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Home My WebLink AboutPermit D11-395 - CITY OF TUKWILA - CLEAR CHANNEL OUTDOOR - DIGITAL BILLBOARDCLEAR CHANNEL OUTDOOR 2140 SW 43 ST Di 1-395 City dPTukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-43 1 -3670 Inspection Request Line: 206 -431 -2451 Web site: http: / /www.TukwilaWA.gov Parcel No.: 3623049037 Address: 2140 SW 43 ST TUKW Suite No: Project Name: CLEAR CHANNEL OUTDOOR • DEVELOPMENT PERMIT Permit Number: D11 -395 Issue Date: 05/25/2012 Permit Expires On: 11/21/2012 Owner: Name: TUKWILA CITY OF Address: 6200 SOUTHCENTER BLVD , TUKWILA WA 98188 Contact Person: Name: MICHAEL MAYES Address: 3601 6 AV S , SEATTLE WA 98134 Contractor: Name: CLEAR CHANNEL OUTDOOR INC Address: AP DEPT #861 PO BOX 599703 , SAN ANTONIO TX 78259 Contractor License No: CLEARCO942B3 Lender: Name: Address: Phone: 206 494 -4200 Phone: 206 682 -3833 Expiration Date: 01/23/2014 DESCRIPTION OF WORK: CONSTRUCTION OF SINGLE -FACED 14 X 48' STATIC DIGITAL BILLBOARD. BEING BUILT TO ACCOMODATE (2) SIGN FACES, BUT ONLY ONE IS BEING COMPLETED. (5 SIGN PANELS /3 BILLBOARDS ARE BEING REMOVED /DEMOLISHED AS A CREDIT TOWARDS THIS: D11 -392, D11 -393, AND D11 -394.) Value of Construction: $150,000.00 Fees Collected: $3,113.76 Type of Fire Protection: N/A International Building Code Edition: 2009 Type of Construction: I Occupancy per IBC: 0026 Electrical Service Provided by: PUGET SOUND ENERGY * *continued on next page ** doc: IBC -7/10 D11-395 Printed: 05 -25 -2012 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: Flood Control Zone: Hauling: Land Altering: Landscape Irrigation: Moving Oversize Load: N N • • Number: 0 Size (Inches): 0 Start Time: Volumes: Cut 0 c.y. End Time: Fill 0 c.y. Start Time: End Time: Sanitary Side Sewer: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Profit: N Non - Profit: N Water Main Extension: Private: Public: Water Meter: N Permit Center Authorized Signature: I hereby certify that I have read and�xa ed this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complie with, whether specified herein or not. Date: ' 2c t VI, The granting of this permit does not presu e to give authority to violate or cancel the provisions of any other state or local laws regulating construction or t • • erformance of work. am authorized to sign and obtain this development permit and agree to the conditions attached to this permit 617_51) Signature: Date: 2^ Print Name: 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. PERMIT CONDITIONS: 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 4: The special inspections and verifications for concrete construction shall be required. 5: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 6: Installation of high- strength bolts shall be periodically inspected in accordance with AISC specifications. 7: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. doc: FBC -7/10 D11-395 Printed: 05 -25 -2012 8: When special inspection is required, eit he owner or the registered design professi in responsible charge, shall employ a special inspection agency aWotify the Building Official of the appointme or to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 9: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 10: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 11: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 12: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 13: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 14: Manufacturers installation instructions shall be available on the job site at the time of inspection. 15: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 16: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 17: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** Due to presence of City of Renton water infrastructure inside this parcel, Renton Water Department representative shall participate in the pre - construction meeting or applicant shall arrange a site meeting with Renton Water Department to avoid any conflict with the existing Renton Water infrastructure; please contact Mr. Abdaul Gafour, City of Renton Water Engineering at 425 - 430 -7210 prior to any excavation or drilling activity. 18: Any material spilled onto any street shall be cleaned up immediately. 19: Placing a call to Utility Locates @ 1- 800 - 424 -5555 before you dig shall be the first order of business to avoid conflict with any utility lines on site. 20: Applicant shall contact Public Works at 206 433 -0179 or 206 431 -2440 minimum 48 hours m advance to obtain a Street Use permit if sidewalk or roadway needs to be blocked off or occupied by construction equipment. 21: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 22: ** *PLANNING DEPARTMENT CONDITIONS * ** 23: Prior to construction, applicant must demonstrate how access to the property will be achieved. If a ramp or other structure is proposed, approval of the City is required. 24: Must comply with all conditions placed on the permit under S11 -087. 25: Construction of billboard cannot begin until permit identified under S11 -087 have been removed. 26: The rate of change of the digital billboad must not exceed a frequency of more than once every 8 seconds. doc: IBC -7/10 D11 -395 Printed: 05 -25 -2012 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. Project No. -Y1C Date Application Accepted: Date Application Expires: IZ ti II at Ili- 11- (For office use only). CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** SITE LOCATION Site Address: King Co Assessor's Tax No.: 3623049037 NE Corner of W Valley Highway and S 180TH St Suite Number: NA Floor: NA Tenant Name: Clear Channel Outdoor PROPERTY OWNER Name: Michael Mayes Name: City of Tukwila City: SEATTLE State: WA Zip: 98134 Address: 6200 Southcenter Blvd Email: michaelmayes @clearchannel.com City: Tukwila State: WA Zip: 98188 CONTACT PERSON — person receiving all project communication Name: Michael Mayes Address: 3601 6TH AVE S City: SEATTLE State: WA Zip: 98134 Phone: (206) 494 -4200 Fax: Email: michaelmayes @clearchannel.com GENERAL CONTRACTOR INFORMATION Company Name: Clear Channel Outdoor Address: 3601 6TH AVE S Zip: 98134 City: SEATTLE State: WA Phone: (206) 682 -3833 Fax: (206) 447 -0377 Contr Reg No.: CCOI CLEARC094: i63 Date: 01/23/2014 Tukwila Business License No.: BUS-0100438 H: \Applications \Forms- Applications On Line \2011 Applications \Permit Application Revised - 8 -9 -1 I doca Revised: August 2011 bh New Tenant: ❑ Yes m ..No ARCHITECT OF RECORD Company Name: Quantum Structure and Design Architect Name: Stock Plans Address: 2145 MOEN AVE City: JOLIET State: IL Zip: 60436 Phone: (815) 744 -8663 Fax: Email: ENGINEER OF RECORD Name: TBD Company Name: GRC Engineering City: State: Zip: Engineer Name: Gerald Carstens Address: 5544 W 147TH ST City: OAK FOREST State: IL Zip: 60452 Phone: (708) 489 -0400 Fax: Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: TBD Address: City: State: Zip: Page 1 of 4 BUILDING PERMIT INFORMATION — 206 -431 -3670 Valuation of Project (contractor's bid price): $ 150,000 Describe the scope of work (please provide detailed information): Construction of a new 14'x48' static digital billboard on City Owned Land. Existing Building Valuation: $ 0 5 sign Panels are being removed and shall be credited toward the construction of a single faced static digital sign to be constructed at on a City Owned Lot on W Valley Highway and 180TH. Sign is being built to accommodate 2 sign faces, but only one is being built. If a second digital sign face is added then 5 more traditional sign faces will be removed from other areas of the city. Will there be new rack storage? ❑ Yes m.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) 0 *For an Accessory dwelling, provide the following: Lot Area (sq ft): 0 Floor area of principal dwelling: 0 Floor area of accessory dwelling: 0 *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: 0 Compact: 0 Handicap: 0 Will there be a change in use? ❑ Yes No If "yes ", explain: FIRE PROTECTION /HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm 0 None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes Z No If "yes', attach list of materials and storage locations on a separate 8 -1/2" x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H: App licat ions \Forts- Applications On Line\2011 Applications \Permit Application Revised -8 -9-11. docx Revised: August 2011 hh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1s' Floor 0 rd Floor 0 3rd Floor 0 Floors thou 0 Basement 0 Accessory Structure* 0 4 Attached Garage 0 Detached Garage 0 Attached Carport 0 Detached Carport 0 Covered Deck 0 Uncovered Deck 0 PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) 0 *For an Accessory dwelling, provide the following: Lot Area (sq ft): 0 Floor area of principal dwelling: 0 Floor area of accessory dwelling: 0 *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: 0 Compact: 0 Handicap: 0 Will there be a change in use? ❑ Yes No If "yes ", explain: FIRE PROTECTION /HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm 0 None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes Z No If "yes', attach list of materials and storage locations on a separate 8 -1/2" x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H: App licat ions \Forts- Applications On Line\2011 Applications \Permit Application Revised -8 -9-11. docx Revised: August 2011 hh Page 2 of 4 • PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OW) ER OR AUT ' ORIZED AGENT: Signature: Print Name: Michael Mayes Mailing Address: 3601 6TH AVE S H:\ Applications \Forms- Applications On Line\2011 Applications \Permit Application Revised - 8- 9- 11.docs Revised: August 2011 bh Date: 12/12/2011 Day Telephone: (206) 494 -4200 SEATTLE WA 98109 City State Zip Page 4 of 4 Parcel No.: Address: Suite No: Applicant: 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.TukwilaWA.gov 3623049037 2140 SW 43 ST TUKW CLEAR CHANNEL OUTDOOR RECEIPT Permit Number: Status: Applied Date: Issue Date: D11 -395 ISSUED 12/12/2011 05/25/2012 Receipt No.: R12 -03128 Initials: JEM User ID: 1165 Payment Amount: $63.00 Payment Date: 11/16/2012 08:48 AM Balance: $0.00 Payee: RICK J OBIE TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd VISA Authorization No. 05603D ACCOUNT ITEM LIST: Description 63.00 Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 Total: $63.00 63.00 rin� RPc.Pint -OR Printprt• 11 -16-7017 • 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.TukwilaWA.gov RECEIPT Parcel No.: 3623049037 Permit Number: D11 -395 Address: 2140 SW 43 ST TUKW Status: APPROVED Suite No: Applied Date: 12/12/2011 Applicant: CLEAR CHANNEL OUTDOOR Issue Date: Receipt No.: R12 -01457 Payment Amount: $1,888.90 Initials: WER Payment Date: 04/30/2012 01:32 PM User ID: 1655 Balance: $0.00 Payee: MICHAEL MAYES TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd VISA Authorization No. 03515D ACCOUNT ITEM LIST: Description 1,888.90 Account Code Current Pmts BUILDING - NONRES 000.322.100 STATE BUILDING SURCHARGE 640.237.114 Total: $1,888.90 1,884.40 4.50 doc: Receiot -06 Printed: 04 -30 -2012 Ci0 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 SET RECEIPT Copy Reprinted on 12 -13 -2011 at 11:10:45 12/13/2011 RECEIPT NO: R11 -02707 Initials: JEM Payment Date: 12/12/2011 User ID: 1165 Total Payment: 1,582.31 Payee: MICHAEL R HAYES SET ID: 1212B SET NAME: CLEAR CHANNEL OUTDOOR SET TRANSACTIONS: Set Member Amount D11 -392 D11 -393 D11 -394 D11 -395 TOTAL: 119.15 119.15 119.15 1,224.86 1,224.86 TRANSACTION LIST: Type Method Description Amount Payment Credit C VISA 1,582.31 TOTAL: 1,582.31 ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 1,582.31 TOTAL: 1,582.31 INSPECTION NO. INSPECTION RECORD Retain a copy with permit ,] t( -39S PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Proj ct: Ty a of p`ection: ' Address: 0 S w 43 Date Called: Special Instructions: Date Wanted:. -- t D 1 5 '&4'M- p.m. Requester: -- 1 ( Phone No: . Approved per applicable codes. Corrections required prior to approval. COMMENTS: nn pOrP -- 1 ( 00-7-:.^ D . 1 _..S . c.4 --4' kki fi=t li `'1'v J _ e' i,, r._�. t f ' om~ 00-e V E A- — Adk ÷-: ( `rte . // f 'I Ins pct REINSPECTION FEE REQUIR L„./ J rior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Su to 100. Call to schedule reinspection. Date: 1 r.- i' 1 INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: G..tt) Q. 6 H n►a l 1 Type of Inspection: F- i N A L —'t.(1 14►J , , Address: -1 L)Q SW y 2 s i Date Called: Special Instructions: Date Wanted:. i C1--1 -Z• a:m. m. Requester: Phone No: �y1 -5O1 -01c1 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: D Inspecto Date: n REINSPECTION FEE REQUIRED. Prior to next inspection, fee Mug 'be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. • 3 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO.,/ CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 b11-Yk-s Project; C n Ty of DI`n�spM C)_ i.k. N In kik r Al 1).1A 9 0A-L-- Addres . iO sj43-- r Date Called: (C -n\'N' 3 6TE.6 Airrd(j r Special Instructions: Date Wanted: 1 — 3 - t , /aa.m: S 5 t Requester: Phone • .3 4 ../ — 0I II Sot / 0 Approved per applicable codes. Corrections required prior to approval. COMMENTS: C)_ i.k. N In kik r Al 1).1A 9 0A-L-- pi k (C -n\'N' 3 6TE.6 Airrd(j r C. tAA-,1 ;iu c 1 ei?r jr A-((_ ' L..� �.nJ n-e / VIA r (A LJAvd?y --7 Ve o A- P" , ) L u . 1 _k(: l ._-- 1 A. l J/ S . S ac-.- c -A% O JtAi ( 4-0A-17 ci f 1.S. 3 06 :1 e.S AA-VAV ,k AJ Sr- pre, l T ( rikit e er,b i Inspector: Date: - 2 n REIN EPS CTION FIE REQUIR D. Pr ior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. r �T INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 , (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 ,l)/ / -,35'5 Project: aL /he nl M /p/fL Type of Inspection: rUOr PR/ 4 Address: �+ / �+ 01/490 S cif.J 4'3 vl %_ Date Called: Special Instructions: 06917/9 /- D/ Date Wanted:. / // /2 8 /!Z P.m. Requester: Phone No: S'4//- 5"d1- o /S/ EJApproved per applicable codes. Corrections required prior to approval. COMMENTS: S 49 .c -4 iT SpeJ4 Ts A f - Date: / n REINSPECTION FEE ' - ai IRED. Prior to next inspection. fee must be paid at 6300 Southc -nter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 9818$,., 2 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 .: (t .35.5 Project: 1 eAr- c k 4 M,1 ' (90TDd Type of Inspection: A' ?f c C.0 't 71>fr d Address: Date Called: • Special Instructions: co K7 Date Wanted: t -(0- ! —a m^ Requester: Phone No: Approved per applicable codes. a Corrections required prior to approval. Ci COMMENTS: kjeAT DJ cl 6.0A it 1 9/"S © r Inspect r: Date: n REINSPECTION FEE REQUIRED. IPrior to next inspection; fe'e must be paid at 6300 Southcenter Blvd.. Suite 100. Call to sched'tile•einsp'ectioh.• . • INSPECTION RECORD Retain a copy with permit INSPECTION NO. • DI1 -395-- ...,.PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 • Permit Inspection Request Line (206) 431 -2451 P�ect: � � Type of In ection:�l� r ' Address: C 1-3 Date CaII d; /13 Special Instructions: Date Want /13 Request Requestg ,ck Phone : 501- 019/ Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: OS Date: //q/13 ri REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTIOIs RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431 -3670 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 431 -2451 Prof tom: /,,- n C. (rLitaVle.Q icor-S Type o�f s/pection: 7' P -CC1/ 1 Address: 5 • �� Date Called: 7% //.A i Special Instructions: J0 n1 Date Wanted:. L% 7/ JJi-Z a.m. p.m. Request Phone No: 5Vi- 5y3 -4G l8' Approved per applicable codes. Corrections required prior to approval. COMMENTS: Pfd d - (011 (O r C (.t C.f-Pd i tai f t7 0,i -Sift° f(DS. = 1rGtl e ! i Inspector: Date: 7-3 it 7— ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 611-3G6 Carlson Testing, Inc. RECEIVED JUL 18 2012 Bend Office Geotechnical Office Eugene Office Salem Office Tigard Office (541) 330 -9155 (503) 601-8250 (541) 345-0289 (503) 589-1252 (503) 684-3460 GOMMUN� Daily Report of StP `Steel Client: OBIE CONSTRUCTION INC - RICK OBIE Project: TUKWILA Address: @ OBIE CONSTRUCTION SHOP CTI representative M DAGGETT CTI Job #: E1201294. Jurisdiction: TUKWILA was on site this date Jul. 03, 2012 Permit NEED to perform Special Inspection for: DFS #(s) PO Number: SCOPE OF INSPECTION 1. Checked in with superintendent, client or shop rep. Name RICK Company OBIE CONSTRUCTION 2. Inspection was "IBC" Continuous ❑ Periodic 3. Work performed: ❑ In the field At fab shop OBIE CONSTRUCTION 4. If shop inspection do they have fabrication and QC procedures? El Yes No n N/A INSPECTION Yes NoN /A 1. Reviewed previous inspection reports' X 2. Verified steel materials are in compliance by reviewing random samples of the mill test reports, steel ID markings or other documentation. X X 3. Verified/weld filler materials conform. X 4. Checked steel members to see they were fabricated and erected in accordance with the workmanship and tolerances required. X 5. Checked welded studs and structural connections were installed as required. X 6. Verified high strength bolts and fasteners conform. Y 7. Verified the quality of welds produced by welders, welding operators. and tackers conform. X S. \ erified steel frame joint details for bracing, stiffening. member locations. and application of joint details at each connection are in compliance by random sampling. X WELDER INFORMATION Welders Name- DAVID BARNES Certification #: 0824 Yes No N/A 1. Verified the contractor's Welding Procedure Specifications are in conformance with AWS requirements. X 2. Verified the essential variables outlined in the Welding Procedure Specifications were employed during execution of the work. X 3. Verified the weldability of reinforcing steel other than ASTM A706. X ❑ See additional report page(s). Location of steel inspection [to include grid lines. elevations (floors) and drawing details]: CTI REPRESENTATIVE WAS AT THE SHOP FOR VISUAL INSPECTION OF SINGLE PASS FILLET WELDS ON THE MONOPOLE SIGN STRUCTURE. ON THE 30" OUTSIDE DIAMETER COLUMN SECTION INSPECTED ALL THE FILLET WELDS BECAUSE IT WASN'T CLEAR EXACTLY WHAT HAD BEEN INSPECTED PREVIOUSLY. PRIMARILY FOCUSED ON THE GUSSETS AT THE COLUMN PLATE THAT CONNECTS TC TORSION SECTION. DETAILS WERE ON SHEET 1 OF 2. WELD PROCESS USED FCAW WITH E -71T -1 FILLER METAL, 1/16" DIAMETER WIRE. Distribute attachments. REPORT SUMMARY 1. Work inspected was: ® Completed In progress 2. Completed work inspected was in compliance with Approved plans and specifications 0 Shop drawings RF1 0 Design change Submittal ❑ N/A Document #(s) SHOP Dated: 6 /02 / 11 3. Noncompliance item(s) were noted this date, details on following page(s). ❑ Yes n No N/A 4. Noncompliance item(s) were reinspected this date. details on following page(s). 0 Yes No n N/A Conform ❑ Remain in progress Report(s) findings were discussed and left with RICK Of OBIE CONSTRUCTION Based on the Code. approval is required from the Building Official before the SPECIAL INSPECTED items noted above can be covered. Carlson Testing has no authority to direct work of contractors or subcontractors. Pane lof 1 Daily 'Report gf Structural Steel CTI Job #: :E1'210,1`294 . Project: 'TTJ -LE LA Notes: For: 0? /g312 0 12 In some cases -more than one'box :may be checked for a ,given item ion :the front page. Our reports pertain to he material testedfinspected only. Information ,contained herein is not to be reproduced. except in fi without prior authorization from this office. Under- :all circumstances. the information contained :in this report is provided subject to all terms and conditions of(CTI's ,General ,Conditions in cffect ,at the time this report is prepared. No party other than those to whom CTl',has,d'istributed this; report ;shall be entitled to use or rely upon the information ,contained in this document. :If :there are any _further :questions regarding this smatter. please :do not hesitate to contact this office. Respectfully submitted. CARLSON'TESTIN,G. INC,. ReViewed'Br 'Danie_ l Brown Review 13ate :'07 /I 3/201`2. AMP /AC OBIE CONSTRUCTION INC - `RICK ,,OBIE OBI'ECON @ EARTH LINK .NET iCI -TY OF TUKWILA BUILDING `DEPARTMENT CLEAR CHANNEL OUTDOOR - ,MIKE MAYES MICHAELMA ?,ESCQCLEARCHANNEL,.�GOM 18997,0'HWY(99N.''EUGENE OR X.AII X[TIVA ZSaA 'cg Pt- REVIEWED FOR CODE COMPLIANCE APPROVED MAR 02 2012 City of Tukwila BUILDING DIVISION SITE PLAN PROJECT: ADDRESS: PARCEL #: SW 43X"-' ST CLEAR CHANNEL DIGITAL BILLBOARD @ NE CORNER WEST VALLEY HWY & SW 43RD ST 2140 SW 43RD ST' 362304- 9037 - VACANT LOT 20:1 40ft i REUtivtu CITY OF Ti JKwiLA JAN :: 02012 PERMIT CENTER Statement of Special Inspections PROJECT Sign Structure :: GRC No. 11- 017 -270 LOCATION Tukwila, WA :: West Valley Highway & South 180th Street OWNER Clear Channel Outdoor. DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE Gerald R. Carstens :: GRC Engineering, Inc. This Statement of Special Inspections, which encompasses the structural discipline only, is submitted as a condition for permit issuance in accordance with the Special Inspection and Structural Testing requirements of the Building Code. It includes both a schedule of Special Inspection services applicable to this project and a schedule of Inspection and Testing Agencies which has not been completed at the time of submission. The Owner or Owner's Agent shall complete the Schedule of Inspection and Testing Agencies, and the Building Official shall approve the individuals and firms listed as well as their individual qualifications prior to construction and /or permit issuance. GRC Engineering, Inc. is not responsible for approving individuals or firms performing the special inspections or tests. The Special Inspection Coordinator shall keep records of all inspections and shall furnish inspection reports to the Building Official and to GRC Engineering, Inc., the Registered Design Professional in Responsible Charge. Discovered discrepancies shall be brought to the immediate attention of the Contractor for correction. If such discrepancies are not corrected, the discrepancies shall be brought to the attention of the Building Official and the Registered Design Professional in Responsible Charge. The Special Inspection program does not relieve the Contractor of his or her responsibilities. Interim reports shall be submitted to the Building Official and the Registered Design Professional in Responsible Charge. Interim report frequency shall be as required by the Building Official. A Final Report of Special Inspections documenting completion of all required Special Inspections, testing, and correction of any discrepancies noted in the inspections shall be submitted prior to issuance of a Certificate of Use and Occupancy. Job site safety as well as means and methods of construction are solely the responsibility of the Contractor. REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE Gerald R. Carstens, P.E. GRC Engineering, Inc. EXPIRES 08.- JS- d-o /3J REVIEWED FOR CODE COMPLIANCE APPROVED MAR 0 2 2012 City of Tukwila BUILDING DIVISION 5 Date Design Professional Seal & Expiry AUTHORIZATION OF OWNER ACCEPTANCE OF BUILDING CODE OFFICIA CITY Tikiv(LA JAN 3 62012 PERMIT-CENTER Signature Date Signature Modeled after CASE Fo(Bi ] l0 M P L E TE j� (� LTR� Schedule of Inspection and Testing Agencies This Statement of Special Inspections (i.e. Quality Assurance Plan) includes the following building systems — [Structural Steel Construction ❑ Wood Construction ❑ Cold- Formed Steel Construction Eils [v 'Concrete Construction Rundations ❑ Masonry Construction ❑ Special Cases SPECIAL INSPECTION AGENCIES FIRM & CONTACT INFORMATION 0. Special Inspection Coordinator 1. Special Inspector / Agency Material or Element Inspecting 2. Special Inspector / Agency Material or Element Inspecting 3. Special Inspector / Agency Material or Element Inspecting 4. Special Inspector / Agency Material or Element Inspecting NOTE :: The special inspectors and testing agencies shall be engaged by the Owner or the Agent of the Owner and not by the Contractor or Subcontractor whose work is to be inspected or tested. Any conflict of interest must be disclosed to the Building Code Official, prior to commencing work. Modeled after CASE Form 101 2.(5 * ** GRC No. 11=017 -270 :: Job No. 77 -2061 * ** Modified IBC Table 1704.3 — Required Verification and Inspection of Steel Construction Verification and Inspection Continuous Periodic Referenced Standard IBC Reference 1. Material verification of high- strength bolts, nuts, and washers. a. Identification markings to conform to ASTM standards specified in the approved construction documents. -- x AISC 360 Section A3.3 and applicable ASTM material specifications -- b. Manufacturer's certificate of compliance required. -- x -- — 2. Inspection of high- strength bolting. a. Snug- tightened connections. -= x AISC 360 Section M2.5 1704.3.3 b. Fully- tensioned connections. x -- 3. Material verification of structural steel. a. For structural steel, identification markings to conform to AISC 360. x AISC 360 Section M5.5 b. For other steel, identification markings to conform to ASTM standards specified in the approved construction documents. - x Applicable ASTM material specifications c. Manufacturer's certificate of compliance required. -- x - -- 4. Material verification of weld filler materials. a. Identification markings to conform to AWS specification in the approved construction documents. _ -- x AISC 360 Section A3.5 and applicable AWS A5 documents b. Manufacturer's certificate of compliance required. -- x -- -- 5. Inspection of welding of structural steel. a. Complete and partial penetration groove welds. x — AWS D1.1 1704.3.1 b. Multi -pass fillet welds x -- c. Single -pass fillet welds with size greater than 5 /16- inches. x d. Plug and slot welds x -- e. Single -pass fillet welds with size equal to or less than 5/16- inches. -- x 6. Inspection of steel frame joint details for compliance with approved construction documents. a. Details such as bracing and stiffening. -- x -- 1704.3.2 b. Member locations. -- x c. Application of joint details at each connection. — x 3/5 "'• GRC No. 11 -017 -270 :: Job No. 77 -2061 ••• Modified IBC Table 1704.4 — Required Verification and Inspection of Concrete Construction Verification and Inspection Continuous Periodic Referenced Standard IBC Reference 1. Inspection of reinforcing steel and its placement. __ x ACI 318 Section 3.5 ACI 318 Sections 7.1 -7.7 1913.4 2. Verification of use of required design mix. -- x ACI 318 Chapter 4 ACI 318 Sections 5.2 -5.4 1904.2.2 1913.2 1913.3 3. At the time fresh concrete is sampled to fabricate specimens for strength tests, performance of the slump and air content tests as well as determination of the temperature of the concrete. x -- ASTM C172 ASTM C31 ACI 318 Section 5.6 ACI 318 Section 5.8 1913.10 4. Inspection of formwork for shape, location, and dimensions of the concrete member being formed. -- x ACI 318 Section 6.1.1 -- 415 * ** GRC No. 11- 017 -270 :: Job No. 77 -2061 * ** Modified IBC Table 1704.7 — Required Verification and Inspection of Soils Verification and Inspection Continuous Periodic 1. Verification of soil material adjacent to foundation is adequate to achieve the design bearing capacities. x x 2. Verification of size of the excavations for the foundation (i.e., proper diameter and embedment depth). x x * ** GRC No. 11 -017 -270 :: Job No. 77 -2061 * ** Modified IBC Table 1704.9 — Required Verification and Inspection of Pier Foundations Verification and Inspection Continuous Periodic 1. Observation of drilling operations as well as accurate recordkeeping for each pier foundation. x 2. Verification of placement locations and plumbness as well as confirmation of the diameters, embedment lengths, bell diameters (if applicable), and socket lengths into bedrock (if applicable). x - 3. For concrete pier, performance of additional inspections in accordance with Section 1704.4 (if applicable). -- — 5l5 GRC ENGINEERING, INC. 5544 W 147TH STREET OAK FOREST, ILLINOIS 60452 CLIENT GRC NO. JOB DATE CLCP\t2 CNAN /V L_ 11-61 -2 -o '31V1A( ( i ENG. FIV1 FILE COPY Permft No. GRC No. 11 -017 -270 * ** 14' -0" x 48' -0" Sign Face 3' -0" Apron Centermount :: Single Display 45' -0" Overall Height * ** Design of New Sign Structure * ** 2009 International Building Code Use Group U Occupancy Category I ASCE Standard 7 -05 -- Design Dead, Face E.P.A. -- PD = 15 p.s.f. -- Design Wind, Signs -- 90 m.p.h. (3 -sec gust), Exposure Category C Importance Factor -- Iw = 0.87 Pw = 26.0 p.s.f. — Desi n Earth•uak i/q (EXPIRES g - /S /3 3 FOR ODE COMPLIANCE ". ROVED AUG 15 2012 S0.2= 1.20g& 1.0 =0.50g Site Class D --� SDC = D :: High Risk ✓ VBASE:E = 7.7 kip, CS = 0.22, R = 3.0 City of Tukwila BUILDING DIVISION v;s an � RECEIVED as 07 2012 Pour 6€Nr€R Tukwila, Washington :: "NE Corner W. Valley Hwy & S. 180th St." Job No. 77 -2061 D 11- 39s Lighthouse Printing. Inc.708.479-7776 0. Mj Oi W V.111y Hwy At S IROth t law,. WA 91HH Uo Alain - Wudow Int w; fafAof trf .• btng.ccm Inf9,. I:11bl; • I. SU t d691f.intll tf rig`, f fTlf ITAVOF■f Le.-IC ). ikuCT EVA, zoll• ITI311i7.7,1,4iLHEW, ■:.■54 rr.,7 El MT.: :I, IfklE121_61.474' 11•1101110•11•1111•11■6.._ File ,Edit View Favorite, Tools Help Ping maps Evokes Dictionary- and Theism, .6. • • of W Valley Hwy & 5 180t11/451. Tukwila, WA .., 71,77-7.3"'"Ir'rr7r f•ing mut., Valley Hwy & 180th St. Tu Web • ! • It ' • all • r:nri.:,1.9.tal,••• • • C., • Tu■v.ila • ';')014., W Valley Hwy & S 180th St, TAwila, WA 98188 sewsz Diredions Save Send r lot what you wanted? osticaNma iWstreall P.b lAssawnre papa OA cage ININFININA.97.44477Agr.ell,M7,7:47 Restaurants Bat ' ills & Pubs Malls Shopping Centers More := Done ' BIrd's eye *7 Bing flap f. Sign tri • ise, •• Page • Safety • Tools • .0 • "77414..iF7'` ar, 1,1 f.,jc 0:-111(1 ffloA tf (4'07; ,nInt-fti• I 1,1,rosal '";•Ii.tv. CtEs vos: ttoxol - 2tHella, no n t271: ternc' ct it" d esocl.lo On . 4,100% -.0 0 Odisp = 0.00 • deg • (REF) FD: S.S. = 30.00 • kip . (DESI 5/13/2011 0 0 11 billboard design -- natl fund freq -- 2011 -- DEFINITION OF BILLBOARD SGT SUPERSTRUCTURE GRC Engineering, Inc. 3,0/(1 This next collapsed area sets the design ASCE Standard and the design AISC Book. s a.17,50. ft B8.00.ft esigr►: 1.00 he45.00.ft s 500 •. ft Bkee.9 ft Bcover=0• ft COMPUTATION OF RESULTANT DEAD LOAD OF SUPERSTRUCTURE Bcover = 0.00• (DES) This next collapsed area calculated the resultant force for the Dead Load of the defined sign superstructure. IFD: 5S. — calc = "result from dead Toad calculation "I FD: S.S. 9 30: kip FD: S.S. " plc = 30.00. ki{� NOTE :: These next lines set the design distances to the center of mass (COM) of the sign superstructure. Au: 96u -dir • (LR + 12 + 11) + AFLAG A:= 9v-dir • (I.R + 1.2 + El) + AOFFS 96u -dir 0 9�r dir 0.02 ARAG 000 - 0 — _l • ft 1` AOFFS = 2'25' ft MG: w = 0.00 • ft. kip MG: uu = 89.25 • ft* kip MG: res = 89.25 • ft • kirl NOTE :: Displacement along the v -axis is considered the primary direction. That is: v -axis is the direction parallel with the OFFS member. That is: u -axis is the direction parallel with the TORS member. Adisp 2 = 672.00 • sq : fil Aapron: TOT = 144.00 • sq : fv Adeck: TOT = 360.00 • sq : fd Adeck, walkaround: TOT = 30.62 • sq : ft� [ %mist) = 10 91 PD: disp 1 = 0.015 • ksfl PD: disp 2 = 0.000 • ksll PD: apron = 0.003 • ksl FD: mist = 2.00. kip • REFI FD: disp 1 = 10.08 • kid FD: apron = 0.43 • kid FD: hang = 0.38 • kid FD: brace = 0.38 • kip) FD: spdr = 1.05 • kirl FD: ctwk= O'19•kiJ FD: stoprail = 0.20 • kipl FD: deck, walkaround = 0.09 • ki� FD: deckstgr = 0.86 • kid FD: tors =7'20•kid FD: matchPL = 0.00 • kid F0: 2connPL = 0.00. kid 5/13/2011 11 billboard design "^• natl fund freq "'" 2011 "^• DEAD LOAD OF BILLBOARD SIGN SUPERSTRUCTURE GRC Engineering, Inc. IFD: S.S. ` init = 19.97 • kirj Adisp 1 = 672.00 • sq : ft Lstgr 1: TOT = 192.00ft Lstgr 2: TOT = 192.00ft Lhang: TOT = 48.00ft Lbrace: TOT = 48.00ft Luprt: TOT = 105.00ft Lldgr: TOT = 42.00ft Lspdr: TOT = 30.00ft Lmnbm: TOT = 15.00ft Lctwk: TOT = 21•OOft Lstoprail: TOT = 49.00ft Lstopsupp: TOT = 35.00ft Ldeckstgr: TOT = 72.00ft Wtstgr 1 = 0.013 • kYf Wtstgr 2 = 0.000 • klf Wthang = 0.008 • kif Wtbrace = 0.008 • kif Wtuprt = 0.021 . klf Wtldgr = 0.009 . klf Wtspdr = 0.035 • klf Wtmnbm = 0.000 • kif Wta,k = 0.009 . klf Wtstoprail = 0.004 • kif Wtstopsupp = 0.004 • klf PD: deck = 0.003 • ksf IPD: deck, walkaround = 0.003 • ksf Wt deckstgr = 0.012 • klf F0: disp 2 = 0.00 • kip FD: stgr 1 = 2.50 • kip FD: stgr 2 = 0.00 • kip FD: uprt =2.21• kip FD: ldgr = 0.38 • kip FD: mnbm = 0.00 . kip FD: stopsupp = 0.14. kir! FD: deck = 1.08 • kip 'lots= 48AOft tmatchPL = 1.500 • in t2connPL = 2.500 • in L2connWF = 5.67 • ft Loffs = 5.58 ft Wttors = 0.150 • klf WtmatchPL = 0.000 . kif Wt2connPL = 0.000 • klf Wt2connWF = 0.000 • klf Wtoffs = 0.000 • klf FD: 2connWF = 0.00 • kid FD: offs = 0.00 • kip FD: 5.5.' init' = 29.17• kip FD: S.S. = 30.00• = "the design resultant Dead Load force acting at the head plate (i.e., Joint 1 -A)" I IFD: S.S. kip (DES) J LOAI•I = 45.00 • ft • (DESi) IASCE Standard = "7 -05" 1 Vas = 90 • mph • DES) fEFF = 1.304 • Hz • (DES PW: ref = 26.00 psf • (0E51 WLW = 30.00 • kid N1 = 3539 - kip • (DES1 5/13/2011 11 billboard design '°'V natl fund freq """ 2011 - DESIGN OF BILLBOARD SIGN STRUCTURAL SUPPORT CODE • "2009 IBC' OccCat a "I" a a a IW ExpCatW a "C" Kz des -1C��'• -1.Q Kd' 0 :85 qz: des 0.00256 (I : des • Kzt' Kd) . V12 . I W • (psf) Mod.:: C#: des a "no" µoff a 1.0' µ.model 0.879'• DES AISC = "13th :: Black Book" asif = 1.00 PW: init = 25.20 • psf Au= 0.00•ft = 2.98ft MRIW (years) = 25 terrain = "flat and open" Jnopsf(gz: des) = 4.05 PW mina 26.00. .• psf s = 17.50ft GRC Engineering, Inc. OccCat = "I" ExpCatw = "C" : des = 1.068 Kit = 1.00 Kd = 0.85 qz: des = 16.38 • psf Cf: des = 1.750 Gdes = 0.879 structure = "RIGID" 1 DIA2 s 30:000' in t230 :500•ln pt Fy:2a4.2'ksi Wt2 = 158 • ptf L2: piece = 22.50ft • APRX 11 =.17.50•ft ICC2 = 0.984 V resultC2 = "Borderline OKAY" DIA1.;a 36.0001: in t ..0.5000.. in pt Fy :1 a 42 • ksi LWt i = 190 . plf l L1 =10.00.ft L1: piece = 31.75 ft • APRX ICC1 = 0.824 IresuitCi = "OKAY" MG: vv =0.00• ft• kip ICPIER.des a 0.950 ✓ MG: uu = 89.25 • ft • kip BFDN a DIAL+ [(6.00. in)] 0.5 J Se: Ali o 150• Psr ft Ibif a 2.0 a0 =0 Nr: lugs = 4 II-r: lugs = 2.00• ft• (MIN) B = 48.00ft Bcover = 0.0• Epipe = 0.80 ft- REF Epipe ' Cf: des = 1.40 N0: toe = 39.60 • kip • (APRX) SDC = "D" • (REF)1 Cs (12.8 -2) = 0.272- FLA1I ITn: EFF = 0.767 - sec • (DES)I 5/13/2011 0 0 0 11 billboard design "- nail fund freq'•"' 2011 ••"` GRC Engineering, Inc. CREATION OF DESIGN RESPONSE SPECTRUM OccCatE := OccCat OccCatE = "I" IE = 1.0 50.2 1.20 S1.0 0.50 Site Class a "D" TL El 6.0 - sec (2=1.2oo.[a 51 i 0=0.500• [g1 Site Class = "D" T L = 6.0 • sea IBSFRS a "Non - Building Structure Not Similar to Building - Signs and Billboards"' Rsys '_ 3.0 Rsys = 3.0 2 500.2 = - Fa • 50.2 2 SOLO =-- FvS1.0 SDC = "seismic design category' Fa = 1.02 Fv = 1.50 sdc50.2 = "D" sdc51.0 = "D" seismicity = "High" SO0.2 = 0216 501.0 = 0.500 Earthquake Analysis = "Equivalent Lateral Force Procedure" SD1.0 TS :_ sec SD0.2 D0.2 Cs (12.8-2):= IE -1 Tn: EFF = 'EFF SD1.0 l 1 Cs (12.8 -3) R- - IE 1 sys / (T n: EFF) sec Cs (15.4 -1).= 0.03 Rsys-1=0.M 'EFF = 1.304 • Hz • ( DES) J i T5= 0.613• sec Cs (12.8 -3) = 0.217 N1' E:vert:= N1 +f(0.20)•SD0.2- N1� C := Cs (15.4 -1) if SDC = "A" ma Cs (12.8-2) if Tn: EFF < TS . Cs (15.4 -1) Cs (12.8 -3) otherwise Vbase: E CS ' N11 N1 = 35.39 - kip • (DES) otherwise N1 E: vert = 41.17 - kip J base: E = 7.690 • kip LC2: des ° 17.50 • fl 5/13/2011 11 billboard design ^^• natl fund freq •°•° 2011 "" COLUMN PIPE 2 :: DESIGN FORCES GRC Engineering, Inc. n Mr ^' w = 0.00 - ft • kid Mr ` ww = 209.66 - ft . kid Vr'J -TS:u =0.00• kir Vr'J -TS:v= 23.06• kid Nr ^ J -TS: w = 33.49 -kid Lplug = 2.75 • Iri 5/13/2011 11 billboard design natl fund freq ""` 2011 -- COLUMN JOINT J -TS [C2 -C1] :: DESIGN FORCES GRC Engineering, Inc. r-n 4, Vol IMr.'J -T5: uu = 675.20 ft • kid 0 0 hp1 a DIA1 + (6.00 • in) /DIA2 = 30.000• in DIAL = 36.000 • in AISC = "13th :: Black Book" hpL= 3.50 . ft• (DES) tPL: one a 1.000 in tw PL one' C2 ( Both Sides) ° 0.312 • in tw: PL one- C1 ( Field All Around) = 0.312 • in tPL• twos 1.000 • in tw: Pi two -C2 ( Both Sides) @ 0.312 • in Fy: PL 36.• ksi tw, reqd: PL one C2 = 4.24 . (in + 16) tw, reqd: PL one "Cl =3.39• (in + 16) tw, reqd: PL two _ C2 = 2.21 • (in + 16) ICPL: one = 0.580 ICW. PL one - C2 = 0.850 iCw: PL one - C1 = 0.679 ICPL: two = 0.938 iCw: PL two ` C2 = 0.442 J L 2.75 r L w j 4.0 2.00 Iplug: min = 2.00 in • INIT iCw: PL two ` Cl = 0.945 Nplug = 8 IN Wplug = 13.00 - — 16 IN Tplug = 8.00 • — 16 circ% = 19.45. 91 ICplug: spacing = 0.389 0pier : 0 ° BFDN . pigniI f'c = 3.00 • ksi 1C1: des = 27.50 • fl PW: ref = 26.00 - psf - (DESi 5/13/2011 0 0 0 0 11 billboard design "•'° natl fund freq -- 2011 -- COLUMN PIPE 1 :: DESIGN FORCES :: GRADE LEVEL GRC Engineering, Inc. ql '"?7 IM r ^ C1: uu = 914.58 • ft . kirj IMr`C1:w= 0.00•ft• kip IMr` Cl: ww= 209.66. ft- kip' Vr`C1:u =0.00• kip Vr ^ CS: v = 23.37 • kiJ Nr_Cl:w =35.39•kid I NOAH = 45.00 . ft • (REF) WSW = 30.00 • kip 3.0 pignr 8 ppier : 0 a 0.80C 0.10• DFDN =2.18• ft• INIT Mr: C1 ^' RES = 914.58. ft • kip Vr: C1 ` RES = 23.37. kip 1.50 Dpier = 13.77 ft 6.48 0.75 zH = 8.38 ft 18.51 0 1 2 0.00 Sall - soil = 2.43 • ksf • DES 5.46 0pier : 0 = 1.50 • ft • REF Se: ALL = 150 • —I FT 0.000 ICsoiI = 0.996 0.775 Ibif = 2.00 11 11 11 11 11 Clear Channel Outdoors April 9, 2012 t.e6A1f'1 JN 12082 Page 3 websiteTthe-mapped- spectral -- acceleration- va}ue- for- a-O-2- second -(S,-) and- 1.0- second- period (S1) equals 1.39g and 0.48g, respectively. Due to the minimum depth of the foundation pile, the risk of catastrophic effects due to liquefaction of the upper soils during a large seismic event will be reduced. Although liquefaction of the upper, saturated, loose soils is a possibility during significant ground shaking, we believe that the reduced risk is acceptable for the intended use and design of the billboard: PILE FOUNDATION DESIGN As previously discussed, to adequately support the proposed sign vertically and laterally, the sign should be supported on a deep foundation. The reinforced drilled shatt should extend a minimum of 40 feet beneath the existing ground surface to achieve adequate embedment into medium dense soils. We recommend a minimum drilled diameter of 3 feet. For design of the billboard, the following parameters should be used. End bearing should be neglected, due to the sloughed soils that will be present in the bottom of the drilled hole. PARAMETER DESIGN 1,ALr.UE Allowable Pile Shaft Friction (beneath 15.0 feet) 600 psi Allowable Lateral Bearing Pressure 5.0' -15.0' 760 psf 15.0' - 40.0' 1000 psf Below 40.0' 3000 psf Where: (1) psf Is pounds per square foot. For pile diameters larger than 2.5 feet, the recommended allowable lateral bearing pressure can be assumed to act on 1.5 pile diameters, but only over the pile diameter for shafts with diameters smaller than 2.5 feet. Drilled Shaft Installation Groundwater was encountered at approximately 5.0 feet below the existing ground surface, and heaving sands were encountered beneath approximately 15 feet. The drilling contractor should be made aware of this, as casing and additional measures will likely need to be implemented to construct the pile foundation. LIMITATIONS The conclusions and recommendations contained in this report are based on site conditions as they existed at the time of our exploration and assume that the soil and groundwater conditions encountered in the test borings are representative of subsurface conditions on the site. If the subsurface conditions encountered during construction are significantly different from those W LW = 30.00 • kip' N1 = 35.54 • kip - (DESI resultC2 = "Borderline OKAY" J 8/2/2012) 0 0 0 0 0 11 billboard design - nail fund freq ^'^' 2012 - DESIGN OF BILLBOARD SIGN STRUCTURAL SUPPORT CODE "2009 IBC' chaff-0.n RiskCat = "I I W = 0.87 V90 ExPCtw 4'' Kz: des Ktt 1.0 Kd085 terrain = open with - scattered obstructions " -- - Kt: des = 1.068 Kzt= 1.00 qz: des 0.00256 • (Kz: des • Kzt . K0 • VI2. 1W ' (Psf) moo s:,1 no" µoff - 1.0 µmodel 0.887 AISC = "13th :: Black Book" asif = 1.00 aW =1.00 DIA4•� 30,000 - in 00 -in-p Kd = 0.85 .' nopsf(gz: des) = 4.05 ofGRC Engineering, Inc. [XW . PW: init] = 25.38 • psf [XW . PW min]:- 26 •, psf Au= 0.73 -ft Av= 2.18•ft NOAH = 45.00 - ft - (DES) s = 17.50 • ft IXW • PW: ref] = 26.00 - psf • (DES I ult : 3 -sec gust om : 3 -sec gust (qz: des = 16.38 pi Cf: des = 1.747 IfEFF.329 • Hz • (DES) = 1 Gdes = 0.887 'structure = "RIGID" [PW: ultimate = 0.00 - psf • (REF)) Wt4 = 158 • plf na_7 ft L4: piece = 0.00ft• APRX ICC4 = 0.470 resultC4 = "OKAY" DIA3 is 30.000- in F 42-- ksi Wt3 = 158 - plf na•ft L3: piece = 0.00ft • APRX ICC3 = 0.487 resultC3 = "OKAY" DIA2 a 30.000, in t2 =. 0.500- in • pt DIAL a 36.000- in t1 - 0500 -in•pt Y +r; 42: ksi Wt2 = 158 • plf Fy: l = 42 • ksi 17`.50 - ft L2: piece = 22.00ft • APRX 11 =10.00•ft Wt 1 = 190 • plf L1: piece = 50.00 • ft • APRX ICC2 = 0.997 ICCl = 0.828 Iresultcl = "OKAY" MG: W= 21.75 -ft -kip MG: uu = 65.25 • ft - kip 8= 48.00•ft 8cover = 0.0 • ft- REF pipe = 0.80 pipe Cf: des = 1.40 asif = 1.00 N0: toe = 43.00 - kip - (APRX) Ppier : 0 f'c =3.00 -ksi LC1: des = 2750 - f+ >'W • PW: ref] = 26.00 • psf • IDES)! 8/2/2612 a a a a a 11 billboard design — nail fund freq "" 2012 COLUMN PIPE 1 :: DESIGN FORCES :: GRADE LEVEL GRC Engineering, Inc. 4.31346i r I[ soil investigation ] = " Geotech Consultants, Inc :: Project No. 1N 12082 " LOAH = 45.00 • ft • (REF) WLW = 30.00 • kip 125 8.0 A I ■11 IT • Dpier : 0 ° BFDN1 • Pignr 0.10 - DFDN1 = 4.00 - ft • INIT 5.00 0` Dpier = 23.80 ft 1 11.20 2, zH /2.50 " /0.00 16.90 I ft Hsoil = 98.41 I • kip 04.40 \75.04 0.00 San – soil = 1.27 • ksf • DES 2.58 \ Sr ~ soil = [0.00 1.03 • ksf 1.67, Ibif = 1.00 Psf Se: FDN ALL = 75 • FT 0.000' Icon = 0.816 0.649, Dpier : 0 = 5•00 ft - REF BFDN1 = 4.00 • ft • 0 IDT0E1 = 40.00 • ft - DES 1`E:vert N1 +[(0.20) • S 2• N1� Vbase: E := C5 • N � fEFF = 1.304 • Hz • (DES)1 Ta= 0.767•sel Cs (12.8 -2) = 0.278 • FLAI Tn: EFF = 0.767 • sec • (DES)1 8/2/2012 0 0 0 0 11 billboard design natl fund freq'"^• 2012 •••"• GRC Engineerin: Inc. CREATION OF DESIGN RESPONSE SPECTRUM OccCatE := OccCat .IET.1:0 RiskCatE := OccCat SFRS,= ',S'igils. and ;B•illboards° 'REF sys = "ASCE 7 -05 Table 15.4 -2 :: Non - Building Structure Not Similar to Buildings" Rsys = 3.00 n0 : sys = 1.75 Cd:sys =3.00 Rd: sys = 1.71 2 5D0.2 = 3 Fa 50.2 2 SD1.0 = 3 • Fv • 51.0 SDC = "seismic design category" Fa = 0.90 sdcS0.2 = "D" Fv = 2.40 sdc51.0 = "0" seismicity = "High" 5 D0.2 = 0.834 501.0 = 0.768 'Seismic Detailing = "No specific detailing requirements." 5D1.0 TS := sec 5D0 2 SD0.2 Cs(12.8-2):= Rsys IE Tn:EFF:= Ta 5D1.0 Cs I (12.8 -3):= R E T sys n. EFF) sec 1 Cs (15.4 -1):= 0.03 'Earthquake Analysis = "Equivalent Lateral Force Procedure"' —1 Rsys = 0.333 T5 = 0.921• sec Cs (12.8 -3) = 0.334 IN Ni = 35.54 • kip • (DES) 0.70 Vbase: E = 6916 • Ibf N1 E: vert = 41.47 • kip "(soil = 105 • pcI FS = 1.00 • INIT) 8/2/2012 a 0 0 00 FDN -sand SOIL" lateral bearing calc GRC Engineering, Inc. DESIGN LAYERS OF SOIL PROFILE D= (5.00" 7.50 2.50 9.40 13.10 2.50 ft Dprofile = 40.00ft NIr= 6 N = (2.50 O 8.75 O 13.75 O 19.70 0 30.95 �0j X38.75) [(LatBrgAII. a1)1 = ft 386 245 228 145 \116) PHI = X0.0' 0.0 0.0 0.0 0.0 10.0 • deg Psf FT creport = 0.00' 0.00 0.00 0.00 0.00 .0.00 ksf layer = / "SAND" "SAND" "SAND" "SAND" "SAND" \'SAND" .3ct woda = 1.0 1.0 1.0 i= '105.00' 42.60 42.60 42.60 1.0 42.60 01.0) 42.60 Kp = 41.00\ 1.00 1.00 1.00 1.00 \1.00 • pct layer = 1 "SAND" "SAND" "SAND" "SAND" "SAND" \."SAND" Description of Soilfrom Field N -value = Loose" ry Loose" ery Loose" ery Loose" "Ve "Very L Loose" se" Kbbb FS 1 Ibif BFDN Kbbb - = 12.00ft • (EFF) FS = 2.50 ft 8.75 13.75 19.70 30.95 `38.75 (a'horz Q4 (0.00 1.13 1.13 130 1.50 \1.50 •ksf.(DES) BFDN = 4.00ft Kbbb = 3.00 Ibif = 1.00 8/2/2012 00 FDN ^' sand SOIL ^ lateral bearing calc GRC Engineering, Inc. This collapsed area allows for the Trial & Error convergence of Layer [4 +5]. POINT OF INFLECTION TAKEN AT INTERFACE OF LAYER 4 AND LAYER 5 Ibif Kbbb' FS wH: FDN (r horn • B • a) • 1 VDES = 23.50 • kip /0.00 13.50 13.50 18.00 18.00 18.00 LC = ' Transient LC -5 :: 1.0 D +.1.0 W : perp " Ibif = 1.00 YDN ° 9.4028 • ft MDES l + V0 •(DI +D2+D3+D4) D= X5.00 7.50 2.50 9.40 13.10 2.50 � fl PHI = very/ klf (04 + D5) = 22.50. ft • REF = 1493• ft- kip X0.00" 0.00 0.00 0.00 0.00 0.00) deg report = X0.00" 0.00 0.00 0.00 0.00 0.00� D= 5.00" 7.50 2.50 9.40 13.10 2.50 ft • ksf FH: FDN • 'H: FDN1 • D1' al WH: FDN2 • D2' a2 °'H: FDN3' D3 • a3 WH: FDN4 • D4 a4 O7H. FDNS D5 • as °'H: FDN6 • D6 • a6/ (1:2- 3 + ( -1) • (FH: FDN1) ... + ( -1) FH: FD N2 + ( -1) • FH: FDN3 + ( -1) • FH: FDN4 + (1) FH: FDNS + (1) FH: FDN6 = -23.50 • kip 0.00N 101.25 33.75 169.25 235.75 45.00 fr • kip \\ D1 (FH:FDN11' 2 +D2+D3 +YDN ...= 4930•ft • kip / l/111 \ D2 + I FH: FDN2 I • z + D3 + YON •.• (FH: FDN 3 + yDNJ l/ \ D + IFH:FDN4) • \l \\/ (D2S) + (FH: FDN51 ... D6 + rFH: FDN6 (D5 + D26) Kbbb = 3.00 Ibif = 1.00 FS = 1.00 • INIT 01 + D2 + D3 + D4 ED = 0.610 VDES = 23.5 • kip MDES = 920 • ft • kip 4 EDk = 24.40ft k =1 Drilled Pier Foundation 4' -0" 4? Breadth by 40' -0" Depth FSOTM = 3.301 N 5 T Member Code Checks Displayed Solution: Envelope Code Cock No Cak 1.0 00.1.0 .75.00 .50 -.75 0.•.50 FM SK -1 May 13, 2011 at 8:43 AM cco — 11 -017 -270 — 14.00 x 48.00 ... Company Designer : FM Job Number May 13, 2011 8:43 AM Checked By: Envelope AISC 13th(360 -05): ASD Steel Code Checks Member LC 1 T1 24.000x0.438... .812 0 28 .456 0 28 578.45 758.68 MnyyIu... 456.86 mnzz /o... 456.86 Lo 1 ton H3 -6 2 T2 24.000x0.438•.. .812 0 27 .456 0 27 578.45 758.68 456.86 456.86 1 H3 -6 3 C1 36.000x0.500... .800 0 27 .242 0 221049.79 1305.55 1132.9 1132.9 1 Hl-lb 4 C2 30.000x0.500... .954 0 27 .333 0 22 786.49 1085.11 805.27 805.27 1 H3 -6 .16\ Vi 5� X42 RISA -3D Version 9.1.0 [C: \... \... \... \... \... \cco — 11- 017 -270 ~ 14.00 x 48.00 ~ 05.00 — CM — 6- frame "' 00 psf 05- 13- 11tagi712061 ^ SF.r3d M r ^ T: uu = 216.00 - ft - ki{� Mr ^ T: w = 262.60 - ft • kip Vr T: v = 15.00. kipf Nr ~T:w =0.00• kip' 5/13/2011 11 billboard design '°'° natl fund freq '••" 2011 -- DESIGN OF BILLBOARD SIGN TORSION PIPE GRC Engineering, Inc. M r _ T: ww = 135.70 . ft • kid �r ^ T: u = 18.24 • F0: tors = 7.20 - kip LT: des = 24.00ft LT: piece = 48.00 - ft - DES AISC = "13th :: Black Book" IT = 2101 • in 4 FD: S.S. = 30.00 - kip (s • B) = 840.00 • ft2 Pw: ref = 26.00 • psf Nactiveframes 3 %r: 0 - tors 4,00 - ft lw: 0 — tors = "design distance from critical section to nearest frame" Nframe = 6 SPframe= 8.00 - ft - C/C VI = 90 • DES MMOM srss(MTWO , MONE! DIA2 = 30.000 • in . (REFI MMOM = 280.35 • ft • kid tweld: end C2 = 0.375 • in . (DES)1 5/13/2011 0 11 billboard design '°' natl fund freq'""' 2011 "'"' GRC Engineering, Inc. DESIGN OF BOLTED END PLATE CONNECTION FOR JOINT J —A type 7 -A This next collapsed area sets these variables -- 6 VI end J -A bolt group SQPL and BPL and NPL GJ -A and PJ -A BpQ and xt and yt 0 0 0 This next collapsed area sets /alters the design forces to ALL CAP notation. °MOM atan [MTWo MONE eMOM = 0.00 . deg weld: end C2 a 0.375 • in DIA2 = 30.000• in (REF) kip (weld ` reqd: C2 = 5.167 • — IN • (DES) (tfillet weld ^' reqd: end (2 = 0.348. in • REQEI ICweld "' end C2 = 0.928 ICsteel " end C2 = 0.661 resultweld at end C2 = "OKAY" PW: ref = 26.00 • psf • (DES) a0 =0 n jA Tb: allowable = 55.22 • kid Vb: allowable = 29.45 kit BpQ = 3 • DES' yt = 14.50 • in • DEI 5/13/2011 11 billboard design"" natl fund freq "'"• 2011 ^^•' 0 0 DESIGN OF HIGH STRENGTH BOLTS FOR JOINT J —A type 1 -A "A" [Tbok] _ ( 24.32 2432 0 0 0 0 24.32 24.32 15.09 0 0 0 0 0 0 15.09 O 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 -15.09 0 0 0 0 0 0 -15.09 -24.32 0 0 0 0 -24.32 - 24.32, • kiF GRC Engineering, Inc. lend 1 -A bolt group = "E- 30.000 " Type 34SQ" type 1 -A = "A" SQPL = 34.00 • in T ' b: allowable = 42.45 • kiF RISC = "13th :: Black Book" G1_A = 5.50 • in • C/C P1_A = 5.50 • in • C/C Ixt = 14.50 • in • DE1 LONE = 2006.00• in2 'THREE = 4012.00• in Tb: rI = 24.32 • kid Vb: r = 15.65 • kirj ICb: T -1-A = 0.440 ICb: V -1 -A = 0.531 'TWO = 2006.00• in2 fT:r= 19.82•ksi fV:r =12.75• ksi ICb: (T +V) -1-A = 0.573 resultboft"1 -A = "OKAY" ti/ bd 08 bt 00 rdbj= 1.250•in•11 btYpe = "A325 -N" bt bolts of joint a "fully- tightened" PW: ref = 26.00 • psf ao =0 Pn guss = 25.84 • kip • (DESI edes: guss = 3.69 • 11 tdes: guss = 0.625 • inl odes: guss = 9.00 • 11 5/13/2011 11 billboard design """ nail fund freq """ 2011 ^"• GRC Engineering, Inc. DESIGN OF UNDERSIDE TRIANGULAR GUSSET PLATES FOR JOINT J —A lend 1 -A bolt group = "E- 30.000 Type 34SQ" I This collapsed area sets the size and location of the radial gusset plates. Pr: guss edes: guss I (1Tb07) + maxf Tb061 ' ITb09 /J 4.25 4 Tb: r = 24.32 . kip ades: guss 91" • in tdes: rzuss 0.625 - in tw:guss90.312 in bdes: guss = 6.50 • in • DES ICM: guss = 0.523 ICP: guss = 0.797 ICw: guss = 0.552 resultdes: guss = "DKAY" bdes: guss = 6.50 • 11 tw: guss = 0.312 • in Inotedes: guss = "Use two (2) radial gusset plates per quadrant." I tthickFL: conn = 0.963 • in • REQEI 5/13/2011 11 billboard design "'^' natl fund freq "-° 2011''• DESIGN OF WIDE FLANGE CONNECTION MEMBER FOR JOINT J —A GRC Engineering, Inc. lend 1 -A bolt group = "E- 30.000 "' Type 3454" Tb: r = 24.32 • kip Vb: r = 15.65 • kip This collapsed area sets the properties of the wide flange member. c 5/1 1 bconn 2 - �GJ -A.- WFt, w: conn) Odes: coon min min(Pend, 2 PJ-A) + (2 • R.1-4 [(2) • bconn]] Ibconn = 2.44 • in • DE Odes: conn = 4.88 • in • DE maticonn a "A992" ID a 070 Tb: c P. A. conn = 36.40 - kip • ALLOW PthickFL: coon = 0.963 PthinFL:conn = 0.668 DIAT = 24.000 • in AISC = "13th :: Black Book" IresultthickFL: coon = "Accept :: OKAY" resultthinFL: corn = OKAY" WFt, f: conn = 1.000 • in • (DES) WF b, f: conn = 10.50 - in! WFL,f: conn = 34.00• in (WFT: conn — DIATI // = 1.28 • in • REF 2 WFt,w:conn= 0.615• in Vb: allowable = 29.45 • kip 5 ss - 3 Pb:V =0.531 IC 'b: (T +V): P.A. conn — prelim = 0.859 IC 'b: (T +V): P.A. conn —1-A = 1.000 rdb] = 1.250 in • btyPebt "A325 -N" Pw: ref = 26.00 psf Member Code Checks Displayed Solution: Envelope JR k"vg 2-41 Cole Check I No Calc 1.0 .90-1.0 .75-.11o 5675 0 -5o FM SK -3 May 13, 2011 at 9:01 AM cco— 11-017-270— 14.00x48.00... Company Designer : FM Job Number May 13, 2011 9:01 AM Checked By: Envelope MSC 13th(360 -05): ASD Steel Code Checks 1 (/ Member E 1 UP1 W8x21 .849 3.36 27 .122 3.36 y 27 70.82 184.43 14.2 48.01 1 H1 -lb 2 UP2 W8x21 .841 3.36 27 .122 3.36 y 27 70.82 184.43 14.2 48.01 1 H1 -lb 3 UP3 W8x21 .805 3.36 21 .122 3.36 y 27 70.82 184.43 14.2 48.01 1 H1 -lb 4 UP4 W8x21 .805 3.36 22 .122 3.36 y 28 70.82 184.43 14.2 48.01 1 H1 -lb 5 UPS W8x21 .841 3.36 28 .122 3.36 y 28 70.82 184.43 14.2 48.01 1 H1 -lb 6 UP6 W8x21 .849 3.36 28 .122 3.36 y 28 70.82 184.43 14.2 48.01 1 1-11 -ib 7 SPDR1 W14x38 .634 2.49 21 .106 2.35 z 21 295.34 335.33 30.19 153.44 1 H1 -lb 8 SPDR2 W14x38 .604 2.49 21 .097 2.35 z 21 295.34 335.33 30.19 153.44 1 H1 -lb 9 SPDR3 W14x38 .423 2.49 22 .063 2.45 y 6 295.34 335.33 30.19 153.44 1 Hl-lb 10 SPDR4 W14x38 .421 2.49 21 .063 2.45 y 6 295.34 335.33 30.19 153.44 1 H1 -lb 11 SPDRS W14x38 .604 2.49 22 .097 2.35 z 22 295.34 335.33 30.19 153.44 1 H1 -lb 12 SPDR6 W14x38 .634 2.49 22 .106 2.35 z 22 295.34 335.33 30.19 153.44 1 H1 -lb RISA -3D Version 9.1.0 [C: \... \... \... \... \... \cco ^' 11- 017 -270 ^' 14.00 x 48.00 - 05.00 - CM 6- frame - 00 psf 05- 13- 1Eag74,2061 ^ SF.r3 Company Designer : FM Job Number May 13, 2011 9:02 AM Checked By: Envelope Member Section Forces Member Sec Axial [k 1 SPDR1 1 max 6.01 11 -1.97 17 2.21 17 -.68 10 0 5 34.67 27 2 min -6.13 17 -3.85 28 -5.46 21 -1.1 26 0 5 -34.69 21 3 2 max 0 5 0 5 0 5 0 5 0 5 0 5 4 min 0 5 0 5 0 5 0 5 0 5 0 5 5 SPDR2 1 max 6.03 11 -2.08 17 1.87 17 -.61 10 0 5 34.65 27 6 min -6.12 17 -3.95 28 -5.13 21 -.98 26 0 5 -34.68 21 7 2 max 0 5 0 5 0 5 0 5 0 5 0 5 8 min 0 5 0 5 0 5 0 5 0 5 0 5 9 SPDR3 1 max 6.12 11 -2.08 17 2.14 18 -.3 12 0 5 34.57 27 10 min -6.07 27 -3.97 6 -4.14 22 -.48 28 0 5 -34.63 21 11 2 max 0 5 0 5 0 5_ 0 5 0 5 0 5 12 min 0 5 0 5 0 5 0 5 0 5 0 5 13 SPDR4 1 max 6.12 12 -2.08 18 4.11 21 .48 27 0 5 34.57 28 14 min -6.07 28 -3.97 6 -2.12 17 .3 11 0 5 -34.63 22 15 2 max 0 5 0 5 0 5 0 5 0 5 0 5 16 min 0 5 0 5 0 5 0 5 0 5 0 5 17 SPDR5 1 max 6.03 12 -2.08 18 5.13 22 .98 26 0 5 34.65 28 18 min -6.12 18 -3.95 27 -1.87 18 .61 10 0 5 -34.68 22 19 2 max 0 5 0 5 0 5 0 5 0 5 0 5 20 min 0 5 0 5 0 5 0 5 0 5 0 5 21 SPDR6 1 max 6.01 12 -1.97 18 5.46 22 1.1 26 0 5 34.67 28 22 min -6.13 18 -3.85 27 -2.2 18 .68 10 0 5 -34.69 22 23 2 max 0 5 0 5 0 5 0 5 0 5 0 5 24 min 0 5 0 5 0 5 0 5 0 5 0 5 \� RISA -3D Version 9.1.0 [C: \... \... \... \... \... \cco ^ 11- 017 -270 14.00 x 48.00 ' 05.00 CM 6 -frame 00 psf 05- 13- 1IPag ?b2061 ^ SF.r3d uprt edisp = 0.00 deg • MA)1 5/13/2011 0 0 0 11 billboard design '•"" nati fund freq 2011 "'° GRC Engineering, Inc. WIDE FLANGE UPRIGHT MEMBER FOR BILLBOARD FRAME This collapsed area sets the properties of the wide flange member upright. c6 1 1 buprt .1 -2 .= 2 • (GJ -2 - WFt, w: uprt) 1 buprt -1-1' 2 • k6J -1 - WFt, w: uprt) 'des: uprt " J -2 max[(3.00 • in), PJ -2] 'des: uprt 1 -1 maf(3.00 in), PJ-1] G1 -2= 2.75 - in GJ -1 = 2.75 • in lbuprt "J -2 = 1.25 • in - DE1 Ibuprt 1 -1 = 1.25 • in • DEI 'des: uprt -J-2 = 3.00 • in - DES Pdes: uprt `1 -1= 3.00 • in • DES matl�prt g " I992" IDuprt = 252 matluprt = "A992" nameuprt = "W8x21" AISC = "13th :: Black Book" Tb: r ~ J -1 = 8.73 • kid Vb: r ` 1 -1 = 2.50 • kid 5/13/2011 11 billboard design ^-` natl fund freq 2011 °"" JOINT J -1 GRC Engineering, Inc. I /� This collapsed area sets the properties of the wide flange member spreader. matispdr H "A992" IDspdr p 192 {matIspdr = "A992" Inamespdr = "W14x38" I AISC = "13th :: Black Book" namespdr = "W14x38" WFd: spdr = 14.1 • in WFt, f: spdr = 0.52 • in This collapssed area calculated the design allowable strength moment of the extended end plate details for Joint J -1. Mone:1 -S 35 • ft • .kip Mtwo:14 0 • ft= kip Mthtee: ' ft' WP Vone:1 -1 a 0 • kip Vtwo:1 =1 30 kip Nthree: J -1 8.0 • kip Mone: 1-1 1 Mtwo:1 -1 1 Nthree: J -1 Tb: r —.1-1 + + WFh, arm: spdr 4 FJ -1 4 8 1 Vb: r J -1 (Vone: J -1 + Vtwo: 1-1) • 4 Tb: allowable J -1 ` 13.81 - kirj Vb: allowable ` J -1= 7.36 • kill T ' b: allowable `J -1= 13.26 - kid Mc: bolt `J -1 = 60.05- ft • kid 5/13/2011 a 11 billboard design -- natl fund freq "" 2011 """ GRC Engineering, Inc. This next collapsed area assesses the bolt diameter and type at Joint J -1. namespdr = "W14x38" Mc: bolt `1-1 4 • T b: allowable `1 -1' WFh, arm: spdr Tb: r"J -1 ICT: bolt INIT J-1 T b: allowable `1 -1 IICT: bolt INIT `J-1 = 0.658 I Tb: r`1 -1 4-88.1 ICT, b: FLuprt `J -1 b: c ` P. A. uprt Tb: c ` P. A. uprt `J -1 Ma: J -1 - 4 1.111 WFh, arm: spdr AISC = "13th :: Black Book" nameuprt = "W8x21" * (Tb: c P. A. uprt -.1-1 - 8.745 •kid ICT, b: FLuprt ` J-1 = 0.998 Ma :1- 1= 35.64- ft- kip • (REF) bd,_1 a 03 btJ_1.s 00 bolts of joint a "fully- tightened" This collapsed area sets the extended end plate details for Joint J -1. P3_1 a 3.00 • in GJ_1 a 2.75 - in tPL: J -1 a 0300 - in Fy: PL `1 -1 Fy 36 WFg: uprt = 2.75 • in • REF WFh, arm: spdr = 13.58 • in yt:1-1 = 8.292 • in xt: J -1 = 1.375 . in This collapsed area calculates the design allowable strength moment of the unstiffened extended end plate details (i.e., 4BU =EEP). rlimit state of 4BU`EPP1_1l = "(y, plate)" I Joint .1-1 := I ok if (ICT: bolt INIT -1 -1 < 1 n ICT, b: FLuprt -1 -1 < 1 n ICM ` J-1 < 1) ng otherwise 1) Mr 48U`EEP ` 1 -1 = 83.96 - ft. kip • (DES)1 Tb: c ` backcalc from M -1-1 LFDG16 = 12.36 • kip ICM `1 -1= 0.625 Mane: .I-4 = 4.06 • ft • kill three: J-4 = 1.06 • kid PL: deck = 25 • psf • (DES)J 5/13/2011 JOINT J -4 11 billboard design '°'° natl fund freq "•"' 2011 "'^' GRC Engineering, Inc. matluprt = " IDuprt a "" matluprt = "A992" nameuprt = "W8x21" AISC = "13th :: Black Book" WFt, f: uprt = 0.4 • in WFb,f: uprt = 5.27•in WFd: uprt = 8.28 • in This collapsed area sets the properties of the wide flange member ledger. matlledg "A992" IDIedg 262 matlledg = "A992" nameledg = "W6x9" AISC = "13th :: Black Book° This collapsed area calculated the design required strength moment and gravity force of the end L -shape clips connection details for Joint J -4. Mone:1 -4 (FD:1 -4 + FL: J-4) • Larm: deck Nthree:1-4:= FD: 1-4 + FL:1 -4 FD: 1_4 = 0.255 • kip FL: J-4 = 0.800 • kip PD: J- 4'/1 -4 = 1.731 pL: J- 4'/J -4 = 1.219 Morse: M' = (FD: 1-4' + FL M) • Larm: deck Nthree: M' = FD: M' + FL M' FD:14• = 0.441 • kip FL: J44' = 0.975 • kip IMone:1 -4' = 5.45 • ft. kid Nome: ` -0' = 1.42 • kid / `Live Load, Catwalks = "ASCE 7 -05 Table C4.1 :: Minimum Uniformly Distributed Live Loads" I Wfront 1.0 = 4.00 • ft • ( DES) (DES) Wfront 1.0 clear - 1.50 • ft • InameclipJ-4 = "L 4 x 4 x 1/2" LclipJ -4 = 430 • i1 Tb: vert leg clip: r `J-4 = 4.08 • kid Tb: r^J.4=2.81• kip •(REF1 Tb: avail — Iedg = 2'80 • kid 5/13/2011 a a a 11 billboard design •"" natl fund freq "°' 2011 ^•" + 8klipJ -4 = 066 LongLeg': "Hors" GRC Engineering, Inc. la 4/4 nameriipj-4 Lname L1114 4.50. • in (tclipJ 4 tclipJ-4 Zarm: 14 ^' CL leg clip •— 2 +WFd: uprt + 2 Tb: vert leg clip: r `1-4 • Pone: .1-4 1 r 1 Zarm: J-4 CL leg clip 2 + L((Hthree: J -0')) ' 41 WFd: uprt = 8.28 • in IZarm: J-4 — CI. leg dip = 8.78 • in • C/1 Pt clip! -4 — min no P.A. = 1.290 Pt: clip1-4 " min yes P.A. = 0.975 IT .1 avail — clip! -4 = 4.29. kip `(Tb: r + qb) • clip! -4] = 5.70 • kip • REF Izarm: J-4 CL bolt dip (8clipJ -4 + WFd: uprt + 8clipJ -4) Tb: r^'J -4 •_ [ ((Mone: J-4')) 1 Zarm: J-4 CL bolt clip 2 [((Nthree: i)) 41 1 gclip1-4 = 2.50 • in Zarm: J 4 ^ CL bolt clip = 13.28 in • C/ Pt: Iedg'" min no PA. = 1.349 Pt: Iedg - min yes P.A. = 1.002 I(Tb: r + qb) • Iedg] = 3.18 • kip . REII AISC = "13th :: Black Book" [ db: J-4] = 0.500 • in Ptwo: J -5 = 1.30 • kip • (DES)J Mone:1 -5 = 1.63 • ft • kid 5/13/2011 11 billboard design ^^° natl fund freq "°° 2011 "'"' JOINT J -5 GRC Engineering, Inc. matluprt = "" IDuprt = "" Imatluprt = "A992" nameuprt = "W8x21" AISC = "13th :: Black Book" Ptwo:1 -5 1.30 • kip C 22.00• in) Mone:1 -5 •= Ptwo:1 -5' 4.00 • in + 2 J Mall: W6x9 0.66- (50- ksi) - 5.56 - in3 G1_5 m 2.75 - in bpi: J -5 6 5.00 • in tp1: J -5 s 0.500 - in Mall: • •b 1 2 all: PL '" =075 J -5 � PL• J -5 • tPL: J -5 Mone:1 -5 Tr: flange -1-5 • (5.90 - in - 0.215 • in) Tr: bolt -1-5 Tr: flange'" 1 -5 + 2 armJ_5 := (4.50 • in - 5.90 • in) 2 J Mr: PL -1 -5 Tr: flange `1 -5• armr5 Mr: PL -1-5 PM: PL^'J -5— Mall: PL-1-5 tr: uprt (6.66) - LT bolt `J -5' I G2 ((2.75 - in)) - (65 • ksi) tr: uprt PM: FL -1-5 WFt, f: uprt 2 i wD = 0.023 - kll wW = 0.188 - kll PW = 43.42 - psi Mr: one : cant = 0.182 - ft • kid r: two: cant = 1.505 - ft- kid FW : clip = 1.693 - 5/13;2011 break — " 14 AISC L -shape stinger"' design forces '°"' SINGLE L -SHAPE IN BENDING :: DESIGN FORCES OF STRINGER wD PD' hdes + (Wt_L- shape(4.00, 4.00, 0.375)) wW := PW • hdes total== Lspan + I-cant WD : total •= wD 'total WW :total= WW ' 'total GRC Engineering, Inc. Ihdes= 4.33ft• (DE511 Lspan = 8.00ft Lcant = 4.00ft total = 12.00ft WD: total = 0.273 -kip WW : total = 2.26 - kip IPD =3.0- Psi 7", pi cf break = " Mr: one : cant Mcant Mr: one : span Mspan FG : clip := ma {(R1: G/' (wD • 'span)) CALCULATION OF BENDING MOMENTS FROM LATERAL LOADING. w W Mr two: cant = Mcant' w D Mr: two : span := Mspan w FW: clip : =ma R1:G'[]]' [WW. (Lspan)]J IFG: clip = 0.205 .`,kia IM 1 Ldes = 8.00 • ft • DES] Mr: two =- 1.51 -ft•kiij Mr: three = —0.940 - ft • kip • DESI Mr: four = —1.195 - ft- kip - DESI 5/13) 2011 14 AISC L -shape stinger ^ design review °"'• SINGLE L -SHAPE IN BENDING ICL: geom: 13th JCL: prin: 13th Mr: one Mc: one Mr three Mc: three M r: two Mc: two Mr: four Mc: four GRC Engineering, Inc. IICL: geom: 13th = 0.576 1 IICL: prin: 13th = 0.701 >? IDISPstgrSPACING = " — "Stringerless" :: Use Panel display stringers (i.e., lateral bracing). —" • (REF) " Drawing No. ] 00 P1604 E -10-B 1027919 31- AUG -10 ] " IDISPnote = break =" 7' a, v,.I (4) ILname = "L 4 x 4 x 5/16" J ares = 45.00 • deg 1( 1 -shape ] = "compact" pw =0.00• in Mrs = 1.52 • ft • kip Ares = —83.20 • deg [Marrow] = "Quadrantlll" MOMENT CAPACITIES Mc: one = 2.93 • ft' kip PM: one = 0.061 Mn: one = 58.75 • in • kip Mc: two = 2.93 • ft • kip PM: two = 0.515 Mn_ two = 58.75 • in • kip Mc: three = 4.54. ft • kip PM: three = 0.207 Mn: three = 91.04 • in . kip Mc:four = 2.42 . ft. kip PM: four = 0.494 Mn: four = 48.50• in kip Mr: one =0.18 ft•kIJ 5/11.011 14 billboard design -- L -shape clip stringer GRC Engineering, Inc. break = " 0 STRINGER L —SHAPE CLIP DESIGN AI$C, ck BOWW'-' AISC = "13th :: Black Book" FD: coon = 0.22 • kip • [ per conn ] FW:coon= 1.69• kip- [ per conn] 0 0 bclip 5.50 • in Mn= Mp= Fy- ZS1.6•M,J C/b = 1.67 Ma1I =0.75• FY• 1 EQ Gl 4- l5 lc blip = 5.50 - in - (DES) Mn: bar = 1.03 • ft • kip MG bar = 0.62 - ft- kip • REF Mall: clip =13.52 - ft- kip. REF Mr: clip FD: Conn' [( Hstgr: cant + Hclip) — kclip ••• 1 C x4.01 + FW:conn' Vstgr I\ $ /I + 1 tcl• p Mr: clip ICM: clip 13th — 0.637 Mc: bar Mr: clip ICM: clip 9th M — 0.763 all: clip ICM: clip ICM: clip 9th if AISC = "9th :: Green Book" ICM: clip 13th otherwise Mr: clip = 0.39 • ft- kid Hstgr: cant = 1.00 in kclip = 0.875 - in ICM: clip = 0.637 J eguss ' gclip — tclip = 2.00 - in CUP = "1.4 x 4 x 1/2" bclip = 5.50 • in - C/Cl sn1 /2 -IN bolts = 2.75 • in • C /Cl stif00 = " not required " GRC ENGINEERING, INC. 5544 W 147TH STREET OAK FOREST, ILUN0I5 60452 ,ofc VW( CLIENT CLEANclill -ONEL- GRC NO � -V 'f -Po `�j JOB " t 't - 2PC 1 DATE Z , JOV 11 ENG. OA REVIEWED FOR CODE COMPLIANCE APPROVED MAR 02. 212 GRC No. 11 -017 -270 * 14' -0" x 48' -0" Sign Face 3' -0" Apron » Centermount :: 42' -0" Vee « 45' -0" Overall Height City of Tukwila * * Design of New Sign Structure * ** BUILDING DIVISION — 2009 International Building Code — Use Group U :: Occupancy Category 1 ASCE Standard 7 -05 -- Design Dead, Face E.P.A. -- PD = 15 p.s.f. (Typical) -- Design Wind, Signs -- 90 m.p.h. (3 -sec gust), Exposure Category C Importance Factor -- IW = 0.87 PW = 26.0 p.s.f. -- Design Earthquake -- S0.2= 1.20g &51.0 =0.50e Site Class D SDC = D :: High Risk VBASE:E = 13 kip, CS = 0.19, R = 3.0 Tukwila, Washington :: "NE Corner W. Valley Hwy & S. 180th St." Job No. 77 -2061 t CQMPLETE [ EXPIRES O,0- /S -.0,-e7/3 REUtiVtu CITY OF TuKwiLA JAN 3 0 2012 PERMIT CENTER lighthouse Printing. Inc.708.479.7776 Tukwila Building Division Allen Johannessen, Plan Examiner Determination of Completeness Memo Date: December 13, 2011 Project Name: Clear Channel Outdoor Permit 11: D11 -395 Plan Review: Allen Johannessen, Plans Examiner The Building Division has deemed the subject permit application incomplete. To assist the applicant in expediting the Department plan review process, please forward the following comments. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. Provide special inspection table (on the plan) for the steel and the concrete footings. Also a note on the plan shall specify all steel fabrication shall be done by a Washington State WABO certified welder. Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. STM-FI0K b St ctgL INST ct(o1v5 fcS w�u. �ess 'CKC 'C 4'4I,0 Vf KeN cP -itmrep. 5eE Valselc• p■g. W.6q-`21-° Voktkumt- GR := 0.851 GNR 0.85 • REFJ 11/21/2011 break — " DESIGN WIND PRESSURE :: SOLID SIGNS V3s • = 90 IWE0.87 V3s = "ASCE 7 mapped BWS (3 -sec gust) - -at MRI of 50 -years " Pn = "probability of being equaled or exceeded at least once in reference period" Pa = "annual probability" if (Exp = "B" , FXN_ExpB (z) , if (Exp = "C" , FXN_ExpC (z) , FXN_ExpD (z)) )I I Kz: des Kzt := 1.0 Kd := 0.85 qz: des 0.00256 • (Kz: des • Kzt • Kd) • V352 • IW • (psf for rigid stru rtu re for dynamically sensitive structure GDES • GR if STRUCTURE = "Rigid" GNR otherwise Cf =1.75 W: ExpC qz: des • (GDES • Cf) = 24.37 • psf [ ampl ] := wax • ((1.06689 )) (PW := Lqz: des • (GDES • Cf)I • [ amyl ] = 26.00 • psfl [w]. PWq(PW) STRUCTURE w "Rigid" GRC Engineering, Inc. (V3 s. JIW) =83.9 IW = 0.87 MRIW (years) = 25 nyr = 50 :: Pn = 87 . % nyr = 1 :: Pa = 4.0 % Exp = "C" 45•ft - (DES)) 11(z: des = 1.06826 qz: des = 16.38 psf (GDES = 0.850 1Cf = 1.75 • (EFF) (GDES • Cf) = 1.488 [ ampl ] = 1.067 • REF 11/16/2011 14 ASCE ^'^' force coefficient for sign ^'^' GRC Engineering, Inc. FORCE COEFFICIENT FOR SIGN s = =(17.50)•ft B =(48.00)•ft h =— (45.00)•ft As s• B ASQ =s•s s = 17.50ft B = 48.00ft h = 45.00ft Esign = 100 • % As = 840ft 2 ASQ = 306.3ft 2 B — = 2.74 — = 2.57 h s = 0.39 h Cf: A &B = "ASCE 7 -05" Cf: A &B = 1.75 • (DES) break = " INote3 = "high aspect ratio ^' Case C is required" Cf: ASCE 7 -05 max [Cf: A &B' [Cf_C_1s - (1.67) effective "Case C" Cf C 1s =2.43 Cf C 2s=1.60 Cf C 3s =0.00 Cf C 4s = 0'00 (DE5) Cf: ASCE 7 -05 = 1.75 • z ;41 Member Code Checks Displayed Loads: BLC 15, Solution: Envelope Code Check No Cale 1.0 .90-1.0 .75.90 .50 -.75 0. -.50 C 5t-D" iLnK FM CM — 14.00 x 48.00 x 45.00 x 5.00 — 26 SK -1 Nov 21, 2011 at 7:28 AM zarchive - CM - 14.00 x 48.00 x 4 Company Designer : FM Job Number CM - 14.00 x 48.00 x 45.00 x 5.00 - 26 Nov 21, 2011 7:28 AM Checked By: Envelope RISC 13th(360 -05): ASD Steel Code Checks 3.t(cf Member ha Mn /o E 1 Tll 30.000x0.312... .415 0 12 .233 0 12 352.95 680.74 475.81 475.81 1 H1 -lb 2 T22 30.000x0.312... .237 0 28 .125 0 12 597.82 680.74 475.81 475.81 1 H1 -lb 3 C1 42.000x0.500... .972 0 12 .374 0 221107.27 1525.98 1515.661515.66 1 H3 -6 4 Ti 30.000x0.312... .780 0 28 .416 0 28 352.95 680.74 475.81 475.81 1 H3 -6 5 T2 30.000x0.312... .631 0 27 .415 0 27 597.82 680.74 475.81 475.81 1 H3 -6 6 X1 36.000x0.406... .451 0 28 .326 0 22 998.75 1061.1 897.67 897.67 1 -•- H3 -6 7 0:A 36.000x0.406... .836 0 28 .339 0 24 992.32 1061.1 897.67 897.67 1 Hl-lb 8 0 :13 36.000x0.406... .585 0 12 .269 0 24 992.31 1061.1 897.67 897.67 1 Hl-lb 9 X2 36.000x0.406... .179 0 14 .153 0 12 998.75 1061.1 897.67 897.67 1 H1 -lb T �- OKkY 51- X42« RISA -3D Version 9.1.0 [C: \... \... \... \... \... \z archive - CM - 14.00 x 48.00 x 45.00 x 5.00 - 26 "' 2011 - t -bar offset - A.rBate 1 N1 E:vert := N1 +I(0.20) SD0.2 N11 base: E CS NII SDC = "D" • (REF)I 11/21/2011 11 billboard design - natl fund freq - 2011 " GRC Engineering, Inc. CREATION OF DESIGN RESPONSE SPECTRUM OccCatE = OccCat 1.0 IOccCatE = "II" I E = 1.0 f/Gt S0•2 =1.20 0 =0.50 Site Class t 1'D" 6 0 :.sec f BSFRS = "Non- Building Structure Not Similar to Building -- Signs and Billboards" S0.2= 1.200•(81 51.0= 0.500• [g� Site Class = "D" TL = 6.0 • secj Rsys = 3.0 2 SD0.2 = 3 • Fa' S0.2 2 SD1.0 = 3 ' Fv• 51.0 SDC = "seismic design category" Fa = 1.02 Fv = 1.50 sdcs0.2 = "D" sdc51.0 = "0" seismicity = "High" 5002 =0.816 5D1.0 = 0.500 Earthquake Analysis = "Equivalent Lateral Force Procedure" SD1.0 TS := sec S D0.2 SD0.2 Cs(12.8 -2):= IE Rsys -1 Tn:EFF • fEFF C (SD1.0 I 1 s (12.8 -3)'- Il Rsys E)I Tn: EFF ( sec ) Cs (15.4-1) := 0.03 -1 Rsys = 0.333 fEFF = 1.150 • Hz • (DES) T5 = 0.613• sec Cs (12.8 -2) = 0.272 • FLAT ITn: EFF = 0.870 • sec • (DES! Cs (12.8 -3) = 0.192 cs- N1 = 70.00 • kip • (DES) Cs (15.4 -1) if SDC = "A" max_ - -I Cs (12.8 -2) if Tn: EFF < TS ' Cs (15.44) otherwise II` Cs (12.8 -3) otherwise N1 E:vert = 81.42.kip IVbase: E = 13.417 • kip Beam: C1 I � 1 Shape: 42.000x0.500des Material: 5L X42 Length: 22 ft I Joint: L1 J-qN J Joint: L10 LC 12: D:SGL + W,poff,vee,POS Code Check: 0.972 (bending) Report Based On 100 Sections 1.07 at 22 ft in .22 at 22 ft Dz in A f 59.46atOft 1 54.78 at 22 ft k Vy -27.45 at 22 ft r -29.28 at0ft-1 Vz -5.75 at 0 ft ` -5.84 at 15.11 ft 1 k T 483.44 at 5.11 ft 483.44 at 15.11 ft 1 k -ft - 534.49 at 22 ft \11. 59.25 at 0 ft k -ft My 1 238.43 at 0 ft 1 110.85 at 22 ft k -ft fa .98atOft .9 at22ft ksi 22.79 at O ft 10.51 at 22 ft ksi -10.51 at 22 ft -22.79 at O ft ksi AISC 13th(360 -05); ASD Code Check Max Bending Check Location Equation Bending Flange Bending Web Fy Pnc/om Pnt/om Mny /om Mnz/om Vny /om Vnz/om Tn /om Cb 0.972 Oft H3-6 Non - Compact Non - Compact 42 ksi 1107.27 k 1525.98 k 1515.66 k -ft 1515.66 k -ft 457.8 k 457.8 k 1584.54 k -ft 1 Max Shear Check Location Max Defl Ratio Compression Flange Compression Web y-y Lb 40 ft KUr 68.64 Sway Yes L Comp Flange 40 ft Torque Length NC z -z 40 ft 68.64 Yes 0.374 (s) Oft U248 Slender Qs =1 Slender Qa =.957 Company Designer : FM Job Number CM^'14.00x48.00x45.00x5.00 -26 Nov 21, 2011 7:35 AM Checked By: Joint Reactions (By Combination) LC in 7FI1 Fri RISA -3D Version 9.1.0 [C: \... \... \... \... \... \z archive ^' CM ^' 14.00 x 48.00 x 45.00 x 5.00 ^' 26 ^' 2011 ^' t -bar offset ^' A.rBelge 3 - . .... IVIn In- IVI1 IR-I1.1 IVIL IR -Ili 1 12 L1 29.18 59.46 -5.72 - 238.43 483.44 - 1159.25 2 12 Totals: 29.18 59.46 -5.72 3 12 COG (ft): X: -2.33 Y: 32.44 Z: 21.36 RISA -3D Version 9.1.0 [C: \... \... \... \... \... \z archive ^' CM ^' 14.00 x 48.00 x 45.00 x 5.00 ^' 26 ^' 2011 ^' t -bar offset ^' A.rBelge 3 Company Designer lob Number : FM CM - 14.00 x 48.00 x 45.00 x 5.00 - 26 Nov 21, 2011 7:35 AM Checked By: Joint Reactions (By Combination) LC Xfkl z ftl kft RISA -3D Version 9.1.0 [C: \... \... \... \... \... \z archive ^' CM — 14.00 x 48.00 x 45.00 x 5.00 ^' 26 ^' 2011 — t -bar offset "' A.rBalge 2 IVIA 1n-n1 MY f 1 MC 1K-11.1 1 22 Ll 29.18 69.54 -5.72 - 243.78 483.43 - 1021.11 2 22 Totals: 29.18 69.54 -5.72 3 22 COG (ft): X: 0 Y: 33.24 Z: 21.36 RISA -3D Version 9.1.0 [C: \... \... \... \... \... \z archive ^' CM — 14.00 x 48.00 x 45.00 x 5.00 ^' 26 ^' 2011 — t -bar offset "' A.rBalge 2 OV: 1/3 Mres+ Vres• [hignr + (0.33) • ()FDN] OV: H2 Mres + Vres • [hignr + (0.84) • DFDNI MOV: 1/3 = 1446- ft• kij • H2 z o60- 4:f 1 ki{' Spi:c =2.24 ksti Sp2: c = 554 • ks1 11/21/2011 14 FDN '••°• drilled pier 2010.xmcd FOUNDATION DESIGN :: STANDARD hingr JM (M MOV: H2 1 l z • DFDN) H1 5pl:r•= (D B FDN) ` 1' FDN H2 IH1 — Vresl H2 5p2:r (D2 2' FDN) 01 = 14.96ft 02 = 7.04ft GRC Engineering, Inc. hignr = 0.00 - ft- DES MOV: H2 = 1789• ft- kip H11-162 a= kip 2.17- ksf•AVE Spl:r= ISp2:r =3.75• ksf• AV1I 5pi: c • •= L2 DI + (hignr.8/J [(5e: ALL) • Ibifl soil xx report design allowable lateral bearing capacity" "presumptive value; undisturbed soil profile" • (REF) 5p1, c Sp2: c [Di + Z • 02 + ( hignr' $)] • [(5e: ALL) • Ibifl 5p2, c Spl: r ICp1:= S p1: c IC p2:— S p2: c 5p2: r ICp1= 0.969 ICp2 = 0.677 identity Check IUSE • (3) - in • INCH • TOE • COVER' USE BFON = 5.00 • ft. ° X IDFDN = 22.00ft I = 42.000- in DIAHSS FDN = "PIER" Mres= 1224- ft• kip Tdes = 485 - ft - kip Vres = 30.59 • kip Ndes = 60.0 - kip Nr: toe = 64.8 kip h 'bar =40.00ft hignr = 0.00 11.0 • cuyd • APRX Vol'conc = toe = 22.00ft ftoe = 3.30 • ksf • REQD Company Designer Job Number : FM CM" 14.00 x 48.00 x 45.00 x 5.00 26 Nov 21, 2011 7:47 AM Checked By: Envelope Member Section Forces JA 6,0/1 Se 1 l J -A / 1 max 64.86 22 . . 27.5 28 8.73 27 483.44 12 402.92 24 391.57 28 2 -/ min 54.78 18 -27.51 12 -25.99 24 - 479.08 18 -97.45 17 - 534.49 12 3 2 max 64.86 22 27.5 28 8.73 27 483.44 12 350.94 24 336.57 28 4 min 54.78 18 -27.51 12 -25.99 24 - 479.08 18 -80.03 17 - 479.48 12 E v1_. 5 zg z 416 410 55 RISA -3D Version 9.1.0 [C: \... \... \... \... \... \z archive - CM - 14.00 x 48.00 x 45.00 x 5.00 - 26 "' 2011 "' t -bar offset - A.r881ge 4 Mr_1 -A: uu = 550.00 ft. kill Mr"'w= 410.00• ft • kid IVr JA: u = 26.00 • kid Nr`J- A:w=60.00•kipl tweld: end C4 = 0.500 • in • (DES! 11/21/2011 11 billboard design — natl fund freq'°'° 2011 — GRC Engineering, Inc. This next collapsed area [sets /alters] the design forces for J -A to ALL CAP notation. CM TWO ^1 -A� MOM ^' J -A � atan MONE, 1 -A MMOM J -A srss(MTWO"'J -A' MONE^ J -A) IMr_ww= 490.00• ft • kip Vr ^' J -A: v = 28.00 • kip 0MOM " 1 -A = 36.70. deg M mom "'J -A= 686.00• ft• kip DIAT = 36.000 . in • (REF) /-'-- DIAH = 36.000 • in . (REF) DIAV = 42.000 • in - (REF) aO =0 Itfillet weld ^' reqd: end C4 = 0.432 • in • REQII tweld: end C4 0.500 • in (weld - reqd: C4 = 6.413 • •N • (DES) ICweld - end C4 = 0.864 ICsteel - end C4 = 0.821 Iresultweld at end C4 = "OKAY" Inoteweld at end C4 = "FILLET WELD" T b: allowable J -A = 77.35 • ki� BpQ1 -A = 3. 0E1 Vb: r "' J -A = 27.85 • kip! db. J -A] = 1.500 - in - (21 IDJ_A = "connPL" 11/21/2011 11 billboard design — natl fund freq — 2011 — 0 D DESIGN OF HIGH STRENGTH BOLTS FOR JOINT J —A type 1-A "A" nj_A =0,1..15 [Tbolt J -A] = 8.68 17.05 0 0 0 0 51.15 59.52 -2.54 0 0 0 0 0 0 48.3 O 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 -48.3 0 0 0 0 0 0 2.54 - 59.52 -51.15 0 0 0 0 -17.05 -8.68) • kip 1KkCkL GRC Engineering, Inc. IREF bolt group at J -A = "E- 42.000 ^' Type 4650" type J -A = "A" ITb: allowable -J -A = 99.84 - kid Vb: allowable ^' 1 -A = 53.01 - kip IAISC = "13th :: Black Book" G1_A = 6.50 - in - C/C PJ_A = 6.50 - in • C/C SQPL1_A = 46.00 • in NPL1_A= 46.00- in IONE -.1-A = 3822.75- in ITH REE -1-A = 7645.50 • in 2 Tb: r ^' J -A = 59.52- kia ICb: T.- J -A = 0.596 ICb: V -1-A = 0.525 1TWO ^ J -A = 3822.75 • i 2 in fT: r 1 -A = 33.68 • ksi fV: r -1 -A = 15.76 • ksi ICb: (T +V) - J -A = 0.769 resultbolt" 1 -A = OKAY' bd1 -A'- 10 bU -A = 02 btype U b-A = "A490 -N" bolts of jointJ_A = "fully- tightened" a0 =0 11/21/2011 11 billboard design — natl fund freq ~~ 2011 -- DESIGN OF THICKNESS OF END PLATE FOR J -A GRC Engineering, Inc. 'REF bolt group at J -A = "E- 42.000 ^' Type 46SQ" I 4.25 Pdist Tb: r ^' J -A = 59.52 • kip BendPL 1 -A:= BPLJ -A NendPL^'J -A:= NPLJ -A BendPL"J -A = 46.00 • in ^'J -A= 46.00• in NendPL 1 1 b endPL J -A := 2 • PJ -A - 2 • [db: J -A] 1 PendPL- .I -A:= 2 • (NendPL^'J -A- 2• Yt`J -A) PendPL J -A Ofan: end atan b 52.43 deg endPL"' J -A 7.50• deg - ((550)j Plat= [(tan(Olat)) • (b Pinit min(Plat PendPL -J-A) + [db: J -A] + min(plat 2 • PJ -A) des endPL J -A min[Pinit. (PendPL ^' J -A + 2 • PJ -A� J lb 'endPL ^' J -A = 2.50 • in • DES endPL 1 -A = 3.25 • in Flat = 41.25. deg • (DES)J Plat = 2.19 • in Pinit = 5.88 • in (Pdes endPL -1-A = 5.88 • in • DES RISC = "13th :: Black Book" matlendpL 1 -A - "A362" tendPL -J -A =,1"5°11. .in matlendPL -1-A = "A362" ICendPL _ J -A = 0.828 'result endPL "J -A= "OKAY" 1.500• in •DES tendPL -J-A= BendPL-1-A= 46.00• in NendPL ^ J -A = 46.00 • in WTendPL -1-A = 0.900 • kip (bdes: guss = 8.63 - i1 11/21/2011 D 11 billboard design ^'^' natl fund freq "~ 2011 — DESIGN OF UNDERSIDE TRIANGULAR GUSSET PLATES FOR J -A GRC Engineering, Inc. IREF bolt group at J -A = "E- 42.000 _ Type 465Q" I This collapsed area sets the size and location of the radial gusset plates. Pr: guss edes: guss 1 2 ([Tb -J407 l +mai 1L Tb - J-A])06 1L Tb - J-A]) 08 4.25 4 Tb: r ^' J -A = 59.52 - kip IPr:guss = 58.79- kip - (DES) ledes: guss = 5.13 - in ades :guss =14.00 . in tdesc suss =0.750 • in t :guss =0.312- in bdes: guss = 8.63 in - DES ICM: guss = 0.570 ICp: guss = 0.918 ICw: guss = 0.725 resultdes: guss = "OKAY" Itdes: guss - 0.750 - in lades: guss = 14.00 • in tw: guss = 0.312 • in GpQJA = 4 bdes: gussbox = 7.25 . rr1 tw: gussbox = 0.312 • in! 11/21/2011 11 billboard design '°~ natl fund freq "'"' 2011 — DESIGN OF BUILT —UP BOX PLATE MEMBER AND ORTHOG GUSSET PLATE AT BOX PL FOR J —A GRC Engineering, Inc. IREF bolt group at 1 -A = "E- 42.000 "Type 465Q" DIAH = 36.000 • in This collapsed area set the size of the box plate. sfrt This collapsed area sets the size and location of the orthogonal gusset plates that are perpendicular to the box plate. Tb: r J -A = 59.52 • kip ([Tb = 51.15• kip (fides: boxPL = 12.00 • in • (NOM) Itdes: boxPL = 1.000 • in 4- lLdes: boxPL = 31.75 • ir� Pr: gussbox edes:gussbox 1 - 2 `[Tb J -A])08 ([Tb J -A])09 4.25 4 IPr: gussbox = 27.17 • kip • (DES) Iedes: gussbox = 4.00 • in ades: gussbox - 10.00. in tdes: gussbox = 0.750 •a in twrgussbox 0.312 • in • bdes: gussbox = 7.25 • in • DES IICM: gussbox = 0.403 IICP: gussbox = 0.630 (ICw: gussbox = 0'499 Iresultdes: gussbox = "OKAY" Itdes: gussbox = 0.750 • in lades: gussbox = 10.00 • in "Use one (1) orthog gusset plate per quadrant." notedes: gussbox = 11/21/2011 11 billboard design — natl fund freq — 2011 — DESIGN OF ORTHOG GUSSET PLATE AT CONN PL FOR JOINT J -A GRC Engineering, Inc. IREF bolt group at J -A = "E- 42.000 Type 465Q" This collapsed area sets the size and location of the orthogonal gusset plates that are perpendicular to the connection plate. Tb: r ^' J -A = 59.52 • kip [Tb J -A])06 = 48.30 • kip Pr: gussconn edes: gussconn 3 8 ([Tb "'.407 ILTb 4.00 4 IPr: gussconn = 40.43 • kip • (DESN ledes: gussconn = 2.63 • in odes: gussconn = 10.00 • in tde5: gussconn = 0.750. in tw:gussconn - 0.312? in tides: gussconn = 5.88 • in • DES (ICM. gussconn = 0.393 IICP: gussconn = 0.876 I IlCw: gussconn = 0.562 I (resultdes: gussconn = "0KAY" Ides: gussconn = 0.750 • ir� jades: gussconn = 10.00 • in Ibdes: gussconn = 5.88 • in Itw: gussconn = 0.312 • in notedes: gussconn = "Use three (3) orthog gusset plates per quadrant." 11/21/2011 11 billboard design ""' natl fund freq ""' 2011 ""' GRC Engineering, Inc. GRAPHSKETCH OF BOLT GROUPING AT END PLATE FOR J —A — 42- 36 -30— is e. 11 1 11 1 1 11 11 1 1 . is 1 a1'. 11 11 11 11 re— 12 11 11 11 1 ®. 1 11 ®i:® 1 -6 — . -1 - 1_._._ 0 6 "' 12 i4: •1 11 11 00 11 ®ii® 1 1 1 1 1 4 30 36 42 48 "' SKETCH OF PLAN OF BOLT GROUPING AT END PLATE ATJ -A ••' BendPL`J -A = 46.00 • in NendPL`J- A= 46.00• in tendPL "' J -A = 1.500 • in SPconnA = 33.00 • in • C/C X 1-6 CAN Ai [db: J -A] = 1.500 • in • 0 BpQJ -A = 3 b = "A490 -N" WPebU-A namecolml = "Pipe 48.000 x 0.500" maticolml = "API 5L X42" tweld: end C4 = 0.500 • in • ( DES) noteweld at end C4 = "FILLET WELD" ades: guss = 14.00 • in bdes: guss = 8.63 • in tdes: guss = 0.750 • in tw: guss = 0.312• in. TYP GpQJ_A = 4 Company Designer : FM Job Number CM- 14.00x48.00x45.00x5.00^'26 Nov 21, 2011 8:24 AM Checked By: Envelope Member Section Forces J -- X Member Sec Torqueik -ftl LC -y Momen LC 1 X1 1 max 30.06 22 20.48 22 15.55 24 239.56 12 71.75 17 170.87 12 2 min 19.98 18 -20.68 28 -8.69 27 - 238.19 18 - 182.68 24 - 276.89 28 3 2 max 29.77 22 20.48 22 15.55 24 239.56 12 54.44 17 129.98 12 4 min 19.69 18 -20.68 28 -8.69 27 - 238.19 18 - 151.59 24 - 235.53 28 5 X2 1 max 30.06 12 6.92 28 2.78 12 120.27 22 132.14 24 6.98 28 6 min 30.06 28 -7.18 12 -10.6 24 - 120.65 28 -5.18 12 - 138.17 12 7 2 max 29.77 12 6.92 28 2.78 12 120.27 22 110.94 24 -6.87 28 8 min 29.77 28 -7.18 12 -10.6 24 - 120.65 28 .38 12 - 123.82 12 2-I (G 24d t 5 290 RISA -3D Version 9.1.0 [C: \... \... \... \... \... \z archive "• CM ^' 14.00 x 48.00 x 45.00 x 5.00 ^' 26 ^' 2011 "'t -bar offset "• A.rBal$e 5 CMTWO –J-Al OMOM J -A atan MONE J -A MOM 1 -A = 335.60 • ft. kipl 11/21/2011 11 billboard design — natl fund freq — 2011 — GRC Engineering, Inc. This next collapsed area [sets /alters] the design forces f to ALL CAP notation. 7.1/1-A MMOM °J -A srss(MTWO "'J -A' MONE –J-A) Mr .1 -A: uu = 280.00 • ft. kip IMr =J_A:vv= 185.00• ft. kip IMr J- A:ww= 240.00•ft•kirJ Vr "' J -A: u = 16.00 • kip IVr^'J -A:v= 21.00. kipl INr J_A: w = 31.00 . kipl IeMOM " J -A = 33.45 • del IM DIAT = 30.000 • in • (REF) DIAH = 30.000- in • (REF) ) IDIA V = 36.000 • in • (REF) PIN: ref = 26.00 • psf • (DES) aO =0 Itfillet weld– regd: end C4 = 0.289 - in - REQCI tweld: end e4 – 0.375 in (weld "' regd: C4 = 4.286 • kip • (DES) IN ICweld ^' end C4 = 0.770 ICsteel ^' end C4 = 0.676 Iresultweld at end C4 = "OKAY" Itweld: end C4 = 0.375 • in • (DES)1 In°teweld at end C4 = "FILLET WELD" Vb: r" J -A = 15.23 . kipl 11/21/2011 11 billboard design ""° natl fund freq '""' 2011 ^" DESIGN OF HIGH STRENGTH BOLTS FOR JOINT type 1 -A = "C" In =-* = 0, 1. 15 [Tbolt J -A� = { 6.08 9.81 0 0 0 0 26.01 29.75 0.42 0 0 0 0 0 0 24.09 O 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 —24.09 0 0 0 0 0 0 —0.42 26.01 0 0 0 0 —9.81 —6.08 kip ciwpct, ITb: allowable —1-A = 69.34 • kip IVb: allowable ^' J -A = 36.82 . kip IT b: allowable _ J -A = 61.46 • kip IAISC = "13th :: Black Book" I J- IREF bolt group at J -A = "E- 36.000 " Type 44SQ -C" J GRC Engineering, Inc. Itype J -A = "C" IBPL1 -A = 44.00• irl GJ_A = 6.00 . in • C/C PJ_A = 6.00. in • C/C IBpQJ-A = 3 • DES Ixt . J -A = 19.00. in - DES IONE —J -A = 3564.00. in2 ITHREE 1 -A = 7128.00. in2 ITb: r ^ 1 -A = 29.75 • kipl ICb: T —1-A = 0.429 ICb:V J -A =0.414 SQPLJ_A = 44.00 in INPLJ -A = 44.00 • ir1 IIDJ_A = "connWF" I Iyt " J_A = 19.00 . in . DES ITWO "J -A = 3564.00• in2 fT: r "' J -A = 24.24 • ksi fV:r -1 -A= 12.41• ksi ICb: (T +V) —1-A = 0.484 resultbolt —J -A = "OKAY" bdJ -A = 08 btJ -A .= 02 bolts of jointJ_A = "fully- tightened" PW: ref = 26.00 • psf a0 = 0 Pdes: connA = 5.32 • in • DES{ nameconnA = "W36x170" I WFt, f: connA = 1.100 • in • (DES) 11/21/2011 0 a 0 11 billboard design — natl fund freq — 2011 -- GRC Engineering, Inc. DESIGN OF WIDE FLANGE CONNECTION MEMBER A Tb: r J -A = 29.75 • kip Vb: r "• J -A = 15.23 • kip This collapsed area sets the properties of the wide flange member. bconnA :_ Pdes: connA min ,w:connA) min(Pend, ' PJ -A) +(Z PJ- 4 [(2)' bconnA]] 2.66 • in • DES (bconnA = math.,,...,, A992 IDconnA is 043 ItthickFL: connA = 1.080 • in • REQD = 49.84 • kip •ALLOW ITb: c - P. A. connA SPconnA [xt J -A + (xt -1-A - GJ -A)] 32.00 • in • C/C IPthickFL: connA = 0.982 I IPthinFL: connA = 0.597 DIAH = 30.000 • in ImaticonnA = "A992" AISC = "13th :: Black Book" IresultthickFL: connA = "Accept:: OKAY" , IresultthinFL: connA = "OKAY" I WFb,f:connA= 12.00• in WFL, f: connA = 44.0' in (WFT: connA - DIAH) 2 = 1.10 • in • REF WFt, w: connA = 0.680 • in Vb: allowable - J -A = 36.82 • kip stifconnA = Pb: V^'J -A =0.414 IC b: (T +V): P.A. connA - prelim = 0.653 IIC b: (T +V): P.A. connA = 1.000 I PW: ref = 26.00 • psf 11/21/2011 11 billboard design "- natl fund freq — 2011 — DESIGN OF THICKNESS OF END PLATE FOR J -A GRC Engineering, Inc. IREF bolt group at J -A = "E- 36.000 ^' Type 44SQ -C" 4.25 pdist - 8 Tb: r -1-A = 29.75 - kip BendPL -1 -A:= BPLJ -A NendPL^'J -A NPLJ -A Bend PL -1 -A = 44.00 - in NendPL °1 -A= 44.00- in 1 1 b endPL -.1-A 2 • PJ-A 2 • [db:1 -A] 1 PendPL" 1 -A 2 • ( NendPL J -A - 2 • Yt -J-A) PendPL ^ 1 -A 0fan: end atan 51.63 • deg b 'endPL -1-A Olat = 7.50 deg * ( (5.50) ) Plat [(tan(elat)) • (b 'endPL-J-A)] 1 Pinit := min(Plat, PendPL"' 1-A) + [db: J -A] + min(plat, 2 • PJ -A) Pdes endPL ^') -A min[Pinit, PendPL^') -A+ 2 • PJ -4 lb endPL ^ J -A = 2.37 • in • DES PendPL"'1 -A =3.00- in Flat = 41.25 - deg - (DES) Plat = 2.08 • in Pinit = 5.42 - in 'Pdes ^ endPL "' J -A = 5.42' in •DES AISC = "13th :: Black Book" matlendPL J -A - A36„ tendPL ^ J -A -- 1.000 .. in (matlendPL J-A = "A36" ICendPL -1-A = 0.892 'result endPL "' J -A = "OKAY" ItendPL^'J -A= 1.000• in •DES BendPL^' 1 -A = 44.00 - in NendPL"'J- A= 44.00- in WTendPL -1-A = 0.549 - kip tdes: guss = 0.625 - in1 ades: guss = 11.00 • il 11/21/2011 0 0 11 billboard design ""° natl fund freq w,. 2011 — DESIGN OF UNDERSIDE TRIANGULAR GUSSET PLATES FOR J —A GRC Engineering, Inc. IREF bolt group at J -A = "E- 36.000 ^' Type 445Q -C" This collapsed area sets the size and location of the radial gusset plates. Pr: guss edes: guss 1 2 lL Tb -. J -A])07 i+ mat (Pb –J406 ([Tb' 4.25 4 Tb: r –1-A = 29.75 • kip IPr: guss = 29.62 . kip • (DES) edes: guss = 7.50 • in ades: guss 11.00 - in tdest guss = 0.625 - in Itwi guss — 0.312 1 bdes: guss = 11.00 • in • DES IICM: guss = 0.816 I ICP: guss = 0.950 ICw: guss = 0.762 Iresultdes: guss = "OKAY" bdes: guss = 11.00 • in Itw: guss = 0.312 - in GPQ1 -A = 4 • 11/21/2011 11 billboard design — natl fund freq — 2011 — GRC Engineering, Inc. 7,0 GRAPHSKETCH OF BOLT GROUPING AT END PLATE FOR J-A - 42- 36 - 30 - 43..; 3 e$e: • • • 0 . 1 . (40 re' • 0 - - V - 6 • 1 r 950: - 0 6 12 1. 8 •• t 0 • :0E9 I I I I I 24 30 36 42 48 ytil; l'7Ct3W *** SKETCH OF PLAN OF BOLT GROUPING AT END PLATE AT J-A *** BendPL J-A = 44.00- in NendPL-J-A = 44.00 in tendPL J-A = 1.000 • in nameconnA = "W36x170" 32.00 in. C/C SPconnA = WFb, 12.000. in b, f: connA = WF t 1.100 in , f: connA = [db: j_A] = 1.250 - in - 0 BpCt = 3 btypeb„ = "A490-N" namecolm4 = -" maticolm4 = - tweld: end C4 = 0.375 in (DES) noteweld at end C4 = "FILLET WELD" "----- ades: guss = 11M ' in ( b des: guss = in tdes: guss = 0.625 - in 11.00 - Cr- , tw: guss = 0.312 - in - TYP fides: boxPL = 13.00 • in • (NOM) tdes: boxPL = 1.000. 11 tdes: boxPL = 30.75 - ink tides: gussbox = 6.00 • iri tw: gussbox = 0312•ini 11/21/2011 11 billboard design — natl fund freq ^'^' 2011 ^'^' DESIGN OF BUILT —UP BOX PLATE MEMBER AND ORTHOG GUSSET PLATE AT BOX PL FO J-� GRC Engineering, Inc. 3) (REF bolt group at J -A = "E- 36.000 ^' Type 44SQ-C J DIAH = 36.000 • in This collapsed area set the size of the box plate. This collapsed area sets the size and location of the orthogonal gusset plates that are perpendicular to the box plate. Tb: r -1-A = 29.75 • kip [Tb. = 26.01 - kip Pr: gussbox edes:gussbox 1 2 1LTb' J -A])08 1 [ (P la -1-409 4.25 • 4 Pr: gussbox = 13.82 - kip • (DES) ledes: gussbox = 3.00 iri odes: gussbox 9.00 • in tdes: gussbox 0.625 in tw gussbox 0.312 • in bdes: gussbox = 6.00 • in • DES ICM: gussbox = 0.227 ICP. gussbox = 0.412 IC_ : gussbox = 0.256 resultdes: gussbox = "OKAY" J Ides: gussbox = 0.625 - in ades: gussbox = 9.00• in (notedes: gussbox = Use one (1) orthog gusset plate per quadrant." tdes: gussconn = 0.625 • irl 11/21/2011 11 billboard design — natl fund freq — 2011 -- 4-21-= DESIGN OF ORTHOG GUSSET PLATE AT CONN PL FOR JOINT J -A GRC Engineering, Inc. IREF bolt group at J -A = "E- 36.000 Type 445Q -C I This collapsed area sets the size and location of the orthogonal gusset plates that are nernendicular to the connection elate. Tb: r "' J -A = 29.75 • kip ([Tb "J -A])06 = 24.09 • kip Pr: gussconn edes: gussconn 3 8 • (Pb —J-4)07 1 +[ ([Tb -J -Aa 06 4.25 4 IPr: gussconn = 21.45 • kip • (DESI edes: gussconn = 2.37 • in ades: gussconn — 9.00 • in tdes : gussconn = 0.625 in tv4: gussconn = 0.312 • in bdes: gussconn = 5.37 • in • DES ICM: gussconn = 0.280 IC P: gussconn = 0.621 ICw: gussconn = 0.342 resultdes: gussconn = "OKAY" ades: gussconn = 9.00 • in bdes: gussconn = 5.37 • in tw: gussconn = 0.312 • in Inotedes: gussconn = "Use three (3) orthog gusset plates per quadrant." 8 io ct t I q- 3-* Member Code Checks Displayed Solution: Envelope Code Chock No Cak > 1.0 .90 -1.0 .75.90 50-.75 o..50 FM SK -2 Aug 18, 2011 at 9:16 AM cco — 11 -017 -270 — 14.00 x 48.00 ... Company Designer : FM Job Number Aug 18, 2011 9:16 AM Checked By: Envelope AISC 13th(360 -05): ASD Steel Code Checks LC 1 UP1 - - - -.-- W8X21 ____ _.--- .822 -- - -.• -. 3.36 27 ��.a. u.R.. .121 wt.nti 3.36 un- y Lt. 27 rnciom.. 70.82 rnvom...Mnyy 184.43 /o... 14.2 Mnzz /o... 48.01 Cb 1 Eqn H1 -lb 2 UP2 , -. W8X21 ;782 3.36 21 .121; 3;36 y 27 70.82 184.43 14.2 48.01 '1 H1 -1.6 3 UP3 W8X21 .816 3.36 21 .121 3.36 y 27 70.82 184.43 14.2 48.01 1 H1 -1b 4 , 'UPC W8X21 844 . ' 3.36 -22 .121 . 3.36::y. 28 70:82. 184.43 : 14.2 :. 48.01:1" .H1 -1b 5 UP5 W8X21 .857 3.36 22 .121 3.36 y 28 70.82 184.43 14.2 48.01 1 H1 -lb 6 UP6.. W8X21 :859. 3:36 22 .121 - 3:36 y. 28 70.82 184:43 14.2. 48.01 1 H1 -1b 7 SPDR1 W14X38 1.055 2.49 22 .147 2.35 z 22 295.34 335.33 30.19 153.44 1 Hi -lb .8 " .: SPDR2 . ' W14X38 • ' : :391 2.49 27. :062 .074 2:49, 2.4 y y 22295.34 22 295.34 335:33 335.33 30.19 ' 30.19 153:44 153.44 1 1 H1.lb H1 -lb 9 SPDR3 W14X38 .332 0 21 10 : SPDR4. ' . W14X38. , .509 . '2 49 22 ;100 2:35 z 22 , 295.34 335.33: ' 3019 -` •153:44 1 ib 11 SPDR5 W14X38 .564 2.49 22 .116 2.35 z 22 295.34 335.33 30.19 153.44 1 .Hi H1 -1b 12 SPDR6-'. `W14X38 .55S . 2:49 22 :.118. 2.35 1:22 295.34. 335.33 30.19 153.44; 1 Hi -lb - OKP\tf RISA -30 Version 9.1.0 [C: \... \... \... \... \... \cco - 11- 017 -270 - 14.00 x 48.00 - 05.00 ^' FF - 6 -frame - 00 psf ^ 08- 17- 11Pap 3061 ^' SF.r3d] Company Designer : FM Job Number Aug 18, 2011 9:16 AM Checked By: Envelope Member Section Forces y Shearikl z Shearikl 1 SPDR1 1 max 6.17 21 -1.68 16 5.22 18 -.53 11 0 21 1-1 moment.. 34.11 Ll- 27 2 min -6.14 27 -3.23 22 : - 12.08. 22 : -:87. 27 0 17 ' - 34:25:: ,` : 21 3 2 max 0 5 0 5 0 5 0 5 0 5 . 0 5 4 min' 0: : :5.: 5 SPDR2 1 max 6.1 11 -2.62 16 1.43 18 .15 21 0 17 34.17 27 6 min; ' . -6.09. ` 17 . '-4.95 , .22: -3.28 22 :05 47 0 21. - 34.28 - 21 7 2 max 0 5 0 5 0 5 0 5 0 5 ., 0 5 "8. min 9 SPDR3 1 max 6.09 11 -2.19 17 1.67 22 .78 22 0 5 34.13 27 '`10 min. ' -61 : '.17 `3 94:" " 6" :. '- .83 -..: ;18; :45 18 : . 0 . .: `•5, .-34.23 . 21. 11 2 max 0 5 0 5 0 5 0 5 0 5 0 5 12' min .- .0 13 SPDR4 1 max 6 12 -2.13 12 4 22 1.15 22 0 5 34.17 28 14' : min : -6:14 ' 18 . - 3.91`. : 6 , _ . - 1.95'. 18 . - :65:' .18:. 0 5. :: ;_34:26 22 15 2 max 0 5 0 5 0 5 0 5 0 5 0 5 '16'. min 17 SPDRS 1 max 5.98 12 -2.1 12 4.64 22 1.32 22 0 5 34.23 28 18 . min: -6:16 18 =3:92: 47 - , -2:27 18 . .73 18 ' 0. 5 , -34:3 ` 22 19 2 max 0 5 0 5 0 5 0 5 0 5 0 5 20 min 0..: 5.. 0: 5.:' 0 5 21 SPDR6 1 max 5.98 12 -2 12 4.51 22 1.37 22 0 5 34.23 28 22 : min - 6.16.. 18 -3.82 -27 -2.18 18. .74. 18 0 5, - 34.29.:22 23 2 max 0 5 0 5 0 5 0 5 . 0 5 0 5 24 min 0 5' RISA -3D Version 9.1.0 [C : \... \... \... \... \... \cco ^' 11- 017 -270 "' 14.00 x 48.00 "' 05.00 ^' FF - 6- frame"' 00 psf ^ 08- 17- 11Pag24061 " SF.r3dl Company Designer : FM Job Number Aug 18, 2011 9:17 AM Checked By: Envelope Member Section Forces �c i_c 1 J -A 1 max 34.01 28 22.26 27 ,o.I.N -.24 11 IIJiquCiR -I Li 732.29 Ll. 12 y-y IVIWOCn... 798.06 Lt. 28 Z-1 moment.. 236.97 Lt. 28 2 min 23 93 12: -22.21 :21 -. 5 21 - 729.87, -18 552:8 11 ..-173 :65 12; 3 2 max 34.01 28 22.26 27 -.24 11 732.29 12 797.81 28 225.84 28 min; 23.93; 12: -22:21 � ,21 -.5 . : 21 _ .- 729:87 18: 552.68 .11 - 162:58 12 RISA -3D Version 9.1.0 [C: \... \... \... \... \... \cco "' 11- 017 -270 — 14.00 x 48.00 — 05.00 — FF — 6 -frame — 00 psf 08- 17- 11Pag2 -2061 ^ SF.r3d] I ®uprt 0disp = 0.00 • deg • MAI 8/18/2011 0 0 t.4/1 11 billboard design — natl fund freq ^-- 2011 ^^" GRC Engineering, Inc. WIDE FLANGE UPRIGHT MEMBER FOR BILLBOARD FRAME This collapsed area sets the properties of the wide flange member upright. 1 buprt.,.1_2:= 2 • (G1.2 - WFt, w: uprt) 1 buprt.. J i = 2 • (G1_1- WFt, w: uprt) Pdes: uprt .1 -2 := ma{(3.00 • in) , PJ -2] Pdes: uprt 1 -1 maxr(3.00• in), Pm] GJ_2 = 2.75. in GJ_1= 2.75 • in Ibuprt "'J -2 = 1.25 • in • DES Ibuprt "1 -1= 1.25 • in • DE1 IPdes: uprt ^ J -2 = 3.00 • in • DES IPdes: uprt -1 -1= 3.00 • in DES I rriatf'Pk' A? Imatluuprt = "A992" I Inameuprt = "W8x21" I AISC = "13th :: Black Book" lib: latl brac - "L 3 x3 x 1 /4 "I Lb: note = "-- 8/18/2011 0 0 11 billboard design — natl fund freq ^'^' 2011 '°"' JOINT J -1 5/ of GRC Engineering, Inc. This collapsed area sets the properties of the wide flange member spreader. matlspdr = "A992" namespdr = "W14x38" AISC = "13th :: Black Book" 0 namespdr = "W14x38" WFd: sodr = 14.1 . in WFt, w: spdr = 0.31 • in WFt. f: sodr = 0.52 • in WFb, f: spdr = 6.77 • in This collapssed area calculated the design allowable strength moment of the extended end plate details for Joint J -1. Mone:1 -1 1 Mtwo: J -1 1 Nthree: J -1 Tb:r"1 -1'= WF 4+ P 4+ 8 h, arm: spdr 1 -1 1 Vb: r^ 1 -1 (Vone: J -1 + Vtwo: J -1) 4 fTb: r ^ 1 -1 = 8.73 • kip Vb: r -1-1 = 2.50 • kid Tb: allowable -J-1 = 13.81 • kipl T b: allowable -J-1 = 13.26 - Mc bolt'" J-1 = 60.05- ft • kipl 8/18/2011 0 0 G / 11 billboard design""" natl fund freq `^ 2011— GRC Engineering, Inc. This next collapsed area assesses the bolt diameter and type at Joint J -1. namespdr = "W14x38" Mc: bolt -J-1 4 • T • b: allowable -J-1 WFh, arm: spdr Tb: r -J-1 ICT: bolt INIT ^'J -1' T. b: allowable - J -1 Vb: allowable "1 -1= 7.36 • kip ICT: bolt INIT -1-1 = 0.658 0 0 0 0 8.0 Tb: r -J-1 ICT, b: FLuprt "•j : Tb: c " P. A. uprt -1 -1 Tb:c"'P.A. uprt -1 -1 Ma: J -1 Fluprt := 4 • 1.111 ) WFh, arm: spdr AMC = "13th :: Black Book" nameuprt = "W8x21" ITb: c'" P. A. uprt -1-1 = 8.745 • kipj IICT, b: FLuprt 11= 0.998 Ma: J -1 FLuprt = 35.64 • ft • kip • (REFI �— bolts of joint =- "fully- tightened" This collapsed area sets the extended end plate details for Joint J -1. Fy: PL -1-1 ' Fy 36 WFg: uprt = 2.75 • in - REF WFh, arm: spdr = 13.58 • in yt: J -1 = 8.292 • in xt:11 = 1.375 • in This collapsed area calculates the design allowable strength moment of the unstiffened extended end plate details (i.e., 4BU -EEP). stateof4Blj EPP I - "(y, plate)' Joint 1-1 := I ok if (ICT: bolt INIT -1-1 < 1 A ICT, b: FLuprt "' 1 -1 < 1 A ICM ^' 1-1 < 1) ng otherwise r EEP^1 D.ES Tb: c backcalc from M -1-1 LFDG16 - 12.36 • kip IICM "' 1 -1 = 0.625 I Joint J -1 = "OKAY" Nthree: J-4 = 1.06 • kid Mone: J-4' = 5.45 • ft • kid 8/18/2011 0 0 0 11 billboard design"'" natl fund freq •""' 2011 """ JOINT J -4 G- RRCCEEnngiineering,, Inc. Imatluprt = "A992" Inameuprt = "W8x21" I AISC = "13th :: Black Book" WFt,f: uprt =0.4• in WFb, f: uprt = 5.27 • in WFd: uprt = 8.28 • in This collapsed area sets the properties of the wide flange member ledger. matliedg = "A992" Inameledg = "W6x9" I AISC = "13th :: Black Book" This collapsed area calculated the design required strength moment and gravity force of the end L -shape clips connection details for Joint J -4. FD:1 -4 = 0.255 • kip FL: J-4 = 0.800 • kip IMone: J-4 = 4.06 • ft • kill 0 pp: J- 4'/1 -4 = 1.731 PL: J- 4'/J -4 = 1.219 (Live Load, Catwalks = "ASCE 7-05 Table C4.1 :: Minimum Uniformly Distributed live Loads" 5Pframe = 8.00ft • C/C FD. J-4. = 0.441- kip FL: J 4' = 0.975 - kip Nthree: J-4' = 1.42 • kip PL: deck = 25 • psf • (DES)1 Wfront 1.0 = 4.00 • ft- (DES) (DES) Wfront 1.0 clear = 1.50 • ft • rtdip1 -4 tclip1 -41 zarm:1- 4_CL leg clip : =Il 2 4- WFd: uprt + 2 zarm: J-4 - CL bolt clip (8clipl-4 + WFd: uprt + gclipJ -44 LclipJ -4 = 4.50 • in' zarm:l-4 CL leg clip = 8.78 - in • C11 Tb: r _ J_4 = 2.81 • kip - (REF)I 8/18/2011 1, 11 billboard design -- natl fund freq -- 2011 "'°' tr- /got GRC Engineering, Inc. nameciipj-4 Lname ((None: J-4')) 1 1 Tb: vert leg clip: r J-4 zarm: 1-4 CL leg clip 2J + [((Nthree: J -4 )) 4J WFd: uprt = 8.28 - in namecllpj -4= "L4x4x1 /2" Tb: vert leg clip: r ^' J 4 = 4.08 • kii D D Pt: clip1 -4 - min no P.A. = 1.290 Pt: clip14 - min yes P.A. = 0.975 ITb: avail - clip) -4 = 4.29 • kip I_(Tb: r qb) • clip1 -4] = 5.70. kip • REF Tb: r -1-4 C((Mone:1 -4')) 1 z 2 + [((Nthree: J-4')) 4] arm: J4 CL bolt clip 8clip1 -4 = 2.50. in zarm:1 -4 CL bolt clip = 13.28 • in • C/C Pt: ledg ^' min no P.A. = 1.349 Pt: ledg - min yes P.A. = 1.002 Tb: avail "' ledg = 2.80 • kid �(Tb: r + qb) • ledg] = 3.18. kip • REFI AISC = "13th :: Black Book" [db: J _4] = 0.500- in _Bb: l -4] = 8.82 • kid boltl� = "OKAY" 8/18/2011 a 11 billboard design "'^• natl fund freq •""' 2011'°^• JOINT J -5 C,o /9 GRC Engineering, Inc. -.4P^-5-/-61" matluprt = "A992" Inameuprt = "W8x21" I AISC = "13th :: Black Book" C Wrear 2.01 Mone: J -5 := Ptwo: J -5 4.00 • in + 2 J Mall: W6x9 0.66- (50• ksi) - 5.56- in3 Wrear 2.0 = 21.00in USE PL 1/2 x 5 x 12 Mall: := 0.75 1•b 2 PL�J -5' 6 PL :1- 5'tPL:J -5 Mone: J -5 Tr: flange -1 -5 '= (5.90 - in - 0.215 • in) Tr: bolt "J-5 Tr: flange - J -5 T 2 5.90 • in l armj_5:= 4.50 • in - 2 J Mr: PL -J-5 Tr: flange "•J -5' armn_5 Mr: PL "J -5 PM: PL ^J -5' M all: PL' J -5 tr: uprt (6.66) - [Tr: bolt ^'J -5 (;_5Jj ((2.75- in)) • (65• ksi) tr: uprt PM: FL -J -5' WF t, f: uprt Tali: bolt ^'J -5 45- ksi - 0.196 -in2 Tr: bolt `J -5 PT: bolt `J -5 — 'all: bolt -J -5 IPtwo: J -5 = 1.30 • kip • (DESI IM one: 1-5 = 1.57 • Ft- Mall: W6x9 = 15.29. ft- kip Mali: PL" J -5 = 0.47 - ft • kip Tr: flange -1-5 = 3.32 - kip Tr: bolt J_5 = 1.66 • kip armJ_5 = 1.55 • in Mr: PL °1 -5 = 0.428 - ft- kip PM: PL`J -5 = 0.914 tr: uprt = 0.291- in IPM: FL"J -5 = 0.729 1 Tall: bolt `J -5 = 8.82 • kip PT: bolt -.I-5 = 0.188 h des = 4.33ft• (DES)1 wW = 0.188 . kli 5/13/2011 14 AISC ^'^' L -shape stinger ^' design forces"'"' break — " 0 SINGLE L- SHAPE IN BENDING :: DESIGN FORCES OF STRINGER ft wD' PD• hdes +(Wt_L- shape(4.00,4.00,0.375)) wW := PW • hdes 'total =span + Lcant WD: total== wD• Ltotal WW :total= WW • Ltotal GRC Engineering, Inc. Lppan = 8.00ft L cant = 4.00ft wD = 0.023 • kit 'total = 12.00ft WD : total = 0.273 • kip WW: total =2.26• kip PD =3.0• psi PW = 43.42 • psi 'Di break = " Mr: one : cant Mcant Mr: one : span Mspan FG : dip := ma {(R1: GI' (wD • Lspan)] CALCULATION OF BENDING MOMENTS FROM LATERAL LOADING. Mr: two: cant : =Mcant •i wD wW Mr: two :span Mspan' FW : clip •= 1:G'�ww wD)J [wW' Lspan)]J Mr: one : cant = 0.182 • ft • kii FG : clip = 0.205 . kip 'Mr : two : cant = 1.505• ft •ki V FW ;'clip = 1.693 • `kip IICL: geom: 13th = 0.576 I Mr: three = –0.940 • ft • kip • DESI 5/13/2011 14 AISC L -shape stinger" design review — SINGLE L -SHAPE IN BENDING ICL: geom: 13th ICL: prin: 13th Mr: one Mc: one Mr: three Mc: three Mr: two Mc: two Mr: four Mc: four ((‘±41 GRC Engineering, Inc. IICL: prin: 13th = 0.701 1 >? IDISPstgrSPACING = "– "Stringerless" :: Use Panel display stringers (i.e., lateral bracing). –" • (REF)I IDISPnote = " Drawing No. f 00 P1604 E -10 -B 1027919 31- AUG -101 " break = " 7VJ (4) I-name = "L 4 x 4 x 5/16" ores = 45.00 - deg [ L -shape ] = "compact" pN =0.00• in Mrs= 1.52• ft. kip Ores = –83.20 • deg [Marrow] = "Quadrant 111" Ides = 8.00 • ft • DES MOMENT CAPACITIES Mc: one = 2.93• ft• kip PM: one = 0.061 Mn: one = 58.75. in • kip Mc. two = 2.93 • ft • kip PM: two = 0.515 Mn: two = 58.75 • in • kip Mc: three = 4.54• ft" kip PM: three = 0.207 Mn: three = 91.04 • in kip Mc: four = 2.42 • ft. • kip PM: four = 0.494 Mn: four = 48.50 • in . kip kip Mr: four= 1.195•ft• Mr: clip = 0.39 • ft • kid sp1 /2 -IN bolts = 2.75 • in • C/1 5/13/2011 break — " 0 14 billboard design — L -shape clip stringer — GRC Engineering, Inc. STRINGER L -SHAPE CLIP DESIGN RI5C3th Black Book" AISC = "13th :: Black Book" F0: conn = 0.22 • kip • [ per conn ] FW: conn = 1.69 • kip • [ per conn 1 bdip = 5.50 • in, IMn =Mp =F•Z51.6•M� (Stb = 1.67 Ma8 =0.75• F. 1 bcilp = 5.50 • in • (DES) Mn: bar = 1.03 • ft' kip MG bar = 0.62 • ft • kip • REF Mall: clip = 0.52 . ft• kip . REF Mr: clip FD: conn • L(Hstgr: cant + Hclip) — kclip 1 + FW: conn [Vstgr • (48) + 2 . tclip Mr: clip ICM: clip 13th — 0.637 Mc: bar Mr: clip ICM: clip 9th := — 0.763 —all: clip ICM: clip ICM: clip 9th if AISC = "9th :: Green Book" ICM: clip 13th otherwise Hstgr: cant = 1.00 • in kclip = 0.875 • in ICM: clip = 0.637 J eguss gclip — tclip = 2.00 • in IPguss :_ Mr clil eguss = 236:• -ki CLIP = "L4x4x1/2" bclip = 5.50 • in - C/C� stif00 = " not required " i VERTICAL UPRIGHT SPACING TABLE APPLICABLE DESIGN CODE IS EC 2006. IF UPRIGHT SPACINGS FALL OUTSIDE LISTED RANGE CONTACT DAXTROMCS ENIF)NEER9O DESIGN WIND PRESSURE "P" 58 psf 72 psf 57 psi 23 psi 21 psi 140 psi 4(r 182 psi MAX UPRIGHT SPACING -A- 12'-3" MAX CANTILEVER SPACING "8' MINIMUM REOUOiED • OF UPRIGHTS 4 5 MAX OUTSIDE UPRIGHT SPACING 42' ALL 5/8" A325 MOUNTING HARDWARE T BE TIGHTENED TO 15 FT -IBS; NOT TO EXCEED 100 FT -LBS. CLAMPS MUST BE SLID ONTO I -BEA UNITII ROCKER CONTACTS I -BEAM WEB OR BOLT CONTACTS OUTER FLANGE OF I -BEAM TO ENSURE PROPER LOAD DISTRIBUTION STRUCTURAL COLUMNS MUST BE VERIFIED TO PROVIDE CORRECT NUMBER OF MOUNTING CLAMPS 2 1/8" DISTANCE FROM 5/8" BOLT CENTER TO ROCKER /I -BEAM CONTACT POINT DETAIL C SCALE 1/20 I-BEAM MUST BE IN CONTACT WITH MOUNTING ASSEMBLY LANDING AREA WHEN ROCKER CLAMPS ARE FULLY TIGHTENED 47 3'9/32' OVERALL WIDTH SEE DETAIL C 1 25' 2- 13/32" TOP VIEW 949/32' ACTIVE ROTH 21' 7 -3/16' r- p' 9D/3Y OVERALL HEIGHT 0' 2'7RT ACTIVE 1 DISPLAY EXHAUST HOODS TOP & BOTTOM SECTION TYP. PIXELS HON NA/ 120 PIXELS PIXEL IF'mE (BBBI SPAONO (CC) 038 SOT SECTION WEIGHT 3,650 LBS 110 IIO 858 1807 90 858 702 18187 204,17 3.550 LBS 3,550 L85 3,550 LBS PIXELS PIXELS PIXEL SECTION 140H (AAI WIDE (898) SPACMI3 (CC) N'ETOHT 144 938 607 4,250195 132 858 1607 4,250 LBS 132 858 16MT 4250 LBS NOB 702 20AIT 4,250 LBS SECTION 200 D8- 4000 - AAXBBB -CC r SECTION 100 DB- 4000 - AAXBBB -CC 6' TOP SECTION ACTIVE HEIGHT i 7' 2- 13/32" BTM SECTION 6 ACTIVE HEIGHT ■s ��11 ®1t DISPLAY INTAKE HOODS W/ FILTER ACCESS. TOP 1 BOTTOM SECTION TYP. 10' 9-19/32" FRONT VIEW 25' 2. 13/32" TWO PICK POINT - LIFTEYE SPACING MINIMUM LIFT ANGLE OF 45 ° ID' 9- 19/32" Rim Nil i ■ ®tii N! I •II ■I ■II ■111 \I `i ■III 1I ■II■ 1 ■I ■I ■I!I Ilk L- _J�- I (� (� (i �(�l(� 16110 ji l StiV111101140-1111411,10iiiiii IUI _ L i•i _ 1 11 POWER ENTRANCE T. REAR VIEW SEE DETAIL B 5' 9 -1/2" 11.29/32 7' 2-13/32" POWER ENTRANCE 2' 9" POWER ENTRANCE SEE DETAIL A 3" BORDER PAINTED ALL AROUND PER CUSTOMER SIDE VIEW SPECIFICATIONS, HINGED AND REMOVABLE REAR ACCESS DOORS TOP AND BOTTOM TYP. MILL FINISH ALUMINUM REAR OF DISPLAY 7- 19/32" FROM CATWALK STEEL I -BEAM STRUCTURE PROVIDED BY OTHERS. STANDARD CCO 14'X48' STUCTURE SHOWN IN ALL VIEWS TYP. INTEGRATED CONTROL SYSTEM DETAIL B SCALE 1/20 UNIVERSAL MOUNTING ASSEMBLY AND 5/8" A325 HARDWARE PROVIDED BY DAKTRONICS DETAIL A SCALE 1/20 LEDGER SHELF PROVIDED BY CUSTOMER (SEE DRAWING 566679). TO BE ATTACHED WITH 5/8" A325 HARDWARE 02 PER SHELF BY CUSTOMER. NOTES: 1.0 REFERENCE 1.1 REFER TO INSTALLATION AND MAINTENANCE MANUAL FOR COMPLETE INSTALLATION INSTRUCTIONS ' 1.2 REFER TO DAKTRONICS RISER DIAGRAM FOR ALL ELECTRICAL POWER AND SIGNAL CONNECTIONS 1.3 ALL DIMENSIONS ARE IN FEET AND INCHES. 2.0 PROJECT RESPONSIBILITY 2.1 CUSTOMER I5 RESPONSIBLE FOR DESIGNING AND CERTIFYING THE SUPPORT STRUCTURE. 2.2 CUSTOMER IS RESPONSIBLE FOR OBTAINING LOCAL CERTIFICATION FOR THE STEEL MOUNTING STRUCTURE. 2.3 CUSTOMER IS RESPONSOBLE FOR SUPPLYING EOUIPMENT W/ APPROPROATE SAFETY FACTOR TO LIFT DISPLAY. 2.4 DAKTRONICS AND CUSTOMER ARE RESPONSIBLE FOR CONFIRMING THE STRUCTURAL UPRIGHT QUANTITY AND SIZE. DAKTRONICS IS RESPONSIBLE FOR PROVIDING STRUCTURAL CLAMPS OF THE CORRECT QUANTITY. 3.0 DISPLAY SPECIFICATIONS 3.1 DISPLAY IS ALL ALUMINUM CONSTRUCTION. 3.2 DISPLAY IS FRONT AND REAR ACCESS FOR ALL ELECTRONICS. 3.3 DISPLAY WILL SHIP IN TWO SECTIONS. 3.4 DISPLAY OVERALL AREA: 648.01 S0. FT. DISPLAY ACTIVE AREA 611.76 SO FT. 3.5 WEIGHTS: SECTION 100 . 4,250 LBS SECTION 200 1 3,550 LBS TOTAL DISPLAY WEIGHT : 7200 LBS SUBMITTAL APPROVAL APPROVED D APPROVED AS NOTED ❑APPROVED AS NOTED 8 RESUBMIT COMPANY: S IGNED: TITLE' DATE: DAKTRONICS, INC. IC ~arjall„i'.P� 'tm. IPOOS1.04" 1 lint ",igta i.�y��M W,1�-TSi1K. b sIl K41 Mama -- IFI. Wuou(s. u[. nor. DIGITAL BILLBOARDS nnr.SHOP DWG; 0B "1015 14'148 111139 NOD1; CCO mow 88811E8 DBAERER M11: 31 AUG 101 Itl. 1 16111 I I AM IRY1,1 :90 4411; si. As s0• I OF I 00 PI601 E - 4I0 - -IBI 1027919 A 05 -01 -2012 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director MICHAEL MAYES 3601 6 AV S SEATTLE WA 98134 RE: Permit Application No. D11 -395 CLEAR CHANNEL OUTDOOR 2140 SW 43 ST TUKW Dear Permit Applicant: In reviewing our current application files, it appears that your permit applied for on 12/12/2011, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and /or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Your permit application will expire on 06/09/2012. If you still plan to pursue your project, a written request for extension of your application must be submitted to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit application. If it is determined that an extension is granted, your application will be extended for an addtiona190 days from the expiration date and you will be notified by mail. In the event that we do not receive your written request for extension or request was denied, your permit application will expire, become null and void and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File: Permit File No. D11 -395 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206 - 431 -3670 • Fax 206 -431 -3665 • Ciy of Tukwila 0 Jim Haggerton, Mayor Department of Community Development Jack Pace, Director December 15, 2011 Michael Mayes Clear Channel Outdoor 3601 Sixth Av S Seattle, WA 98134 RE: Incomplete Letter #1 Development Permit Application D11 -395 Clear Channel Outdoor - West Valley Hy & S 180 St Dear Mr. Mayes, This letter is to inform you that your permit application received at the City of Tukwila Permit Center on December 12, 2011 is determined to be incomplete. Before your application can continue the plan review process the attached/following items from the following department(s) need(s) to be addressed: Building Department: Allen Johannessen at 206 433 -7163 if you have questions concerning the attached comments. Planning Department: Brandon Miles at 206 431 -3684 if you have questions concerning the attached comments. Please address the comment above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 431 -3670. Sincerely, V-°\IIN Bill Rambo Permit Technician Enclosures File: DI1 -395 W:\Permit Center \Incomplete Letters\2011'D11 -395 Incomplete Ltr # 1.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 • • Tukwila Building Division Allen Johannessen, Plan Examiner Determination of Completeness Memo Date: December 13, 2011 Project Name: Clear Channel Outdoor Permit #: D11 -395 Plan Review: Allen Johannessen, Plans Examiner The Building Division has deemed the subject permit application incomplete. To assist the applicant in expediting the Department plan review process, please forward the following comments. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. Provide special inspection table (on the plan) for the steel and the concrete footings. Also a note on the plan shall specify all steel fabrication shall be done by a Washington State WABO certified welder. Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. 44 DATE: CONTACT: RE: ADDRESS: ZONING: PLANNING DIVISION COMMENTS September 23, 2011 Michael Mayes D11-395 King County Parcel 362304 -9037 C /LI The Planning Division of DCD has reviewed the above permit application. The building permit application is incomplete. Please provide the following: 1. A site plan, to scale, showing the location of the billboard on the subject property. On the site plan show the footings of the billboard and the closes portion of the billboard to adjacent property lines. • PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D11 -395 DATE: 12/12/11 PROJECT NAME: CLEAR CHANNEL OUTDOOR SITE ADDRESS: APN: 3623049037 (WEST VALLEY HY & 180) X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: Building Division Public Works Fire Prevention Structural Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete DUE DATE: 12/13/11 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route V REVIEWER'S INITIALS: Structural Review Required ri No further Review Required DATE: %Z (3/It APPROVALS OR CORRECTIONS: Approved Notation: REVIEWER'S INITIALS: Approved with Conditions DUE DATE: 01/10/12 Not Approved (attach comments) ri DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 2 -28 -02 PERMIT COORD COP PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D11-39S DATE: 08/06/12 PROJECT NAME: CLEAR CHANNEL OUTDOOR SITE ADDRESS: 2140 SW 43 ST Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # X Revision # 1 after Permit Issued ED PARTMENTS: iv /A Bulldln� �' ision Fire Prevention Planning Division A)// 4`4 u Ic Wo ks Structural Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete 11 Comments: Incomplete DUE DATE: 08/09/12 Not Applicable Permlt;Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ LETTER OF COMPLETENESS MAILED: Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Please Route REVIEWER'S INITIALS: Structural Review Required No further Review Required DATE: APPROVALS OR CORRECTIONS: Approved Notation: Approved with Conditions DUE DATE: 09/06/12 Not Approved (attach comments) REVIEWER'S INITIALS: DATE: erns Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: HERMIT COORD C0141 PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D11 -395 DATE: 01/30/12 PROJECT NAME: CLEAR CHANNEL OUTDOOR SITE ADDRESS: 2140 SW 43 ST Original Plan Submittal • Response to Correction Letter # X Response to Incomplete Letter # 1 Revision # after Permit Issued EPARTMENTS: Bu ding ivlsion o' c 0 '2f ° Iti Public Works Fire Prevention Structural RM Ave, o2-.21. I L Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete n DUE DATE: 01/31/12 Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route Structural Review Required No further Review Required n REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Notation: REVIEWER'S INITIALS: Approved with Conditions DUE DATE: 02/28/12 Not Approved (attach comments) n DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 2 -28 -02 EMIT COORD COPS PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D11 -395 DATE: 12/12/11 PROJECT NAME: CLEAR CHANNEL OUTDOOR SITE ADDRESS: APN: 3623049037 (WEST VALLEY HY & 180) X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # after Permit Issued DEPA TMENTS: S- Building ivision i I Public Works AlfiA 1,Vt CLIA4 D-railisl S-1( Fire Prevention Planning Division INS Structural Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete DUE DATE: 12/13/11 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: 16)--(S's-t\ LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg Fire ❑ PIng' PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route n Structural Review Required REVIEWER'S INITIALS: No further Review Required DATE: APPROVALS OR CORRECTIONS: DUE DATE: 01/10/12 Approved n Approved with Conditions ❑ Not Approved (attach comments) n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only ' CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 2 -28 -02 PROJECT NAME: (,At10- 110km-L SITE ADDRESS: '1.i girl M 1 PERMIT NO:4111 ORIGINAL ISSUE DATE: REVISION LOG pc• bs • REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INI IALS i 0$ MA it 3 lhA Iti Summary of Revision: pe11Jy t r ui1 r k i tg' '� 'ivi1N ] 'APP Received by: ©bt E, REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) City/If Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Web site: http: / /www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: ' & f r Z Plan ChecWPermit Number: b -1 1 - ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: L ti':2---1 Project Address: wt c-V'pry --�' V-41 Contact Person: tAt Phone Number: 7o6 -4-414 "42-49 (Q Summary of Revision: -.4 FIE Cin'OFCIV O �AUG 0 6 2011 PERMirc Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: 011001- bfEntered in Permits Plus on H:\ Applications\Forms- Applications On Line\2010 Applications - Revision Submittal.doc Revised: May 2011 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 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Plan Check/Permit Number: D11-395 • Response to Incomplete Letter # 1 ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner crrvoECEPJ /JAN 302012 Project Name: Clear Channel Outdoor Project Address: West Valley Hy & S 180 St Contact Person: M1G -IA-151- 1 ■/1A-4 Phone Number: ZO(c,'4"14 '4ZoO Summary of Revision: S i tao PF'R"r•i LIN M U ✓+�-b pN o t p C-0 N Fi tz.-1- w i 'rr-4 SE'i'- ?r° -� �� ANA �P/iVJim L-1 brhr r•4014 i r' i N4— to t GE . 1 � • A-(j • V ►�� See-cNi> M ►rl 1 tin v mn r ii- , i.iG F i�ar _i ._qty .ot ■is ►� 1 an i1� 0 ► S. CtO'N 7Y1--- ; �(ZoV i D 1//1t4 Gr c tit nrr ; 51 Gn l S /to 136 iox2ev19ID 11.1% M3u1V4ar ia 6A-NtDI/ • Fjz vt 17 PP7r O4 � �T- Z ' y D pe-1 MMyN11•^( PntrssPrr, e-F -r11.1e7- Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: kEntered in Permits Plus on 0 L 'J() \applications \forms- applications on Iine\revision submittal Created: 8 -13 -2004 Revised: Contractors or Tradespeople jter Friendly Page • General /Specialty Contractor A business registered as a construction contractor with Lal to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name CLEAR CHANNEL OUTDOOR INC UBI No. 602060313 Phone 2066823833 Status Active Address Ap Dept #861 Po Box 599703 License No. CLEARC0942B3 Suite /Apt. License Type Construction Contractor City San Antonio Effective Date 1/23/2006 State TX Expiration Date 1/23/2014 Zip 78259 Suspend Date County Out Of State Specialty 1 General Business Type Corporation Specialty 2 Unused Parent Company Business Owner Information Name Role Effective Date Expiration Date ARTMAN, CHRIS President 01/23/2006 Bond Information Page 1 of 1 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 2 BERKLEY REGIONAL INS CO 0141199 01/18/2010 Until Cancelled $12,000.0001/28 /2010 1 MUTUAL INS CO 022017818 022017818 01/18/2006 Until Cancelled 02/15/2010 $12,000.0001/23 /2006 Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 7 Ins Co of the State of PA GL2704942 11/01/2011 11/01/2012 $1,000,000.00 10/24/2011 6 INS CO OF THE STATE OF PA 4361000 11/01/2010 11/01/2011 $1,000,000.00 11/01/2010 5 INS CO OF THE STATE OF PA 6506441 11/01/2009 11/01/2010 $1,000,000.00 10/23/2009 4 INS CO OF THE STATE OF PA GL1872073 11/01/2008 11/01/2009 $1,000,000.00 10/30/2008 3 INS CO OF THE STATE OF PA GL1595634 11/01/2007 11/01/2008 $250,000.00 10/26/2007 2 AMERICAN HOME ASSURANCE GL5760929 11/01/2006 11/01/2007 $1,000,000.0011 /07/2006 1 AMERICAN HOME ASSURANCE CO GL5751521 11/01/2005 11/01/2006 $1,000,000.00 01/23/2006 Summons /Complaint Information No unsatisfied complaints on file within prior 6 year period Warrant Information No unsatisfied warrants on file within prior 6 year period https://fortress.wa.gov/lni/bbip/Print.aspx 05/25/2012 48' -0" sign face 8' frame 8' 711- I1 frame Ar T 9 Y W8x21 Rear catwalk L 4 "x 4" 5/16" stringer Rear access ladder 3/4 "0 rod crossbracing Handrail 0 in 0 co W6x9 Front catwalk 24"0 x .438" pipe Fy = 42 ksi See column connection detail Column Ladder Rungs - 3/4"0 rod, 12" c/c Stringers - 2 1/2"x 3/8" barstock, 16" in. to in. (Ladder to meet OSHA standards) Ladder Standouts 2 1/2 "x 3/8" barstock, length to maintain an 8" minimum toe clearance, welded to column pipe and ladder (actual location on far side) I 0 0 Grade B 0 r-- 3" cover z B - 4' -0 "- diameter 1 30"O x .500" column pipe Fy = 42 ksi See splice detail 36 "0 x .500" column pipe Fy = 42 ksi Concrete foundation L 3 "x 3 "x 1/4" x 3' -0" (welded to pipe) 4 req'd equally spaced Undisturbed soil SIGN FACE ELEVATION r 1" min. 5/16V l'-8 1/2" 24"0 x .438" pipe Fy = 42 ksi lil II I I II W8x21 Rear catwalk (with handrail) Rear access ladder 1 4' -0" frame 8' 4' -0" frame frame 8' 0" 8' PLANNING APPROVED • No changes Can be made to these plans without approval from the Planning Division of DCD Approved By:, $ . Date :, 1 n--kd- CL pipes t 13/16 "x 2 3/4" I 1 8 © 45° 30 "0 column pipe 5/16 1 " splice plate 5/16 1" splice plate �- 36"0 column pipe COLUMN PIPE SPLICE DETAIL ty p 1 /4 SECTION B -B Column pipe L 3 "x 3 "x 1/4" 4 at 90° EEC r'!i,;TEE;IT REQUIRED FOR: Mechanical [''Electrical plumbing 3as Piping Ci!`1/ of Tukwila gj.L:'f'1O DIVISION 48' -0" sign face Front catwalk Display signs frame 8 8' Walkaround catwalk (20 1/2" wide) Turn angle leg down at walkaround connection . - Handrail PLAN VIEW F ; E .TOP Permit No. Plea review approval is subject to errors and missions. i.tval of construction documents does not authorize .ration of any adopted code or ordinance. Receipt prove Fie Copy and conditions is adaowledged: By /ate/ 2 )1 �L,,, 4- , Date:. JJ -1l. -11 City Of TWkwita BUILDING DIVISION 0 SECTION C -C F-23 1/2 "—] 1" plate, 34 "x 34" 1 1/4"0 A325 bolts W30x132 (typ) 5/8" gusset plates 9 "x fit (typ) 30"O x .500" pipe Fy = 42 ksi W30x132 (typ) 24"0 pipe (42 ksi) 01/4> <typ C; 1 " plate, 34 "x 34" 1 1/4"0 A325 bolts 5/8" gusset plates 9 "x fit (typ) 30"O x .500" pipe Fy = 42 ksi COLUMN CONNECTION DETAIL -8 1/2" REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. l 777: - _avis`ons will require a new plan submittal 1 u 2d may include additional plan review fees. 1 REVIEWED FOR CODE COMPLIANCE APPROVED AUG 15 2012 tli City of Tukwila BUILDING DIVISION NOTES • Structural design conforms to the 2009 International Building Code. • Design standard is ASCE 7 -05. • Design dead load of the superstructure without faces is 20,000 pounds. • Superstructure can accommodate display face weighing up to 10,000 pounds. WIND • Design winds - 90 mph. (3 sec. gust) Exposure C. • Structure is classified occupancy category I. • Wind importance factor - Iw = 0.87 • Design wind pressure is 26 p.s.f. SEISMIC • Seismic Toad importance factor: IE = 1.0 • Structure is classified occupancy category 1. • Mapped spectral response accelerations: Ss = 1.39 g PP\/ISIflM classo E g • Site • Spectral response coefficients: Sos = 0.816 Sol = 0.500 • Seismic design category is D. • Seismic basic force resisting system: Non - buildings structure not similar to building - signs and billboards. • Design base shear : 7.7 kips • Seismic response coefficient: Cs = 0.22 • Response modification factor : R = 3. • Analysis procedure used: Equivalent lateral force method. 6 GRC ENGINEERING, INC. 5544 W. 147TH STREET OAK FOREST, ILLINOIS 60452 708.489.0400 seal ',EXPIRES g -/S l3 U E 0 0 E cc w w z 0 z w z c6 a D w 0 co Z 16 CO U co T RE Guy tut CITY OF TUKWILA AUG 072012 STEEL PERMIT CENTER • Structural steel pipe shall conform to ASTM A252 or API 5L, with grade that corresponds to the specified yield stress. • Structural steel plate, rods, angles, and channels shall conform to ASTM A36. • Structural steel wide flange shapes shall conform to ASTM A992. • High strength bolts shall conform to ASTM A325 (unless noted otherwise) • Nuts shall conform to ASTM A563. • A325 bolts and nuts to be cadmium plated . • High strength A325 bolts shall be installed according to the latest RCSC specifications. •Bolt holes shall be the AISC standard size (unless noted otherwise). • All high strength bolts shall be fully pretensioned (unless noted otherwise). • Steel shall be primed and painted, except for the embedded portions of members. • Steel welding shall be in accordance with AWS standards. • Steel members and elements of the structure shall be fabricated and erected according to the latest AISC specifications and standard practice. FOUNDATION & CONCRETE • Concrete shall attain a 28 -day compressive strength of f'c = 3000 p.s.i. • Geotechnical study by Geotech Consultants, Inc. Job No. 12082 GENERAL • The contractor shall verify all dimensions and conditions in the field and notify the engineer of any discrepancies. • GRC Engineering, Inc. will not be supervising or monitoring the erection /installation of this structure . This is an original unpublished drawing: it is not to be reproduced, copied, or exhibited in any fashion without written permission of Quantum Structure & Design. z z x v V cc 0 0 0 H 0 11 X W W CC U U u_ D W H CC O C/) Z c LIJ J O1 O.. W Oz OW 2U a J 0 J 0 CLIENT NO. 77 -2061 GRC No. _11- 017 -270 DRAWING NO SHEET 1 of 2 L 4' -0" frame 8' 4' -0" frame frame 8' 0" 8' PLANNING APPROVED • No changes Can be made to these plans without approval from the Planning Division of DCD Approved By:, $ . Date :, 1 n--kd- CL pipes t 13/16 "x 2 3/4" I 1 8 © 45° 30 "0 column pipe 5/16 1 " splice plate 5/16 1" splice plate �- 36"0 column pipe COLUMN PIPE SPLICE DETAIL ty p 1 /4 SECTION B -B Column pipe L 3 "x 3 "x 1/4" 4 at 90° EEC r'!i,;TEE;IT REQUIRED FOR: Mechanical [''Electrical plumbing 3as Piping Ci!`1/ of Tukwila gj.L:'f'1O DIVISION 48' -0" sign face Front catwalk Display signs frame 8 8' Walkaround catwalk (20 1/2" wide) Turn angle leg down at walkaround connection . - Handrail PLAN VIEW F ; E .TOP Permit No. Plea review approval is subject to errors and missions. i.tval of construction documents does not authorize .ration of any adopted code or ordinance. Receipt prove Fie Copy and conditions is adaowledged: By /ate/ 2 )1 �L,,, 4- , Date:. JJ -1l. -11 City Of TWkwita BUILDING DIVISION 0 SECTION C -C F-23 1/2 "—] 1" plate, 34 "x 34" 1 1/4"0 A325 bolts W30x132 (typ) 5/8" gusset plates 9 "x fit (typ) 30"O x .500" pipe Fy = 42 ksi W30x132 (typ) 24"0 pipe (42 ksi) 01/4> <typ C; 1 " plate, 34 "x 34" 1 1/4"0 A325 bolts 5/8" gusset plates 9 "x fit (typ) 30"O x .500" pipe Fy = 42 ksi COLUMN CONNECTION DETAIL -8 1/2" REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. l 777: - _avis`ons will require a new plan submittal 1 u 2d may include additional plan review fees. 1 REVIEWED FOR CODE COMPLIANCE APPROVED AUG 15 2012 tli City of Tukwila BUILDING DIVISION NOTES • Structural design conforms to the 2009 International Building Code. • Design standard is ASCE 7 -05. • Design dead load of the superstructure without faces is 20,000 pounds. • Superstructure can accommodate display face weighing up to 10,000 pounds. WIND • Design winds - 90 mph. (3 sec. gust) Exposure C. • Structure is classified occupancy category I. • Wind importance factor - Iw = 0.87 • Design wind pressure is 26 p.s.f. SEISMIC • Seismic Toad importance factor: IE = 1.0 • Structure is classified occupancy category 1. • Mapped spectral response accelerations: Ss = 1.39 g PP\/ISIflM classo E g • Site • Spectral response coefficients: Sos = 0.816 Sol = 0.500 • Seismic design category is D. • Seismic basic force resisting system: Non - buildings structure not similar to building - signs and billboards. • Design base shear : 7.7 kips • Seismic response coefficient: Cs = 0.22 • Response modification factor : R = 3. • Analysis procedure used: Equivalent lateral force method. 6 GRC ENGINEERING, INC. 5544 W. 147TH STREET OAK FOREST, ILLINOIS 60452 708.489.0400 seal ',EXPIRES g -/S l3 U E 0 0 E cc w w z 0 z w z c6 a D w 0 co Z 16 CO U co T RE Guy tut CITY OF TUKWILA AUG 072012 STEEL PERMIT CENTER • Structural steel pipe shall conform to ASTM A252 or API 5L, with grade that corresponds to the specified yield stress. • Structural steel plate, rods, angles, and channels shall conform to ASTM A36. • Structural steel wide flange shapes shall conform to ASTM A992. • High strength bolts shall conform to ASTM A325 (unless noted otherwise) • Nuts shall conform to ASTM A563. • A325 bolts and nuts to be cadmium plated . • High strength A325 bolts shall be installed according to the latest RCSC specifications. •Bolt holes shall be the AISC standard size (unless noted otherwise). • All high strength bolts shall be fully pretensioned (unless noted otherwise). • Steel shall be primed and painted, except for the embedded portions of members. • Steel welding shall be in accordance with AWS standards. • Steel members and elements of the structure shall be fabricated and erected according to the latest AISC specifications and standard practice. FOUNDATION & CONCRETE • Concrete shall attain a 28 -day compressive strength of f'c = 3000 p.s.i. • Geotechnical study by Geotech Consultants, Inc. Job No. 12082 GENERAL • The contractor shall verify all dimensions and conditions in the field and notify the engineer of any discrepancies. • GRC Engineering, Inc. will not be supervising or monitoring the erection /installation of this structure . This is an original unpublished drawing: it is not to be reproduced, copied, or exhibited in any fashion without written permission of Quantum Structure & Design. z z x v V cc 0 0 0 H 0 11 X W W CC U U u_ D W H CC O C/) Z c LIJ J O1 O.. W Oz OW 2U a J 0 J 0 CLIENT NO. 77 -2061 GRC No. _11- 017 -270 DRAWING NO SHEET 1 of 2 Note: Field verify display mounting with display manufacturer c IT 0 0) 3/4 "0 rod crossbracing Digital display face See stringer mounting detail Install stringers for lateral bracing. Lowest stringer made need to be left off for clearance. c 0 0 0 0 Apron (1.5B22 metal deck) Front catwalk L 4 "x 3 "x 1/4" (L.L.V.) 3 psf. reversed diamond expanded metal grating co N x 00 I0 L 3 "x 3 "x 1/4" hangrail (2) 1/2"93 A325 bolts ----- Handrail C5x9 safety cable support (typical at end frames) Rear catwalk L 4 "x 3 "x 1/4" (L.L.V.) 3 psf. reversed diamond expanded metal grating N) W6x9 110 0 W6x9 See detail D L 3 "x 3 "x 1/4" continuous lateral brace 7— (2) 1/2"0 A325 bolts J 4' -1 1/4" catwalk Catwalk not shown 1/2" plate, 20 "x 7" W8x21 (8) 5/8 "0 A325 bolts, gage © 2 3/4" Mid- ■ 17" 6" —16" il 1 /4 3 sides L 4 "x 4 "x 1/2" © 4 1/2" (2) 1/2"0 A325 bolts gage © 2 1/4" pipe SECTION A -A FRAME DETAIL 6" _ 0.--- K) f---- W14x38 24 "0 pipe FRAME MOUNTING DETAIL W8x21 1/2" plate, 12 "x 5" 1/2"0 A325 bolts, gage © 2 3/4" —W6x9 L 4 "x 4 "x 5/16" stringer -N 22 DETAIL D 22 72,77-61P L 4 "x 4 "x 1/2" clip © 5 1/2 "--/f (centered on W beam) (2) 1/2"0 A325 bolts, gage © 3" 1/41/ STRINGER MOUNTING DETAIL CATWALK DETAIL for e = 40' -4" = 16 1/8" Cable — in measured position (A force of 10 lbs. shall be applied to the cable when measuring the deflection to take the slack out of the cable.) 30 Span = e Deflection 1� `-- Cable — relaxed position 1/2"0 J —bolt L 4 "x 3 "x 1/4" LLV expanded metal grating 1/2 "0 J— bolt Cable sag Level SAFETY CABLE INSTALLATION CRITERIA able mount N 3/4 "0 rod bracing, threaded at ends CROSSBRACING DETAIL Heavy hex nuts L 3 "x 3 "x 1/4" x 3" W8x21 1/2 "0 J— bolt (each side of catwalk) Catwalk W beam CATWALK MOUNTING DETAIL n IL I L 4 "x 3 "x 1/4" (LLV) -L 3 "x 3 "x 1/4" (welded to underside) CATWALK SPLICE DETAIL (3) 1 /2 "0 A325 bolts 3 psf reversed diamond expanded metal grating Safety cable mounting (see detail) 3/8 "0 crosby clamps (3 per connection) 1/4 W beam 1/4 typ 1/41/ Rear catwalk 1/2"O A325 bolts L 3 "x 3 "x 1/4" Rear access ladder REAR LADDER MOUNTING DETAIL C5x9 3/8 "0 7x19 gals. steel aircraft cable. (nominal strength shall be 14,000 lbs.) 3/4 "0 eye —bolt 4" TOP VIEW W beam C5x9 3/8 "0 wire rope thimble 3/4 "0 drop forged shoulder eye —bolt with (2) heavy hex nuts SAFETY CABLE MOUNTING REVISION NO:I REVIEWED FOR CODE COMPLIANCE APPROVED AUG 15 2012 City of Tukwila BUILDING DIVISION RI~Cttvtu CITY OF TUKWILA AUG 072012 PERMIT CENTER GRC ENGINEERING, INC. 5544 W. 147TH STREET OAK FOREST, ILLINOIS 60452 708.489.0400 seal 0 E 0 0 E w w z z w 2. 0 0) D w 0 �a I— Lc= 2 216 U co 2 cTO OUTDOOR 14' -0" x 48' -0" MONOPOLE SIGN STRUCTURE W (1) LL I I— O O J w 0 I _J z z J a- O) _ i_ <° °�¢ � 11JQ �� OOi= 2g 2= U_ >- _ Y — uJ I W > ~ U CLIENT NO 77 -2061 11- 017 -270 GRC N0. DRAWING NO 77 -2061 SHEET of 2 0 1 48' -0" sign face -m _Tr 8'- frame `{L frame ii- 71 1 1 Y W8x21 Rear catwalk L 4 "x 4" 5/16" stringer o� Rear access ladder 3/4 "0 rod crossbracing Handrail F\ I1 W6x9 Front catwalk 30 "b x .312" pipe Fy = 42 ksi See column connection detail REVISIONS No changes shall be made to the scope of work without prior approval of ukvrila Building Division. t!) r .visiona will require a new plan submittal end may include additional plan review fees. t Grade 0 N N Cll 0 0 ro 1 Column Ladder Rungs - 3/4"0 rod, 12" c/c Stringers - 2 1/2 "x 3/8" barstock, 16" in. to in. (Ladder to meet OSHA standards) Ladder Standouts 2 1 /2 "x 3/8" barstock, length to maintain an 8" minimum toe clearance, welded to column pipe and ladder (actual location on far side) 42"0 x .500" column pipe Fy = 42 ksi B - 5' -0 "- diameter Concrete foundation L 3 "x 3 "x 1/4" x 3' -0" (welded to pipe) 4 req'd equally spaced Undisturbed soil SIGN FACE ELEVATION REQUIRED FOR: Mechanical Electrical rsi Plumbing Gas Piping C.r .ofTu r as , DIV E ;;ION PLANNING APPROVED No changes can be made to these plans without approval from the Planning Division of DCD Approved By: Date: , D SECTION B -B Column pipe L 3 "x 3 "x 1/4" 4 at 90° Modified IBC Table 1704.9 Required Verification and Inspection of Steel Construction Verification and Inspection Continuous Periodic Referenced Standard IBC Reference 1. Material verification of high strength bolts, nuts and washers: 2. Verify excavations are extended to proper depth and have reached proper material. - X 1904.2.2 a. Identification markings to conform to ASTM standards specified in the approved construction documents. - X Applicable ASTM material specifications, AISC 360 Section A3.3 - b. Manufacturer's certificate of compliance required. - X - - 2. Inspection of high strength bolting: a. Snug -tight connections - X AISC 360 Section M2.5 1704.3.3 b. Fully- Tensioned connections X X 3. Material verification of structural steel: 1913.10 3. Inspect formwork for shape, location a. Identification markings to conform to ASTM standards specified in the approved construction documents. - - ASTM A 6 or ASTM A 568 1708.4 b. Manufacturer's certified mill test reports. _ - ASTM A 6 or ASTM A 568 4. Material verification of weld filler materials: a. Identification markings to conform to AWS specification in the approved construction documents. - - AISC 360 Section A3.5 - b. Manufacturer's certificate of compliance required. - - - 5. Inspection of welding: - a. Structural Steel 1) Complete and partial penetration groove welds. X AWS D1.1 1704.3.1 2) Multipass fillet welds X - 3) Single -pass fillet welds > 5/16" X - 4) Plig & Slot welds X - 5) Single -pass fillet welds < 5/16" X 6. Inspection of steel frame joint details for compliance with approved construction documents: a. Details such as bracing and stiffening. _ X - 1704.3.2 b. Member locations. - X c. Application of joint details at each connection. _ X Modified IBC Table Required Verification and Inspection of Concrete Construction Verification and Inspection Continuous Periodic Referenced Standard IBC Reference X 2. Verify excavations are extended to proper depth and have reached proper material. - X 1904.2.2 1. Verifying use of required design mix. - X ACI 318: Ch.4, 5.2 -5.4 1913.2 1913.3 2. At the time fresh concrete is sampled to fabricate specimens for ASTM C 172 strength tests, perform slump and air content tests, and determine the temperature of concrete. X - ASTM C 31 ACI 318: 5.6, 5.8 1913.10 3. Inspect formwork for shape, location and dimensions of the concrete - X ACI 318: 6.1.1 - member being formed. Modified IBC Table 1704.9 Required Verification and Inspection of Soils Verification and Inspection Task Continuous During Task Listed Periodically During Task Listed 1. Verify materials below footings are adequate to achieve the design bearing capacity - X 2. Verify excavations are extended to proper depth and have reached proper material. - X Modified IBC Table 1704.9 Required Verification and Inspection of Pier Foundations Verification and Inspection Task Continuous During Task Listed Periodically During Task Listed 1. Observe drilling operations and maintain complete and accurate records for each pier. X - 2. Verify placement locations and plumbness, confirm pier diameters, bell diameters (If applicable), lengths, embedment into bedrock (If applicable) and adequate end bearing strata capacity. X - 3. For concrete piers, perform additional inspections in accordance with section 1704.4 - - F L PY Permf No., I Plan review approval Is abject to errors and rm I e t►p r va t of construction document does ,lot Elth,,.,173 the Ero,stion of any adopted code cf' ordinaoct.. � ;t of approved F' Copy and cond tions is acicno roledg d: BY /U'i1 Date: s1�� -z City Of Tlukwita BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE APPROVED MAR 0 2 2012 Cify` Sf u wily BUILDING ISION NOTES • Structural design conforms to the 2009 International Building Code. • Design standard is ASCE 7 -05. • Superstructure can accommodate two faces weighing up to 10,000 pounds each. WIND • Design winds - 90 mph. (3 sec. gust) Exposure C. • Structure is classified occupancy category I. • Wind importance factor - Iw = 0.87 • Design wind pressure is 26 p.s.f. SEISMIC • Seismic load importance factor: I E = 1 .0 • Structure is classified occupancy category I. • Mapped spectral response accelerations: Ss =1.2g S, = 0.500 g • Site class : D • Spectral response coefficients: Sos = 0.816 Sol = 0.500 • Seismic design category is D. • Seismic basic force resisting system: Non - buildings structure not similar to building - signs and billboards. • Design base shear : 13.4 kips • Seismic response coefficient: Cs = 0.19 • Response modification factor : R = 3. Rtletivtt CITY OF TUK ILA JAN 3 0 2012 PERMIT CENTER INCOMPLETE L'R# • Analysis procedure used: Equivalent lateral force method. STEEL • All steel fabrication shall be done by a Washington State WABO certified welder. • Structural steel pipe shall conform to ASTM A252 or API 5L, with grade that corresponds to the specified yield stress. • Structural steel plate, rods, angles, and channels shall conform to ASTM A36. • Structural steel wide flange shapes shall conform to ASTM A992. • High strength bolts shall conform to ASTM A325 (unless noted otherwise) • Nuts shall conform to ASTM A563. • A325 bolts and nuts to be cadmium plated . • High strength A325 and A490 bolts shall be installed according to the latest RCSC specifications. • ASTM A490 bolts shall have ASTM F436 washers under both head and nut. • Washer use shall be as required by AISC and RCSC specifications. • Bolt holes shall be the AISC standard size (unless noted otherwise). • All high strength bolts shall be fully pretensioned (unless noted otherwise). • Steel shall be primed and painted, except for the embedded portions of members. • Steel welding shall be in accordance with AWS standards. • Steel members and elements of the structure shall be fabricated and erected according to the latest AISC specifications and standard practice. FOUNDATION & CONCRETE • Concrete shall attain a 28 -day compressive strength of f'c = 3000 p.s.i. • Allowable lateral bearing of the soil profile is an assumed 150 p.s.f. /ft. • Type and structural character of the soil profile is to be confirmed with an investigation by others. GENERAL • The contractor shall verify all dimensions and conditions in the field and notify the engineer of any discrepancies. • GRC Engineering, Inc. will not be supervising or monitoring the erection /installation of this structure . This is an original unpublished drawing: it is not to be reproduced, copied, or exhibited in any fashion without written permission of Quantum Structure & Design. GRC ENGINEERING, INC. 5544 W. 147TH STREET OAK FOREST, ILLINOIS 60452 708489.0400 LEIPIMIS 0 E E a= w w z 0 z w z D w 0 1 w 1- 815.744.8663 a z z v a OUTDOOR O co X O W cr U (/) C/) w 0 J it O z O C/) 0 W /= LL V Z W I pp J z <0 W Oa_ I Q Q C`3 0 CLIENT NO. GRC NO.__..... 77 -2061 11- 017 -270 DRAWING NO.. _ _77 -2061 SHEET 1 of 4 \g'-‘ tk s fs 0,"e k cf`e Turn angle leg down at walkaround connection Handrail Walkaround catwalk (20 1/2" wide) ; Display display Front catwalk 30"0 x 312" pipe Fy = 42 ksi Access catwalks with handrails and ladders to be provided from column ladder to rear catwalks See column connection detail 36"0 x .406" pipe Fy = 42 ksi 30"0 x .312" pipe Fy = 42 ksi W8x21 Rear access ladder Rear catwalk (with handrail) 0 z Front catwalk Display display rothe '9r) °ee C1/2-76, PLAN VIEW SIGN STRUCTURE the REVIEWED FOR CODE COMPLIANCE APPROVED MAR 0 2 2012 City of Tukwila BUILDING DIVISION btt "69 Yr CAVIPIALA JAN 3 0 2012 PERMIT CENTER GRC ENGINEERING, INC. 5544 W. 147TH STREET OAK FOREST, ILUNOIS 60452 708.489.0400 sea] 0 E 0 0 E w uJ z z w 815.744.8663 W Ili 1-: li.1 C.) W cc < D F- > C.) _ 0 M C) . D c\I c0 0 cr v- L.T., 8 , I-- , 1 c I o . (1) zo co z _i z 1- Z n <o °Z5 x 0 0 CC >._ >- = (7) iii 0 CC > D 1 U-I WO 0_ 1 :ct -I 1-- . cn ›. , 0 z co 7,-7 in 0_ in I " _J 0 C) to __.1 Z 0 I— > --0 TUKWILA, WASHINGTON CLIENT NO 77-2061 GRC NO 1 1 —017-270 DRAWING NO 77-2061 SHEET 2 of 4 END VIEW 34 6 134 134 Column ladder not shown 34 SECTION D —D r 33" typ 5/16 1/2V (2) 1 1/2" plates, 46 "x 46" 1 1/2"0 A490 bolts 3/4" box plate, 12 "x 31 3/4" 1 1/4" plate, 44 "x 46" (typ) 3/4" plate, fit x 5 3/4" (1 per corner) 3/4" plate, 10 "x 5 3/4" 1\ (2 per corner) 3/4" plate, 10 "x 7 1/4" \ (1 per corner) 1 1/4" plate, 44 "x 46" (typ) 36"0 pipe x .406" (42 ksi) 33/8 typ " box plate, 12 "x 31 3/4" (2) 1 1/2" plates, 46 "x 46" 1 1/2"0 A490 bolts 3/4" plates, 14 "x fit (4 per corner) 42 "0 column pipe VIEW C —C COLUMN CONNECTION DETAIL SECTION F —F 32" 1 " plate, 45 "x 45" 1 1/4"0 A490 bolts W36x170 (typ) W36x170 (typ) 30"0 x .312" pipe (42 ksi) 1 1/4"0 A490 bolts " plate, 45 "x 45" 5/8" gusset plate, 11"x fit (4 per corner) 36 "0 x .406" pipe (42 ksi) 5/8" gusset plate, 11"x fit (4 per corner) �, (2) 1" plates, 45 "x 45" J 1 1/4"0 A490 bolts 36"0 x .406" pipe (42 ksi) 1" plate, 44 "x 45" (typ) SECTION E —E SECTION G —G (2) 1" plates, 45 "x 45" 1 1/4"0 A490 bolts 1" plate, 44 "x 45" (typ) 1" box plate, 13 "x 31" 5/8" plate, 9 "x 6 "\ (1 per corner) 5/8" plate, 9 "x 5 3/8" (2 per corner) 5/8" plate, fit x 5 3/8" (1 per corner) END VIEW FOR REV C� pL COMPLIANCE CODE APPROVED MAR 022012 City of Tukwila BUILDING DIVISION ACTUAL ORIENTATION OF CONNECTION NOT SHOWN FOR CLARITY. SEE PLAN VIEW FOR PROPER ORIENTATION 3/8" cap plate All static digital sign faces shall utilize on board an ambient light sensor which shall automatically regulate sign illumination so that lighting levels will not increase by more than 0.3 foot candles (over ambient levels) The maximum brightness standard of no more than 0.3 foot candles over ambient levels shall be maintained automatically and can be measured using a foot candle meter. Measurements should be taken perpendicular to the face at a pre -set distance of 250' for a 14'x48' sign. The minimum hold time for each message electronically posted on static digital signs in the City of Tukwila is 8 seconds. All steel fabrication shall be done by a Washington State WABO certified welder. Backlit Clear Channel Logo Sign sk ( 1,\��_a3n:rc 10" in Height 671/2" in Width To be installed for identification t39 5 REL;t1v to CITY OF TUKWILA JAN 3 0 2012 PERMIT CENTER GRC ENGINEERING, INC. 5544 W. 147TH STREET OAK FOREST, ILLINOIS 60452 708.489.0400 sea U E 0 U E a= w w 0 w 815.744.8663 z z U V 0 CC 0 0 0 I- D 0 V) W W CC U U- U= occsq. WO I I- —F =m `tzD<O xCn2w� O _1 JWOa. OW i D 0 to O 't < 0 co 06 • S J CLIENT NO. 77 -2061 GRC NO. 11- 017 -270 DRAWING NO 77 -2061 SHEET of 4 la_ r3121=111 0 Iltyp 1/2 0 0 I SECTION D —D r 33" typ 5/16 1/2V (2) 1 1/2" plates, 46 "x 46" 1 1/2"0 A490 bolts 3/4" box plate, 12 "x 31 3/4" 1 1/4" plate, 44 "x 46" (typ) 3/4" plate, fit x 5 3/4" (1 per corner) 3/4" plate, 10 "x 5 3/4" 1\ (2 per corner) 3/4" plate, 10 "x 7 1/4" \ (1 per corner) 1 1/4" plate, 44 "x 46" (typ) 36"0 pipe x .406" (42 ksi) 33/8 typ " box plate, 12 "x 31 3/4" (2) 1 1/2" plates, 46 "x 46" 1 1/2"0 A490 bolts 3/4" plates, 14 "x fit (4 per corner) 42 "0 column pipe VIEW C —C COLUMN CONNECTION DETAIL SECTION F —F 32" 1 " plate, 45 "x 45" 1 1/4"0 A490 bolts W36x170 (typ) W36x170 (typ) 30"0 x .312" pipe (42 ksi) 1 1/4"0 A490 bolts " plate, 45 "x 45" 5/8" gusset plate, 11"x fit (4 per corner) 36 "0 x .406" pipe (42 ksi) 5/8" gusset plate, 11"x fit (4 per corner) �, (2) 1" plates, 45 "x 45" J 1 1/4"0 A490 bolts 36"0 x .406" pipe (42 ksi) 1" plate, 44 "x 45" (typ) SECTION E —E SECTION G —G (2) 1" plates, 45 "x 45" 1 1/4"0 A490 bolts 1" plate, 44 "x 45" (typ) 1" box plate, 13 "x 31" 5/8" plate, 9 "x 6 "\ (1 per corner) 5/8" plate, 9 "x 5 3/8" (2 per corner) 5/8" plate, fit x 5 3/8" (1 per corner) END VIEW FOR REV C� pL COMPLIANCE CODE APPROVED MAR 022012 City of Tukwila BUILDING DIVISION ACTUAL ORIENTATION OF CONNECTION NOT SHOWN FOR CLARITY. SEE PLAN VIEW FOR PROPER ORIENTATION 3/8" cap plate All static digital sign faces shall utilize on board an ambient light sensor which shall automatically regulate sign illumination so that lighting levels will not increase by more than 0.3 foot candles (over ambient levels) The maximum brightness standard of no more than 0.3 foot candles over ambient levels shall be maintained automatically and can be measured using a foot candle meter. Measurements should be taken perpendicular to the face at a pre -set distance of 250' for a 14'x48' sign. The minimum hold time for each message electronically posted on static digital signs in the City of Tukwila is 8 seconds. All steel fabrication shall be done by a Washington State WABO certified welder. Backlit Clear Channel Logo Sign sk ( 1,\��_a3n:rc 10" in Height 671/2" in Width To be installed for identification t39 5 REL;t1v to CITY OF TUKWILA JAN 3 0 2012 PERMIT CENTER GRC ENGINEERING, INC. 5544 W. 147TH STREET OAK FOREST, ILLINOIS 60452 708.489.0400 sea U E 0 U E a= w w 0 w 815.744.8663 z z U V 0 CC 0 0 0 I- D 0 V) W W CC U U- U= occsq. WO I I- —F =m `tzD<O xCn2w� O _1 JWOa. OW i D 0 to O 't < 0 co 06 • S J CLIENT NO. 77 -2061 GRC NO. 11- 017 -270 DRAWING NO 77 -2061 SHEET of 4 Note: Field verify display mounting with display manufacturer w c N c 0 0 0 0) 3/4 "0 rod crossbracing Digital display face See stringer mounting detail Install stringers for lateral bracing. Lowest stringer made need to be left off for clearance. Apron (1.5B22 metal deck) Front catwalk L 4 "x 3 "x 1/4" (L.L.V.) 3 psf. reversed diamond expanded metal grating 110 N x 00 L 3 "x 3 "x 1/4" hangrail (2) 1/2"0 A325 bolts Handrail 2' -0" —°( 20 1/2" W6x9 -05x9 safety cable support (typical at end frames) Rear catwalk L 4 "x 3 "x 1/4" (L.L.V.) 3 psf. reversed diamond expanded metal grating io See See detail H L 3 "x 3 "x 1/4" continuous lateral brace e (2) 1/2.'0 A325 bolts W6x9 4' 1 1/4" catwalk Catwalk not shown 1/2" plate, 20 "x 7" W8x21 (8) 5/8 "0 A325 bolts, gage © 2 3/4" 17" -- 18" 1 /4 V <3 sides L 4 "x 4 "x 1/2" © 4 1/2" (2) 1/2"O A325 bolts gage © 2 1/4" pipe SECTION A -A FRAME DETAIL 18" 16" 1/4 W14x38 toe 30 "0 pipe FRAME MOUNTING DETAIL W8x21 1/2" plate, 12 "x 5" 1/2 "0 A325 bolts, gage © 2 3/4" —W6x9 L 4 "x 4 "x 5/16" stringer L 4 "x 4 "x 1/2" clip © 5 1/2" (centered on W beam) (2) 1/2"0 A325 bolts, gage © 3" 21 DETAIL H 21 it 11 1 /4 V STRINGER MOUNTING DETAIL CATWALK DETAIL able mount for e = 40' -4" D = 16 1/8" Cable - in measured position (A force of 10 lbs. shall be applied to the cable when measuring the deflection to take the slack out of the cable.) Span = e L Deflection 1/2"o J -bolt L 4 "x 3 "x 1/4" LLV expanded metal grating 1/2"0 J -bolt Cable sag Level 30 Cable — relaxed position SAFETY CABLE INSTALLATION CRITERIA able mount 3/4 "0 rod bracing, threaded at ends jl CROSSBRACING DETAIL Heavy hex nuts L 3 "x 3 "x 1/4" x 3" W8x21 1/2"95 J —bolt (each side of catwalk) Catwalk W beam CATWALK MOUNTING DETAIL L 4 "x 3 "x 1/4" (LLV) L 3 "x 3 "x 1/4" (welded to underside) (3) 1/2"0 A325 bolts CATWALK SPLICE DETAIL 3 psf reversed diamond expanded metal grating Safety cable mounting (see detail) 3/8 "0 crosby clamps (3 per connection) 3/8 "0 7x19 galv. steel aircraft cable. (nominal strength shall be 14,000 lbs.) 1/4 W beam 1/4 typ 1/4 V Rear catwalk 1/2"0 A325 bolts L 3 "x 3 "x 1/4" Rear access ladder REAR LADDER MOUNTING DETAIL C5x9 3/4 "0 eye -bolt 4" TOP VIEW izeht W beam C5x9 %--104 3/8 "0 wire rope thimble 3/4 "0 drop forged shoulder eye -bolt with (2) heavy hex nuts SAFETY CABLE MOUNTING REVIEWED FOR CODE COMPLIANCE APPROVED MAR 0 2 2012 City of Tukwila BUILDING DIVISION FZt(iti if t►) CITY OF TUKWILA JAN 3 a 2012 PERMIT CENTER GRC ENGINEERING, INC. 5544 W. 147TH STREET OAK FOREST, ILLINOIS 60452 708.489.0400 seal 0 E 0 0 E cc w w 0 z U.1 z F— Pc" r¢ Z= U Q= 815.744.8663 14' -0" x 48' -0" C!) W C UQ ti W : h- W = z f" > = t- O U- 0= I— TW O ,_ Z • 1 co U)zJz 060) C�OccO > cn2WQ W wOo __. 0 UJ i -J O0n.J _J D o �Q >~ 2 Q CLIENT NO. 77 -2061 11 -017 -270 GRC NO DRAWING NO 77 -2061 SHEET 4 of 4