D=2.439,I.=3 073 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bendi rig Stress Ratio -= 0.1749 :1 Maximum Lead Reactions., Load Cominnation 1-DIAL TOP eiong X-X 0.0 K Location of max.abaire base 0.0 ft Bottom along X-X 0.0 k Al nit:ilea:liar location values are.,. Top along Y-Y 0.0 k Pa:Axial 5.751 k Bottom along Y-Y 0.0 k Pri i Omega:Allowable 32.881 k lAn-x;Applied '0.0 k-ft Maximum Lead Deflections... lutn-1 I Omega:Allowable 1 3,520 k-ft Along Y-Y 0.0 In at 0,0ft above base for load combination: Mal:APeliad 0.0 k-ft Mo-y/Omega;Allowable 13.520 k-ft Along X-X 0.0 in et 0,0ft above base for toed conibtriation: PASS Maximum Shear Siren Ratio.. 0.0 :1 Load Combination 0.0 Location of max,above base 0.0 ft At maximum location values are... Va:Applied 0.0 k Vn/{-Arnow:Allowable 0.0 k Load Combination Results Maximum Axial Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location OW Coy ItxLx(Rit KyLYRY Stress Ratio Status Location 0 Only 0.081 PASS 0.00 ft 1.00 1.00 122.45 122.45 0.000 PASS 0.00 ft *D+L OA 75 PASS 0.00 ft 1.00 1.00 122.45 122.45 0.000 PASS 0.00 ft *D+0.750L 0.152 PASS 0,00 ft 1.00 1.00 122.45 122.45 0.000 PASS 0.00 ft +0.60D 0.049 PASS 0.00 ft 1.00 1.00 122.45 122.45 0.000 PASS 0.00 ft maximum Reactions Mile.Only non-aern reactions are listed Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Nix-End Moments kfi My-End Moments Load Combination 4 Base rj Base 0)Top @ Base r-ci Top ED Bass if lop qi Base @ Top D Only 2.678 4-04L 6,751 1-0:11.750L 4.968 +0,60D 1.607 L Only 3,01,9 Extreme Reactions Axial Reaction X-X Axis Re aci3on k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments itom Extrarne Va lue @ Dame 0.13-eac @ Top @ Bose @ Top @BEIM ( Top @ Base Si Top Axial a Base Mani mon-, 5.751 ManImuni 1.607 812 LA CASSIA DR. BOISE, IDAHO 83705 (208)345-8941 PHONE (208)345-8946 FAX Page 29 of 41 Project Name: Costco#111 • Structural Engineering Calculations ACK GROVE .,... Location: Portland,OR TAMAFt ',- I'l `1 Job Number: 21-17176 St File:21-17176.ec6 eel Column saftw.Fee c 2,,,,Ev kit ENE RCALC,INC 1R8.3-2020,Guild:1720A 24 Lk.#:KW-0E0127W DESCRIPTION! HSS5x5x3/16 Column Extreme Reactions Anal Reaction X-X Axis Reaction k Y.I Axis Reaction Ma-End Moments k-ft My-End Moments kern Extrema Value 01 Base cit Base CO Top 6 Rase i Top fg Base @Top @ Base .t Top Reaction, X-X Axis Base Maximum /.678 — --- Minimum 2.678 Reaction, Y-Y Axis Base Maximum 2.678 4 Minimum 2.678 Reaction, X-X Axis Top Maximum 2.678 Minimum 2.678 Reaction, Y-Y Axis TOp Maximum 2.678 Minimum 7.678 Moment,Y.,-X Axle Oaug Maximum 2 78 Minimum 2..678 Moment,Y-Y Axis Base Maximum 2.678 Minimum 2-676 Moment, X-X Axle Top Maximum 2.678 Minimum 2.678 Moment. Y-Y Axis Ton Maximum 2.678 Minimum 2.678 Steel Section Properties : HS35x5x3116 ...... , ............. _ ...... ................ .... . ...... .... Depth .,. 5_000 in I xx . 12,60 ix-"4 4 ;.- -14.9U0 triA4 Design Thick 0.174 in 6 xx = 5.03 inA3 Width = 5.000 in R xx = 1.060 in Wall Thick -,.. O.18T in Zx . 5.690 kr 3 Area = 3.260 in"2 I yy r_ 12.600 lino4 C = 8.060 in,,3 Weight = 11.970 07 $yy = 5-030 MA3 R yy = 1_600 in Yog - 0_000 in Sketches -4-y , , 0 ,-' +X . = Alik. Load 1 4 5' ‘- f . ' 1 5.00in 812 LA CASSIA DR. BOISE, IDAHO 83705 (208)345-8941 PHONE (208) 345-8946 FAX Page 30 of 41 Project Name: Costco#111 Structural Engineering ,, 1,14.. -.1-it, - ..- .- , Calculations TAMARACK GROVE Location: Portland, OR FNG , AFFFING Job Number: 21-17176 SOFTWARE PRINTOUTS (ANCHOR) MIL:1M „ Hilti PROFIS Engineering 3.0.69 www.hilti.eom Company: Page: 1 Address. Specifier: Phone I Fax; I E-Mail; 11esign: Draftswall to floor anchor-RK Date' 5,28/2021 Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: KWIK F1US-EZ(KH.E2)1/4(1 518) li 11111111111111110111*flat iliNk , -.' ,-= A it., t,4 darn number: 123173 KH-EZ'WO Mr Effective embedment-depth: h„.,„,=1.180 In.,h =1.625 in. Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: liiritni 1 1 Zit l?U21 Proof: Design Method ACt 318-14/Moth Standoff installation: et,"'0.000 in.feu stand-oft);t=0.11e in. Anchor platen: I,x 1,.X t=2.000 in.x 24.000 In.x 0.118 in,:(Recommended plate thickness:not calculated) Profile" no profile ease material: cracked concrete,2500,fc'=2,500 psi;h-0.000 in. Installation: hammer drilled hole.Installation condition:Dry Reinforcement: tension:condition BI,shear condition B;no supplemental splitting reinforcement present edge reinforcement,none or.q.No.4 bar Seismic;loads(cat.(,0,E,.or F) Tension load,yes(17.2,3,4.3(d)) Shear load:yes(17.2.3.5.3(c)) a- The anchor calculation is based on a rigid anchor plate assumption. Geornotry[In.]S.Loading(lb,;nib] 4 11 _----- , . „......., ......- --- a,----- z .c, NO 12P 1%. X Input data and moult:,rnucl do ohcokod-far oonforrnity with Ow oniotin9 gond:liana and for plaunallitity! PROMS elb9areemi 9{t, 2 DO 3.•202 1 HO AQ,FI-4494 5cItalan HIlli le a reqlskared Trademark sil HH AO,5lantar 1 812 LA CASSIA DR. BOISE, IDAHO 83705 (208)345-8941 PHONE (208)345-8946 FAX Page 31 of 41 • Structural Engineering � � � `�,- ; Project Name: Costco#111 Calculations TAMARACK GROVE Location: Portland,OR r I W r rw rz i H G Job Number: 21-17176 11•1111116•Til Hilti PROFIS Engineering 3.0.69 we w.h ilti.corn Company Page 2 Address: Specifier: Phone I Fax.: I E-Mail: Design: Drafts_wall to floor anchor-Ric Date: 5/2812021 Fastening point: 1.1 Deslorn results Case Description Forces Ilbi I Moments iin.lb) Seismic Max.Utii.Anchor I%1 1 Gornbinabon t N=0 Vx=0;Vy=750; yes 99 l+1„=0;M =0:M,=CI; InpJ. and t.r.,r+-u, b eI d for 9GnfPlniymhh tho o,iating oonthtiona and for plouoirrty! FR Fr j, iu ?r J,J,32=J I H:4ti AG FL.-9d94.Ss'haan HIPS is a tegIsiefed Trademark of Hilo AG,Sciraan 2 812 LA CASSIA DR. BOISE, IDAHO 83705 (208) 345-8941 PHONE (208)345-8946 FAX Page 32 of 41 . . Structural Engineering 111116„. , Project Name: Costco#111 Calculations TAMARACK .7 GROVE Location: Portland,OR E " Cl " CCP ' " Q Job Number: 21-17176 11•41111L:7111.1 Hilt! PROFIS Engineering 3.0.69 www.hilscom Company. Page: Address: Specifier: Phone I Fax: Design: Drafts_wall to floor anchor- Date: 5/28/2021 Fastening point. 2 Proof I Utilization Governinfg Cases) Design values[11b1 Utilization Loading Proof Load Capacity Nikrhal Status I ension - N/A Shear Pryout Strength 750 763 -199 OK Loading Pv utilization IPKv Status Combined tension and shear loads N/A 3 Warnings - Please consider all details and hintsAvamings given in the detailed report! Fastening meets the design criteria! Input data and racutto must bt,andokad far aQatadrrnit,with the xiai dpna and for plouaa.iNtyl PROF IS Engineering(c)2403-2021 Hdli AG F1,9494 acheari 1111014 a re9latefed Trademark vitl,10 AG achaan 812 LA CASSIA DR. BOISE, IDAHO 83705 (208)345-8941 PHONE (208)345-8946 FAX Page 33 of 41 • Structural Engineering Project Name: Costco#111 Calculations TAMARACK' GROVE Location: Portland,OR Fri6114rFPItli: Job Number: 21-17176 11.1111Mnrill Hilti PROFIS Engineering 3.0.69 www.h ilti.corn Gempa ny• Psg 4 Address: Specifier; Phone I Fax: I E-Mail; Design' Drafts_wall to floor anchor-RK Date: 5/2812021 Fastening point: 4 Remarks: Your Cooperation Duties - Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security reaulations in am-edam-A with Hilles reehnical dirw.tinns and nrieratino moiintine and assembly Mice'retions etc that must he strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product The results of the calculations carried out by means of the Software are based essentially on the data you put In. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put In by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to Interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable.carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences.such es the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. input ciOta and roculto rmo b.DI-Melted for conformity r6111the exicting oprditi ono and for Plc.../,intY I PROF IS EngiriE•eriny f c)2C.03-202 I HOU AG,FIL-gawi scrwan Hilo is a reglalewel T[atlemarh-ol Hilt AO,Sthaan 4 812 LA CASSIA DR. BOISE, IDAHO 83705 (208)345-8941 PHONE (208) 345-8946 FAX Page 34 of 41 Project Name: Costco#111 Structural Engineering Calculations TAMARACK GROVE Location: Portland,OR c " 6I4 r ER ING Job Number: 21-17176 TESTING REPORT OR LARR CITY OF Los ANGELES noARn DEPARTIIIF NT Of BUILDING AND SAFETY CALIFORNIA BUILDING AND SAFETY COMM ISSIONERS 201 NOferti ri,3ucitCsA STitcci OS AN Cr t ED GA 90012 .1.474:111:111‘ VAN AM 1111 BATIELOS PRESiDEN1 vi DSAMA YOUNAN,P,E, E.FELICIA BRANNON GERERAL MANAGER VICE PRESIDENT SUPERINTENDENT Oe SU ktOING ERIC GARGETTI JOSELYN GEAGA-ROSENTHAL MAYOR GEORGE HOVAGUIMIAN JAVIER NUNEZ KPS GLOBAL, LLC RESEARCH REPORT: RR 24921 4201 North Beach St. (CS1# 13030) Fortworth, TX 76137 Expires: June 1, 2022 Attn: Joe James Issued Date: June 1, 2020 (682)317-5305 Code: 2020 LABC GENERAL APPROVAL —Renewal, Clerical Modification and Technical Modification — KPS Global - Wood-Frame and lnsul-Frame Wall and Ceiling Panels for Walk-in Coolers and Freezers for Indoor and Outdoor use. DESCRIPTION KPS Global,prefabricated wall and ceiling panels consist of minimum 31/2-inch wood or urethane lumber frames with 26 gage steel and a core of methane intim. The panels utilize "cam-lock" dc v ic CS to hold them together. The wood Frame Panels are made of S-P-F No.2 or better,while the Insul-Frame panels are made of moulded urethane foam having a density of 10.3 pounds per cubic foot.Fusion frame panels are made of moulded urethane foam having a density of 5.25 pounds per cubic foot with a wood or non-wood structural backing. The urethane foam is Dow or BASF Class 1 foam. Flame spread and smoke developed ratings per ASTM E-84 of 25 or less and 450 or less respectively. KPS Giobal-'Wood Frame, Insul-Frame and Fusion Frame fabricated walk-in coolers and freezers constructed of panels described above are approved with the following requirements: 1. Height to width ratio of units are as indicated in Table 2 and Table 4. RR 24921 Page 1 of 3 812 LA CASSIA DR. BOISE, IDAHO 83705 (208)345-8941 PHONE (208)345-8946 FAX Page 35 of 41 Structural Engineering Project Name: Costco#111 Calculations TAMARACK' GROVE Location: Portland,OR Job Number: 21-17176 KPS Global RE: Wall and Ceiling Panels for Walk-in Coolers and Freezers 2., No permanent loads,equipment or storage loads.shall be carried by the ceiling panels with the exception for the evaporator. If evaporator is supported from the top panel, it must be accounted for in calculations for ceiling panel loads_ For equipment loads, calculations demonstrating that the applied loads are Less than the maximum allowable loads must be submitted to the structural plan check section for each project. The calculations must be prepared by a California registered Civil Engineer or Architect. 3. The panels shall be considered combustible and may be used only in areas where combustible materials are permitted by the Code. 4. An approved fire retardant roof covering shall be placed over the panels when used as an exterior roof panel. S. The panels shall be fabricated in a shop of a licensed Type 1 fabricator approved by the Los Angeles City Building Department. Fabrication in unlicensed shops will invalidate this approval. If piping or other utilities are in the walls or ceilings a type LI fabricators license is required. DISCUSSION The report is in compliance with the 2020 Los Angeles City Building Code. The clerical modifications arc to change the contact information and update this report to 2020 LABC. The technical modifications are to modify the 26 gage steel, add Fusion Frame Panels and add Tables 3 and 4. The approval is based on tests. 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 Tnspectors. RR 24921 812 LA CASSIA DR. BOISE, IDAHO 83705 (208) 345-8941 PHONE (208)345-8946 FAX Page 36 of 41 Structural Engineering 4 Project Name: Costco#111 Calculations TAMARACK GROVE Location: Portland,OR F , GIN F F R + N .: Job Number: 21-17176 KPS Global RE: Wall and Ceiling Panels for Walk-in Coolers and Freezers This general approval of an equivalent alternate to the Code is only valid where an engineer andior 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, DAVTD CTIANG, Chief Engineering Research Section 201 N. Figueroa Si,Room 8S0 Los Angeles, CA 90012 Phone-213-202-9812 Fax- 213-202-9943 RR249211.ESWo f1a R`19`t 2N43.4 Attachment:Span Chart (4 page) RR 24921 812 LA CASSIA DR. BOISE, IDAHO 83705 (208)345-8941 PHONE (208)345-8946 FAX Page 37 of 41 LARR 24921 TA :QE I VI eh 2 el co e, -0 0-‘ n.) I•t) - CI 13j I- > C - - rrl n VI 0 -- (1') = = > ._ _ .• .• ____.. - 11111/11/RJJL 10P5itE11.3165 ........., ... __.,._ „ .... . ___ ...... WAILS vt (D eD 0 ,-mnr-lev. 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UJ 00 0 -1, 1--, Project Name: Costco#111 Structural Engineering Location: Portland,OR Calculations TAMARACK'1'GROVE , " c, , " , " ', Job Number: 21-17176 LARR 24921 TABLE 2 KPS Global Racking Shear - Based on PFS Load Test Report#05-37A Maximum Allowable Shear Load of Wood Framed Panels— Height to Width Ratio Allowable Shear PLF---- 4 70 1 — - 160 3101 — — 161 1--- 2101 179 1 Vz To I 216 1 To 1 333 1,12 Te 1 646 KPS Global Compressive 1 oad- Rased on PFS Test Report#05-37B -XIITUM Allovahle Vertic of Wood Framed Panels Panel Thickness(Inches) Rand Height(Feet) Allowable Vertical Load (PLF) 3 1/z 12 2°80 3 1/2 17 1946 3 112 22 1033 5 16 2779 1582 5 21 S 15 1037 KPS Global Racking Shear -Based on PFS Load Test Report #05-37A Maximum Allowable Shear Load of Insul-Frame Panels Height to Width Ratio Allowable Shear PLF 4 To 1 56 3 To 1 6.5 2 To 1 st3 i 1/2 To 1 108 11-0 1 136 1/2 To 1 208 , KPS Global Compressive Load- Based on PFS Test Report#05-3713 Maximum Allowable Vertical Load of Insul-fra me Panels Panel Thickness(Inches) Panel Height(Feet) Allowable Vertical Load(PLF) 3 V2 12 920 3 V2 17 714 — „ 3 11/2 22 603 5 16 1048 5 21 800 - - 5 26 623 812 LA CASSIA DR. BOISE, IDAHO 83705 (208)345-8941 PHONE (208)345-8946 FAX Page 39 of 41 - _....._ , . Structural Engineering NI, - . ,--: -. - , Project Name: Costco nil .. -- -, Calculations Location: TAMARACK - GROVE Portland,OR F '' G ' 1 r ' ''' ' W G Job Number: 21-17176 DOWEL BEARING STRENGTH VARIABLE VALUE UNITS DEFINITION Screw# 14 L 1.5 In. Total Screw Length 26 Skin Gauge 18 Angie Gaoge 5PF Wood Type 1? 0.196 in. Diameter.0=Dr for reduced body fasteners(see Table L3) F , 3350 psi Dowel Bearing Strength of&lain Member Fe, 51850 psi Dowel Bearing Strength of Side Member K 0 1 N/A 14(0.25*(0/90))where i is maximum angle to groin for any member t,,,, 0 0179 Vein ThirknP sc. t ono 0.0474 Angle Thickness T 0.484 Tapered Length L,, 0.9507 in. Rearing Length in Main Member,L t „ t„do, T L, 0.0474 in. Dowel Bearing Length in Side Member F,,,b 70000 psi Dowel Bending Yield Strength R, 0.05416 Fem/Fes R, 20 05696 I rnAs ki I 0 448262403 I JR,+2Re2(1+R L +RL2)+Ri2Re:4—Re(1+'IL) (1 + Rr) , k2 I 0.662695038 I—1-I-j2(1 +Re 2Fyb(1 1-2R )D2 )+ 1 + k, I 21.98259487 F'I 4- 2(1 +Re) Re 2Fy,(2+R„)131 3Fent152 REDUCTION TERM,Rd (0.2.5<-0c-1) R di 4 Reduction Term for I„,, and I, R,d2 . 3.6 . Reduction Term for II R d., 3.2 Reduction Term for ill„ III,,,, and IV REDUCTION TERM,R il {Dc0.2S) R., I 2.4G I !Reduction Terra for all Yield Modes 812 LA CASSIA DR. BOISE, IDAHO 83705 (208)345-8941 PHONE (208)345-8946 FAX Page 40 of 41 Project Name: Costco#111 Structural Engineering Portland,OR Calculations TAMARACK• GROVE Location: Job Number: 21-17176 YIELD LIMIT STATES YEILD MODE I SHEAR(18F) I FAILURE MECHANISM I EQUATION DIT„F 1,, I 253.75 I Rd DI,F„ s 233.58 'Bearing Failure of Side Member dl I 104,71 !Fastener Rotation kiD1,17„ i4;n Ilf I 159.52 'Double Bolt Sends &Aim i R.,)Rd 135.39 'Double Bolt Sends I k3DisF,„., (2 +AdRa, 9 2 2 Fe m ryb iv 1 190.17 I Two Double Bolt Beni* Rd 3(1 + REFERENCE DESIGN VALUE(LEIF) 104.7 812 LA CASSIA DR. BOISE, IDAHO 83705 (208)345-8941 PHONE (208)345-8946 FAX Page 41 of 41