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07-105194 ty of L—�'�iityDe Federal Way Sign Permi • 07-105194-00-vim omrnunit Develo ment Services • •P.O.Box 9718 Federal Way,WA 98063-9718 253)835-2607 Fax (253)835-2609 Inspection Request Line: (253) 835-3050 Project Name: LA FITNESS REDONDO Project Address: 27417 PACIFIC HWY S Parcel Number: 332204 9060 Project Description: Install new illuminated monument sign Owner Applicant Contractor LA FITNESS PLUMB SIGNS INC PLUMB SIGNS INC 27417 PACIFIC HWY S 909 S 28TH ST PLUMB SI077QS 11/10/07 FEDERAL WAY WA 98003 TACOMA WA 98409 909 S 28TH ST TACOMA WA 98409 • _i Free Standing Sign Information Reg.# Sign Type Illuminated #Sign Setback Sign Face Sign Face Sign Height Base Landscape Faces (Ft.) Width(Ft.) Height(Ft.) (Ft.) Height(Ft.) Area(Sq Ft.) Sign A 07-0187 Monument Yes 2 3.00 4.00 4.00 4.00 4.00 86.72 Additional Permit Information Comprehensive Plan Designation Community Zoning Designation BC Business PERMIT EXPIRES Thursday, October 8, 2009 Permit Issued on Tuesday, October 9, 2007 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 /-nd the City of Federal Way. / Owner or agent: d __� L4' _ Date: �� /Q AO der PINALeD Ir - . , 1'. F` THIS CARD IS TO 1IAIN ON-SITE CITY OF t , ommunity Development Inspection Record' Federal Way IVR INSPECTION REQUEST PHONE # (253) 835-3050 PERMIT #: 07-105194-00-SG Owner: LA FITNESS Address: 27417 PACIFIC HWY S FEDERAL WAY, WA 98003 This card is part of your required inspection documents. 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. • Footings/Setback(4110) ❑ Final-Electrical (4055) ❑ Final- Sign (4085) Approved to place concrete Approved 4Approved By C LA) Date (0, /2 .07 By Date B Date/7—/I-C72 Attachment(4010) Approved By Date • For inspector reference only ❑ Rough Electrical ❑ FINAL-Electrical Approved Approved By Date By Date I, . ECEISD 0 P 1 8 2 T "'°�` '�"'`'' ' SESIGN PERMIT Application Number Federal Way of Fr=DERiLI CATI O N GI ' -� Q '��!� BUILDING DEPT, I 1.9 hit" ,t.lf • PROPERTY INFORMATION SITE ADDRESS 27417 Pacific Highway South SUITE/UNIT ASSESSOR'S TAX/PARCEL# 3322049060 -- - ZONING ZONING DESIGNATION B / • PROJECT INFORMATION TYPE OF PROJECT(Check all that apply): It PERMANENT ❑TEMPORARY ❑NEW ❑ALTERATION ❑REFACE ❑EXEMPT =ELECTRICAL(To attach to existing J-box-include on this permit) ❑ ELECTRICAL(New/altered circuit&J-box added-separate permit is required) NUMBER OF SIGNS APPLIED FOR WITH THIS APPLICATION: Wall Mounted: _ Freestanding: 1 TOTAL ESTIMATED PROJECT COST:$ 3 , 5 8 0 DETAILED PROJECT DESCRIPTION: Install new illuminated monument sign. BUSINESS NAME ON SIGN: LA Fitness • PEOPLE INFORMATION SIGN OWNER: NAME: PRIMARY PHONE LA Fitness ( 95A 203 4336 MAILING ADDRESS(STREET ADDRESS:CITY,STATE.ZIP): FAX NUMBER 2741.7 Pacific Highway South, Federal Way( ) - CITY OF FEDERAL WAY BUSINESS LICENSE NUMBER: (Required prior to permit Issuance) E-MAIL ADDRESS CONTRACTOR: COMPANY NAME APPLICANT NAME OFFICE PHONE Plumb Signs Inc . Connie Guffey (253 )473 3-323 MAILING ADDRESS(STREET ADDRESS:CITY,STATE,ZIP): CELL PHONE 909 S . 28th St . , Tacoma , 98409 ( ) - CITY OF FEDERAL WAY BUSINESS LICENSE NUMBER: EXPIRATION DATE: FAX NUMBER 19 98 105516 00 BL (253 )472-3-n7 COPY of eud r°9'dr°d CONTRACTORS REGISTRATION NUMBER: EXPIRATION DATE: E-MAIL ADDRESS wlcn�eeappu�.cion b PLUMBSI077QS 11/10/07 APPLICANT COMPANY NAME APPLICANT NAME PRIMARY PHONE same as above ( ) - MAILING ADDRESS CITY,STATE,ZIP FAX NUMBER RELATIONSHIP TO PROJECT E-MAIL ADDRESS XC contractor ❑Tenant o Other PROJECT NAME PRIMARY PHONE E-MAIL ADDRESS: CONTACT 3 Connie Guffey (253 ) 473323x10 connie@piumbsigns . coom ■ SIGNATURE I certify under penalty of perjury that the information furnished by me is true and correct to the best of my knowledge,and further,that I am a 1 •orized by the owner of the above premises to perform the work for which the permit application is made % / SIGNATURE .44/..,140'. /� • / . DATE: _ 9/18/07 COMMUNITY DEVELOPMENT SERVICES•33325 8Th AVENUE SOUTH•PO BOX 9718•FEDERAL WAY,WA 98063-9718•253-835-2607•FAX:253-835-2809 • • 40' „ ■ ""TEMPORARY SIGN APPLICATIONS ONLY TYPE/PURPOSE OF EVENT: DATE OF INSTALLATION: DATE OF REMOVAL: TOTAL CALENDAR DAYS: DESCRIPTION OF PROPOSED SIGNAGE: ■ TYPE OF SIGN(S) (Indicate number of each) PERMANENT FREE STANDING: 1 MONUMENT PEDESTAL POLE TENANT DIRECTORY OTHER OTHER(Describe) PERMANENT BUILDING MOUNTED: AWNING CABINET CHANNEL LETTERS TENANT DIRECTORY OTHER(Describe) ■ DETAILED SIGN INFORMATION FREE STANDING SIGNS SIGN TYPE SIGN AREA(SQ.FT.) ILLUMINATED? REFACE? TOTAL HEIGHT BASE HEIGHT(FT) WIDTH x HEIGHT x#OF FACES NO/INT/EXT YES/NO (FT) A — Monument 4 x 10 x 2 __ 80 Int No 8 ' 4 ' x x — C x x STREET FRONTAGE(LINEAR FEET): 350 ' BUILDING MOUNTED SIGNS , SIGN TYPE SIGN AREA(SQ.FT.) ILLUMINATED? BUILDING ELEVATION EXPOSED BUILDING FACE WIDTH x HEIGHT x#OF FACES NO/INT/EXT (N,S,E,W) (SQ.FL) A B x C D x x = E x x — LARGEST EXPOSED BUILDING FACE(SQUARE FEET):—_ **FOR OFFICE USE ONLY** ZONING DESIGNATION: 'J PROFILE: ❑ HIGH )1K,4EDIUM ❑ LOW ❑ FREEWAY BUILDING M UNTED SIGN(S) FREE STANDING SIGN(S) AREA PERMITTED: AREA PERMITTED: AREA PROPOSED: AREA PROPOSED: _ LARGEST BUILDING FACADE: STREET FRONTAGE: 35.) NUMBER OF SIGNS ALLOWED: _ NUMBER OF SIGNS ALLOWED: I N,klc I a I LAND USE APPROVAL BY: DATE: STRUCTURAL APPROVAL BY: C"..) DATE:/O_g• 07 REGISTRATION NUMBER: REGISTRATION NUMBER: REGISTRATION NUMBER: REGISTRATION NUMBER: REGISTRATION NUMBER: REGISTRATION NUMBER: 4110 0 SIGN PERMIT APPLICATION CHECKLIST • MINIMUM SUBMITTAL REQUIREMENTS APPLICATIONS WILL NOT BE ACCEPTED AT THE COUNTER UNLESS ALL REQUIRED INFORMATION IS PROVIDED a WV ` O 1- OMPLETED PERMIT APPLICATION 6 APPLICATION FEESir,6 TWO(2)COMPLETE SETS OF PLANS(ASSEMBLED AND STAPLED INTO SETS) - __' MINIMUM PLAN SIZE- 11"X 17" _-.ice—%` ,LANS DRAWN TO SCALE AND SCALE PROVIDED SITE PLAN: Scale (1" = 20') ,(Location of ALL proposed signs, including refaces 9- North arrow 'Each sign alpha labeled consistent with application ?--Property lines and building footprint • a - e• : . • - .in Location of suite, if multi-tenant D • - •• : . . i- ---.. d • BUILDING MOUNTED SIGNS 'ELEVATION DRAWINGS 0 DETAILS yi'Ssc* (V/s" = 1') Scale ..,,,r"- Locatiorr-and size of all signage including: Sign materials, color and illumination type • - - .- :- - a -. Actual weight of • r individual letters • --- -~ ,fross-se ion showing scaled width of sign: �--Proposed signs canopy or awning, show entire building Dimensions of each building face or suite faca• including awning/canopy and color scheme Calculated total building face area . Method of attachment, size/type of Calculated total sign face area OR Connector AND Calculated total area of individual signageSite-numbers, .., details (what sign is components (letters,-numbers, logos, etc.) attached to in field), place/ rient-and._- "fach proposed sign alpha labeled consistent construction witfbapplication Each proposed sign alpha labeled consistent with application ■ FREE STANDING SIGNS 0 sin/LANDSCAPING PLAN P ELEVATION DRAWINGS (IN ADDITION TO OVERALL SITE PLAN) 0 Scale 7 Minimum scale 1" = 20' ❑ Sign materials, color& illumination type XFootprint and dimensions of sign ❑ Sign face/panel/base dimensions 4 Setbacks from property line(s) ❑ Calculated total sign/panel area 9' Show point of measurement for location of ❑ Base materials & how harmonious w/building property line(s) using fog-line, sidewalk, ❑ Foundation type and/or edge of pavement ❑ Alpha labeling consistent with application iier Show location of driveway and street .,/. / Footprint and dimensions of landscape area )2r-CROSS-SECTION ,d Type & location of landscape vegetation ❑ Scale //J/ Calculated landscape area ❑ Edge of landscaping area (minus footprint of sign) ❑ Existing &finished grades surrounding sign 0 DETAILS u Total sign height from average grade Foundation/footing information Wind load calculations (for signs 6' &over) COMMUNITY DEVELOPMENT SERVICES•33325 8".AVENUE SOUTH•PO BOX 9718•FEDERAL WAY,WA 98063-9718•253-835-2607•FAX:253-835-2609 • Allip©TER -n@FILE • CONSULTING ENGINEERS/CIVIL AND STRUCTURAL STRUCTURAL DESIGN CALCULATIONS OF LA FITNESS SIGN FOUNDATION 27417 Pacific Highway East Federal Way, WA 98003 FOR Alrr. PLUMB SIGNS gido, I 909 South 28"' Street '° ' z Tacoma, WA 98409 t C�3 - .II- Atb, REI Job No. 07103 (99 September 2007 RECEIVED SEP 1 8 2007 1019 West Valley Highway North/Suite 101 Post Office Box 836/Auburn, WA 98071 CITY OF FEDERAL WAY 253-833-7776 Fax 253-939-2168 BUILDING DEPT. I i JOB 07(0 -IA �pQ C��o�Q� � UnaF s� Sit baa �9 CONSULTING ENGINEERS/CIVIL AND STRUCTURAL SHEET NO. OF o/ CALCULATED BY "ZIP DATE `J 1.I/®7 1519 West Valley Highway North/Suite 101/Auburn,WA 98001 aaa Post Office Box 836/Auburn,WA 98071 CHECKED BY DATE 253-833-7776 Fax 253-939-2168 SCALE w'l.- 1✓eIt ) > / Q Zd Ciri3ti oTTA ,E.S w ileaMs I•l 'I i L._...11 -,Yi3"6(x_i28:42'47 --� I ' P..t_ - w/I`Iur 1 i,wiAn24-E£. 1 � ' 3°'a-g.o , y , X13"cc,E.W. i fl,��///V11$ ///-//i /77"/ -2./././- 17,&-7//1-:--71/4F/1/ r 34c1-� Sr THIS SIGN FOUNDATION ANALYSIS IS BASED ON SOIL LATERAL& #5 L3/ A7r- a+Mb6 GAL vE KAL_ #5 FOUNDATION BEARING PRESSURES .TAKEN FROM TABLE 1804.2 OF THE 2006 6" IBC AND SOIL TYPES BASED ON THE KING COUNTY SOIL SURVEY.IF SITE CONDITIONS DIFFER FROM THESE ASSUMPTIONS,THE ENGINEER MUST BE NOTIFIED SO THAT THE ANALYSIS MAY BE UPDATED TO MEET ACTUAL SITE CONDITIONS. D PRODUCT 207 • ' nl���° QL(t5 E!tel �° � fel Qg�G� d° 9 OR@❑ roe �f��c3 LA �+�ic�� �I��►����,c�.CA�o►-� CONSULTING ENGINEERS/CIVIL AND STRUCTURAL SHEET NO. OF 1 CALCULATED BY DATE //�1// e 7 1519 West Valley Highway North/Suite 101/Auburn,WA 98001 ` 11 Post Office Box 836/Auburn,WA 98071 CHECKED BY DATE 253-833-7776 Fax 253-939-2168 SCALE at_d+/ •1 '1 nit (4-#S Cd 1-09 "anktz,Z=AMS C x,.0t 1 ( I I "4- , I 1 � l Ott i .7, i• THIS SIGN FOUNDATION ANALYSIS IS BASED ON SOIL LATERAL& �rt FOUNDATION BEARING PRESSURES TAKEN FROM TABLE 1804.2 OF THE 2006 IBC AND SOIL TYPES BASED ON THE KING COUNTY SOIL SURVEY. IF SI FE CONDITIONS DIFFER FROM THESE • ASSUMPTIONS,THE ENGINEER MUST BE NOTIFIED SO THAT TIS ANALYSIS MAY BE UPDATED TO MEET ACTUAL SI FE, CONDITIONS. D PRODUCT 207 10 RUPERT ENGINEERING,INC. Job No.07103 1519 West Valley Highway North,Auburn,WA 98001 9/11/2007 PROJECT NAME: LA FITNESS SIGN FOUNDATION 27417 Pacific Highway East,Federal Way,WA 98003 SCOPE OF WORK: Determine the column and footing requirements for the sign subject to static wind loading per the 2006 International Building Code and ASCE 7-05. All sign material and connections to column by others. DESIGN CRITERIA: Basic Wind Speed: V= 85 MPH ASCE 7-05 FIGURE 6-1 Exposure Category: C ASCE 7-05 Section 6.5.6.3 Wind Importance Factor: IW= 0.37 ASCE 7-05 TABLE 6-1 Total Height of Sign: 8 FT Nominal Height of Atmospheric Boundary layer: zg= 900 FT ASCE 7-05 TABLE 6-2 Power Law Exponent: a= 9.5 ASCE 7-05 TABLE 6-2 Exposure Constant: z,,,„,= 15 FT ASCE 7-05 TABLE 6-2 Turbulence Factor. c= 0.2 ASCE 7-05 TABLE 6-2 Integral Length Scale Factor. Z= 500 FT ASCE 7-05 TABLE 6-2 Integral Length Scale Exponent ed e= 0.20 ASCE 7-05 TABLE 6-2 Mean Hourly Wind Exponent aave= 0.15 ASCE 7-05 TABLE 6-2 Mean Hourly Wind Factor: beve= 0.65 ASCE 7-02 TABLE 6-2 Period Coefficient: Ct= 0.02 ASCE 7-05 Table 12.8-2 Period Coefficient: x= 0.75 ASCE 7-05 Table 12.8-2 Approximate Fundamental Period: Ta= 0.10 SEC ASCE 7-05 Eqn.12.8-7 DESIGN LOADS: Top Sign: Height: 4 FT Width: 13.11 FT Point of Wind Load Application: 6.00 FT Sign Area: Ar-foP= 40.5 FT2 Velocity Pressure: qt,=0.00256KhicKdV21v, Exposure Coefficient: Kn= 0.85 ASCE 7-05 TABLE 6-3,NOTE 2 Kn= 1.J ASCE 7-05 SECTION 6.5.7.2&FIGURE 6-4 Kd= 0.85 ASCE 7-05 TABLE 6-4 qn= 11.6 LB/FT2 Gust Factor. G=0.925(1+1.7gQizQ)/(1+1.7gvlz) Intensity of Turbulence: Iz= 0.228 go= 3.40 ASCE 7-05 Section 6.5.8.1 9v= 3.40 ASCE 7-05 Section 6.5.8.1 Equivalent height of structure: zave= 15.0 ASCE 7-05 Section 6.5.8.1 Background Response: Q= 0.960 Lz ave= 427.1 Rigid Gust Factor G= 0.904 Clearance Ratio: Height „/Heightmaf= 0.500 ASCE 7-05 Figure 6-20 Aspect Ratio: Widths„/Heights„= 2.529 ASCE 7-05 Figure 6-20 Net Force Coefficient: Cf= 1.' ASCE 7-05 Figure 6-20 Design Wind Force: F=ghGCfAf= 721.7 LB Overturning Moment: 4330 LB-FT ASCE 7-05 Figure 6-20 • RUPERT ENGINEERING,INC. Job No.07103 1519 West Valley Highway North,Auburn,WA 98001 911112007 Bottom Sign: Height: 1 FT Width: 0.00 FT Point of Wind Load Application: 0 FT Height of Top of Sign Above Grade: 1 FT At-bottom= 0 FT` Velocity Pressure: qh=0.00256KhKzfK,V2IW Exposure Coefficient: Kh= 0.849 ASCE 7-05 TABLE 6-3,NOTE 2 Kn= ASCE 7-05 SECTION 6.5.7.2&FIGURE 6-4 ICd= 0.85 ASCE 7-05 TABLE 6-4 qh= 11.6 LB/FT` Gust Factor. G=0.925(1+1.7gal Q)/(1+1.7gvIz) Intensity of Turbulence: Iz= 0.228 go= 3.40 ASCE 7-05 Section 6.5.8.1 gv= 3.40 ASCE 7-05 Section 6.5.8.1 Equivalent height of structure: zave= 15 ASCE 7-05 Section 6.5.8.1 Background Response: Q= 0.996 Lz ave= 427.1 Rigid Gust Factor: G= 0.923 Clearance Ratio: Heightsg„/Heightfefai= 0.000 ASCE 7-05 Figure 6-20 Aspect Ratio: Widthsg„/Heightsg„= 0.000 ASCE 7-05 Figure 6-20 Net Force Coefficient: Cf= 1.2 ASCE 7-05 Figure 6-20 Design Wind Force: F=ghGCfAf= 0.0 LB Overturning Moment: 0 LB-FT ASCE 7-05 Figure 6-20 Columns: Number of Columns 1 Column Type(TS or Pipe): Brick Section Size: N/A Column/Cladding Width: 96.0 IN Horizontal Projection: 96.0 IN Centroid of Column: 2 FT Height of Column Above Grade: 4 FT Total of Column Areas: 32.0 FT2 I= 0 IN4 Modulus of Elasticity: E= 29000 KSI Stiffness: k= 0.00 K*IN2/FT3 Velocity Pressure: qh=0.00256KhK,fK,V21v, Exposure Coefficient: Kh= 0.849 ASCE 7-05 TABLE 6-3,NOTE 2 1<z1= ASCE 7-05 FIGURE 6-4 Ka= 0.85 ASCE 7-05 TABLE 6-4 qh= 11.6 LB/FT2 Gust Factor G=0.925(1+1.7g0I2Q)/(1+1.79,1,) Intensity of Turbulence: Iz= 0.228 gQ= 3.40 ASCE 7-05 Section 6.5.8.1 gv= 3.40 ASCE 7-05 Section 6.5.8.1 Equivalent height of structure: zaVe= 15 ASCE 7-05 Section 6.5.8.1 Background Response: Q= 0.962 L,a,= 427.1 Rigid Gust Factor: G= 0.905 Clearance Ratio: Heights;ge/Heightaafa1= 1.000 ASCE 7-05 Figure 6-20 Aspect Ratio: Widths,a/Heights,ah= 2.000 ASCE 7-05 Figure 6-20 Net Force Coefficient: Cf= 1. ASCE 7-05 Figure 6-20 Design Wind Force: F=ghGCfAf= 470.9 LB Overturning Moment: 1036 LB-FT ASCE 7-05 Figure 6-20 TOTAL OVERTURNING MOMENT: 5366 LB-FT TOTAL WIND FORCE: 1193 LB HEIGHT OF RESULTANT FORCE: 4.50 FT • N . . tr • SPA • - k :r'i'7.vx nye` r'z �sr Pr ,v • 0 • 55wx .146 r, 44rif � 3 AtifM4 � L2 • i 0 Title: Job# • Dsgnr: Date: 11:41AM, 11 SEP 07 Description : Scope: I Rev: 580002 User:KW-0601423,Ver 5.8.0.1-Nov-2006 General Footing Analysis & Design Page 1 i. (c)1983-2006 ENERCALC Engineering Software la 5tness.eav:Calculations I: Description General Information Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 it Allowable Soil Bearing 2,000.0 psf Dimensions... Short Term Increase 1.330 Width along X-X Axis 8.500 ft Seismic Zone 3 Length along Y-Y Axis 2.500 ft Footing Thickness 18.00 in Live&Short Term Combined Col Dim.Along X-X Axis 0.00 in Pc 2,500.0 psi Col Dim.Along Y-Y Axis 0.00 in Fy 60,000.0 psi Base Pedestal Height 0.000 in Concrete Weight 145.00 pcf Min Steel% 0.0018 Overburden Weight 0.00 psf Rebar Center To Edge Distance 3.00 in ', Loads 1 Applied Vertical Load... Dead Load 7.500 k ...ecc along X-X Axis 0.000 in Live Load k ...ecc along Y-Y Axis 0.000 in Short Term Load k Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Moments... (pressures @ left&right) (pressures @ top&bot) Dead Load k-ft k-ft Live Load k-ft 5.370 k-ft Short Term k-ft k-ft Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Shears... (pressures @ left&right) (pressures @ top&bot) Dead Load k k Live Load k 1.190 k Short Term k k It Summary Caution: Y(static)ecc>Wid 8.50ft x 2.50ft Footing, 18.0in Thick, w/Column Support 0.00 x 0.00in x 0.0in high DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 1,441.1 1,441.1 psf Max Mu 4.463 k-ft per ft Allowable 2,000.0 2,660.0 psf Required Steel Area 0.389 in2 per ft "X'Ecc,of Resultant 0.000 in 0.000 in *6‘@-13`1O,e..1 Shear Stresses.... Vu Vn*Phi 1E J "Y'Ecc,of Resultant 7.083 in 7.083 in 1-Way 8.394 85.000 psi X-X Min.Stability Ratio 2.118 1.500:1 2-Way 11.049 170.000 psi Y-Y Min.Stability Ratio No Overturning Footing Design Shear Forces ACI C-1 ACI C-2 ACI C-3 Vn*Phi Two-Way Shear 11.05 psi 11.05 psi 7.10 psi 170.00 psi One-Way Shears... Vu @ Left 8.39 psi 8.39 psi 5.40 psi 85.00 psi Vu @ Right 8.39 psi 8.39 psi 5.40 psi 85.00 psi Vu @ Top 0.00 psi 0.00 psi 0.00 psi 85.00 psi Vu @ Bottom 0.00 psi 0.00 psi 0.00 psi 85.00 psi Moments ACI C-1 ACI C-2 ACI C-3 Ru/Phi As Req'd Mu @ Left 4.46 k-ft 4.46 k-ft 2.87 k-ft 22.0 psi 0.39 in2 per ft Mu @ Right 4.46 k-ft 4.46 k-ft 2.87 k-ft 22.0 psi 0.39 in2 per ft Mu @ Top 1.02 k-ft 1.02 k-ft 0.66 k-ft 5.0 psi 0.39 in2 per ft Mu @ Bottom -0.17 k-ft -0.17 k-ft -0.11 k-ft 0.9 psi -0.39 in2 per ft • Title: • Job# • Dsgnr: Date: 11:41AM, 11 SEP 07 • Description: Scope: Rev: 580002 Pae 2 I. User:KW-0601423.Ver 5.8.0.1-Nov-2006 General Footing Analysis & Design g pc)1983-2006 ENERCALC Engineering Software J la ritness.ecw:Calculations Description Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL+LL 570A4 570.44 1,441.07 0.00 psf DL+LL+ST 570.44 570.44 1,441.07 0.00 psf Factored Load Soil Pressures ACI Eq.C-1 798.62 798.62 2,017.49 0.00 psf ACI Eq.C-2 798.62 798.62 2,017.49 0.00 psf ACI Eq.C-3 513.40 513.40 1,296.96 0.00 psf ACI Factors (per ACI 318-02,applied internally to entered loads) ACI C-1 &C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add"I"1.4"Factor for Seismic 1.400 ACI C-1 &C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"I"0.9"Factor for Seismic 0.900 ACI C-1 &C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic=ST*: 1.100 Used in ACI C-2&C-3 • • J-Bolt Development Length Worksheet 'Project Name: LA Fitness Sign Foundation Job Number: 07103 Design Based on ACI 318 f = 40009 or 1.0 y 1 c:= 16in 5 T 1 db:_ in fc:= 2500 := 1.0 X .= 1 0 Ktr:= Oiri 8 � _.. c+ Ktr c + Ktr. x:= if >2.5,2.5, db db 3 fY a'R Y'x Id db Id= 15.0 in 40 x c 'hook 8.db Ihook=5.0 in t1:= 1 in trout 0.75 in twasher:= 0.5in tnut_ 1 in Ivert:= Id + tp1+ gout + twasher+ tnut+ 1.5in 'vert= 19.75 in Soil Map—King County Area,Washington (LA Fitness) . 551860 551880 551900 551920 551940 551960 551980 552000 552020 552040 552060 552080 1 1 t 1 1 1 I I I o oma , § a cRL-synooc Ro 0 2 m 0 U) - N 0 lb PO "§i'.R V U N 1 0 m ci N 2 10 U' ox �? o N N N . 0 0 O cg O A 5, N N N N 0 _ ,. ,,,,,mi N L a '4 N 551860 551880 551900 551920 551940 551960 551980 552000 552020 552040 552060 552080 N Meters A 020 40 80 120 0 50 100 200 300Feel l•'P_� Natural Resources Web Soil Survey 2.0 9/11/2007 iladO Conservation Service National Cooperative Soil Survey Page 1 of 3 • • • ' Soil Map—King County Area,Washington LA Fitness Map Unit Legend King County Area,Washington(WA633) Map Unit Symbol Map Unit Name Acres in AO1 Percent of AOl AgB Alderwood gravelly sandy loam, 2.3 47.9% 0 to 6 percent slopes AgC Alderwood gravelly sandy loam,j 2.5 52.1% 6 to 15 percent slopes Totals for Area of Interest(AOI) 4.8 100.0% • t'P,\ Natural Resources Web Soil Survey 2.0 9/11/2007 ffi Conservation Service National Cooperative Soil Survey Page 3 of 3 Engineering Properties—King County Area,Washington LA Fitness Report—Engineering Properties Engineering Properties—King County Area,Washington Map unit symbol and soil Depth USDA texture Classification Fragments Percentage passing sieve number-- Liquid Plasticity name limit index Unified AASHTO >10 3-10 4 10 40 200 inches inches In Pct i Pct I Pct • AgB—Alderwood gravelly sandy loam,0 to 6 percent slopes Alderwood 0-12 Gravelly sandy loam GM,SM A-1,A-2 0 0-5 55-70 50-65 35-55 20-30 15-25 NP-5 12-27 Very gravelly loam,very GM,SM A-1,A-2 0 0-35 40-70 35-60 20-50 10-35 15-25 NP-5 gravelly sandy loam, very cobbly sandy loam 27-60 Very gravelly sandy loam GM,SM A-1,A-2 0 0-35 40-70 35-60 20-50 10-35 15-25 NP-5 AgC—Alderwood gravelly sandy loam,6 to 15 j percent slopes Alderwood 0-12 Gravelly sandy loam GM,SM A-1,A-2 0 0-5 55-70 50-65 35-55 20-30 15-25 NP-5 1 12-27 I Very gravelly loam,very GM,SM A-1,A-2 0 0-35 40-70 35-60 20-50 10-35 15-25 NP-5 gravelly sandy loam, very cobbly sandy loam — — i— 27-60 Very gravelly sandy loam GM,SM A-1 A-2 0 !0 35 40-70 35-60 20-50 10-35 15-25 NP-5 • Data Source Information ^�,RSA-3 LATE� �— > uR,g. ; 1 SO is/P7— Soil Survey Area: King County Area, Washington Survey Area Data: Version 4, Nov 21, 2006 LSI),\ Natural Resources Web Soil Survey 2.0 9111/2007 "' Conservation Service National Cooperative Soil Survey Page 3 of 3 • I • STRUCTURAL NOTES 00700 GENERAL CONDITIONS All materials and construction shall conform to the drawings, these notes, and any specifications for this project. During the construction period, the Contractor shall be responsible for the safety of the construction project, including alt excavation procedures. The Contractor shall provide adequate lagging, shoring, bracing, guys and protection of adjacent property, structures, streets, and utilities in accordance with all national, state, and local safety ordinances. All information shown on the drawings relative to existing conditions is given as the best present knowledge, but without guarantee of accuracy. Where actual conditions conflict with the drawings they shall be reported to the Engineer so that the proper revisions may be made. Modification of design drawing details shall not be made without written approval of the Engineer. Provide vertical support and lateral bracing for electrical and mechanical equipment per the applicable code requirements. DIVISION 1 - GENERAL REQUIREMENTS 01412 BUILDING CODES International Building Code (IBC) 2006 Edition. Washington State Building Code (Washington Administrative Code (WAC) Chapter 51-30) 01415 DESIGN LOADS AND CRITERIA WIND: Basic Wind Speed: 85 mph Exposure: C Importance Factor (1w): 0.87 FOUNDATION: Allowable Soil Bearing Capacity (DL+LL): 2,000 PSF Soil Passive Pressure: 150 PCF 01455 TESTING AND INSPECTION All special inspection and testing shall comply with IBC Sections 1701, 1703, 1704, and other applicable building code sections and are in addition to the inspections made by the Building Official under Section 109. Special inspections are required for the following work: Earthwork: During excavation, grading, and filling Construction of drilled piles or caissons Concrete: Placement of reinforcing steel, concrete placement and taking of concrete cylinders, where inspection is required by Section 03300 Placement of anchor bolts, where noted on plans Installation of adhesive anchors Field Welding: Reinforcing steel Structural and miscellaneous steel Installation of high-strength bolts Special inspectors and testing laboratories shall be PROVIDED BY THE OWNER. The Contractor shall coordinate special inspections as well as standard building inspections with the construction schedule and is responsible for facilitating access to areas to be inspected. Special inspectors and testing laboratories shall be approved by the Building Official, and shall be certified by the Washington Association of Building Officials (WABO), if required by the Building Official. The special inspector shall observe the work for conformance with the design drawings and specifications. The special inspector shall furnish inspection reports to the Building Official and the Engineer. All discrepancies shall be brought to the immediate attention of the Contractor for correction, and also to the Building Official and the Engineer. The special inspector shall submit a final signed report stating whether the inspected work was in conformance with the design drawings and specifications and the applicable provisions of the building code. Special inspections per IBC Section 1703.7 are required unless fabricator is approved per Section 1704.2. DIVISION 2 - SITEWORK 02315 EXCAVATION AND FILL All footings shall bear on undisturbed ground or structural fill and shall be a minimum of 18 inches below grade unless noted otherwise on the drawings. Foundation excavations shall be examined and approved by the Engineer—or a testing laboratory approved by the owner— and the Building Official prior to the placement of any reinforcing steel or concrete. • Material for filling and backfilling shall consist of the excavated material and/or imported borrow and shall be free of organic material, construction debris, cobbles, or other debris. Fill and backfill shall be deposited in layers not to exceed 8 inches thick for heavy equipment and 4" thick for hand operated equipment. The fill shall be properly moistened to approximate optimum requirements and thoroughly rolled or compacted with approved equipment in such a manner and extent as to produce a relative compaction of 95% of maximum dry density for optimum moisture content as determined by ASTM D 1557. Each lift shall be tested for compliance with compaction requirements by an approved laboratory. See Section 01455. Hand tampers shall weigh at least 50 lbs. each and shall have a face area not in excess of 64 square inches. Hand tamper may be operated either manually or mechanically and shall be used only where larger power driven compaction equipment cannot be used. DIVISION 3 - CONCRETE 03152 ANCHOR BOLTS Materials, fabrication and erection shall conform to IBC Chapter 22, IBC Standard Section 2204, and the AISC 360-05 Specification for Structural Steel Buildings. Galvanize threaded parts, bolts, nuts, and washers exposed to weather unless noted otherwise per ASTM A 153. Material specifications, unless noted otherwise: Anchor Bolts: ASTM A 307 Threaded rod: ASTM A 36 High-Strength Bolts: ASTM A 325, where noted Nuts: ASTM A 563 Washers: ASTM F 436 Substitution of other materials requires approval of the Engineer. Provide anchor bolt configuration as shown including diameter, spacing, projection, embedment, and end configuration. Substitution of another type of anchor requires approval of the Engineer. 03210 REINFORCING STEEL Concrete reinforcing steel shall be deformed bars conforming to ASTM A 615, Grade 60 (or A 615M-96a, Grade 420), made from new billets. Reinforcing to be welded shall be Grade 60 (Grade 420) with a Carbon Equivalent (CE) of 0.55 or less, or ASTM A • - 706 (or A 706M-96b). Do not use epoxy-coated reinforcing unless noted. Bars marked with metric sizes as shown below conforming to the metric specifications and grades shown above may be substituted for the bars shown on the drawings. Bar ! • spacing, embedment and lap lengths, reinforcing cover, bends, and hooks remain the same. Fabrication and placement of reinforcing in concrete shall conform to IBC section 1907. Lap all reinforcing bars at all splices, corners, and intersecting walls per table below (unless noted otherwise): Concrete Strength (PSI) 2,000 3,000 4,000 5,000 6,000 Top Other Top Other Top Other Top Other Top Other #3 (#10) 27 21 22 17 19 15 17 13 15 12 #4 (#13) 35 27 29 22 25 19 22 17 20 16 #5 (#16) 44 34 36 28 31 24 28 22 25 20 #6 (#19) 53 41 43 33 37 29 34 26 31 24 #7 (#22) 77 59 63 48 55 42 49 38 45 34 #8 (#25) 87 67 72 55 63 48 56 43 55 43 #9 (#29) 98 76 81 62 71 54 63 49 57 44 Use "TOP" reinforcing values for horizontal bars with more than 12" of concrete below them in the casting position. Lap lengths (in inches) are based on normal weight concrete (in PSI) and a minimum 2 db spacing and 1 db cover (per ACI 318-05). The sizes shown (#ho() are the corresponding metric bar sizes. Minimum cover over reinforcement, unless noted otherwise: Concrete placed on earth: 3 inches Concrete exposed to earth or weather: 2 inches Other conditions (UNO): 1-1/2 inches Reinforcing steel welding shall be performed by WABO certified welders and shall conform to IBC Sections 1901.2 and 1903.5.2 (AWS Welding Code D1.4-98 with modifications). Reinforcing shall be securely tied in position prior to concrete placement. Reinforcing shall be supported on chairs or slab bolsters (with distribution plates if required) or concrete dobies prior to concrete placement. Support spacing shall not exceed 10 feet in each direction. 03300 CAST-IN-PLACE CONCRETE All cast-in-place concrete shall meet the following requirements: Quality of concrete shall be determined by IBC Section 19. Minimum 28 day compressive strength shall be 2,500 PSI unless noted otherwise on the drawings or these notes. Use 5-1/2 94 LB sacks per yard of Type I cement with 6.6 gallons of water per sack of cement or submit mix design to the Engineer for review. See Section 01330. Slump shall be 4 inches ' - plus or minus 1 inch. Use Type I-A cement where air entrainment is required. All methods and materials per IBC Chapter 19. • Water-reducing admixtures conforming to ASTM C 150 may be incorporated in the concrete design mixes and be used in strict accordance with the manufacturer's recommendations, subject to Engineer's approval. An air-entraining agent conforming to ASTM C 150 shall be used in all concrete mixes for slabs and other flatwork to be exposed to weather. The amount of entrained air shall be 5% plus or minus 1% by volume. One percent maximum calcium chloride or other water-soluble chloride ion admixtures conforming to ASTM C 1218/C may be used in concrete not exposed to the weather or in unreinforced concrete. Other types of accelerating admixtures may also be used. All admixtures shall conform to ASTM C 618 Type C or F. Special inspection and testing is required for all reinforced concrete except for foundation concrete with a designated compressive strength not exceeding 2500 PSI and nonstructural slabs on grade. For each class of concrete where testing is required, the special inspector shall take not less than one set of three cylinders for each day of concrete placement, or for each pour, or not less than one set for each 150 cubic yards of concrete, or not less than one set for each 5,000 square feet of surface area for slabs or walls. Anchor bolts, dowels, and other embedded items shall be securely tied in position prior to concrete placement. Do not add water at site. Maximum drop during placement is three feet. Consolidate concrete with a mechanical vibrator as required. All exposed surfaces shall receive a steel trowel finish unless noted otherwise. Do not dust surfaces with dry cement to remove water. Concrete shall be maintained in a moist condition for a minimum of five days after placement or sealed with a curing compound applied in two coats at right angles. Follow manufacturer's application instructions and do not exceed recommended coverage. Keyed construction joints shall be used in all cases except slabs on grade. All construction joints shall be thoroughly cleaned and all laitance shall be removed. All vertical joints shall be thoroughly wetted and slushed with a coat of neat cement immediately before placing new concrete. Pipes other than electrical conduits shall not be embedded in structural concrete except where specifically approved. Do not embed aluminum conduits and sleeves in concrete. r . • • 03605 NON-SHRINK GROUT Non-shrink grout shall have a minimum compressive strength of 5,000 PSI. Use non- metallic type in exposed conditions. Install per manufacturer's recommended procedure. DIVISION 5 - METALS 05120 STRUCTURAL STEEL Materials, fabrication and erection of structural steel shall conform to IBC Chapter 22 and the AISC 360-05 Specification for Structural Steel Buildings. Paint all structural steel exposed to weather unless noted otherwise on drawings. Material specifications, unless noted otherwise: Structural shapes: ASTM A 36 Bars and plates: ASTM A 36 Pipe: ASTM A 500, Grade B, Standard Weight Structural tubing/HSS: ASTM A 500, Grade B Bolts: ASTM A 307 High-Strength Bolts: ASTM A 325, where noted Nuts: ASTM A 563 Washers: ASTM F 436 Filler metal: E70XX Substitution of other materials requires approval of the Engineer. Galvanizing of structural shapes and fabricated parts shall be done in accordance with ASTM A 123, after fabrication. Galvanizing of threaded parts, bolts, nuts, and washers shall be done in accordance with ASTM A 153. Welding shall be performed only by WABO certified welders and shall conform to AWS D1.1 and AISC specifications. E70T-4 weld material is not permitted. Minimum fillet weld size shall be 3/16" unless noted otherwise. Field welds shall have special inspection per IBC section 1704.3.1. Reinforcing steel welding to structural steel shall conform to IBC Standard 19-1 (AWS Welding Code D1.4-98 with modifications). Provide 3/4" diameter air relief holes @ 12" OC each way in the horizontal surfaces of all embedded bearing plates and angles over 6" in width, when they are above the bottom of the concrete member in the casting position. 1 _i ' ; 11 qiI . 4 Iilii ,j 1 i i i , 4 , •.._ tamj . to S 4 x1-1011,16- 4 in, 1 ll 1 ', , 1 r ,. merit1....41ill ..girmi..ig s s�e�ir 1.11A i .. '1"114.,, - __ .. ..._. .. - . .__ -ten 1 Mum ix' ' . ` f i 1* f , �.6� 1 iib.-1 liriII iflt a i i la .•. i. . • i • > ;i1,41...2 . • i i 1 ca wr..wF • . r terWilWills ;,, 1 11 i 11 Mt in i r, A160:- i,_ 1 I• rn t -® Si*tir w 0 IWM s Sial . \ ,� �. 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I 4 1 kj i 11411 I I I I I I 111‘'...'-*'''.''7**-'-'' ...T' Nu ii•O i' ,/) \.__A.) d! r- Oi • -4 t GL UI r ,t .:r O C U d S c- \ stn° ti L E " C 1 , M � A stirs M M r o f.. E r U S Gal E t M c 6` (igi(°'v:"'%111*'-_./rf tt, t r - 7% '':, Z 9-1 r I N-10 m o° 1110 n _ Zo ,� m �m 00 -� o m • • • 411) " .. DM Internally Illuminated Cabinet ' Scale: 1/2" = i' Fabricate & install one (1) d/f internally illuminated monument sign. Cabinet: •.090 Aluminum construction painted PMS 281E •Flat lexan faces with 230 36 Blue vinyl overlay •1 1/?"retainers painted PMS 281 C •Illuminated by H/© flourescent lamps Base' Sign base shall be made of solid materials •CMU block to match buildingharmonious with the character of the primary structures on subject property& there shall be no visible gap between sign base&finished grade for all monument& pedestal signs. (FWCC Sec 22-1602(3)(I)) 1 O'- " 8'-0 " i 1'=8 '. Option 1 , ' -v Option 2 0 , I QLA1FITNESS LA FITNE, SS „ I I • 1 1 - i i " ' j ' _- j l S 1 �_ / i 31 1 I 1 1 -1 ll 1- -L--p 1 , 1 3 �� S t LAAO • 1�c-. e--t<- irEIVED r 44:3 . ,..c.._ . -F43 . i •A s tz . rc SEP 2 Q-t�Owl� 18 007 /JSP r� �©C vi#4,- G.-‘7,"_c__ . CITY OF FEDERAL WAY REV. '11t1DI�IG DT • JOB NAME LA IFITNESS SALES _Warren Wisamerrevised building/sign colors and added monument sign DATE R APPROVED THIS IS AN ORIGINAL dESIGN CREATED BY FILENAME LA Fitness Federal Way 1021.1 DESIGNER MLSIGNS UNTILTRANSFER BY SALE,ALL OF RR _ BY: PLUMB SIGNS AND REMAINS THE PROPERTY �LU���1 S�GNS. I�( PLUMB `_�r__ _—__- _ 'SIGNATURE RIGHTS RESERVED. ANY USE OR LOCATION 27403 Pec Hwy 5 $1,000 909 SOUTH 28TH ST TACOMA,WA 98409 $GALE /2,,v 1, i __,_ _ _ ,_�^ __ _ —_ Colors on • wort not aeur'atdydepict•peelfiC Colors LIGATION WILL RESULT IN A UNAUTHORIZED CHARGE. (2531 473.3323 FAX(2531472.3107 ..__ Fe�rnllNAy..yNA__ ---- ---•- . ._ . .. _ - WWW.PLUMBSIGNS.COM START DATE 06.20.07 PAGE 4 of 4 COPYRIGHT,2007 PLUMB SIGNS, INC. t e n v{.n',< dimensions rind Condit t ri helms lab i ikon