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HomeMy WebLinkAbout19805 74th Ave Ne_BLD1465_2026 CITY OF ARLINGTON % 238 N. OLYMPIC AVE - ARLINGTON, WA. 98223 \� PHONE; (360)403-3551 BUILDING PERMIT Address: 19805 74th Ave NE Permit#:1465 Parcel#:31051400203000 Valuation:43000.00 OWNER APPLICANT CONTRACTOR Name:WEISS COMPANY X LLC Name:Warehouse Solutions N.W. Name:Warehouse Solutions NW Address: 1402 THIRD AVE STE 601 Address:9803 Portland Ave E Address:9803 Portland Ave E City,State Zip:SEATTLE,WA 98101 City,State Zip:Tacoma,WA 98445 City,State Zip:Tacoma,WA 98445 Phone: Phone:253-202-8895 Phone:253-202-8895 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Commercial Alteration CODE YEAR: 2015 STORIES: I CONST.TYPE: DWELLING UNITS: 0 OCC GROUP: BUILDINGS: 1 OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110. SALES TAX NOTICE:Sales tax relating to construction and construction materials in the City of tin t tust be reported on your sales tax return form and coded City of Arlington#3101. -23 Signature Print Name Date 'Released By Date CONDITIONS Adhere to approved plans. Provide special inspection approval documentation to the City. THIS PERMIT AUTHORTZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 5/23/2017 Building Permit Fee $811.26 5/23/2017 Building Plan Review Fee $527 32 5/23/2017 Processing/Technology Fee $25.00 5/23/2017 State Building Code Surcharge Fee $4.50 Total Due: $1,368.08 Total Payment: $527.32 Balance Due: $840.76 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: 1 Permit Information Date 5/18/2017 Permit Number 1465 Project Name Prohibition Brands Applicant Name Warehouse Solutions N.W. Applicant Address 9803 Portland Ave E City,State,Zip Tacoma,WA 98445 Contact Robert Smith Phone 253-202-8895 Email robert@wsnrack.com Permit Type Commercial Alteration Site Address 19805 74th Ave NE Valuation 43000.00 Status Applied Permit Issued Permit Expires Square Feet 0 Type of Construction/Occupancy Load Number of Stories 1 Proposed Use Racking for 1 502 Producer/Processor Assigned To Kristin Foster Contractors Contractor Name Primary Phone Email Contractor License License# Contact Type Warehouse Solutions 895(Robert Smith 8 2- rovert@wsnrack.corrCONTRACTOR (Labor and I NAREHSN912CC VW 8895 (Industries Review Date Type Description ITaraet Date Completed Date Assigned To Status 5/18/2017 lcommercial T.I. 5/25/2017 JRick Karns 111n Review Fees Fee Description Notes Amount Building Plan Review Feel 345.83.00.00 $527 32 Totall $527.32 Payments Date Paid By Amount Description Payment Type Accepted B 5/18/2017 JRobert Smith $527.32 34767971 cc LET Y U� COMMERCIAL REMODEL ��,� o PERMIT APPLICATION Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone(360)403-3551 The building permit does not include any mechanical, electrical, plumbing or fire sprinkler/alarm work. These permits are issued separately. Mechanical, electrical, plumbing, or fire sprinkler/alarm permits require a separate permit application and may also require separate plan review. Please note that any tenant improvement work in a space that involves food handling or preparation requires Snohomish County Health District approval before the permit can be issued. You must provide the Permit Center a copy of the approval letter or the approved plans. Contact the Snohomish County Health District at(425) 339-5250 with any questions or for more information. An intake appointment is required for all large Tenant Improvement Building Permit Applications. To determine if your project requires an intake appointment, to schedule an appointment or to ensure that you have the most current information, please contact the City of Arlington Permit Center at(360)403-3551 or by email to ced(�arlingtonwa.gov Application by courier or mail will not be accepted. Incomplete applications will not be accepted. I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. REV 2015 Page 5 of 7 C1V Y 0 COMMERCIAL REMODEL PERMIT APPLICATION Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone(360)403-3551 Project Name/Tenant ru �-�1d;-) /yhth Site Address_OM- �`� *4-- Bldg./Unit/Suite IBC Construction Type .46x�f IBC Occupancy Type ` 6"U, J 1, Description of Use G".w Po� Building Square Footage Number of Stories Square Footage per Floor Will there be any installation, modification or removal of the following? (Check all that apply) ❑ Automatic fire extinguishing systems ❑ Compressed gas systems ❑ Fire alarm and detection systems ❑ Fire pumps ❑ Flammable and combustible liquids(tanks, piping etc...) ❑ Hazardous materials 1 High piled/rack storage ❑ Industrial ovens/furnace ❑ Private fire hydrants ❑ Spraying or dipping operations ❑ Standpipe systems ❑ Temporary membrane structure,tents(>200sq ft)or canopies(>400 sq ft) Provide details on any of the above checked items: ( / *d �u4 o fQ��r �V" �7 Installation,changes,modifications or removal of any of the above may require additional submittals, information,or permits during the plan review or construction process. I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above-described property will be in accordance with the laws, rules and regulation of the State of Washington. Applicants Signature Print Applicants Name Date FOR STAFF USE ONLY Receiv I I ' t o N17 Permit# Amount Received Receipt# Date Received REV 2015 Page 7 of 7 5/18/2017 WAREHOUSE SOLUTIONS NW LLC jSearCh L&I ,_r,haute I N;ih al, Safety&Health Glairns&Insurance V`Jorkplace Rights Trades&Licensing Washington State Department of `J Labor & Industries WAREHOUSE SOLUTIONS NW LLC Owner or tradesperson 29026 39TH AVE S SMITH, ROBERT RODNEY AUBURN,WA 98001 253-709-4696 Principals KING County SMITH, ROBERT RODNEY, PARTNER/MEMBER Doing business as WAREHOUSE SOLUTIONS NW LLC WA UBI No. Business type 602 889 014 Limited Liability Company Governing persons ROBERT SMITH License Verify the contractor's active registration/license/certification(depending on trade)and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. WAREHSN912CC Effective—expiration 02/03/2009—02/03/2019 Bond Wesco Insurance Co $12,000.00 Bond account no. 46WBO40686 Received by L&I Effective date 01/10/2014 01/30/2014 Expiration date Until Canceled Bond history Insurance Underwriters at Lloyds $1,000,000.00 Policy no. AC251000199 Received by L&I Effective date 01/06/2017 01/30/2017 Expiration date 01/30/2018 Insurance history Savings ............... .. No savings accounts during the previous 6 year period. Hera us improve https://secure.Ini.wa.gov/verify/Detai I.aspx?U BI=602889014&LIC=WAREH SN912CC&SAW= 1/2 1-0 d � trJ H �, n 0• z r� N rt c W o r � rt y yC� 000 000 o O � `ten o Z Z C) CDH y rD 0 0 C. r U) y 3 n [ tt .P-t 0-1 o o r z C H ( > Z n m -3 It z U `o c o o o (D °p r n n n nIt 1 d Ci O z CD � m L dr�.yy Z3 Sri 2- \./ Od (Drt � � It y rD '� ° z tTl 0 u l d (� �. y r H U-) o an C7 m C) G o rt It rt `C C z x Pam, z n H � a\ � x o Ul r c� O zo eD FD+ � � � T 1 ���� 18530 MERIDIAN AVE N. SHORELINE, WA 98133 ENGINEERING Structural Calculations For Prohibition Brands 19805 74th Ave Arlington, WA 98223 BE Project 4 17043 April 5, 2017 2015 International Building Code OFFICE COPY. 3W41 Received APR 17 2017 91D 142V Property Sheet No. of Address_ _ Initials Project all 1 Al 'AND DESIGN OF DECK STRUCTURE l - er, b'i A% (,o& TmNr" fio 0 12t GL� e r ' 1 V__ l/ S'�►11'�'.H .� " f�� f4-t ... i T = - 2�51lo d P7 4,4wtA&v = 1 z s—r; 1�'� tl v X 9 ' X o, c-'. !_ y.y r•j�o' ��� yar�o� > o, 74 Property Sheet No. of Address Initials Project# Co/V+;-S 717 a v eA-4 C ,ra y"'rr . �l��n�� e,1-7 l 5--&17) X l y 5 ,r— b.17' l .. - 2 f t D•1�t 8 sr 3 Mk I - '� Property Sheet No, of Address Initials Project# L j, -�✓ ° �l x / off- oL - 1 ` I . I i ; Burt Engineering PLLC Project Title: B118530 Meridian Ave N Engineer: Project ID: BURT Shoreline,WA 98133 Project Descr: ENGINEERING cb@burtengineering.com (206)779-6856 _ Printed:5APR 2017. UOM Wood Beam File=C:IUsers\CORNELL\ONEDRI�-11BURTEN-11ENERCALC\ENERCA-Abrands.ec6 ENERCALC,INC.1983-2017,Build:6.17.3.17,Ver.6.17.3.17 1:11 Description: deck beam ' CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 850 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 850 psi Ebend-xx 1300 ksi Fc-Prll 1300 psi Eminbend-xx 470 ksi Wood Species : Hem Fir Fc-Perp 405 psi Wood Grade :No.2 Fv 150 psi Ft 525 psi Density 26.83 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0.06 L 0.24 - - 4x8 Span=8.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.060 ksf, Tributary Width=4.0 ft,(deck beam) DESIGN SUMMARY ■ • Maximum Bending Stress Ratio = 0.8501 Maximum Shear Stress Ratio = 0.404 : 1 Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 939.29 psi fv:Actual = 60.58 psi FB:Allowable = 1,105.00psi Fv:Allowable = 150.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.000ft Location of maximum on span = 7.416 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.154 in Ratio= 623>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.192 in Ratio= 498>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.189 0.090 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.48 187.86 994.50 0.20 12.12 135.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.850 0.404 1.00 1.300 1.00 1.00 1.00 1.00 1.00 2.40 939.29 1105.00 1.02 60.58 150.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.136 0.065 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.48 187.86 1381.25 0.20 12.12 187.50 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.148 0.070 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.48 187.86 1270.75 0.20 12.12 172.50 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.544 0.258 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.92 751.43 1381.25 0.82 48.46 187.50 +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 It 1 0.591 0.281 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.92 751.43 1270.75 0.82 48.46 172.50 r I Burt Engineering PLLC Project Title: BYBUR T 18530 Meridian Ave N Engineer: Project ID: Shoreline,WA 98133 Project Descr: ENGINEERING cb@burtengineering.com (206)779-6856 Printed:5 APR 2017.1:34AM t Wood Beam File=C:\Users\CORNELL\ONEDRI-1\BURTEN-1\ENERCALC\ENERCA-2lbrands.ec6 n ENERCALC,INC.1983-2017,Build:6.17.3.17,Ver:6.17.3.17 r.rr Description: deck beam Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i C r C m C t C L M fb Ph V fv F'v +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.106 0.050 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.48 187.86 1768.00 0.20 12.12 240.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.106 0.050 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.48 187.86 1768.00 0.20 12.12 240.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.425 0.202 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.92 751.43 1768.00 0.82 48.46 240.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length=8.0 ft 1 0.425 0.202 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.92 751.43 1768.00 0.82 48.46 240.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.425 0.202 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.92 751.43 1768.00 0.82 48.46 240.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.064 0.030 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.29 112.71 1768.00 0.12 7.27 240.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.064 0.030 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.29 112.71 1768.00 0.12 7.27 240.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.1925 4.029 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.200 1.200 Overall MINimum 0.144 0.144 +D+H 0.240 0.240 +D+L+H 1.200 1.200 +D+Lr+H 0.240 0.240 +D+S+H 0.240 0.240 +D+0.750Lr+0.750L+H 0.960 0.960 +D+0.750L+0.750S+H 0.960 0.960 +D+0.60W+H 0.240 0.240 +D+0.70E+H 0.240 0.240 +D+0.750Lr+0.750L+0.450W+H 0.960 0.960 +D+0.750L+0.750S+0.450W+H 0.960 0.960 +D+0.750L+0.750S+0.5250E+H 0.960 0.960 +0.60D+0.60W+0.60H 0.144 0.144 +0.60D+0.70E+0.60H 0.144 0.144 D Only 0.240 0.240 Lr Only L Only 0.960 0.960 S Only W Only E Only H Only Design Maps Summary Report https://earthquake.usgs.gov/cnl/designmaps/us/summary.php?template=... SUS^' Design Maps Summary Report User-Specified Input Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 48.175740N, 122.13267°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III ZIM IF 5tanwood. EIREY HILL NAVAL P OF, 1 i, RESjf,�11+ S T�1�40 ttA>VlfSH SLISAhI �f5i 4YrtT�ON . 1 + " BA 1 Arlington;;. 'Warm Beach + ARL INGTON AIA/NAAIRoORT • I .. TULALIP RESERVATION ,Granite Falls mill USGS—Provided Output Ss = 1.061g S,,,s = 1.141g Sps = 0.761g Sl = 0.413 g SMl = 0.655 g So, = 0.437 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. l i=a Response Spectrum Resign Response Spectrum CLW I d] o.ao aes Q&4 a9L CL% aaz ..F1\ N aam a<0 aaa aM a-V ax+ 024 ale alz aun am am 007 am Q30 ao] a:w 63 im 1.10 1.60 I.aa zoa CUA] 023 rLW am ciao 1.03 1.m 1.90 Im 1-93 203 Period,r(see) Period r(see) For PGAM,TL, CRS, and CRl values, please view the detailed rem. Although this information Is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool Is not a substitute for technical subject-matter knowledge. 1 of 1 3/24/2017 10:57 PM Burt Engineering PLLC Project Title: BEBURT 18530 Meridian Ave N Engineer: Project ID: Shoreline,WA 98133 Project Descr: ENGINEERING cb@burtengineering.com (206)779-6856 { Printed:5APR2017,1:32AM I General Footle File=C:\Users\CORNELL\ONEDRI-1\BURTEN-1\ENERCALC\ENERCA-2\brands.ec6 s V g ENERCALC.INC.1983-2017.Build:6.17.3.17,Ver:617.3.17 r.r0 Description: grade beam Code References _^ Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface 3.0 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.50 1 Min.Sliding Safety Factor = 1.0 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than = ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 2.667 ft Length parallel to Z-Z Axis = 11.0 ft Footing Thickness = 12.50 in Load location offset from footing center... ex:Prll to X-X Axis = 2 in in R x Pedestal dimensions... px:parallel to X-X Axis — in pz:parallel to Z-Z Axis = in Height inCL Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in — r u Reinforcing " W Bars parallel to X-X Axis Number of Bars — 10.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 6.0 Reinforcing Bar Size = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) V•fJ4;r,p4,; •. Direction Requiring Closer Separation r X-X Axis #Bars required wit p g within zone 39.0% #Bars required on each side of zone 61.0 Applied Loads — D Lr L S W E H P:Column Load = 2.0 20.0 k OB:Overburden ksf M-xx = 40.0 k-ft M-zz = _ k-ft V-x = k V-z = k Burt Engineering PLLC Project Title: B1BURT 18530 Meridian Ave N Engineer: Project ID: Shoreline,WA 98133 Project Descr: ENGINEERING cb@burtengineering.com (206)779-6856 _ Printed:5 APR 2017.1:32AM G@n@�8� FOOtl11 File=C:\UsersICORNELLIONEDRI-11BURTEN-1IENERCALCIENERCA--2lbrands.ec6� g ENERCALC.INC.1983-2017,Build:6.17.3.17,Ver:6.17.3.17 111Licensee: Description: grade beam ' DESIGN SUMMARY - • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9287 Soil Bearing 1.393 ksf 1.50 ksf +D+L+H about Z-Z axis PASS 1.503 Overturning-X-X 28.0 k-ft 42.078 k-ft +0.60D+0.70E+0.60H PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.08635 Z Flexure(+X) 1.010 k-ft 11.697 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0,08637 Z Flexure(-X) 1.010 k-ft 11.697 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.6410 X Flexure(+Z) 17.735 k-ft 27.669 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.6410 X Flexure(-Z) 17.735 k-ft 27.669 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.05899 1-way Shear(+X) 4.846 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.06456 1-way Shear(-X) 5.304 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0,5968 1-way Shear(+Z) 49.029 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.5968 1-way Shear(-Z) 49.029 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.5683 2-way Punching 93.385 psi 164.317 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 1.50 n/a 0.0 0.4346 0.4346 n/a n/a 0.290 X-X,+D+L+H 1.50 nla 0.0 1.116 1.116 n/a n/a 0.744 X-X,+D+Lr+H 1.50 n/a 0.0 0.4346 0.4346 n/a n/a 0.290 X-X,+D+S+H 1.50 n/a 0.0 0.4346 0.4346 n/a n/a 0.290 X-X,+D+0.750Lr+0.750L+H 1.50 nla 0.0 0.9459 0.9459 n/a n/a 0.631 X-X,+D+0.750L+0.750S+H 1.50 nla 0.0 0.9459 0.9459 n/a nla 0.631 X-X,+D+0.60W+H 1.50 n/a 0.0 0.4346 0.4346 n/a nla 0.290 X-X,+D+0.70E+H 1.50 n/a 26.351 0.0 0.9557 n/a n/a 0.637 X-X,+D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 0.9459 0.9459 n/a n/a 0.631 X-X,+D+0.750L+0.750S+0.450W+H 1.50 n/a 0.0 0.9459 0.9459 n/a n/a 0.631 X-X,+D+0.750L+0.750S+0.5250E+H 1.50 n/a 9.081 0.5620 1.330 n/a n/a 0.887 X-X,+0.60D+0.60W+0.60H 1.50 n/a 0.0 0.2608 0.2608 n/a n/a 0.174 X-X,+0.60D+0.70E+0.60H 1.50 n/a 43.919 0.0 1.022 n/a n/a 0.681 Z-Z,+D+H 1.50 0.3137 n/a n/a n/a 0.4095 0.4598 0.307 Z_Z,+D+L+H 1.50 1.343 n/a n/a n/a 0.8399 1.393 0.929 Z-Z,+D+Lr+H 1.50 0.3137 n/a n/a n/a 0.4095 0.4598 0.307 Z-Z,+D+S+H 1.50 0.3137 n/a n/a nla 0.4095 0.4598 0.307 Z-Z,+D+0.750Lr+0.750L+H 1.50 1.225 n/a n/a n/a 0.7323 1.160 0.773 Z-Z,+D+0.750L+0.750S+H 1.50 1.225 n/a n/a n/a 0.7323 1.160 0.773 Z-Z,+D+0.60W+H 1.50 0.3137 n/a n/a n/a 0.4095 0.4598 0.307 Z-Z,+D+0.70E+H 1.50 0.3137 n/a n/a n/a 0.4095 0.4598 0.307 Z-Z,+D+0.750Lr+0.750L+0.450W+H 1.50 1.225 n/a n/a nla 0.7323 1.160 0.773 Z-Z,+D+0.750L+0.750S+0.450W+H 1.50 1.225 n/a n/a nla 0.7323 1.160 0.773 Z-Z,+D+0.750L+0.750S+0.5250E+H 1.50 1.225 n/a n/a nla 0.7323 1.160 0.773 Z-Z,+0.60D+0.60W+0.60H 1.50 0.3137 n/a n/a n/a 0.2457 0.2759 0.184 Z-Z,+0.60D+0.70E+0.60H 1.50 0.3137 n/a n/a n/a 0.2457 0.2759 0.184 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X,+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X,+D+0.60W+H None 0.0 k-ft Infinitv OK X-X,+D+0.70E+H 28.0 k-ft 70.129 k-ft 2.505 OK X-X,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinitv OK X-X,+D+0.750L+0.750S+0.450W+H None 0.0 k-ft Infinitv OK Burt Engineering PLLC Project Title: 18530 Meridian Ave N Engineer: Project ID: BU R T Shoreline,WA 98133 Project Descr: ENGINEERING I cb@burtengineering.com BL1 (206)779-6856 _ Printed:5 APR 2017,1:32AM [General FootingFile=C:\Users\CORNELL\ONEDRI�-1\BURTEN-1\ENERCALC\ENERCA-2\brands,ec6 ENERCALC,INC.1983-2017,Build:6.17.3.17,Ver.6.17.3.17 r.r0 Description: grade beam Overtuming Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+0.750L+0.750S+0.5250E+H 21.0 k-ft 152.629 k-ft 7.268 OK X-X,+0.60D+0.60W+0.60H None 0.0 k-ft Infinity OK X-X,+0.60D+0.70E+0.60H 28.0 k-ft 42.078 k-ft 1.503 OK Z-Z,+D+H None 17.337 k-ft Infinitv OK Z-Z,+D+L+H None 47.340 k-ft Infinitv OK Z-Z,+D+Lr+H None 17.337 k-ft Infinity OK Z-Z,+D+S+H None 17.337 k-ft Infinity OK Z-Z,+D+0.750Lr+0.750L+H None 39.839 k-ft Infinitv OK Z-Z,+D+0.750L+0.750S+H None 39.839 k-ft Infinitv OK Z-Z,+D+0.60W+H None 17.337 k-ft Infinitv OK Z-Z,+D+0.70E+H None 17.337 k-ft Infinitv OK Z-Z,+D+0.750Lr+0.750L+0.450W+H None 39.839 k-ft Infinitv OK Z-Z,+D+0.750L+0.750S+0.450W+H None 39.839 k-ft Infinitv OK Z-Z,+D+0.750L+0.750S+0.5250E+H None 39.839 k-ft Infinitv OK Z-Z,+0.60D+0.60W+0.60H None 10.402 k-ft Infinitv OK Z-Z,+0.60D+0.70E+0.60H None 10.402 k-ft Infinitv OK Footing Flexure Mu Side Tension As Req'd Gvrn.As Actual As Phi"Mn Flexure Axis&Load Combination Status k-ft Surface inA2 inA2 in12 k-ft X-X,+1.40D+1.60H 1.444 +Z Bottom 0.27 Min Temp% 0.6974 27.669 OK X-X,+1.40D+1.60H 1.444 -Z Bottom 0.27 Min Temp% 0.6974 27.669 OK X-X,+1.20D+0.50Lr+1.60L+1,60H 17.735 +Z Bottom 0.4343279990813 Min for Bending 0.6974 27.669 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 17.735 -Z Bottom 0.4343279990813 Min for Bending 0.6974 27.669 OK X-X,+1.20D+1,60L+0.50S+1.60H 17.735 +Z Bottom 0.4343279990813 Min for Bending 0.6974 27.669 OK X-X,+1.20D+1.60L+0.50S+1.60H 17.735 -Z Bottom 0.4343279990813 Min for Bending 0.6974 27.669 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 6.393 +Z Bottom 0.27 Min Temp% 0.6974 27.669 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 6.393 -Z Bottom 0.27 Min Temp% 0.6974 27.669 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 1.237 +Z Bottom 0.27 Min Temp% 0.6974 27.669 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 1.237 -Z Bottom 0.27 Min Temp% 0.6974 27.669 OK X-X,+1.20D+0.50L+1.60S+1.60H 6.393 +Z Bottom 0.27 Min Temp% 0.6974 27.669 OK X-X,+1.20D+0.50L+1.60S+1.60H 6.393 -Z Bottom 0.27 Min Temp% 0.6974 27.669 OK X-X,+1.20D+1.60S+0.50W+1.60H 1.237 +Z Bottom 0.27 Min Temp% 0.6974 27.669 OK X-X,+1.20D+1.60S+0.50W+1.60H 1.237 -Z Bottom 0.27 Min Temp% 0.6974 27.669 OK X-X,+1.20D+0.50Lr+0.50L+W+1,60H 6.393 +Z Bottom 0.27 Min Temp% 0.6974 27.669 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 6.393 -Z Bottom 0.27 Min Temp% 0,6974 27.669 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 6.393 +Z Bottom 0.27 Min Temp% 0,6974 27.669 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 6.393 -Z Bottom 0.27 Min Temp% 0,6974 27.669 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 13.890 +Z Bottom 0.3366033038062 Min for Bending 0.6974 27.669 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 1.104 -Z Top 0.27 Min Temp% 0.6974 27.669 OK X-X,+0.90D+W+0.90H 0.9280 +Z Bottom 0.27 Min Temp% 0.6974 27.669 OK X-X,+0.90D+W+0.90H 0.9280 -Z Bottom 0.27 Min Temp% 0.6974 27.669 OK X-X,+0.90D+E+0,90H 10.012 +Z Bottom 0.27 Min Temp% 0.6974 27.669 OK X-X,+0.90D+E+0.90H 4.982 -Z Top 0.27 Min Temp% 0.6974 27.669 OK Z-Z,+1.40D+1.60H 0.08223 -X Bottom 0.27 Min Temp% 0.2818 11.697 OK Z-Z,+1.40D+1.60H 0.08222 +X Bottom 0.27 Min Temp% 0.2818 11.697 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 1.010 -X Bottom 0.27 Min Temp% 0.2818 11.697 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 1.010 +X Bottom 0.27 Min Temp% 0,2818 11.697 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 1.010 -X Bottom 0.27 Min Temp% 0.2818 11.697 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 1.010 +X Bottom 0.27 Min Temp% 0,2818 11.697 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.3642 -X Bottom 0.27 Min Temp% 0,2818 11.697 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.3641 +X Bottom 0.27 Min Temp% 0.2818 11.697 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.07048 -X Bottom 0.27 Min Temp% 0.2818 11.697 OK Z-Z,+1.20D+1,60Lr+0.50W+1.60H 0.07047 +X Bottom 0.27 Min Temp% 0.2818 11.697 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.3642 -X Bottom 0.27 Min Temp% 0.2818 11.697 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.3641 +X Bottom 0.27 Min Temp% 0.2818 11.697 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.07048 -X Bottom 0.27 Min Temp% 0.2818 11.697 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.07047 +X Bottom 0.27 Min Temp% 0.2818 11.697 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.3642 -X Bottom 0.27 Min Temp% 0.2818 11.697 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.3641 +X Bottom 0.27 Min Temp% 0.2818 11.697 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.3642 -X Bottom 0.27 Min Temp% 0.2818 11.697 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.3641 +X Bottom 0.27 Min Temp% 0.2818 11.697 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.3642 -X Bottom 0.27 Min Temp% 0.2818 11.697 OK Burt Engineering PLLC Project Title: BUR T 18530 Meridian Ave N Engineer: Project ID: Shoreline,WA 98133 Project Descr: ENGINEERING cb@burtengineering.com (206)779-6856 Printed:5 APR 2017. 1:32AM General Footin File=C:lUsersICORNELLIONEDRI-11BURTEN-11ENERCALC%ENERCA-2&ar&ec6 ` g ENERCALC,INC.1983-2017,Build:6.17.3,17,Ver.6.17.3A 1.0 Licensee: Description: grade beam ' Footing Flexure Mu Side Tension As Re 'd Gvrn.As Actual As Phi*Mn Flexure Axis&Load Combination q Status k-ft Surface in^2 in^2 in12 k-ft Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.3641 +X Bottom 0.27 Min Temp% 0,2818 11.697 OK Z-Z,+0.90D+W+0,90H 0.05286 -X Bottom 0.27 Min Temp% 0.2818 11.697 OK Z-Z,+0.90D+W+0.90H 0.05285 +X Bottom 0.27 Min Temp% 0.2818 11.697 OK Z-Z,+0.90D+E+0.90H 0.05286 -X Bottom 0.27 Min Temp% 0.2818 11.697 OK Z-Z,+0.90D+E+0.90H 0.05285 +X Bottom 0.27 Min Temp% 0.2818 11.697 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 0.43 psi 0.39 psi 3.99 psi 3.99 psi 3.99 psi 82.16 psi 0.05 0.00 +1.20D+0.50Lr+1.60L+1.60H 5.30 psi 4.85 psi 49.03 psi 49.03 psi 49.03 psi 82.16 psi 0.60 0.00 +1.20D+1.60L+0.50S+1.60H 5.30 psi 4.85 psi 49.03 psi 49.03 psi 49.03 psi 82.16 psi 0.60 0.00 +1.20D+1.60Lr+0.50L+1.60H 1.91 psi 1.75 psi 17.67 psi 17.67 psi 17.67 psi 82.16 psi 0.22 0.00 +1.20D+1.60Lr+0.50W+1.60H 0.37 psi 0.34 psi 3.42 psi 3.42 psi 3.42 psi 82.16 psi 0.04 0.00 +1.20D+0.50L+1.60S+1.60H 1.91 psi 1.75 Dsl 17.67 psi 17.67 psi 17.67 psi 82.16 psi 0.22 0.00 +1.20D+1.60S+0.50W+1.60H 0.37 psi 0.34 psi 3.42 psi 3.42 psi 3.42 psi 82.16 psi 0.04 0.00 +1.20D+0.50Lr+0.50L+W+1.60H 1.91 psi 1.75 psi 17.67 psi 17.67 psi 17.67 psi 82.16 psi 0.22 0.00 +1.20D+0.50L+0.50S+W+1.60H 1.91 psi 1.75 psi 17.67 psi 17.67 psi 17.67 psi 82.16 psi 0.22 0.00 +1.20D+0.50L+0.20S+E+1.60H 1.91 psi 1.75 psi 0.05 psi 35.30 psi 35.30 psi 82.16 psi 0.43 0.00 +0.90D+W+0.90H 0.28 psi 0.25 psi 2.57 psi 2.57 psi 2.57 psi 82.16 psi 0.03 0.00 +0.90D+E+0.90H 0.28 psi 0.25 psi 13.79 psi 22.27 psi 22.27 psi 82.16 psi 0.27 0.00 Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 7.60 psi 164.32psi 0.04626 OK +1.20D+0.50Lr+1.60L+1.60H 93.39 psi 164.32psi 0.5683 OK +1.20D+1.60L+0.50S+1.60H 93.39 psi 164.32psi 0.5683 OK +1.20D+1.60Lr+0.50L+1.60H 33.66 psi 164.32psi 0.2049 OK +1.20D+1.60Lr+0.50W+1.60H 6.52 psi 164.32psi 0.03965 OK +1.20D+0.50L+1.60S+1.60H 33.66 psi 164.32psi 0.2049 OK +1.20D+1.60S+0.50W+1.60H 6.52 psi 164.32osi 0.03965 OK +1.20D+0.50Lr+0.50L+W+1.60H 33.66 psi 164.32nsi 0.2049 OK +1.20D+0.50L+0.50S+W+1.60H 33.66 psi 164.32nsi 0.2049 OK +1.20D+0.50L+0.20S+E+1.60H 33.66 psi 164.32osi 0,2049 OK +0.90D+W+0.90H 4.89 psi 164.32nsi 0,02974 OK +0.90D+E+0.90H 5.31 psi 164.32nsi 0.03234 OK Anchor Designer TM Company: Date: 3/30/2017 Engineer: Page: 1/5 Software Project: Version 2.4.5940.0 Address: Phone: E-mail: 1.Proiect information Customer company:Owner Project description: MBS structure Customer contact name:prohibited brands Location: Customer e-mail: Fastening description: Comment: 2,Inuut Data&Anchor Parameters General Base Material Design method:ACI 318-11 Concrete: Normal-weight Units: Imperial units Concrete thickness,h(inch):48.00 State:Cracked Anchor Information: Compressive strength,f.(psi):3000 Anchor type:Cast-in-place W.,v:1.0 Material:AB Reinforcement condition:B tension,B shear Diameter(inch):0.625 Supplemental reinforcement:Not applicable Effective Embedment depth,her(inch):6.000 Reinforcement provided at corners:Yes Anchor category:- Do not evaluate concrete breakout in tension: No Anchor ductility:Yes Do not evaluate concrete breakout in shear:No hmin(inch):8.13 Ignore Edo requirement:Yes C.min(inch): 1.38 Build-up grout pad: No Smin(inch):2.50 Base Plate Load and Geometry Length x Width x Thickness(inch):8.00 x 4.00 x 1.00 Load factor source:ACI 318 Section 9.2 Load combination:not set Seismic design:Yes Anchors subjected to sustained tension:Not applicable Ductility section for tension:D.3.3.4.2 not applicable Ductility section for shear:D.3.3.5.2 not applicable 4o factor:not set Z Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:Yes$000 lb <Figure 1> O Ib Z0001 -y X 0 ft-lb 0 a Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com • Anchor Designer TM Company: Date: 3/30/2017 Engineer: Page: 2/5 Software Project: Version 2.4.5940.0 Address: Phone: E-mail: <Figure 2> O O N ri 18.00 Recommended Anchor Anchor Name: PAB Pre-Assembled Anchor Bolt-PAB5(5/8"0) Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com OTT • Anchor Designer TM Company: Date: 3/30/2017 Engineer: Page: 3/5 Software Project: Version 2.4.5940.0 Address: e Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.a(Ib) V­(lb) V.ay(lb) q(V...)'+(Vuay)2(lb) 1 5000.0 2000.0 0.0 2000.0 Sum 5000.0 2000.0 0.0 2000.0 Maximum concrete compression strain(%c):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(lb):5000 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis,e'W(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Y Eccentricity of resultant shear forces in x-axis,e'v■(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 XT 4.Steel Strength of Anchor in Tension(Sec.D.5.11 Ns (Ib) 0 ON..(lb) 13100 0.75 9825 5.Concrete Breakout Strength of Anchor in Tension(Sec.D.5.4 Nb=kcA.*'chd`(Eq. D-6) kc Aa f'c(psi) hei(in) Nb(Ib) 24.0 1.00 3000 6.000 19320 0.750Ncb=0.750(ANcI ANce)Wed,NWc,NV p,NNb(Sec.D.4.1 &Eq.D-3) ANc(InZ) AN..(InZ �Nd,N V,N �'.p,N Nb(Ib) 0 0.75^b(lb) 390.06 324.00 1.000 1.00 1.000 19320 0.70 12211 6.Pullout Strength of Anchor in Tension(Sec.D.5.31 0.750Npn=0.750T,PNp=0.750P,PBAbrgf'c(Sec. D.4.1, Eq.D-13&D-14) P,P Abrg(InZ) F (psi) 0 0.750Npn(lb) 1.0 2.10 3000 0.70 26435 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com ' Anchor DesignerTM Company: Date: 3/30/2017 Engineer: Page: 4/5 Software Project: Version 2.4.5940.0 Address: • Phone: E-mail: 8.Steel Strength of Anchor in Shear(Sea D.6.11 V..(Ib) Ograuf 0 Ogro tOVs (lb) 7865 1.0 0.65 5112 9.Concrete Breakout Strength of Anchor In Shear(Sec.D.6.2) Shear perpendicular to edge in x-direction: Vbx=minj7(/a/da)°_2-,IdaA,JfICoa11'5;9A.aVFCCa11'5j(Eq.D-33&Eq.D-34) la(in) da(in) Aa f'c(psi) cal(in) Vbx(Ib) 5.00 0.63 1.00 3000 12.00 19098 OV.bx=0(Ave/Ave.)%d,vV'o,VJh,Wbx(Sec.D.4.1 &Eq.D-30) Avc(in2) Ave.(in2) Wed,v yc,V Wh,v Vbx(lb) 0 OVcbx(lb) 648.00 648.00 1.000 1.000 1.000 19098 0.70 13369 Shear parallel to edge in x-direction: Vby=minJ7(1a/da)024d.A.lfcca11•5;9Aa4f.Ca1'Sj(Eq.D-33&Eq.D-34) /a(in) da(in) A. f.(psi) cai(in) Vby(Ib) 5.00 0.63 1.00 3000 18.00 35085 OV.bx=0(2)(Av./Ave.)V.d,v9'c,v'Yh,vVby(Sec.D.4.1 &Eq.D-30) Av.(in2) Avc.(in2) V'd,v WC,v V'h,v Vby(lb) 0 ¢V.bx(lb) 1053.00 1458.00 1.000 1.000 1.000 35085 0.70 35475 10.Concrete Prvout Strength of Anchor in Shear(Sec.D.6.3) OV.p=Ok/ pNcb= Okcp(AN./ANco)Pad,NVjc,N Vfcp,NNb(Eq.D-40) k(p ANc(in2) AN..(in2) Vj�d,N V'C,N p,N Nh(Ib) 0 OVcp(Ib) 2.0 390.06 324.00 1.000 1.000 1.000 19320 0.70 32562 11.Results Interaction of Tensile and Shear Forces(Sec.D.71 Tension Factored Load,Nua(lb) Design Strength,oN.(lb) Ratio Status Steel 5000 9825 0.61 Pass(Governs) Concrete breakout 5000 12211 0.41 Pass Pullout 5000 26435 0.19 Pass Shear Factored Load,Vua(lb) Design Strength,oV.(lb) Ratio Status Steel 2000 5112 0.39 Pass(Governs) T Concrete breakout x+ 2000 13369 0.15 Pass 11 Concrete breakout y+ 2000 35475 0.06 Pass Pryout 2000 32562 0.06 Pass Interaction check Nu./ON. V../Ova Combined Ratio Permissible Status Sec.D.7.3 0.51 0.39 90.0% 1.2 Pass PAB5(518"fa)with hef=6.000 inch meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com ' Anchor DesignerTM Company: Date: 3/30/2017 Engineer: Page: 5/5 Software Project: _ Version 2.4.5940.0 Address: • Phone: - E-mail: 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast-in-place anchor is waived per designer option. -Per designer input,the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination.Therefore the ductility requirements of D.3.3.4.3 for tension need not be satisfied—designer to verify. -Per designer input,the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination.Therefore the ductility requirements of D.3.3.5.3 for shear need not be satisfied—designer to verify. Designer must exercise own judgement to determine if this design is suitable. r Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Job Me P9014 E t t rl VA. &' PUI VX-- By FfrIl- Date 'C E ZOI*7 Job No_ 4 004T& j:,J Subject t4 U..- SOAM G 0 ST MEE L $CLjEC T1 J&- ! C S Checked Sheet of AOALLtQC 4 ZjaS IQJ �PF l C"FOAm TO 70C WX VC Z20q) 71k- Z012 bpiZ CaDE 10 rW As clS 7-!v 4JstIJ 6 7W- ASc> L 04D. V v ,O Cs tp Wp �p f. ttTy is ,Jo7'AP&AJ 7D 7* pLt .cc fA l.o6a rgrtt�r V& rAc t-1 ry � _ 77 , r4 r f.D'7'b Sem Cass titi�c���v f-= 4-•o 77U rosy, (6KACep) �a�� �s D, 1247 LOS , � x12 + + .2S L. 10 L $ AA Lisa f Lev t /It &P ,6 4A ms SM.4 �� 2, Sao 4&, P-11 . 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CIA t4,�S x. % rtG� �► •3'7 " ' 'Fax : Co.11 kys 1� 3. to. : 30 k vC�'. : 0-as /4-1 o caw w ©.4 !r ; ace z 0.43 + 4O.?z 6).23 - a•►� 4- 1.o Permit#: 1465 Permit Date: 05/18/17 Permit Type: COMMERCIAL RACKING Project Name: Prohibition Brands Applicant Name: Warehouse Solutions N.W. Applicant Address: 9803 Portland Ave E Applicant, City, State, Zip: Tacoma,WA 98445 Contact: Robert Smith Phone: 253-202-8895 Email: robert@wsnrack.com Scope of Work: Racking for 1502 Producer/Processor Valuation: 43000.00 Square Feet: 0 Number of Stories: 1 Construction Type: Occupancy Group: ID Code: Permit Issued: 05/24/2017 Permit Expires: Form Permit Type: Status: COMPLETE Assigned To: Kristin Foster Property Parcel# Address Legal Description Owner Name Owner Phone Zoning 31051400203000 19805 74TH AVE WEISS COMPANY 749 Other Recreation X LLC NEC Contractors Contractor Primary Contact Phone Address Contractor Type License License# Warehouse Solutions 9803 Portland Ave CONSTRUCTION Labor and WAREHSN912CC NW Robert Smith 253-202-8895 E CONTRACTOR Industries Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status 07/28/2017 Inspection 07/28/2017 BUILDING Completed Plan Reviews Date Review Type Description Assigned To Review Status 05/18/2017 COMMERCIAL z.Rick Karns ALTERATION Fees Fee Description Notes Amount Building Plan Review Table 4-2 $527.32 Building Permit Table 4-1 $811.26 Processing/Technology $25.00 State Surcharge- 1st DU Residential- 1st Unit $4.50 Total $1,368.08 Attached Letters Date Letter Description 05/23/2017 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 05/18/2017 Robert Smith 64767971 cc $527.32 05/24/2017 Robert Smith 64856952 cc $840.76 Outstanding Balance $0.00 Uploaded Files Date File Name 05/24/2017 2312329-1465 Issued Permit.pdf 05/18/2017 2297062-1465 Application.pdf Ndld MIS woo-ampe;lyaeZ tSZ-mmm lil 0) d EBIZ-Z4Z 15Z4) " 0) 4.363 �.. 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I 10'-01, I I 8'x20'SHIPPING Yc�Oyb 4x8 - z @Q CONTAINER STACKED q+d { D Z I 1 TWO HIGH I w) n z 5 ff f 1 I DI 1 o m m 1, coo I; k pL_J bOY — 4x8 Z i I _ co 6 y +a Cr g I, i o o zm f — -- — —a— — te— -- —a — — — — --- --- — — — — — m - 0 o O z A l " I K{ m 8'x40'SHIPPING CONTAINER I I O c CZ ONb W 1 1 STACKED TWO HIGH I I Di O N m mz „L—J L J_ Viz'c z='o pj m n�cz'� z- ZZ q z mm J_ o ---- --- --- -- — € — — v r �E i I ii fI It m I 6'x40'SNIPPING CONTAINER I I O = I c STACKED TWO HIGH z 1 1 O D >L J N ca — O P yoaa Saab Ssa a,oc N 10'-0" I I B'x40'SHIPPING CONTAINER I I STACKED TWO HIGH a+T� �i I i > z i 7,-B„ _ i 20,_0„ 110-0, 130'-0„ W W o D FOUNDATION PLAN ARLINGTON PROJECT 9, IT, Burt Engineering PLLC rroo� -� o -n0 o p -0 w m z 19805 74TH AVENUE 18530 Meridian AVE North c -0 ARLINGTON,WASHINGTON Shoreline,WA 98133 206-779-6856 y�o C:1UserslpateMppdatagocalltempWcPublish 4404Wrlington Project-Structural Set-96.dwg,05-15-17,6:53pm,pate[,96 m y z� _ L „z mD A /� v D /� m G1 1'-0 1/2" z ��//�� OOZCIm V/IT Q ��ym VJ .o1 A c/) Zm2g "TDI m>o F-D ^� z l J O tnD v O m mZA D>' � °mD F �000 z m 2 >0 ��flli Smwz v m ` xm-I A A w_ zoo -�-{ - gym o 1 M O Q m�00 ,— 1�z m E'amS _x5 m mm m`m Q ul�A D �i� mm xm 3 C v Z w m A O 6D { r A Z O j r z '7 C - O - Iz D D. 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V z z z / MAX. p m(8 /. z MAX. wo s N z D z Cn a D m FOUNDATION AND FRAMING Burt En ineerin PLLC N m SECTIONS ARLINGTON PROJECT g •ro T P u w m z 19805 74TH AVENUE 18530 Meridian AVE North —� c D o ARLINGTON, WASHINGTON ' �h Shoreline, WA 98133 a � 206-779-6856 y�° 108' v A 4z iET 0 0 0 0 0 0 o 0 0 0 k k k k k k k li k ° t a a a a a a a w k k k k k a a a a o 0 0 0 0 0 o 0 k k k k k k k o 0 0 - 0 0 a k k A k k � 00 - N O O _ 01 O of at 01 NJ NJ NJO NJ k k k k k k k i 'i rn rn rn rn O O O NO NJ rn rn I O O 0 O O o O O i k k k k k k I N ti H H H p N N N N NJ O O O p O 0) O O O O O W I Iv N N N N N N O O O 0 0 0 0 0 o 0 0 4' k k k k k 3' k N N O O NJ O NJN O I at 01 Ot O1 O O i _ O o I O O O g o 0 o I I N N H H H N p 01 O1NI r1i NJ NJ N� 01 O O O O O O O 0 O O I e k k k k k k O O O NJ 0, 01 a 0i at 01 O O O O O O O O O I _ - k k k k k I k kCh ' ti I- o 0 0 0 0 0 0 o k k k >c k k - a N N N N N ' O j _ I i a ' k k k k k w i .4 o 0 0 0 0 I k I � ' - N N N N N N O O O O O 0 ___________ -_____________________Sti_____—__________i _ i m I o, a, rn C+ � kA I o 0 0 0 k 0 �m k k k k k k N NJ a c, rn o o a � o 0 0 0 0 o I 31 k k k >( k k N N N N N N � 1 O O O O O O 1 O O O O p O I k k k k k k ' x � N N N N NO NO � rn 0, 9 0, rn O O O O 0 0 k k k k k k NJ w ti N) N I NJ � NJ NJo O O O I I I I I I I m Ch � a, 0 0 0 0 k k k k k k o 0 0 0 0 o I I I 2 I � o 0 0 0 0 I I k k k k k k I.. ' o 0 0 0 0 0 I , I I I am o 0 0 0 0 k k k k k k I N N N N N N O O O O O O I , I i OAD O O O O O I I k k k k k k ti I- I o 0 0 0 0 0 I ' I a rn o a rn o I 0 0 Irr k k k k k kET m � o ti m 2 C' P A ■* III Ol �+CO Iv ti kA iv N Iv 1�4 N O 000 00 NJ W 00 � O g o 0100 0) Ili 0)'p 0) O co mrri O � 00 o>Co k k kk � 0 p � o co (AV1 0 W N NJ 00 � p o 3 p� vi _ n, 03 alrJ C � �n � m °x rn � rn � cn a "ASI� CDrn � em(u 4^ire on —1 (� C7 IZ3 (U 'U p " m Ji ']asrc CD --4 O�. \� t.rcL�r —0m 00 0) Iv x x x o vo o w-l� b b b DRANINCS PREPARED FOR APPROVED THIS DRAWING AND DESIGNS REVISION x x A cna �n �A THEREON SHALL NOT BE c �� DATE BY DUPLICATED,USED OR DISCLOSED NO. DATE DESCRIPTION BY y z z Prohibition Brands Inc "WAREHOUSE SOLUTIONS NORTHWEST" UONERHEPURPUSESPEXCEPT AS ° I m II 19805 74th Ave. 29026 39th Ave S.Auburn,WA 98001 PH:206-653-7572 OTHERWISE T, THD T En BY 2 J CONTRACT,WITHOUT E%PRESS g m Arlington WA 98223 CONTRACTOR'S LICENSE#WAREHSN912CC WRITTEN[UNBENT OF SE➢EPRODUCTIONSLUTIONS TS ALL BEAR. ALL 4 R 5 RACK LAYOUT THIS NOTICE. 6 12 o — , ❑ ❑ ❑ u fi c a n tz tz 2 Otocl Z ° = p � � n 12' p N O � U V w \. _ JJI\ A r IZ u yi'- a W i A a y ro 0 -j o or 12 Ln �.. Lld H ti O _ f .. A a J � f— A 32 -- -- a wC yn T� �o mp ` a ==4 --=,u—1 Ln w z l ���� r_.r A (TYP) a �. � N d 6►, _ y 3' O � N J W y � A 8, •" tSf n'o w � m u n�., N -' C/1 roro>� � a�� OOyz� � ��° � ani q�mdf5°nmz�w',y Et+l w� y�t^ Ci �n�� ��y "g o.Ux �M °>-Rum. a��r�aoa d0b y ° may n o �ar Amv �C��nA ` o O ?M �o a ay�E'a g �0� 0 z ^ oho mc � ti 13 no d y � nZN .Z.zNrW a�ym y n S '�S '�" O CSi ° ` till% O Ti z s Ctl k y w r ? [Zn O v i y o gH z zO � a rr > m� R g° o a z m CO rn m aa O O y y O O DRAWINGS PREPARED FOR APPROVED THIS➢RA i li.DESIGNS REVISION ,Li'RrnN E rr� ➢I Prohibition Brands Inc. DATE BY n ➢ �IPIATE DESCR/Pf10N BY WAREHOUSE SOLUTIONS NORTHWEST ➢ z „, ,x 19805 74th Ava. [11,[pl/l29026 39th Ave S,Auburn, WA 9800i PH:206 653 7572Arlington, WA 98223 CONTRACTOR'S LICENSE#WAREHSN912CC wR:TTENcNNSENr NP wARHNNSESOLUT�RACK DETAILS REPROD C%NNRTHWESL ALLREPRN➢NCTINNSSHALL BEAR THIS NOTICE