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19-105460 a Building - Multi Family City of Federal Way Permit #:19-105460-00-MF Community Development Dept. 33325 8th Ave SFILE Federal Way,WA 98003 Inspection Request Line: (253)835-3050 Ph:(253)835-2607 Fax:(253)835-2609 Project Name: MIRO AT DASH POINT APARTMENTS Project Address: 1711 SW 311TH ST Parcel Number: 122103 9006 Project Description: REP- Repair stair landing. , Owner Applicant Contractor Lender RHB MIRO OWNER LLC BLUE PINE CONSTRUCTION BLUE PINE CONSTRUCTION 31004 19TH PL SW CORP CORP FEDERAL WAY WA 98023 4857 W 147TH ST SUITE D 4857 W 147TH ST SUITE D HAWTHORNE CA 90250 HAWTHORNE CA 90250 Census Category: 434-Residential alt/add-no change in number of units Includes: I #1 #2 #3 #4 . Occupancy Class: Construction Type: Occupancy Load: Floor Area(sq.ft.) Additional Permit Information Mechanical to be Included? No Number of Stories 2 Is this an Online or O.T.C.application') No Permit for Building Shell Only? No Plumbing to be Included9 No Total Valuation: 1.000.00 ''' s1w. -. ami . a l § " , PERMIT EXPIRES Tuesday, 12 May,2020 Permit Issued on Thursday,November 14,2019 I hereby certify that the above information is correct and that the construction on the above described property and the occupancy and the use will be in accordance with the laws, rules and regulations of the State of Washington and the City of Federal Way. p Owner or agent: Date: /�/��/ . . , -_.7).1- 9.AlAl TPfT 2x Ledger. ;(-E) 22x : w/-1/4"Dia:.x 3 1/2"•S .____ __f.. .... . . ..._ C 1G.._ Rimboard screwS : I,F.) • (V 16d nails o:.,sta Bred` (3) 10d Halls tYP gg (T&8) I. (E) sheathing (V I F.), . . Typ \1/. i ' ' I I , 1 Rimboard r. ; 1 (V.I.F.) • - 1. 0(Lvl)44_ • -t �T A2u,� r3 (E) 2x ...a. t -4 • Rimboard ' A < a __.. 123/4:,;yp _. Cil : _ .. • 1 1 �4, A35 clip, typ A,, A35 cli t t (3) 10d Halls, typ. OG `ug2$ - (2) 114"Dfa.x 4 __ PIT 2x Ledger Screws, SDS_ �2 s�C/4"Dla@ x 3 P!T 2 PIT 1./2"_SOS screws .6 1 crewst EA ` x 2 2Ix8 'w/10d o c, & '1 6d nails @ 12 joist to nrnboard,- .. ( ) "t3clzlg per o o ,t tYP A_rch.. nails @8'ox., YP -agger (T&13) f APPROVED By: Note: / f(.,,f-0 \ \ f _J,,tst.spacing (J s) [6b ledger- 3 joists_-edge beam)/4 ; f J.s._(60 1.5"-3(1 5")_3'x/4 __ ' • '� ��' p+ J s 12,75" 4 . i ! • V E tis 3 NOV 12. 2fl�9 CRY OF FERE p�t1ELOPMEt+s -•_ _ _. __....._�.._-- ;__ __ ._.__-- ---_ PERMIT #: 19-105460-00-MF i y ADDRESS: 1711 SW 311th Street ? PROJECT: Stair Landing Repair MIRO AT DASH POINT APARTMENTS ---- -- - DATE: 11/12/19 u �� r F �U a' gg, • 11 �� x f/ , • cqf �' f. coo 1� � A Q �.,. -._Y i 0_ V 3 • ; E Q COA ' \ . ' t ! . ' t, y , • . ' 0.* 1 \, .;r N L \ it � OI I •x ' VJ r • L I 1 • • CD \ „ . : 4- . i-- 'I • { A ; ; I CI-7 ' i' 1 I [13 rn , . coa o a, CO w . (?,',1 Li- • �j CO! _ -�8 - *-iii_fit.._. ..__.- ..._ �� Y D7 - - ------ _- -- _. --. O - ----- _ _ . l_ (j x - • . If, --t. a v m Ul A ; ter_. a • , , ap � • ,. �I r , U • • . ; • .. , : , . . : .. ; . , .. , 1",�4g4 • M QUANTUM I CONSULTING ENGINEERS STRUCTURAL DESIGN CRITERIA MIRO AT DASH POINT FEDERAL WAY WA QUANTUM JOB NUMBER: 19413.01 CODE CRITERIA: BUILDING CODE 2015 INTERNATIONAL BUILDING CODE BUILDING DEPARTMENT CITY OF FEDERAL WAY SOILS CRITERIA: ALLOWABLE BEARING PRESSURE 2,000 PSF MINIMUM FOOTING WIDTH CONTINUOUS: 18"MIN., ISOLATED:24"MIN. FROST DEPTH 18"MIN. PASSIVE SOIL PRESSURE 300 PCF COEFFICIENT OF FRICTION 0.35 MATERIALS CRITERIA: WOOD FRAMING: 2X FRAMING MBRS DF#2 4X, 6X, &8X FRAMING MBRS DF#1 WOOD SHTG APA RATED ASSEMBLY WEIGHTS DECK LOADS COMMENTS 2X DECKING 4.0 PSF 2X8 JOISTS @ 16"O.C. 4.0 PSF MISCELLANEOUS 2.0 PSF ROOF DL 10.0 PSF LL=60 PSF F O R T E` MEMBER REPORT PASSED stair landing,Landing joist 1 piece(s)2 x 8 Han-Fir Na 2 ts 16"OC Overall Length:4'7" iii El 0 An locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design RIND KS Actual 0 Location Allowed Renault LDF Load:Combinatloa(Pattern) System:Floor Member Reaction(lis) 202 @1 2 1/2" 1215(2.00") Passed(17%) ~-- 1.0 D+1.0 L(All Spans) Member Type.Joist Building Use:Residential Shear(lbs) 130 @ 10 3/4" 1088 1 Passed(12%) 1.00 1.0 D+1.0 L(All Spans) _ Building Code:IBC 2015 Moment(Ft-lbs) 203 0 2"3 1/2" 1284 Passed(16%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.009 @ 2'31/2" 0.104 Passed(1/999+) -- 1.0 D+1.0 L(Ail Spans) Total Load Defl.(In) 0.010 @ 2'31/2° 0.208 I Passed(L/999+) -- 1.0 D+1.0 L(Ail Spans) T3-Pro^'Rating N/A N/A I- -- — •Deflection criteria:LL(1/480)and TL(L/240). •Top Edge Bracing(Lu):Top compressor edge must be braced at 4'4•o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 4'4"o/c unless detailed otherwise. •A 15%Increase In the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NOS. •No composite action between deck and joist was considered In analysis. Searing Length Loads to Supports(lbs) Supports Total Available;!Required ( Dead Floor Live 1 Total ACCOSSOrIOS ,1-Stud wall-HF I 3.50" 2.00" 1.50" 31 183 214 1 1/2"Rim Board '2-Stud wall-HE 3.50" 2.00" 1.50" 31 183 214 1 1/2"Rim Board •Rim Board is assumed to carry all loads applied directly above It,bypassing the member bang designed. Dead Floor Live Vertical Load Location(side) Show (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 4'7" 16" 10.0 60.0 'Default Load fMember Notes larding Joist Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash 8bdcs)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducbc/document4ibrary. The product application,Input design loads,dimensions and support infomiatbn have been provided by ForteWEB Software Operator Ak YY SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser ForteWes Software operator lob Notes 9/18/2019 12:42:50 AM UTC Mario D.Alvarado Jr. Quantum Consulting Engineers ForteWEB v2.1,Engine:V7.3.2.309,Data:V7.2.0.2 I(206)957-3904 malvar0000gtantumce.com i File Name:Miro deck and landing Page 2/7 eil FO R T E' MEMBER REPORT PASSED stair landing,stair beam 2 piece(s)2 x 8 Hem-Fir No.2 Overall Length:4'7" p 0 4M_ 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual 0 Lemuel, Mowed Result LDF toad:Combination(Pattern) System:Floor Member Reaction(lbs) 791 @ 3 1/2" 1823(1.50") Passed(43%) — 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(lbs) ) 559 4010 3/4" 2175 Passed(26%) 1.00 1.0 D+1.0 L(All Spans) Budding Use:Residential Butlding Code:IBC 2015 Moment(Ft-lbs) 816 @ 2'4 1/4" 2234 Passed(37%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASD uve Load Defl.(in) 0.014 @ 2'4 1/4" 0.103 Passed(L/999+) - 1.0 D+1.0 L(All Spans) Total Load Defl.(in) 0.020 6 2'4 1/4" i 0.206 Passed(L;'999i) f -- 1.0 D+1.0 L(All Spans) •Deflection criteria:LL(11480)and TL(1/240). •Top Edge Bradng(Lu):Top compression edge must be braced at 4'4"o/c Unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 4'4"o/c unless detailed otherwise. •Applicable cahvlations are based on NOS. Sealing Length Loads to Supports(Itis) Supports Total Available Required Dead Floor Live 1 Total Accessories-Hanger on 71/4"HF beam 3.50" Hanger, i 1.50" 266 636 902 See note, 2-Beam-HF 3.50" 3.50" i 1.50" 253 1 602 855 Blocking •Blocking Panels are assumed to carry no loads applied di above them ani the full load Is applied to the member being designed. •At hanger supports,the Total Bearing dimension Is equal to the width of the malarial that Is supporting the hanger •,See Connector grid below for additional information and/or requirements. Connector:Simpson Strong-Tie Support Medal Sent Length Top Fasteners Face fasteners Matthew Fasteners Accessories 1-Face Mount Hanger Connector not found N/A N/A N/A N/A Dead Floor Live Vertical Loads Location(dine) Tr@ubrywWeb (0.90) (3.00) Comments 0-Self Weight(PLF) 3 1/2 to 4 7" i N/A 5.5 .,`. -- 1- 1-Uniform(PSF) to 4 7`(Front) 1' 10.0 60.0 Default Load 2-Uniform(PSF) t 0 to 4'7"(Front) 3'6" 28.0 60.0 Member Notes stah beam Weyerhaeuser Notes Weyerhaeuser warrants that the siring of Rs products willbe in accordancewith Weyerhaeuser product design c teeia and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software k not intended tol arnmvent the need fora design professional as determined by the authority having.jurisdimon.The designer of record,builder or framer Is responsible to assure that This calculation k compatible with the overall project Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software,Products manufactured at Weyerhaeuser fadt0es are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by 1CC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to vawr.weyerhaeuser.com/woodproducts/doannent-Ikrary. The product apptcatbn,Input design loads,dimensions and support information have been provided by ForteWEB Software Operator Fort.WEO Settware operator j3ob Notes 9/18/2019 12:42:50 AM UTC Mara D.Alvarado A. ! Quantum consulting Engineers ForteWEB v2.1,Engine:V7.3.2.309,Data:V7.2.0.2 ;(206)957-3904 malvaradoequantumce.corn File Name:Miro deck and landing Page 4/7 FORTE`12113 MEMBER REPORT PASSED stair landing,landing beam 1 piece(s)4 x 6 Hem-Fir No.2 Overall Length:6'1" 4-,,r.,..--,,i-,,.- + I1 t: D .'�. '''`�. .'.' .. - - .. .0 + 0 I 1 •1 1 1 1 ! ; 1 r i r 1 r 1 / • f 9 Q 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. !Design Results Actual o Loation ASoywd ResultLOP Load:Combination(Pattern) , System:Flow I Member Reaction(lbs) 1388 tit 1'7 3/4" 4961(3.50") Passed(28%) i -- 1.0 D+1.0 L(Adj Spans) Member Type:Drop Beam tial I Shear(lbs) 860 0 1'1/2" 1925 I Passed(45%) 1.00 1.0 D+1.0 L(All Spans) Buding Use::IBC 2ut15 Budding Code:IBC 2015 Moment(Ft-lbs) -774 0 1'7 3/4" 1625 Passed(48%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.038 0 0 0.200 Passed(2L/999+) — 1.0 D+1.0 L(Alt Spans) I Total Load Den.(in) 0.052 rr 0 0.200 Passed(21/762) -- 1.0 D+1.0 L(Alt Spans) •Deflection criteria:LI.(1./360)and TL(L/240). •Overhang deflection criteria:LL(21./0.2")end TL(21/0.2"). •Top Edge Bracing(Lu):Top compression edge must be braced at 6'1"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 6'1"0/c unless detailed otherwise. •Applicable relnilatlons are based on NDS. Searing Length Loads to Supports Ciba) StippollS Total Available RequiredDead Floor Live Total`.i‘CCOSS011ea 4 1-Column-HF 3.50' 3.50 1.50" 376 1012 1388 Blocking 2-Column-HF 3.50" 3.50" 1.50" 13 411 424 Blocking •Bloddng Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Dead Floor Live Vertical Loads' Location(Side) Tributaiy Widiii (0.90) (1.00) Comment 0-Self Weight(PLF) 0 to 6'1 N/A i 4.9 1 Linked from: 1-Uniform(PLF) I 1'6'to 6'I'(Top) ii N/A 23.3 137.3 ,Landing Joist, iSupport1 2-Point(Po) 9"(Top) N/A 253 602_ Linked from:stair beam,Support 2 Member Notes landing beam supporting Joists Weyerhaeuser Notes Weyerhaeuser warrants that the siring of its products will be In accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,budder or framer Is responsible to assure that this retaliation is compatible with the overall project Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser fadlRks are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-IlbralY• The product application,Input design loads,dimensions and support Information have been provided by ForteWEB Software Operator I SUSTAINABLE FORESTRY INITIATIVE eyerhaeuser YYY W ForteYFe6 Software Operator Job Hous 9/18/2019 12:42:50 AM UTC Mart D.Alvarado Jr. Quantum ConsWbng Engineers ForteWEB v2.1,Engine:W.3.2.309,Data:V7.2.0.2 (206) 3904 File Name:Miro deck and landing malvaradrado®quantumce.can ---— Page 3/7 Title Block Une 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the Printing& Project Descr: Title Block'selection. Title Block Line 6 Printed:17 SEP 2019, 6:05PM File=M:ICDA+Pirscher Architects119413.01 k m deck&landinglCelculatioas\Grevity designGravitydesign Wood Column Software copyright ENERCALC,INC.1983-2019,Budd:1219.8.6. Lfc. tKW436005535 ; '(2tfiANTUMCONS CTJN,Ca trNGINEERS DESCRIPTION: landing post Code References Calculations per NDS 2015, IBC 2015,CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 4x4 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 7 ft Wood Member Type Sawn (Used for non slender calculations) Exact Width 3.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Wood Grade No.2 Exact Depth 3.50 in Cf or Cv for Bending 1.50 Fb+ 875 psi Fv 170 psi Area 12.250 102 Cf or Cv for Compression 1.150 lx 12.505 inA4 Cf or Cv for Tension 1.50 Fb 875 psi Ft 425 psi ly 12.505 inA4 Cm:Wet Use Factor 1.0 Fc-Prll 600 psi Density 31.21 pef incising Factors: Ct:Temperature Factor 1.0 FC Perp 625 psi for Bending 0.80 Cfu:Flat Use Factor 1.0 E'Modulus of Elasticity... x-x Bending y-y Bending Axial for Elastic Modulus 0.95 Kf:Built-up columns 1.0 NDS 15.3.2 Basic 1300 1300 1300 ksi Use Cr:Repetitive? No Minimum 470 470 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for buckling ABOUT Y-Y Axis=7 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=71,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:18.585 lbs*Dead Load Factor AXIAL LOADS.. . beam reaction:Axial Load at 7.0 ft, D=0.50,L=1.10 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.3176:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NOS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 1.619 k for load combination: n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X in at 0.0 ft above base Fc:Allowable 416.057 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Pending Compression Tension Load Combination +0.90D Location of max.above base 7.0 ft Applied Design Shear 0.0 psI Allowable Shear 217.60 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.783 0.1088 PASS 0.0ft 0.0 PASS 7.0 ft +D+L 1.000 0.754 0.3176 PASS 0.0 ft 0.0 PASS 7.0 ft +0+0.750L 1.250 0.681 0.2334 PASS 0.0ft 0.0 PASS 7.0ft +0.90D 1.600 0.590 0.07314 PASS 0.0 ft 0.0 PASS 7.0 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 0.519 +D+L 1.619 4040.750L 1.344 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings'menu item Project ID: Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:17 SEP 2019, 6:05PM Wood Column Flier M.ICDA.Pirscher Architecist19413.01 Miro deck&landinglCalculations1Gravity designGrayily design Software copyright ENERCALC,INC 1983-2019,Build 12.19.8.6 # #0,4,41600580 QUARTMat CO,NPALTINPtY,GlIsf EERS DESCRIPTION: landing post Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft M -End Moments Load Combination @ Base t Top 0 Base @ Top 0 Base Base @ Top 0 Base 0 Top +0.90D 0.467 L Only 1.100 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Sketches Title Block Line 1 Project Title: You can change this area Engineer using the"Settings"menu item Project ID: and then using the'Printing& Project Descr: Title Block'selection. Title Block Line 6 Printed:17 SEP 2019, 6:10PM General Footing tie_M3CDA+Pirscher ArchilecIsk1941301isodecka,landin lc,iationsiGumty designGrevitydee LJc# KW-06005835 QUANTUM copyright ENERCALC INC.1983-2019,Build:12.19.&6 QUANWM CONSULTING ENGINEERS DESCRIPTION: landing post footing Code References Calculations per ACI 318-14, IBC 2015,CBC 2016,ASCE 7-10 Load Combinations Used:ASCE 7-02 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.350 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 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 = 1.0:1 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 when max,length or width is greater than Add Pedestal Wt for Soil Pressure Yes _ ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 1.0 ft Length parallel to Z-Z Axis = 1.0 ft Footing Thickness = 16.0 in Pedestal dimensions... px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height = in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars = 2.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 2.0 Reinforcing Bar Size = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 0.50 1.20 k OB:Overburden - - ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings'menu item Project ID: and then using the Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:17 SEP 2019, 6:10PM File= gtC htICDA+Pirscher Architecls119413,01 Miro deck&IandinalwlaronslGravity designGravity design General FootingSoltearec . ',hiENERCALC,NC.1983-2019,Build:12.19.8,6, Ltc.U KW-06005635 Cl ikt'ITUM CONSULTt1 G ENGINEERS DESCRIPTION: landing post footing DESIGN SUMMARY Design OK Min.Ratio item Applied Capacity Governing Load Combination PASS 0,9465 Soil Bearing 1.893 ksf 2.0 ksf +D+L about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.02069 Z Flexure(+X) 0.3150 k-ft/ft 15.224 k-ft/ft +1.200+1.60L PASS 0.02069 Z Flexure(-X) 0.3150 k-ft/ft 15.224 k-fUft +1.20D+1.60L PASS 0.02069 X Flexure(+Z) 0.3150 k-ft/ft 15.224 k-ft/ft +1.20D+1.60L PASS 0.02069 X Flexure(-Z) 0.3150 k-ft/ft 15.224 k-fi/ft +1.20D+1.60L PASS n/a 1-way Shear(+X) 0.0 psi 75.0 psi n/a PASS 0.0 1-way Shear(-X) 0.0 psi 0.0 psi n/a PASS n/a 1-way Shear(+Z) 0.0 psi 75.0 psi n/a PASS n/a 1-way Shear(-Z) 0.0 psi 75.0 psi n/a PASS nla 2-way Punching 0.06669 psi 75.0 psi +1.40D Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom Z Top,+Z Le -X Right,+X Ratio X-X.D Only 2.0 n/a 0.0 0.6933 0.6933 n/a n/a 0.347 X-X,+D+L 2.0 n/a 0.0 1.893 1.893 n/a n/a 0.947 X-X.+D+0,750L 2.0 n/a 0.0 1.593 1.593 n/a n/a 0.797 X-X.+0.60D 2.0 n/a 0.0 0.4160 0.4160 n/a n/a 0.208 Z-Z,D Only 2.0 0.0 n/a n/a n/a 0.6933 0.6933 0.347 Z-Z.+D+L 2.0 0.0 n/a n/a n/a 1.893 1.893 0.947 Z-Z.+0+0.750L 2.0 0.0 n/a n/a n/a 1.593 1.593 0,797 Z-Z.+0.600 2.0 0.0 n/a n/a n/a 0.4160 0.4160 0.208 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi Status k-ft Surface in"2 in"2 in"2 k-ft X-X.+1.40D 0.08750 +Z Bottom 0.3456 Min Terra% 0.40 15.224 OK X-X.+1.400 0.08750 -Z Bottom 0.3456 Min Temp% 0.40 15.224 OK X-X.+1.200+1.60L 0.3150 +Z Bottom 0.3456 Min Temp% 0.40 15.224 OK X-X.+1.20D+1.60L 0.3150 -Z Bottom 0.3456 Min Temo% 0.40 15.224 OK X-X,+1.20D+0,50L 0.150 +Z Bottom 0.3456 Min Temo% 0.40 15.224 OK X-X.+1.200+0.50L 0.150 -Z Bottom 0.3456 Min Temp% 0.40 15.224 OK X-X,+1.200 0.0750 +Z Bottom 0.3456 Min Temp% 0.40 15.224 OK X-X.+1.200 0.0750 -Z Bottom 0.3456 Min Temo% 0.40 15.224 OK X-X,+0.90D 0.05625 +Z Bottom 0.3456 Min Temo% 0.40 15.224 OK X.X.+0.90D 0.05625 -Z Bottom 0.3456 Min Temo% 0.40 15.224 OK Z-Z,+1.400 0.08750 -X Bottom 0.3456 Mn Temp% 0.40 15.224 OK Z-Z.+1.400 0.08750 +X Bottom 0.3456 Min Temo% 0.40 15.224 OK Z-Z.+1,200+1.60L 0.3150 -X Bottom 0.3456 Min Temo% 0.40 15.224 OK Z-Z.+1.200+1.60L 0.3150 +X Bottom 0.3456 Min Temo% 0.40 15.224 OK Z-Z,+1.20D+0.50L 0.150 -X Bottom 0.3456 Min Temo% 0.40 15.224 OK Z-Z.+1.20D+0.50L 0.150 +X Bottom 0.3456 Min Temp% 0,40 15.224 OK Title Block Line 1 Project Title: You can change this area Engineer: using the'Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block selection. Title Block Line 6 Printed-17 SEP 2019, 6:10PM General FootingFile=M:1CDA+PirsoherArchitectsl19413.01 Miro deck&landing\CalculefionslGravity designGravity dosign_ Software copyright ENERCALC,INC.1983-2019,Build:12.19.6.6 tic.#:KW-06005935 - CNAN-WMCONSLILTMIG'f YGlNEERS;. DESCRIPTION: landing post footing Footing Flexure Flexure Axis Load Combination Mu Side Tension As Reqd' Gym.As Actual As Phi"Mn k-ft Surface in"2 In"2 inA2 k-g Status Z-Z,+1.20D 0.0750 -X Bottom 0.3456 Min Temp% 0.40 15.224 OK Z-Z.+1.20D 0.0750 +X Bottom 0.3456 Min Temp% 0.40 15.224 OK Z-Z.+0.90D 0.05625 -X Bottom 0.3456 Min Temp% 0.40 15.224 OK Z-Z.+0.90D 0.05625 +X Bottom 0.3456 Min Temp% 0.40 15.224 OK One Way Shear Load Combination... Vu(2-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu l Phi*Vn Status +1,40D O.00psi 0.00 osi 0.00 psi 0.00 osi 0.00 osi 75.00 psi 0.00 OK +1.200+1.60L 0,00 DSI 0.00 psi 0.00 DS 0.00 psi 0.00 psi 75.00 psi 0.00 OK +1.20D+0.50L 0.00 DSI 0.00 DSI 0.00 psi 0.00 psi 0.00 osi 75.00 psi 0.00 OK +1.20D 0.00 osi 0.00 psi 0.00 psi 0.00 DSI 0.00 psi 75.00 psi 0.00 OK +0.90D 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 OK Two-Way"Punching" All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D 0.07 psi 150.00Dsi 0.000445 OK +1.20D+1.60L 0.07 psi 150.00osi 0.000445 OK +1.200+0.50L 0.07 osi 150,00Dsi 0.000445 OK +1.200 0.07 DSi 150.00psi 0.000445 OK '`0•90D 0.07 psi 150.00psi 0.000445 OK FORTE I= MEMBER REPORT PASSED Deck,Deck Joist 1 plece(s)2 x 8.Douglas Fir-Larch No.2 12.75"OC Overall Length'12'3" P 4 + 0 0 12 e_ O All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Atha'O London Albwed Result LOF Load,Combination(Pattern) System:Floor Member Reaction(lbs) 446 0 1 1/2" 1406(1.50") Passed(32%) -- 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 401®8 3/4" 1305 Passed(31%) 1.00 1.0 D+1.0 L(AB Spans) Building Use:Residential ... Building Code:IBC 2015 Moment(Ft-kis) 1339 O 6'1 1/2" 1360 Passed(98%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.390 @ 6'1 1/2" 0.400 Passed(L/369) -- 1.0 D+1.0 L(All Spans) Total Load Defl.(in) 0.455 @ 6'1 1/2" 0.600 Passed(L/316) -- 1,0 D+1.0 L(All Spans) I TJ-Pro" Rating N/A N/A — -- -- •Deflection aleria:LL(11360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 2'1"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 12'o/c unless detailed otherwise. •A 15%increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. •No composite action between deck and joist was considered in analysis. Baring Length Loads to Supports(lbs) Supports Total Available Required Dead Floor Live Total Accessories 1-Hanger on 7 1/4'HF beam I 1.50" Hanger' 1.50' 65 390 455 See note 2-Hanger on 7 1/4'HF bears 1.50" Hanger' 1.50" 65 390 1 455 See note •At hanger supports,the Total Bearing dimension Is equal to the width of the material that is supporting the hanger •'See Connector and below for additional infonratlon and/or requirements. Connector:Simpson Strong Tie Support Modal Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1-Face Mount Hanger LUS26 1.75' N/A 6-10d 3-10d 2-Face Mount Hanger ( LU528 1.75" N/A I 6-10d 3-10d Dead Floor Ue Vertical Load location(Side) SPadng (090) (3.00), Consents 1-Uniform(PIP) I 0 to 12'3" 12 3/4", 10.0 60.0 Default Loati Member Notes deck joist Weyerhaeuser Notes Weyerhaeuser warrants that the shing of its products wS be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser fadltles are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation detaNs refer to www.weyerhaeuser.comftvoodproduds/document-library. The product application,Input design loads,dimensions and support Information have been provided by ForteWEB Software Operator I ForteWEB Software Operator '3ob Notes 9/18/2019 5:27:09 PM UTC Marro D.Alvarado Jr. Quantum Corsutmg Engineers ForteWEB v2.1,Engine:W.3.2.309,Data:V7.2.0.2 (206)957-3904 nalvaradoOquaMunce.can File Name:Miro deck and landing Page 1/2 • 9/17/2019 Connection Calculator Design Method t Allowable Stress Design(ASD) ♦ ;j Connection Type! Lateral loading ♦ !i Fastener Type Nail ♦ ir- Loading Scenario]:Single Shear ♦ Main Member Type Douglas Fir-Larch ♦ 7 Other(in inches) V :I 12 00i� { is Side Member Type„ Douglas Fir larch • Side Member Thickness +.1.5 in. • Nail Type Common Wire ♦ .1 Nail Size! 16d(D = 0 162 in , L=3 5 in ) ♦ i1 Load Duration Factor. C D= 1.0 ♦ !;i Wet Service Factor C_M= 1.0 ♦ End Grain Factorieg = 1.0 ♦ Temperature Factor C t= 1.0 • Dia hra m Factor C_di = 1 0 ♦ Connection Yield Modes Im 685 lbs. Is 514 lbs. __ II (253 lbs.~ ._ IIInmI 243 lbs. IIIc ' 190 lbs. IV 111411s. Adjusted ASD Capacity 1141 lbs • Nail bending yield strength of 90000 psi is assumed. • The Adjusted ASD Capacity does not apply for toe-nails installed in wood members. • Length of tapered tip is assumed to be two times the nail diameter for calculating dowel bearing length in the main member. • The Adjusted ASD Capacity only applies for nails that have been driven flush with the side member surface.It does not apply for nails that have been overdriven into the side member. While every effort has been made to insure the accuracy of the information presented,and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Wood Council nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator.Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson,Michael Dodson and David Pollock at Washington State University. Support for development of the Connection Calculator was provided by American Wood Council. https:dawc.org/calculators/connectioncalc.160106/restyle.asp?design_method=ASD&connection_type=Lateral+loading&fastener types=Nail&loading... 1/1 Fastener Designer: Solutions Report SIMPSON Report Generated:September 17,2019 �zxmg ' r� A�'kk' tom?'k ��u"r>�dHY Lateral Load Perpendicular to Grain Input Input S#tortg riveC S i EAV -Dt !.Scre e r �_ 7 srMTrrf Allowable Stress Design(ASD) a k �1c*:' -.` , NDS 2012/2015 .Y _ -...,A.:-,-:,---',, .r.,'+rz" .s. yam ,, a - nr�r"=7. .,�, .-- - €'' 4 t,., }7 r'. --;t .74.7, r ..-c' r Try' ` "f=.rs,� T- 3.0 �S 0.5 w ..r E.y 3 T 4;,,24---2---,' t. ,-'F� .r ,.;'.zv.,1. ,-k t kv„ . ",F+,.kt r,. f'a'+�` - �riv„ 7G .--4,--1'__-;--• ,,,.4,,,,t,-,-,Ti, . ..�u'v 1 �O .-.fi . i•E E ''a 1 f _i"-r• i z g • �' - 7O e j C, S -,:-...:7Z-' , r € zY t w '' r k � 0.5 * .e :9r:'w.x�5 :4'.1..ahs„#x�e u.5 �.; # .'..�,, „ ',. - 5;rr,. A - �§�t°`” a ate-. r -a•v `. 'S'" 5 . , .' , . _4x 0.242 -_-=:%.„.;,,,6 L_t: .-�a, w., 1 ,� :'f .•- sem ..� ,�...r �,`' 500 d YF< fI kik "kh�" T 1F lzi r te. x ,,,,ftkg' 1 c�_."., '`*`n tt r- - _ - -..t:,-',3- ,,, ▪ .a..3;..-d "' ,„ s'' air .7iftw a�, �`�'rri ik; , .� � `. �.,.¢: es,us �rii^" t www.strongtie, omlfd Page 1 of 5 Fastener Designer: Solutions Report SIMPSON Report Generated:September 17,2019 t ng!I' rs 5 ` -DUT $crewvSDSHEAVYYStrng LreCa • Calculation . 0.- r , a 7. 185Calculation r • s` , � ":- 1258E a * . #4 � 'x n •t CI1.500�4,` i . �� '. 6 ;',141.7,,,-" , _ :....km� ; '''Th ! t � � ` 463!. t 3 - ` rt' per4637z. 4'-t ��` . S ' '' ,"- 4r� v, } " - 000:, ` - n ,, a . 1 64, , . r x ▪ " o ,• i P .,� w - ,, p s ' , ,,„,..,:,,,,,,,,,,,,v-414,-,,,,. 1 ",, ,o ,,y :.# , . 9:r ,v, , ,,t l �, ` / C ? ,} S_ x+tx W3 '« a� ,.. ..„,,,,,:w./...,.. + k-e• , 84g _'? #� rh ' . `'▪`. - 0.wx .N .: ,s:v 4 .,. „ •' . � . . 038a � 'k . *, „?_4zr x i. M m : s L rh .yy ..� r3 ,iy4,4, t �` ` 1.35r r 1, kr .� f' r ' y., ,,,, - P .`/s em” J �ss"rY - ,f' 5.1 - r � . '� 1.2fi7 , reC 7:i..:.,;7:7.,' t `- max �� Vt" 'gxSt lz.� 1L .44 Penetration Check "Per etration Check Detail ung-Driue 3 SDS I EAVY DUTY screw, �-S C r t x [' y`''.` `n`�n M ,r + ' '.a'r'x`..y'� '�- � .-. .,1 26 �r�� ..i - -- ;tom ? ' 6D m 1,45 zri&swtrr >�' sz -rg.. "5' .'-.- ,� t''s•'' t r_S. f%', �' .�.._ � :.. f °; No End/Edge Distance and Spacing d Distance.,Edge Distance,and Spacing Strong-Driveb SDS HEAVY-DUTY`Screw See figure below the fastener image for end distance,edge distance,and spacing requirements Calculated Reference Design Value yl ww.strongtie.com/fd Page 2 of 5 Fastener Designer: Solutions Report SIMPSON Report Generated:September 17,2019 iorigtTie Y.e d Mode 'Yield Limit quat,t�n4. te rve SDS Y-O' screw Yield:LLmit,Z Reduction Tenn;Ro r* s r `' '4 r ;„ r + Y; M Z=459 Ib Ro=2.4 . ,. +.d,. ,,,- ,_!-.„, _ a..J ,7 .fit 7 �'- om moi} .- A �. .Z=548 lb RD=2.4 'S-c.e„� ..rk tltP * «-” _{ 'r' (�;`�* • d.�t mak,` ;. ' ' -`h '...,..L.,± :,-- .moi- ...un�� .ia:: ..-4- '-',--:-:=:-'•:--v.3.--- -=. Ys�ex :C ,a. �, % ri �� `t a� �� Z=210 lb Ro=2.4 .., ?'vA', 'J'- a '2.�: r',. ,,,r ^fm, ''I .*t, s?r ;`Fr sil'--ssa - .: d�t�e i,, 5 `1 w• � r Z=207 lb Ro=2.4 r+- f r`ep . h k .2',........r. i .e,,,,„,,.5 r`,r Q7• • *,f rF t anti RD=2.4 aF r : 1 t% °vim t 1� a : }<*. F Z=229 Ib Ro=2.4 �-- --;„,,,14.,,e' 3� • ,"G`� -,, s4.:. ,fig '�, z.+ a�i '-, -' -.4 1111-1?-5-!P , .°• `e',W-V-� ry''' fie"- " r . ,,,r}. �'"` .S,rte. _ _. � sy _--u8a�.et...c:.,�>z.� � -�.•� i r f z f � ,�: i £y s k F ". .- �k �� S` LY�cr }z - `r "° ''''''17---7•7-4-,,.+ �° . °° ; t , Z=280 lb �_ .w �'2.�kr :"'+ `�"�-, "�x-f`�,r'.,� = � � �;., � 'k sz� 4; - �i} _r ``� Z=280 Ib www.strongtie.com/fd Page 3 of 5 • t Fastener Designer: Solutions Report SIMPSON Report Generated:September 17,2019 fi # Solution Supply(2) 1/4" x 3"Strong-Drive®SDS HEAVY-DUTY CONNECTOR Screws SDS25300 s30=3 C=::K31:2313/11121112 I— 114' 8' Ledger fasteeerspacing may be 114'minimum from top or offset up to t to avoid keerfarenee bottom of ledger and hand joist wvahp>hstmoment ., 3'minimum row spacing " 114'minimum from 4'to 5' On center bottom of ledger from end spacing of and band joist of ledger SOS wood screws SDS Sorew Spacing Detail Strong-Drive® SDS HEAVY-DUTY CONNECTOR Screw Heavy-Duty Simpson Strong-Tie Connectors A 1/4"diameter high-strength structural wood screw ideal for various connector installations as well as wood-to-wood applications. Features: • Type-17 point enables easy driving with no pre-drilling and minimal splitting. • Available with a double-barrier coating and Type 316 stainless steel. • 3/8"hex head with integrated washer. • Designed for installation in Simpson Strong-Tie®structural connectors as well as wood-to-wood applications. • Head is stamped with the Simpson Strong-Tie"x"sign and fastener length for easy identification after installation. Notes: 1.Loads are based on installation into side grain of the wood with the screw axis perpendicular to the face of the member. 2.Adjusted yield value includes the adjustment factors selected above. 3.The tested yield value is based on testing conducted in accordance with AC233. It is the average ultimate test value divided by 5. If no testing was done for the selected thickness then the minimum yield value is calculated based on National Design Specification for Wood Construction. www.strongtie.com/fd Page 4 of 5 Fastener Designer: Solutions Report SIMPSON Report Generated:September 17,2019 4.View our literature for more information on ledger connections 5. For all other general information refer to the Fastening Systems Catalog. Install Tips:A low-speed 1/2"drill with a 3/8"hex driver is the recommended tool for installation. Codes/Standards:ICC-ES ESR-2236;City of L.A.RR25711 U.S. Patents:6,109,850;5,897,280;and 7,101,133 www.strongtie.com/fd Page 5 of 5 THIS CARD IS TO REMAIN ON-SITE CITY OF ''. 4 Construction Inspection Record Federal Way INSPECTION REQUESTS:(253)835-3050 PERMIT#: 19 105460 00 Address: 1711 SW 311TH ST Project: RHB MIRO OWNER LLC FEDERAL WAY WA 98023 Scheduled inspections may be failed if this card is not on-site. DO NOT LOSE THIS CARD. Inspections are listed as close to sequential order as possible (read left to right,top to bottom). Please schedule inspections as appropriate. Work must not be covered until it is approved. Check with your inspector if you are unsure about any of the inspections or the inspection sequence. On-going inspections are logged on the back of this card. ,0 Footings/Setback(4110) Prior to scheduling a Framing inspection; j[i] Framing(4120)Approved to place concrete Electrical,Plumbing&Mechanical Rough-in Approved to insulate /f.-1and Fire/Draft Stop inspections must be signed, alt.,By alt., /Date �. ' li i ' oftand approved. IBC 1093.4 By >� ) Date /�� E Final-Building(4050) �/ Approved By /A)5 Date //2// ' • 0 Rough Electrical El Final Electrical 0 Right of Way Approved Approved Approved By Date By Date By Date AIL RECEIVED PERMIT APPLICATION CITY OF Federal Way NOV i 2 2019 PERMIT CENTER+33325 8°Avenue South+Federal Way,WA 98003-6325 253-835-2607 + FAX 253-835-2609 +permitcenter@cityoffederalway.com CITY OF FEDERAL WAY f _ — EL IMT _ PERMIT NUMBER l 9 [..�� O -MBVI111 TARGET DATE SITE ADDRESS SUITE/UNIT N PROJECT VALUATION ZONING ASSESSOR'S TAX/PARCEJ N $ \ate 1 2— r2— t v S - 1 6 O C4, TYPE OF PERMITBUILDING 0 PLUMBING 0 MECHANICAL 0 DEMOLITION 0 ENGINEERING 0 FIRE PREVENTION NAME OF PROJECT 1V tSa .' r?SltiNc .i kik' PROJECT DESCRIPTION �o ' rt f"C0 ' --' Detailed description of work to be included on this permit only NAME, PRIMARY PHONE PROPERTY OWNER Ak 3 :i 0 �`=<jl;a X21' tL - 2` 3 '�_3te OS(" C MAILING ADDRESS(� EMAIL 4 , f}tc b`--( ‘CAt -�—i --tc.fi_ . 13 i2'l2' 6CAS5kk�7 Cy‘,k T-,CA eQt CITY STATE ZIP W! N} AV--4&A. y c` NAM(E� � , PHONE e 4k:iQ t 10_.. 0__ nCC'�y 4,Ci ' t? � Or i-3. (12''`1 tQ01. Qa ';, 'I-- MAILING ADDRESSi E-MAIL CONTRACTOR CITY STATE ZIPFAX ac Ask-.--$4,:iC0w C!A-- `''(t), =CI WA STATE CONTRAt_R'S LICENSE N EXPIRATION DATE FEDERAL WAY BUSINESS LICENSE 0 i1 a j>0:; i'' Vi s t t-t-i- .!\ / et / t` •Zo tit? 0Y-Ni,tO C k4 3L— PRIMARY PRIMARY PHONE MAI—t--- 'VIt ii.NS 6l•'. (6 't v . 1? ;'.. ''.1- LD.giaG,-7`OS APPLICANT MAILING ADDRESS E- . t e'.`16ci f.' 'ti-- k i�l-5.f r k Ac; . Iv:� ;l�,c C...c,.C, CITY STATE ZIP FAX N PRIMARY PHONE PROJECT CONTACT �"\C1,N .-Lj C;A� 2tC s cis —VI-)T S.'-- (The individual to receive and MArLING ADDRESS EE-MAILrespond to all correspondence C �i i, ' 1' ( �} t Y»�'vv;7 `C,G'(` \ q �� concerning this application) CITY STATE ZIP FAX 6C.,ks ti.te_ \` 1.' -! V r tcIs tl _l \ t PROJECT FINANCING NAME 0 OWNER-FINANCED When value is$5,000 or more MAILING ADDRESS,CITY,STATE,ZIP PHONE (RCW 19.2Z095) I certify under penalty of perjury that I am the property owner or authorized agent of the property owner.I certify that to the best of my knowledge, the information submitted in support of this permit application is true and correct.I certify that I will comply with all applicable City of Federal Wag regulations pertaining to the work authorized by the issuance of a permit.I understand that the issuance of this permit does not remove the owner's responsibility for compliance with local, state, or federal laws regulating construction or environmental laws. I further agree to hold harmless the City of Federal Way as to any claim(including costs, expenses,and attorneys'fees incurred in the investigation and defense of such claim),which may be made by any person,including the undersigned,and filed against the city, but only where suc 5latm • ses out of the reliance of the city, including its officers and employees, upon the accuracy of the information supplie t4 the i. as a part this application. SIGNATURE: ...---- DATE 9 (2-3( 1 `l PRINT NAME: `NI\ C,, -- l t.CI-T..`..,�CSri.. Bulletin#100—January 29,2016 Page 1 of 2 k:\Handouts\Permit Application