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HomeMy WebLinkAboutPermit S09-019 - ANDOVER PLACEANDOVER PLACE 760 ANDOVER PARK W S09-019 FREE STANDING SIGN SITE INSPECTION (PLANNING) File No. S09-019 Name of Tenant: Andover Place Sign Address: 760 Andover Park West Date Photo Taken: August 21, 2009 x Sign appears to conform to permit application Sign appears different from permit application Sign not installed as of XX/XX/200X Make new site visit and take photo by XX/XX/200X Comments: Sign inspected and final approval granted. CT 08-21-09 City oilikukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.ci.tukwila.wa.us Parcel No.: - 2623049124 Address: 760 ANDOVER PK W TUKW Suite No: PERMANENT SIGN PERMIT Permit Number: 509-019 Issue Date: 05/06/2009 Permit Expires On: 11/02/2009 Business: Name: ANDOVER PLACE Address: 760 ANDOVER PARK WEST , TUKWILA Phone: 253-398-9029 Property Owner: Name: ELTZ PROPERTIES WASHINGTON C/O METZLER REALTY AD Phone: Address: 700 FIFTH AVE 6175 Contact Person: Name: STEVE ZAMBERLIN Phone: 206-282-0700 Address: NATIONAL SIGN CORP Contractor: Name: NATIONAL SIGN CORP Phone: 206-282-0700 Address: 1255 WESTLAKE AVE N DESCRIPTION OF WORK: DNE MONUMENT SIGN FOR ANDOVER PLACE Fees Collected: $214.00 PERMANENT SIGN: Zoning: TUC Sign Type: Wall Sign #1 Wall Sign #2 Wall Sign #3 Wall Sign #4 Wall Area (sq. feet): 0 0 0 0 Wall Sign Size (sq. feet): 0 0 0 0 Sign Lighting: N N N N Face Residential Land: Freestanding Sign #1 Freestanding Sign #2 Street Frontage for Entire Lot: 658.39 0 Building Height (feet): 20 0 Sign Size (sq. feet): 56 0 Sign Height (feet and inches): 6 ' 0 " 0 ' 0 " Setback (feet): 15 0 Number of Sign Faces: 2 0 Sign Lighting: internal N ?lanning Division Authorized Signature: ? , ��1/ V �-e -� J Y .1) ► 7) .4-6-111 Date: Sl 01 hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances 7overning this work will be complied with, whether specified herein or not. THIS PERMIT SHALL BECOME NULL AND VOID IF THE WORK IS NOT COMMENCED WITHIN 180 DAYS FROM THE DATE OF ISSUANCE, OR IF THE WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS FROM THE LAST INSPECTION. '-01:6 w- r* ,� •.tu.: .✓ p y -'v amu. A pay aa, y. v. t -r...e,r•+nr � r:..-rt�wj 4-14,r2.01:!'- e r •w l ear:Yrs-^Y.._ a•�. 1 T schedule afu al ins ect n fort' ou si Q "lease oal the pection regnes nee at 206.; r In'spection:Cod'e"15101 afor sign final.nspection�4aPlease allow�upzto�Stbusu►essgdays�,for jyour;;�rispection 1•� FINAL INSPECTION APPROVAL: .1.1.11_111 14_:H/l 4 DATE: ioc: SIGN -PERM S09-019 Printed: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.ci.tukwila.wa.us Parcel No.: 2623049124 Address: 760 ANDOVER PK W TUKW Suite No: Applicant: STEVE ZAMBERLIN RECEIPT Permit Number: S09-019 Status: PENDING Applied Date: 04/01/2009 Issue Date: Receipt No.: R09-00559 Initials: CT User ID: 0400 Payment Amount: $84.00 Payment Date: 04/10/2009 04:04 PM Balance: $0.00 Payee: STEVE ZAMBERLIN FOR NATIONAL SIGN CORP TRANSACTION LIST: Type Method Descriptio Amount Payment Check 10909 84.00 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts STRUCTURAL CONSULTANT 000.08.559.600.4 84.00 Total: $84.00 Printed? 04-10-2009 • • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http.•//www.ci.tukwila.wa.us Parcel No.: 2623049124 Address: 760 ANDOVER PK W TUKW Suite No: Applicant: STEVE ZAMBERLIN RECEIPT Permit Number: S09-019 Status: PENDING Applied Date: 04/01/2009 Issue Date: Receipt No.: R09-00516 Payment Amount: $130.00 Initials: CT Payment Date: 04/01/2009 03:56 PM User ID: 0400 Balance: $0.00 Payee: STEVE ZAMBERLIN FOR NATIONAL SIGN,CORP TRANSACTION LIST: Type Method Descriptio Amount Payment Check 10885 130.00 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts SIGN PERMIT 000/322.100 130.00 Total: $130.00 dnr. Reneint-06 Printed: 04-01-2009 of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite 100 DATE: Tukwila, Washington 98188 206 431-3670 aq PERMIT N• S o t y -I oCI PERMANENT SIGN PERMIT APPLICATION I of to 760 Plgasepw go( &"o1 00? 391-9e29 ,\ ASD ,r P /) Business Name Address of Sign Ph e SSEVt ZA 1g(dtir' i2ff 7j(l f,r1• *ea( 9W DI (h6IU2-0100 Address, City, State, Zip P one IZ16 WOW/ Al%. A4 Sf9r1t( 6) 98101 W47117 `k Address, City, State, Zip Phone Applicant/Contact ✓tfisNit 516✓ Coitfl. Contractor 3 sets of plans (dimensioned and scaled), including site plan showing: • Property lines • Streets • Buildings • Locations of all existing and proposed signs Sign elevations with area calculations and dimensions Building elevations (for wall signs) Supporting structure and method of illumination One copy of valid Washington State contractor's license See attached fee schedule for application fee See back of form for examples Is your sign a: ❑ Freestanding sign 15 or more feet in height Pole sign with face 30 square feet or more in area ❑ Wall sign weighing 400 pounds or more If any of the above are true, the application must go through structural review. COMMUNITY STRUCTURAL REVIEW CHECKLIST: DEVEL OPIIQEIJIT ❑ $84 for structural review (if actual cost to the City is greater, you will be billed when you pick up your permit). ❑ Construction details to describe the proposed foundation or wall attachments (see back of form for examples) AtIStructural calculations for the sign shall be,prepared by a Washington State structural engineer RECEIVED PAPR 01 2009 SIGN DESCRIPTION How many signs will list this business? Freestanding 1 Did building go through design review? 0 Yes 0 No Wall WALL SIGNS: #1 #2 #3 #4 Wall area (length x height) of the tenant space where the sign will be mounted? (square feet) Sign size(square feet) Does sign face residential zones or public facilities? (Y/N) Exposed neon tubing is not allowed within 200 feet of LDR, MDR or HDR zones. Does wall sign weigh more than 400 pounds?(Y/N) Sign illumination (internal/externaVnone) FREESTANDING SIGNS: #1 #2 Street frontage of the entire premises where the sign will be located (feet). Generally, only one freestanding sign is allowed per premises. !`e • gQ 6 J 7 7 Height of building (feet). Generally, signs may not be higher than the building with which they are associated Z, 1 T/, Size of sign face (square feet). Structural review is required for pole signs with faces 30 square feet or more in area 1/1.10 f Sign height (feet -inches). Structural review is required for signs 15 feet or more in height. ! if o .-0 Distance from closest edge of sign to property lines (feet). Generally, signs must be set back from all property lines a distance equal to their height. Number of si • n faces IN PECTIONS If the sign needs structural review, the applicant or installer is required to call the Building Division at 431-3670 for foo ing or bracket inspections. Footing inspections must take place before concrete is poured. Bracket inspections must take place before sign is installed. A structural inspection is required for all signs when installation is complete. The applicant or installer is required to call the Planning Division at 431-3670 for a final inspection. It is the responsibility of the installer to obtain the Electric -I Permit and inspections from the City of Tukwila Permit Center at (206) 431-3670. SIGN PERMIT APPLIC I HEREBY CERTIFY that the above information furnished the applicable requirements of the City of Tukwila will be ;44011 ShireZi)A41140 1 Sti l tips Ay, Date (Signature • • : r .r authorized agent) Email Address me 0 IS VALID FOR 180 DAYS AFTER ISSUANCE. e and correct under penalty of perjury by law in the State of Washington, and that Zoning: fanning review by: O Denied • ssued 0 Issued with conditions Structural review requiredYes Structural review by: Q '� O Denied 0 Approved .Approved with conditions />/5 UrairyE A.F. iA720229G / 3/000' a: p • Blvd. • Ni.K-josFR,o 0 na3 CONSULTING ENGINEERS/CIVIL AND STRUCTURAL RECEIVED rApR 14 2009 cEVELOPM DTM STRUCTURAL DESIGN CALCULATIONS OF ANDOVER PLACE SIGN FOUNDATION 760 Andover Place West Tukwila, WA 981188 FOR NATIONAL SIGN CORPORATION 1255 Westlake Avenue North Seattle, WA 98109 REI Job No, 09032 April, 2009 1519 West Valley Highway North/Suite 101 • Post Office Box 836/Auburn, WA 98071 253-833-7776 Fax 253-939-2168 • 0.1 ENIDWR C lDgMEID@GA o DIE©. JOB Cq0.2.._ A.Ar i I5P- T14.t. . S -7(,7 N) ILAwsLocnonb 1 CONSULTING ENGINEERS/CML AND STRUCTURAL SHEET NO 1519 West Valley Highway North/Suite 1D1/Auburn, WA 98001 Post Office Box 836/Auburn,WA 98071 253-833-7776 Fax 253-939-2168 CALCULATED BY CHECKED BY DATE SCALE OF �, /� DATE /4)/G,..o✓`7 1 2 3 4 5 6 7 8 1 2 3 4 5_ 7 8 1 3 .1 5 6 '7 8 3 4 5 6 7 5 1 7 8 1 2 3 4 5 4 7 8 1 3 1 5 6 7 8 i4.1 SPECIAL INSPECTIONS REQUIRED COMPONENT OF SIGN SUPPORT .REVD JUSTIFICATION , IBC SECTION SOIL BEARING PRESSURE YES SOIL TO :SUPPORT FOUNDATION 1704.7 CONCRETE STRENGTH NO > 2,500 PSI `STRENGTH NOT: REQ'D 1704.4 CONCRETE REINFORCEMENT NO > 2,500 PSI STRENGTH NOT REQ'D 1704.4 BOLTS AND ANCHORS NO NONE PROPOSED IN ENGINEERING : 1704.1, EXCEPTION 2 FIELD WELDING NO NONE PROPOSED IN ENGINEERING . :1704.1, EXCEPTION 2 6"95 STEEL PIPE (0.261" WALL, MIN) SIGN CABINET BY OTHERS 1'-6." TYP 6'-0 -(2) #4's 4'-2" —\t �,\\\\`� ;�iU! �. MIN \\--\ \\\"=.-X\-_%% \\`\\ 3,_0;x3_0„ SQUARE 3 CLR TYP THIS SIGN FOUNDATION .ANALYSIS IS BASED ON SOIL LATERAL BEARING PRESSURES TAKEN FROM :TABLE 1804.2 OF THE 2006 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:REFLECT ACTUAL SITE CONDITIONS. 2 6 6 5 RUPERT ENGINEERING, INC. 1519 West Valley Highway North, Auburn, WA 98001 PROJECT NAME: ANDOVER PLACE SIGN FOUNDATION 760 Andover Place West, Tukwila, WA 98188 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 ccolumn by others. DESIGN CRITERIA: Basic Wind Speed: Exposure Category: Wind Importance Factor. Total Height of Sign: Nominal Height of Atmospheric Boundary layer: Power Law Exponent: Exposure Constant: Turbulence Factor: Integral Length Scale Factor: Integral Length Scale Exponent: Mean Hourly Wind Exponent: Mean Hourly Wind Factor: Period Coefficient: Period Coefficient: Approximate Fundamental Period: DESIGN LOADS: Top Sign: Height: Width: Point of Wind Load Application: Sign Atea: V= zg= ac= zaiin= it= Ewe = Gave = b _ �= x= 1f� = 85 MPH B 0.87 6 FT 1200 FT 7 30 FT 0.3 320 FT ASCE 7-05 FIGURE 6-1 ASCE 7-05 Section 6.5.6.3 ASCE 7-05 TABLE 6-1 ASCE 7-05 TABLE 6-2 ASCE 7-05 TABLE 6-2 ASCE 7-05 TABLE 6-2 ASCE 7-05 TABLE 6-2 ASCE 7-05 TABLE 6-2 0.33 ASCE 7-05 TABLE 6-2 0.25 ASCE 7-05 TABLE 6-2 0.45 ASCE 7-02 TABLE 6-2 0.02 ASCE 7-05 Table 12.8-2 0.75 ASCE 7-05 Table 12.8-2 0.08 SEC 6 FT 9.33 FT 3.00 FT AHS = 56.0 FT2 Velocity Pressure: qh = 0.0)0256KhK,KdV2Ie. Exposure Coefficient: I, = 0.57 IKzt = 1.0 ItCd = 0.85 = 7.9 LBJFT2 Gust Factor: G = 0.9]25(1+1.7gQIZQ)/(1+1.70Z) Intensity of Turbulence: gin = = Equivalent height of structure: zawe = Background Response: CQ = Lz ave = Rigid Gust Factor: G _ Clearance Ratio: Heights;g,/Heightie = Aspect Ratio: Widths;g„/Heights4h= Net Force Coefficient: Cr= Design Wind Force: F = ghGCAf = Overturning Moment: 0.305 3.40 3.40 30.0 0.956 310.0 0.899 1.000 1.556 1.42 561.9 LB 1854 LB -FT ASCE 7-05 Eqn. 12.8-7 ASCE 7-05 TABLE 6-3, NOTE 2 ASCE 7-05 SECTION 6.5.7.2 & FIGURE 6-4 ASCE 7-05 TABLE 6-4 ASCE 7-05 Section 6.5.8.1 ASCE 7-05 Section 6.5.8.1 ASCE 7-05 Section 6.5.8.1 ASCE 7-05 Figure 6-20 ASCE 7-05 Figure 6-20 ASCE 7-05 Figure 6-20 ASCE 7-05 Figure 6-20 Job No. 09032 4/10/2009 RUPERT ENGINEERING, INC. • 1519 West Valley Highway North, Aubunai, WA 98001 Bottom Sign: Height: Width: Point of Wind Load Application: Height of Top of Sign Above Grade: Ar-aono® = Velocity Pressure: Exposure Coefficient: Gust Factor: Intensity of Turbulence: 1 FT 0.00 FT 0 FT 1 FT 0 FT` qh = 0.010256KhK,zKdV21W Kt= 0.575 Kzd = 1 Kid = 0.85 qk = 7.9 LB/FT` G = 0.9125(1+1.7g0IzQ)/(1+1.7gv1,) I� = 9mz = my= Equivalent height of structure: zave = Background Response: CI = Lz ave = Rigid Gust Factor: G = Clearance Ratio: Heightskin/Heighttt= Aspect Ratio: Widths;gh/Heights;g„= Net Force Coefficient: err = Design Wind Force: Overturning Moment: F=gt,GC1= Columns: Number of Columns Column Type (TS or Pipe): Section Size: Column/Cladding Width: Horizontal Projection: Centroid of Column: Height of Column Above Grade: Total of Column Areas: Modulus of Elasticity: Stiffness: Velocity Pressure: Exposure Coefficient: Gust Factor: Intensity of Turbulence: 0.305 3.40 3.40 30 0.995 310.0 0.922 1.000 0.000 1.2 0.0 LB 0 LB -FT Pipe 6" 8.0 IN 8.0 IN 0.0 FT 0.0 FT 0.OFT2 = 25.5 IN° E = 29000 KSI k = 10673.61 K'IN2/FT3 qh = 0.0D256KhKAKdV21W Km = K = Km = 0.575 1 0.85 7.9 LB/FT2 G = 0.925(1+1.7gal,Q)/(1+1.7g„l ) = g1,= Equivalent height of structure: zave = Background Response: (C2 L ave = Rigid Gust Factor: G = Clearance Ratio: Heights;9„/Heightt = Aspect Ratio: Widths;9„/Heights,„= Net Force Coefficient: Cir= Design Wind Force: F = qhGCAf = Overturning Moment: TOTAL OVERTURNING MOMENT: TOTAL WIND FORCE: HEIGHT OF RESULTANT FORCE: 0.305 3.40 3.40 30 0.973 310.0 0.909 1.000 33333.333 1.20 0.0 LB 0 LB -FT 1854 LB -FT 562 LB 3.30 FT • ASCE 7-05 TABLE 6-3, NOTE 2 ASCE 7-05 SECTION 6.5.7.2 & FIGURE 6-4 ASCE 7-05 TABLE 6-4 ASCE 7-05 Section 6.5.8.1 ASCE 7-05 Section 6.5.8.1 ASCE 7-05 Section 6.5.8.1 ASCE 7-05 Figure 6-20 ASCE 7-05 Figure 6-20 ASCE 7-05 Figure 6-20 ASCE 7-05 Figure 6-20 ASCE 7-05 TABLE 6-3, NOTE 2 ASCE 7-05 FIGURE 6-4 ASCE 7-05 TABLE 6-4 ASCE 7-05 Section 6.5.8.1 ASCE 7-05 Section 6.5.8.1 ASCE 7-05 Section 6.5.8.1 ASCE 7-05 Figure 6-20 ASCE 7-05 Figure 6-20 ASCE 7-05 Figure 6-20 ASCE 7-05 Figure 6-20 Job No. 09032 4/10/2009 RUPERT ENGINEERING, INC. 1519 West Valley Highway North, Auburn, WA 98001 STEEL COLUMN DESIGN: AISC Section: ASTM A 500, Grade B F, = 36 KSI Second Moment of Area 11= 26.5 IN4 S = 7.99 1N3 Fb = 0.66*Fy`4/3 = Fm = 31.68 KSI M(base) 1854 LB -FT, each column fb = 2.78 KSI < 31.68 KSI OK Deflection at Top o = 0.01 IN Deflection Ratio = Height/ 6332 > 150 OK Torsion Design: Applied Torque = Outside Diameter = Torsion Constant = Maximum Shear Stress = FOUNDATION DESIGN: 899 LB -FT 2.25 IN 52.9 1N4 0.46 KSI ASCE 7-02, Figure 6-20, Note 3, Case B 31.68 KSI OK Lateral Bearing Pressure: 100 PSF/FT IBC TABLE 1804.2 CONSTRAINED: d2 = 425[M91(S3b)] Combined Footing? No Shape of Footing: Square Length: 3.00 FT Width: 3.00 FT b= 4.24 FT Allowable Lateral Pressure: S, = 138.8 PSF S3 = 416.3 PSF A = 2.34•F/(S1*b) = A = 2.23 Nonconstrained Depth of Footing: d = 4.16 FT /-t Job No. 09032 4/10/2009 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 all 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: B Importance Factor (1,): 0.87 FOUNDATION: Soil Passive Pressure: 100 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 stall 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 specia0 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 EXCAVATIONI 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 shale be used only where larger power driven compaction equipment cannot be used. DIVISION 3 - CONCRETE 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): #3 (#10) #4. (#13) #5 (#16) #6 (#19) #7 (#22) #8 (#25) #9 (#29) Concrete Strength (PSI) 2,000 Top Other 27 21 35 27 44 34 53 41 77 59 87 67 98 76 3,000 Top Other 22 17 29 22 36 28 43 33 63 48 72 55 81 62 4,000 Top Other 19 15 25 19 31 24 37 29 55 42 63 48 71 54 5,000 Top Other 17 13 22 17 28 22 34 26 49 38 56 43 63 49 6,000 Top Other 15 12 20 16 25 20 31 24 45 34 55 43 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 (#xx) 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. 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 and in unreinforced concrete. In any case the maximum chloride content of the concrete may not exceed the limits specified in ASTM C 318. 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 shah 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 electr%cal conduits shall not be embedded in structural concrete except where specifically approved. Do not embed aluminum conduits and sleeves in concrete. 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 Structural shapes: Bars and plates: Pipe: Structural tubing/HSS: Bolts: High -Strength Bolts: Nuts: Washers: Filler metal: noted otherwise: ASTM A 36 ASTM A 36 ASTM A 500, Grade 8, Standard Weight ASTM A 500, Grade B ASTM A 307 ASTM A 325, where noted ASTM A 563 ASTM F 436 E70XX Substitution of other materials requires approval of the Engineer. Galvanizingof 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. File: "Andover Place" 4 • 9 '-4" 8'-4" 6" ANDOVER PLACE TUESDAY MORNING DISC MAKERS TENANT White Acrylic. Illuminated Radius Top Cabinet With .090"Alum Routed Plex Backed Face. Paint Sign Face Cool Gray 10 & Background Blue Akzo 475 C3 To Match Shadow Blue Vinyl. Fabricated Alum. Extrusion Cabinet. Paint To Match Building Colors. Illuminate With 800MA CWHO Fluorescent Lamps. Vinyl Divider Bars. Paint To Match Cabinet. 1/8" White Acrylic Faces With Shadow Blue Opaque Vinyl (220-177) Fabricated Alum. Pole Covers. Paint To Match Building Colors. 20" 14" 3" 'I '1 • Sign 1 Option 1: Manufacture & Install (1) Double Face Illuminated Monument Sign. Sign Elevation COVED APR O 1, 2009 OMMUNITY DEVELOPMENT national sign 1255 Westlake Ave. N. Seattle, WA 98109 P: (206) 282-0700 F: (206) 285-3091 www.nationalsigncorp.com This Is An Original Unpublished Drawing, Created By National Sign Corporation. It Is Submitted For Your Personal Use In Connection With A Project Being Planned For You By National Sign Corporation. It Is Not To Be Shown To Anyone Outside Your Organization, Or To Be Used, Reproduced, Copied Or Exhibited In Any Fashion. Any Usage Beyond That Granted To Buyer Herein Shall Require The Separate Payment Of A Design And Engineering Fee To National Sign Corporation. Client: Andover Place Jobsite: 760 Andover Park W Tukwila, WA Representative Marie Wan Design No. 09-104 Acct. No. 2574 Designer Brad McKay Scale: Date 1/14/09 Sheet No. 1 of 2 Revisions 2/17/09 Customer Approval Salesperson Approval PANTONE A1Cm-4 -- FINISH VINYL ACRYLIC 475 C3 Gloss Shadow Blue Vinyl (220-177) To Match Bldg. Gloss To Match Bldg. Gloss White Cool Grey 10 Satin Sign Elevation COVED APR O 1, 2009 OMMUNITY DEVELOPMENT national sign 1255 Westlake Ave. N. Seattle, WA 98109 P: (206) 282-0700 F: (206) 285-3091 www.nationalsigncorp.com This Is An Original Unpublished Drawing, Created By National Sign Corporation. It Is Submitted For Your Personal Use In Connection With A Project Being Planned For You By National Sign Corporation. It Is Not To Be Shown To Anyone Outside Your Organization, Or To Be Used, Reproduced, Copied Or Exhibited In Any Fashion. Any Usage Beyond That Granted To Buyer Herein Shall Require The Separate Payment Of A Design And Engineering Fee To National Sign Corporation. Client: Andover Place Jobsite: 760 Andover Park W Tukwila, WA Representative Marie Wan Design No. 09-104 Acct. No. 2574 Designer Brad McKay Scale: Date 1/14/09 Sheet No. 1 of 2 Revisions 2/17/09 Customer Approval Salesperson Approval File: "Andover Place" t L.L.. 0 Z [� NUN sip 'er' fit- 9 •1 M • ipp • rtiT > EIVED APR 0112009' CEMLOP DEVELOPMENT MENT national sign 1255 Westlake Ave. N. Seattle, WA 98109 P: (206) 282-0700 F: (206) 285-3091 www.nationalsigncorp.com This Is An Original Unpublished Drawing, Created By National Sign Corporation. It 1s Submitted For Your Personal Use In Connection With A Project Being Planned For You By National Sign Corporation. It Is Not To Be Shown To Anyone Outside Your Organization, Or To Be Used, Reproduced, Copied Or Exhibited In Any Fashion. Any Usage Beyond That Granted To Buyer Herein Shall Require The Separate Payment Of A Design And Engineering Fee To National Sign Corporation. Client: Andover Place Jobsite: 760 Andover Park W Tukwila, WA Representative Marie Wan Design No. 09-104 Acct. No. 2574 Designer Brad McKay Scale: Date 1/14/09 Sheet No. 2 of 2 Revisions Customer Approval Salesperson Approval national sign 1255 Westl tkeAue. N.Seartle, W; l 9810.9 P: (206) 232-07'00 F: (206) 285-3091 www.nationalsig,ncorp.com JOB AWD,r t pm. ADDRESS 7L® AstO#V 2t ;WA' VEY( national sign 1255 WestltkeAve.'NSeattle, WA 98109 P: (206) 282-0700 F: (206) 285-3091 www.nationalsigncorp.com • JOB t pov P Litt I • ADDRESS SHEET NO Ido *emit hmk 11451 % OF CALCULATED BY 5 Date 747-01/ SCALE 1 x v REC.EIVW.W. PR -O I;111111 cOti MUNiTy DEVELOPMENT 7'UndJrground E/ec/r/co/ Eoseme,nf (A, 7805/00730). 5 8872132"E 360.00' 30' I 16r 1� /6. 5O /0 {'Yen''er" I /7 Spaces / 4 Spaces 4): 50.00 Q = 90°00. Ove', 7L° 78.54 01c1 -fir i 5 88°12'32'E 7 />/5 Cyr L /T EASE.t4E.Vr l I A. F. "72022, 90/66/ 3/000' /1-' C Blvd. /2 ' 4— S 138'/2-32 r O /. ',4,'„'✓EL kq 5O= To FN -- LEGAL DESCRIPTION• That portion of the northeast quarter of the southeast quarter, and of the southeast quarter of the northeast quarter, all of Section 26, Township 23 North,. Range 4 East, 11,11., 1n King County. Washington, described as follows: Beginning at the southwest comer of said northeast quarter of the southeast quarter; thence South 88012'32' East 30.00 feet to the point of origin of the centerline of the P-17 drainage channel, which channel continues South 88°11'32' . East to the terminus o' the westerly margin of Christensen Road; thence contin■- Ing South 88'12'32” East 360.00 feet; thence North -01°47'28' East 69.00 feet to the northerly margio of Minkler Boulevard, and the TRUE POINT OF BEGINNING; thence continuing Norte 0147'28' East 319.85 fret; thence North 88'12'32' West 360.D0'feet to the easterly margin of Andover Part West as recorded under Auditor's File No. 6355529, Volume 5095, pages 63 and 64, records of King Goonty, Washington; thence South 01°47'28" West 269.85 feet; thence along a curve to the left having a redluc of 50.00 feet; thru a central angle of 90'00'00', an are distance of 28.64 feet to the northerly margin of Minkler Boulevard; thence South 88°12'32" East 310.00 feet to the TRUE POINT OF BEGINNING. - SURVEYORS CERTIFICATE I hereby certify that this survey made under my supervision, in July 1978 correctly shows the relation of buildings and other structures to the property lines of the land indicated hereon; that the property lines are correct as shown; that the property contains 114,610 square feet; and that there are no encroacrments of adjoining buildings or structures onto said land, no overlap of build- ings or structures from said land, except as shown and that then are no encroachments of adjoining buildings or structures onto any of the easements on said land, and no overlap of buildings Or structures onto any of the easements on said land. except as shown on this survey. L.S. a L EGA At/D Pro,er 1y o Focrnd / • get IA ►� round Sf 1 1 b Deno/es Denores De.7 ores DPnores Denotes L ine P 0/Tog LS 1/56,4 P Ly/Tag L.5 1/568 Mon. 1n Case San i /o. -y Sewer !Voter 5rorrn Drain Asciha/t Paving Fire Hydrant RECEIVED `APR OII 200g COMMUNiTy . DEVELOPMENT J= J 5 3 • Odot � ANDOVER PAR/EST 209'- to t 319-10"t EXIST. SA.A.M.N. EXIST. IS` SAN. LINE IIJV. 55 1 SS SS. Acta" •10. a' -o" Ex15T. 8-LAT5RAL 501"4T' 28" w 2G9.B51 `1 • EYIST_ CON C..CURD 4 SID EWALic Rs5010" A=90 Ls 18.54' IRRIGATION MILT WATCR WACICRS Foil AREAS "O 8• &•L- L ` LT. POLE in 6 i. 24.C.?MtING ovER -I I4 ¢LAiee: a e.,sa mac. C' ' 164 to. c"cuRe• UTILITY 1 EASEMENT 10 N Jj .I o Q: i J -1. 1 4"PAIN TEO WMfTE LINES - TYPICAL • ri+ CPtCI T o 111 PROPOSED bUILDING Nrt r . LT. L i1 `. u SEE DET SM'T G•I TY/. — — AREA "C" 5 88" 12' 32" E 4.0. &. ' b' OVQRFLOW 0h O 44`' ,<e 5 r 1F 11 - 1L LT 0 Tr. — 3P"‘1N": 0 /EP ci.• / 3A :E RCCK _ FGOI'CURB .‘," 4 -4'• N OI' Jr' 28" E 31'•.85 `"j 58-6" t ..- . 1e 10' 70''0_ SITE PLAN 5o 0,. Ocl-CAcl ENLAFIGE/.NOs(/„PE ! R14MT JIDG © .G SDUTM 51Q5 ENTRY, PAA'AING c PACS 2' I -TB CGE REV OIAJENS,D/15 R.V.En A . LDFD 1'IAR D Tl11IS/. No., 41INERAL REVISION Revision 1.17.76 Dote 30' O" 0 ACC E55 0 EASEMENT m I EI.SEMLNT NI PROJECT DATA. StTF AREA 120000 S.F. 6LOG AREA 36,280 S.F COVERAGE 30 V PARKG REQ'D e 1 SP. / Moo 5. F. 3G 5P. PARK'G PROVIDED 92 sr. RECEIVED APR 01 2009' COMMUNITY DEVELOPMENT 1SSUE1 FEB 81! JORDAN, [A WOODN11, 6 JmOan • Casper :IAO /- /)-7 �v.7. By %_..OFFICE AND WAREHOUSE BUILDING TUKWILA INDUSTRIAL PARK TUKWILA, WASHINGTON n BEDFORD ASSOCIATES, INC. 14_.. _..PORTLAND OREGON n SITE >'LA.N By J H 1-11.1 _ App'CL 7 Date 077156 Project Number