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Permit D10-132 - DIGITAL FOREST - ANTENNA SUPPORT
DIGITAL FOREST ANTENNA SUPPORT 12101 TUKWILA INTERNATIONAL BL D10 -132 City SPTu kwila 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 DEVELOPMENT PERMIT Parcel No.: 0923049031 Permit Number: D10-132 Address: 12101 TUKWILA INTERNATIONAL BL TUKW Issue Date: 06/17/2010 Suite No: Permit Expires On: 12/14/2010 Tenant: Name: DIGITAL FOREST - ANTENNA SUPPORT Address: 12101 TUKWILA INTERNATION BL , TUKWILA WA Owner: Name: INTERNATIONAL GATEWAY WEST Address: 12201 TUKWILA INTERNATIONAL BLVD , SEATTLE WA 98168 Phone: Contact Person: Name: STEVE HARGROVE Address: 7717 DETROIT AV SW , SEATTLE WA 98106 Phone: 206 768 -4000 Contractor: Name: MACDONALD /MILLER FAC SOL INC Address: PO BOX 47983 , SEATTLE, WA 98106 Phone: 206 - 768 -4180 Contractor License No: MACDOFS980RU Expiration Date: 12/31/2010 DESCRIPTION OF WORK: PROVIDE AND INSTALL (2) SATELLITE DISH STEEL SUPPORTS ON THE ROOF. INCLUDES ROOFING AND SUPPORT POST. (SEE EXPIRED PERMIT D09 -027.) Value of Construction: Type of Fire Protection: Type of Construction: $90,650.00 Fees Collected: $692.10 International Building Code Edition: 2006 Occupancy per IBC: * *continued on next page ** doc: IBC -7/07 D10 -132 Printed: 06 -17 -2010 City rfas Tukwila _a ? Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Inspectio n Request Line: 206 - 431 -2451 Web site: http: //www.ci.tukwila.wa.us Permit Number: D10 -132 Issue Date: 06/17/2010 Permit Expires On: 12/14/2010 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: Hauling: N Start Time: End Time: Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Moving Oversize Load: 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: Date: 011 I hereby certify that I have read and e d this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied hether specified herein or not. The granting of this permit does not pres construction gr -tie performance of work. Signature: Print Name: e to give authority to violate or cancel the provisions of any other state or local laws regulating I am authorized to sign and obtain this development permit. Date: (')//7//0 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. doc: IBC -7/07 D10-132 Printed: 06 -17 -2010 � • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us Parcel No.: 0923049031 Address: Suite No: Tenant: PERMIT CONDITIONS 12101 TUKWILA INTERNATIONAL BL TUKW DIGITAL FOREST - ANTENNA SUPPORT Permit Number: Status: Applied Date: Issue Date: D10 -132 ISSUED 05/17/2010 06/17/2010 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 for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 5: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 6: 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. 7: Readily accessible access to roof mounted equipment is required. 8: 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. 9: 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. 10: Manufacturers installation instructions shall be available on the job site at the time of inspection. 11: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431- 3670). 12: 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. * *continued on next page ** doc: Cond -10/06 D10 -132 Printed: 06 -17 -2010 • 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. tukwi la. wa. us I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work construction or the performance of work. Signature Print Name: 2•i 1� s-P Date: 6I1 1 I I b ordinances governing or local laws regulating doc: Cond -10/06 D10 -132 Printed: 06 -17 -2010 CITY OF TUKWILA Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 httn://www.ci.tukwila.wa.us Permit No. Project No. • • • (For office use only) ERMIT 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: Tenant Name: King Co Assessor's Tax No.: 0923049031 12101 TUKWILA INT'L BLVD TUKWILA, WA 98188 DIGITAL FOREST - ANTENNA SUPPORT Suite Number: Property Owners Name: INTERNATIONAL GATEWAY WEST Mailing Address: 12201 TUKWILA INT'L BLVD New Tenant: Floor: ❑ Yes O..No SEATTLE WA 98168 City State Zip • CONTACT PERSON — Who do we contact when your permit:is ready to be issued Name: STEVE HARGROVE Day Telephone: (206) 768 -4000 Mailing Address: 7717 DETROIT AVE SW SEATTLE WA 98106 City State E -Mail Address: STEVE.HARGROVE @MACMILLER.COM Fax Number: (206) 768 -4001 Zip MECHANICAL CONTRACTOR INFORMATION Company Name: MACDONALD MILLER Mailing Address: 7717 DETROIT AVE SW SEATTLE WA 98106 Contact Person: STEVE HARGROVE E -Mail Address: STEVE.HARGROVE @MACMILLER.COM Contractor Registration Number: MACDOFS980RU City Day Telephone: Fax Number: Expiration Date: State (206) 768 -4000 (206) 768 -4001 12/31/2010 Zip ARCHITECT OF RECORD. — All:plans must be .wet stamped_by Architect of Record Company Name: Mailing Address: Contact Person: E -Mail Address: City Day Telephone: Fax Number: State Zip ENGINEER OF RECORD — All plans must be wet stamped by Engineer of Record Company Name: Mailing Address: 7717 DETROIT AVE SW SEATTLE WA 98106 STEVE HARGROVE Contact Person: E -Mail Address: STEVE HARGROVE H:\Applications\Porms- Applications On Line\2009 Applications \I -2009 - Mechanical Permit Application,doc Revised: 1 -2009 bh City State Zip Day Telephone: (206) 768 -4000 Fax Number: Page 1 of 2 BUILDING PERMIT INFORMATION 206- 431 -3670 Valuation of Project (contractor's bid price): $ C l (05U Existing Building Valuation: $ Scope of Work (please provide detailed information): ��U.e'tC� - ( ✓� S i P,-t ( (2) \ S VA- ¥ _ f 06(._ T,,t��, c�cs Imo i pri St yin, .} Po S+ . <`�c , _poc. -e-xV‘ 4- OO`i —o2 Will there be new rack storage? ❑ Yes p■o 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) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *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: Compact: Handicap: Will there be a change in use? ❑ Yes AT No If "yes ", explain: FIRE PROTECTION /HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm Aar- None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ 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:Wpplications\Forms- Applications On Line \2009 Applications \1-2009 - Permit Application.doc Revised-. 1 -2009 bh Page 2 of 6 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1St Floor 2 "d Floor 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck 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) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *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: Compact: Handicap: Will there be a change in use? ❑ Yes AT No If "yes ", explain: FIRE PROTECTION /HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm Aar- None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ 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:Wpplications\Forms- Applications On Line \2009 Applications \1-2009 - Permit Application.doc Revised-. 1 -2009 bh Page 2 of 6 PERMIT APPLICATION NOTES — Applicable to all permits in this application 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. Building and Mechanical Permit 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). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing 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 OWNER OR AUTHORIZED GENT: Signatt ,t.— Print Name: -D*--\& Do\ Mailing Address: —? 1 1 Date: (I U' Z_a ( 0 Day Telephone: 2 -045, to S' —4 2 1 City State Zip Date Application Accepted: Date Application Expires: Staff Initials: 01 \Applications\Forms- Applications On Line \2009 Applications \I -2009 - Permit Application.doc Revised. 1 -2009 bh Page 6 of 6 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: ht0://www.ci.tukwila.wa.us RECEIPT Parcel No.: 0923049031 Permit Number: D10 -132 Address: 12101 TUKWILA INTERNATIONAL BL TUKW Status: APPROVED Suite No: Applied Date: 05/17/2010 Applicant: DIGITAL FOREST - ANTENNA SUPPORT Issue Date: Receipt No.: R10 -01086 Initials: User ID: Payee: JEM 1165 Payment Amount: $692.10 Payment Date: 06/17/2010 11:07 AM Balance: $0.00 MACDONALD- MILLER FACILITY SOLUTIONS, INC. TRANSACTION LIST: Type Method Descriptio Amount Payment Check 2540 692.10 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - NONRES STATE BUILDING SURCHARGE 000.322.100 687.60 640.237.114 4.50 Total: $692.10 doc: Receiot -06 Printed: 06 -17 -2010 INSPECTION NO. ao INSPECTION RECORD Retain a copy with permit b,O - /3Z PERMIT NO. CITY OF TUKWILA BUILDING DIVISION ' 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Proj ct: ( , ) / 6 )t I-04cS i Type of Inspection: / -JAhl / Address: / /O / T- -L 3 Date Called: ,, Special Instructions: Date Wanted: 7- / 4-/- io a.m: p. Requester: Phone No: a 0 C.,- z 5--5 - 4175-67 'Approved per applicable codes. El Corrections required prior to approval. COMMENTS: / rb (- � Sao' S ,T . i 7*/, e,, , . e / /4" /I—i ti 1 / Cinspe or: Date: -fv ib $. 0.00 REINSPECTION FE REQUIRED. Prior to inspection, fee must be aid at 6300 Southcenter B d., Suite 100. Call to schedule reinspection. ceipt No.: Date: OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials. Testing FILE COPY Report Number. 105674 Project: Address: Client: CONSTRUCTION INSPECTION REPORT Digital Forest 12101 Tukwila International Blvd, Bldg, C, Tukwila MacDonald - Miller Facility Solutions, Inc Permit Number: Job Number 09 -0165 Client Address: 7717 Detroit Ave SW, Seattle Inspections Performed Proprietary Anchors: Steel Decking Other (specify): • Anchor Bolt Installation Structural Steel Fabrication X • Epoxy Grouting (Rebar / Bolts) Structural Steel Erection Inspector and Date Remarks Isaac Ruoff 3/23/2009 Arrived on site to inspect the shop welds for the antenna dish support frames. Welds were visually as per shop drawings. All welders are WABO certified. Conforms REVIEWED FOR RECEI liA CODE COMPLIANCE cmr o APP fVED MAY 17 2010 tv r 2 1 lOiU PERMIT CENTER City of Tukwila BUILDING DIVIRIlnN Copies to: Client Engineer Owner X Contractor Architect Building Dept. Others Technical Responsibility: Jeff Rabe, Project' Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except In full, without written permission from our fine is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888- OTTO -4 -US - Fax (206) 723 -2221 Fomt No.: ADMIN -63 -02 (Rev 11/08) 12101 TUKWILA INTERNAJIONAL BLVD -• TUKWII A, WA REVIEWED FOR CODE COMPLIANCE APPROVED 2 1 2010 City of Tukwila BUILDING l)IVISlnW FILE COPY SIT iv NO SCALE A N N .r MIA SH R _R V' _)J 9 9) ��. CITY 1 %VILLA I N rr NO SCALE V A f PERMIT CR 1TFf MAY 17 ?Otn D1� -132 • • • • • • • • • • • • • • Calculations POGGEMEYER DESIGN GROUP FILE COP Structural Calculations For: Digital Forest Roof -top Antenna Frames (Building "C') 12101 Tukwila International Boulevar TUKWILA, WA 98168 POGGEMEYER DESIGN GROUP, INC. NW DIVISION 2 February 2009 PDGJOB No. 7094 -B • RECEIVED CITY OF TUKWILA MAY 17 2010 PERMIT CENTER Pages 1- 51 REVIEWED FOR CODE COMPLIANCE APPROVED MAY 2 1 2010 City of Tukwila BUILDING DIVISION 1A0 -- t M.-- 512 6th Street South, Suite 202 I Kirkland, Washington 98033 I P 425.827.59951 www.poggemeyer.com • Shawn Hammer • Digital.Forest 12101 Tukwila International Blvd. • Tukwila, WA 98168 • • 2 February 2009 Subject: Executive Summary • Building at 12101 Tukwila lntemational Blvd. (Building "C") (2) Roof -top Steel Frames to Support (1) 3.5 -Meter Earth Station Antennas Each • • Mr. Hammer: • As requested, the existing capacity of the building located at 12101 Tukwila International Blvd, as well as the • design for two steel support frames, has been structurally evaluated for the loading imposed by the proposed • Andrews Corp. 3.5 -M Antennas. The conclusions in this letter are limited to the specific areas of the roof as indicated in the attached layout drawings. • Based on our study, it is structurally acceptable to locate the support frame with antennas as shown on the • attached drawings and details. Also included with this letter is a calculation package to substantiate this conclusion. The attached calculations package validates the design and detailing of the support frame as shown • per the Structural Drawings (separate) as produced by Poggemeyer Design Group. • The structure has been designed for strength to the 2006 International Building Code design wind speed of 90 MPH. Because of the sensitivity of the antennas to movement, the frame has also been designed to a stiffness • level to allow a maximum rotational deflection criteria of 0.0618 degrees at a minimum of 50 MPH, per the request of the client. The stiffness requirements where more critical than the strength requirements (controlling • lateral Toad was 85 MPH 3 -sec. wind gust) as per code (IBC 06) and where the driving factor in selection of members and the detailing of the frame. • • • • • • • • • • • • • Please feel free to contact me if you have any questions or comments. Sincerely, Ben Fisher 1 Project Engineer Poggemeyer Design Group, Inc. www.poggemeyer.com 512 Sixth Street South, Suite 202 Kirkland, WA 98033 RE: Antenna Frame for (2) Andrew 3.5 -Meter Earth Station Antennas Digital Forest / Hughes Group Tukwila, WA PDG 7094 -A Building Department Set Submittal November 11th, 2008 STRUCTURAL ABSTRACT POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS The project includes two steel frames that are designed to support (1) Andrew 3.5 -Meter Earth Station Antenna each, located on the roof of the lntergate West Building C. The design of the antenna itself is the responsibility of the manufacturer; the antenna is assumed to be sufficient based on the manufacturer's specifications. The manufacturer (Andrew Corporation) provides foundation loads as shown in attached "Foundation Specifications" publication, Bulletin 237731, Rev. A. These loads are imparted from the antenna base plate to the steel frame at the roof. The foundation loads provided by the manufacturer are given assuming a 150 MPH design wind speed. Because the given wind speed is too stringent for the Tukwila, Washington site, the design loads provided by the manufacturer have been reduced by a factor, as shown in the calculations, from 150 MPH (manufacturer design loads) to 85 MPH (code specified design wind speed). The frame is designed two address two major criteria: (1) the strength requirements and the (2) serviceability requirement. The first requirement is one of safety, which is based on the 85 MPH wind speed and other loads as specified per the code. The serviceability requirement, which is essentially the deflection criteria, as set by the client, have been determined to be a maximum rotation of 0.0168 degrees (0.00029 radians) at a minimum of 50 MPH, about any of the three orthogonal axes of rotation (e.g. X, Y and Z). The 2006 International Building Code (IBC) and 13th Edition ASCI Manuel of Steel Design are codes used in the following design. Wind loads were provided by the manufacturer of the antennas, so no calculations to derive wind loads via the wind speed and pressures were required. The seismic loads caused by the inertia of the antenna and the frame itself are only a fraction of the wind loading, so seismic design was not required. A snow loading of 25 PSF, per the IBC and City of Tukwila have been used at the metal deck. Because the steel frame is not a building structure, it is not required to be detailed as a special moment frame. The steel frame is designed with sufficient capacity to support the gravity and applied lateral loads of the antenna; snow loading on the metal deck surface; as well as its self weight and inertia forces. Due to the stringent deflection criteria and required stiffness of the members and connections to achieve the deflection limitations, the serviceability requirements govern over the strength requirements. In other words, due to the required rigidity of the frame, the strength provided by the members to resist gravity and lateral loads is many times greater than the is required. Ram AdvanSETM, a finite element modeling (FEM) program, was used to analyze both the frame as well as the existing supporting columns in the building below, as shown in attached key plans. The following report includes the outputs of the FEM analysis of both the frame and the supporting columns below. The coordinate system used by the Andrew Corporation Bulletin noted above is the same as used in the Ram AdvanSETM model. The Toads have been scaled down in the model from 150 MPH level to either the 85 MPH (32.1% of 150 MPH) or 50 MPH (11.1% of 150 MPH) load condition. There are three load case families: (1) all 28 conditions as given in the attached manufacturer's literature, (2) the 28 conditions given in an orientation rotated 90° about the vertical axis and (3) the 28 conditions given in an orientation rotated only 45° about the vertical axis. POGGEMEYER DESIGN GROUP. INC. 512 6* Si South. STE 202 Kirkland. WA 98033 (425) 827 -5945 1425) 828- 4850 Fax pdg- wo'epdg- wa.cam ROOF PLAN Kurt Zimmers Page 1 01 1 From: Shawn Hammer [hammersd@forest.net] Sent: Friday, November 30, 2007 9:11 AM To: Kurt Zimmers Cc: Kevin Teker Subject: antenna information Kurt- Just to summarize our earlier call: We received the following from our client: 1 looked at the AC- Building drawing AC -S2.6, issued 3/28/03, where we added a steel frame on the roof above the mechanical room to support four 3.5m and several smaller 1.8m antennas. We summarized the 3.5m antenna deflection criteria given us on the drawing as follows: "Maximum rotation of the antenna steel support frame at each antenna base: Rotation = 0.0168 degrees at 50 mph wind loading" This is the data we'd like to use for the rooftop support calcs. Please don't hesitate to contact Kevin or I if you have any further needs or questions to answer. Best, Shawn 11/30/2007 Installation Instructions Foundation Specifications for 3.5 -Meter Earth Station Antennas 11 Bulletin 237731 Revision A 1.0 INTRODUCTION 1.1 This document specifies typical foundation character- istics, designs, requirements and dimensional specifica- tions for the Andrew 3.5 -Meter Earth Station Antennas. 2.0 FOUNDATION LOADING CHARACTERISTICS 2.1 Foundation Toads are applied to the foundation pad as shown in Figure 1. Positive applied forces are in the direction of the X, Y, and Z coordinate axes. The XYZ coordinate system is centered at the bottom of the pedestal base plate and center of the pedestal tube. 2.2 Varying Toad conditions are dependent upon icing, inci- dent angle of the wind and elevation /azimuth angles of the antenna. Foundation loading forces and moments for vari- ous elevation versus wind conditions are listed in Table 1. Figure 1 DREW® Andrew Corporation 10500 West 153rd Street Orland Park, IL U.S.A. 60462 Telephone: 708/349 -3300 Customer Service, 24 hours: U.S.A. • Canada • Mexico: 1- 800/255 -1479 FAX (U.S.A.): 1- 800/349 -5444 U.K.: 0800 250055 • Republic!of Ireland: 1 800 535358 Printed In USA 11102 Other Europe: +44 1592 782612 Copyright Cr 2002 by Andrew Corporation S Table 1 3.0 ANCHOR BOLT REQUIREMENTS 3.1 Typical anchor bolt installation configurations and dimensions are shown in Figure 2. 3.2 Andrew Type 302689 Anchor Bolt Kit includes anchor bolts, alignment plates and required mounting hardware as shown. 4.0 FOUNDATION DESIGNS 4.1 The selected foundation for a particular site is depen- dent upon local conditions. Soil borings and foundation analysis should be performed by a qualified civil engineer. 2 4.2 A typical slab type foundation is shown in Figure 2. An enlarged copy of this design is available from Andrew on request. Refer to drawing number 240350. 5.0 FOUNDATION ORIENTATION 5.1 Proper foundation orientation is required to obtain the desired orbital arc coverage from a particular site location. The required azimuth and elevation angles of the antenna, relative to the mount must be determined to establish the appropriate foundation orientation. A specific foundation orientation requirement may be requested with the antenna as part of the installation package. • • • • • • • • • • • • • • • • • • • • • • • • • • • • • .-• • • m CD C (D (A) CADWEL# TYPE CT WELDED ELEC. CONNECTION (WIRE4TOLGROUND ROD) A SEE DETAIL '8' /2 AWC SCUD TINNED COPPER GROUND WIRE TYPICAL CADWELD °TYPE PA WELDED ELEC CCNNEC110N TYP. 2 PLCS. (WIRE TO WIRE) LUG NOMINAL POINTING DIRECTION LC 3/4". DIA. x GROUND] ROD TYP, 4 PLCS. POWER CONDUIT - OPTIONAL (SUGGESTED LOCATION) A X-0'1[6187 0 1 6' [1829] 12' [3658] CADW0t' TYPE TA WELDED ELEC. CONNECTION (WARE TO WIRE) 1 A To EXTERNAL GROUND SYSTEM (*.ERE APPUCABLE) 111If 6' [1829] —� 12' [3658] TOP VIEW 16 . F5 0 51229] CHM . ii.-611429I L6 ® 3' [76] CLR iYP.- 1'- 6'[457 8 = 0' 2440 (nW. 9016 TCP [ BoTIDL1 -90,H 9RSCTRA) 35 (j I E9 141 A)I l -( L 3' [767 CLR TYP. (TOP & BOTTOM) , SECTION R 2' -0' [610]® 411N. TIP. 22.5' ANCHOR PLATE (3/4' THICK) 924.9 8 X 1.0 -8UNC X 19.0 LONG ANCHOR BCLTS EQ. SPACED ON 21.0 BOLT CIRCLE DIAMIER DETAIL 'B' ANCHOR BOI T PATTFRN DETAIL NOT TO SCALE 1' [25] - 8 UNC. GALVANIZED ))THREADED ROD HEAVY HEX 9NUTS aE WASHERSL(T'YP. 8 PLACES) CADWELD °TYPE HE WELDED ELEC. CONNECTION TO ANTENNA STRUCTURE TYP. 2 PLCS. (IMRE TO STRUCTURE) 2t,AA& 3' [76] APPROX. ABOVE GRADE GRADE [762] MIN. VOLUME OF CONCRETE 8.0 CUBIC TAROS (6.1 CUBIC METERS) WEIGHT OF REINFORCING 821 LES (372 KILOGRAMS) ANTENNA PEDESTAL (SHOWN FOR REFERENCE ONLY) ANCHOR BOLT DETAIL (NOT TO SCALE) ANDREW ANCHOR BOLT KIT, P/N 302689 3/4' (19] 1HIC. STEEL ANCHOR PLATES General Notes 1. Remove all burrs and sharp edges. 2. Dimensions apply before plating. 3. Interpret drawing per ANSI Y14.5M -1982. 4. Dimensions are shown in feet and inches. Dimensions in brackets [ ] are in millimeters. 5. A tolerance of ±1/8" [3] applies to all anchor bolt layout dimensions. 6. Foundation Notes: A) This foundation is a typical design only. Certification of it's suitability for a particular installation by a professional engineer is required prior to Ws use for actual fabrication. B) Contractor shall field verify all dimensions locating exist- ing construction before fabrication of new construction begins. C) Concrete and related work shall be mixed, placed and cured in accordance with "Building Code Requirements for Reinforced Concrete" ACI 318 -89 (Rev. 88) and "Specifications for Structural Concrete" ACI 301 -84 (Rev. 88) publication SP -15 (88). D) Concrete for foundations shall develop a compressive strength of at least 3000 psi [211 kgf /cm21 in 28 days with a maximum slump of 3" [76] at time of placing. E) Reinforcing bars shall conform to ASTM A 615 [S1] grade 60 deformed type Fy = 60000 psi [4219 kgf /cm2]. F) Unless otherwise noted, concrete cover of reinforcing bars shall conform to minimum requirements of ACI 318-89 (Rev. 88). G) Fabrication of reinforcing steel shall be in accordance with "Manual of Standard Practice for Detailing Reinforcing ConcreteStructures" ACI 315 -80 (Rev. 86). H) Provide 3/4" x 45° [19 x 45 °] chamfer on all exposed concrete edges. J) Foundations have been designed to rest on undis- turbed soil (per E1A-411-A and RS- 222 -D) with a minimum allowable net vertical bearing capacity of 2000 psf [9770 kgf /m2]. If undesirable soil conditions are encountered, the engineer shall be notified. K) Backfills shall be suitable excavated material or other suitable material compacted in 6" lifts to 90% of maximum density as determined by ASTM D1557. L) If this foundation is to be located in an area where annual frost penetration depth exceeds 15" [381], the local building code specifying a minimum required foundation depth should be consulted. 7. Grounding Electrode System Notes: The grounding system shown represents the minimum requirements to achieve satisfactory grounding. Actual site conditions and soil resistivity levels will determine final grounding system design to comply with the following: A) All ground ring, ground rod and antenna structure connections to be EIRCO® products, Inc. Calweld@ exothermic type welded electrical connections or equiva- lent. B) Ground rods shall be driven to a depth below perma- nent moisture level (minimum depth shown) as dictated by geographical location. C) The antenna structure shall be connected to a grounding electrode system consisting of a number of interconnected ground rods. The system shall meet the requirements of the Underwriters' Laboratories Publication No. ,UL96A for Lightning protection. D) The grounding electrode system to earth resistance shall not exceed 10 Ohms, measured with a Biddle 3 termi- nal device or equivalent. The grounded conductor (neutral) supplied to all ac equipment on the antenna structure should be disconnected before taking measurement. E) Actual site conditions may require longer ground rods, additional ground rods and /or land fill additives to reduce soil resistivity levels. F) Avoid sharp bends when routing grounding wire. Grounding wires to antenna structure to be run as short and straight as possible. G) Final grade directly above grounding electrode sys- tem to be water permeable. 8. Power /IFL Conduit Notes: A) Electrical power - Drawing depicts suggested location for electrical power conduit to antenna. Size, type and depth to bury conduit to be determined by customer in compliance with local codes. Direction to route conduit to be determined by the relative location of communcations building /shelter. Power conduit to extend 6" (minimum) above surface of foundation slab. Open ends of conduit to be sealed to prevent moisture and foreign particle contami- nation. Customer to provide main load center assembly and over - current protection devices for electrical equipment. Mounting location of load center to be determined by cus- tomer in accordance with local codes. B) For routing IFL cables, 4" size conduit recommended. Type and depth to bury conduit to be determined by cus- tomer, in compliance with local codes. Location of conduit on foundation and direction to route conduit to be deter- mined by location of communications building /shelter. Conduit to extend 36" (minimum) above surface of founda- tion slab. All bends to be large radius, maximum of two bends per run. Open ends of conduit to be sealed to pre- vent moisture and /or foreign particle contamination. 4 • • 6.0 ANTENNA GEOMETRY • • • • • • • • • • • • • • • • Individual Component Weights Ground Mount = 998 lbs. Reflector = 652 lbs. R = 91.1" (2314 mm) R = 61.4" (1560 mm) 7 1 \ I / , 42" (1067 mm) 14" (356 mm 62" (1575 mm) 12" (305 mm 1- -4.5" (114 mm) Figure 3 Figure 4 5 POGGEMEYER DESIGN GROUP Consulting Engineers Made By: BSF Date: 11/11/08 Job No: 7094 Checked by: Sheet No: 512 6th Street South, Suite 202 Kirkland, WA 98033 (425) 827-5995 Fax: (425) 828 -4850 Description: Job Name: Digital Forest Antenna Frame Foundation Loads for 150 MPH at Pedestal Mounting Point (from Manufacturer's Literature) Direct Load (Ibs) Moment Load (in -Ibs) Wind Angle Fx Fy Fz Mx My Mz Elevation 0- degrees O 0 -1,650 -8,732 - 640,329 13 866 30 -280 -1,650 -8,252 - 600,107 - 33,228 21,949 60 -560 -1,650 -7,771 - 559,850 - 66,476 43,037 90 909 -1,650 888 93,203 105,056 - 67,496 120 1,080 -1,650 2,554 219,338 124,130 - 80,370 150 541 -1,650 4,162 338,593 62,160 - 39,805 180 1 -1,650 5,769 457,813 167 775 Elevation 30- degrees O -33 -6,714 -7,005 - 445,580 -3,174 5,074 30 -305 -6,587 -6,868 - 440,658 - 29,717 39,538 60 -334 -5,690 -5,596 - 366,679 - 32,873 43,373 90 909 -1,900 767 71,674 86,178 - 112,882 120 1,013 -1,444 2,149 201,993 95,611 - 125,697 150 571 -987 3,314 304,952 53,821 - 70,406 180 18 -733 3,875 351,294 1,668 -1,379 Elevation 60- degrees O 0 -9,343 -3,400 - 166,421 -6 922 30 -192 -8,123 -3,008 - 168,461 - 10,371 31,961 60 178 -5,140 -1,723 - 120,880 8,887 - 26,677 90 909 - 1,565 441 36,425 47,153 - 142,760 120 887 -1,091 1,229 137,113 45,873 - 139,055 150 585 -771 1,916 229,590 30,226 - 91,370 180 0 -664 2,211 270,838 14 867 Elevation 80- degrees O -2 -4,161 -759 - 96,470 -33 1,233 30 245 -3,776 -691 - 91,630 3,962 - 39,443 60 577 -2,750 -420 - 63,370 9,411 - 94,580 90 909 -1,393 151 9,788 14,898 - 149,865 120 816 -1,200 657 91,284 13,356 - 134,324 150 486 -1,062 1,051 154,948 7,969 - 79,672 180 2 -1,013 1,202 179,369 41 592 • • • • POGGEMEYER DESIGN GROUP Consulting Engineers Made By: BSF Date: 11/11/08 Job No: 7094 Checked by: Sheet No: 512 6th Street South, Suite 202 Kirkland, WA 98033 (425) 827 -5995 Fax: (425) 828 -4850 Description: Wind Loads Job Name: Digital Forest Antenna Frame Parallel to Transverse Scaled Foundation Loads from 150 MPH down to 85 MPH Scale Factor: 0.32 Direct Load (kips) Wind Angle Fx Fy* Fz Moment Load (ft -kips) Mx My Mz • Elevation 0- degrees • • • Load Desc. O 0.0 -1.7 -2.8 -17.1 0.0 0.0 WI 0 -0 30 -0.1 -1.7 -2.6 -16.1 -0.9 0.6 W2 0 -30 60 -0.2 -1.7 -2.5 -15.0 -1.8 1.2 W3 0 -60 90 0.3 -1.7 0.3 2.5 2.8 -1.8 W4 0 -90 120 0.3 -1.7 0.8 5.9 3.3 -2.2 W5 0 -120 150 0.2 -1.7 1.3 9.1 1.7 -1.1 W6 0 -150 180 0.0 -1.7 1.9 12.3 0.0 0.0 W7 0 -180 • Elevation 30- degrees • • • O 0.0 -6.7 -2.2 -11.9 -0.1 0.1 W8 30 -0 30 -0.1 -6.6 -2.2 -11.8 -0.8 1.1 W9 30 -30 60 -0.1 -5.7 -1.8 -9.8 -0.9 1.2 W10 30 -60 90 0.3 -1.9 0.2 1.9 2.3 -3.0 W11 30 -90 120 0.3 -1.4 0.7 5.4 2.6 -3.4 W12 30 -120 150 0.2 -1.0 1.1 8.2 1.4 -1.9 W13 30 -150 180 0.0 -0.7 1.2 9.4 0.0 0.0 W 14 30 -180 • Elevation 60- degrees O 0.0 -9.3 -1.1 -4.5 0.0 0.0 W15 60 -0 • 30 -0.1 -8.1 -1.0 -4.5 -0.3 0.9 W16 60 -30 60 0.1 -5.1 -0.6 -3.2 0.2 -0.7 W17 60 -60 • 90 0.3 -1.6 0.1 1.0 1.3 -3.8 W18 60 -90 120 0.3 -1.1 0.4 3.7 1.2 -3.7 W19 60 -120 • 150 0.2 -0.8 0.6 6.1 0.8 -2.4 W20 60 -150 180 0.0 -0.7 0.7 7.2 0.0 0.0 W21 60 -180 • Elevation 80- degrees O 0.0 -4.2 -0.2 -2.6 0.0 0.0 W22 80 -0 • 30 0.1 -3.8 -0.2 -2.5 0.1 -1.1 W23 80 -30 60 0.2 -2.8 -0.1 -1.7 0.3 -2.5 W24 80 -60 • 90 0.3 -1.4 0.0 0.3 0.4 -4.0 W25 80 -90 120 0.3 -1.2 0.2 2.4 0.4 -3.6 W26 80 -120 • 150 0.2 -1.1 0.3 4.1 0.2 -2.1 W27 80 -150 180 0.0 -1.0 0.4 4.8 0.0 0.0 W28 80 -180 • • • • • • • • • * Direct Vertical Load (Fy) Not Scaled - Conservative POGGEMEYER DESIGN GROUP Consulting Engineers Made By: BSF Date: 11/11/08 Job No: 7094 Checked by: Sheet No: 512 6th Street South, Suite 202 Kirkland, WA 98033 (425) 827 -5995 Fax: (425) 828 -4850 Description: Wind Loads Job Name: Digital Forest Antenna Frame Parallel to Longit Scaled Foundation Loads from 150 MPH down to 85 MPH Direct Load (kips) Moment Load (ft-kips) Scale Factor: 0.32 Wind Angle Fx Fy* Fz Mx My Mz Load Desc. Elevation 0- degrees O -2.8 -1.7 0.0 0.0 0.0 -17.1 W29 0 -0 30 -2.6 -1.7 -0.1 0.6 -0.9 -16.1 W30 0 -30 60 -2.5 -1.7 -0.2 1.2 -1.8 -15.0 W31 0 -60 90 0.3 -1.7 0.3 -1.8 2.8 2.5 W32 0 -90 120 0.8 -1.7 0.3 -2.2 3.3 5.9 W33 0 -120 150 1.3 -1.7 0.2 -1.1 1.7 9.1 W34 0 -150 180 1.9 -1.7 0.0 0.0 0.0 12.3 W35 0 -180 Elevation 30- degrees O -2.2 -6.7 0.0 0.1 -0.1 -11.9 W36 30 -0 30 -2.2 -6.6 -0.1 1.1 -0.8 -11.8 W37 30 -30 60 -1.8 -5.7 -0.1 1.2 -0.9 -9.8 W38 30 -60 90 0.2 -1.9 0.3 -3.0 2.3 1.9 W39 30 -90 120 0.7 -1.4 0.3 -3.4 2.6 5.4 W40 30 -120 150 1.1 -1.0 0.2 -1.9 1.4 8.2 W41 30 -150 180 1.2 -0.7 0.0 0.0 0.0 9.4 W42 30 -180 Elevation 60- degrees O -1.1 -9.3 0.0 0.0 0.0 -4.5 W43 60 -0 30 -1.0 -8.1 -0.1 0.9 -0.3 -4.5 W44 60 -30 60 -0.6 -5.1 0.1 -0.7 0.2 -3.2 W45 60 -60 90 0.1 -1.6 0.3 -3.8 1.3 1.0 W46 60 -90 120 0.4 -1.1 0.3 -3.7 1.2 3.7 W47 60 -120 150 0.6 -0.8 0.2 -2.4 0.8 6.1 W48 60 -150 180 0.7 -0.7 0.0 0.0 0.0 7.2 W49 60 -180 Elevation 80- degrees O -0.2 -4.2 0.0 0.0 0.0 -2.6 W50 80 -0 30 -0.2 -3.8 0.1 -1.1 0.1 -2.5 W51 80 -30 60 -0.1 -2.8 0.2 -2.5 0.3 -1.7 W52 80 -60 90 0.0 -1.4 0.3 -4.0 0.4 0.3 W53 80 -90 120 0.2 -1.2 0.3 -3.6 0.4 2.4 W54 80 -120 150 0.3 -1.1 0.2 -2.1 0.2 4.1 W55 80 -150 180 0.4 -1.0 0.0 0.0 0.0 4.8 W56 80 -180 * Direct Vertical Load (Fy) Not Scaled - Conservative • 11 • • • • • • • • • • • • • • • • • • • • • • • • POGGEMEYER DESIGN GROUP Consulting Engineers Made By: BSF Date: 11/11/08 Job No: 7094 Checked by: Sheet No: 512 6th Street South, Suite 202 Kirkland, WA 98033 (425) 827 -5995 Fax: (425) 828 -4850 Description: Wind Loads Job Name: Digital Forest Antenna Frame Parallel to 0 = -45 deg. Scaled Foundation Loads from 150 MPH down to 85 MPH Direct Load (kips) Wind Angle Fx Fy* Elevation 0- degrees Fz Moment Load (ft -kips) Mx My Mz Scale Factor: 0.32 Rotations: -45 deg. Load Desc. O -2.0 -1.7 -2.0 -12.1 0.0 12.1 W57 0 -0 30 -1.9 -1.7 -1.8 -10.9 -0.9 11.8 W58 0 -30 60 -1.9 -1.7 -1.6 -9.8 -1.8 11.4 W59 0 -60 90 0.4 -1.7 0.0 0.5 2.8 -3.0 W60 0 -90 120 0.8 -1.7 0.3 2.6 3.3 -5.7 W61 0 -120 150 1.1 -1.7 0.8 5.7 1.7 -7.2 W62 0 -150 180 1.3 -1.7 1.3 8.7 0.0 -8.6 W63 0 -180 Elevation 30- degrees O -1.6 -6.7 -1.6 -8.3 -0.1 8.5 W64 30 -0 30 -1.6 -6.6 -1.5 -7.6 -0.8 9.1 W65 30 -30 60 -1.3 -5.7 -1.2 -6.1 -0.9 7.8 W66 30-60 90 0.4 -1.9 0.0 -0.8 2.3 -3.5 W67 30 -90 120 0.7 -1.4 0.3 1.4 2.6 -6.2 W68 30 -120 150 0.9 -1.0 0.6 4.4 1.4 -7.1 W69 30 -150 180 0.9 -0.7 0.9 6.6 0.0 -6.7 W70 30 -180 Elevation 60- degrees O -0.8 -9.3 -0.8 -3.1 0.0 3.2 W71 60 -0 30 -0.7 -8.1 -0.6 -2.6 -0.3 3.8 W72 60 -30 60 -0.4 -5.1 -0.4 -2.8 0.2 1.8 W73 60 -60 90 0.3 -1.6 -0.1 -2.0 1.3 -3.4 W74 60 -90 120 0.5 -1.1 0.1 0.0 1.2 -5.2 W75 60 -120 150 0.6 -0.8 0.3 2.6 0.8 -6.1 W76 60 -150 180 0.5 -0.7 0.5 5.1 0.0 -5.1 W77 60 -180 Elevation 80- degrees O -0.2 -4.2 -0.2 -1.8 0.0 1.8 W78 80 -0 • 30 -0.1 -3.8 -0.2 -2.5 0.1 1.0 W79 80 -30 60 0.0 -2.8 -0.2 -3.0 0.3 -0.6 W80 80 -60 • 90 0.2 -1.4 -0.2 -2.7 0.4 -3.0 W81 80-90 120 0.3 1.2 0.0 0.8 0.4 4.3 W82 80 -120 • 150 0.3 -1.1 0.1 1.4 0.2 -4.4 W83 80 -150 180 0.3 -1.0 0.3 3.4 0.0 -3.4 W84 80 -180 • * Direct Vertical Load (Fy) Not Scaled - Conservative Zero rotation results in a vector parallel to the transverse axis • • • • • • POGGEMEYER DESIGN GROUP Consulting Engineers Made By: BSF Date: 11/11/08 Job No: 7094 Checked by: Sheet No: 512 6th Street South, Suite 202 Kirkland, WA 98033 (425) 827 -5995 Fax: (425) 828 -4850 Description: Wind Loads Job Name: Digital Forest Antenna Frame Parallel to Transverse Scaled Foundation Loads from 150 MPH down to 50 MPH Scale Factor: 0.11 Direct Load (kips) Moment Load (ft -kips) Wind Angle Fx FY* Fz Mx My Mz Load Desc. Elevation 0- degrees O 0.0 -1.7 -1.0 -5.9 0.0 0.0 WI 0 -0 30 0.0 -1.7 -0.9 -5.6 -0.3 0.2 W2 0 -30 60 -0.1 -1.7 -0.9 -5.2 -0.6 0.4 W3 0 -60 90 0.1 -1.7 0.1 0.9 1.0 -0.6 W4 0 -90 120 0.1 -1.7 0.3 2.0 1.1 -0.7 W5 0 -120 150 0.1 -1.7 0.5 3.1 0.6 -0.4 W6 0 -150 180 0.0 -1.7 0.6 4.2 0.0 0.0 W7 0-180 Elevation 30- degrees O 0.0 -6.7 -0.8 -4.1 0.0 0.0 W8 30 -0 30 0.0 -6.6 -0.8 -4.1 -0.3 0.4 W9 30 -30 60 0.0 -5.7 -0.6 -3.4 -0.3 0.4 W10 30 -60 90 0.1 -1.9 0.1 0.7 0.8 -1.0 W11 30 -90 120 0.1 -1.4 0.2 1.9 0.9 -1.2 W12 30 -120 150 0.1 -1.0 0.4 2.8 0.5 -0.7 W13 30 -150 180 0.0 -0.7 0.4 3.3 0.0 0.0 W14 30 -180 Elevation 60- degrees O 0.0 -9.3 -0.4 -1.5 0.0 0.0 W15 60 -0 30 0.0 -8.1 -0.3 -1.6 -0.1 0.3 WI6 60 -30 60 0.0 -5.1 -0.2 -1.1 0.1 -0.2 W17 60 -60 90 0.1 -1.6 0.0 0.3 0.4 -1.3 W18 60 -90 120 0.1 -1.1 0.1 1.3 0.4 -1.3 W19 60 -120 150 0.1 -0.8 0.2 2.1 0.3 -0.8 W20 60 -150 180 0.0 -0.7 0.2 2.5 0.0 0.0 W21 60 -180 Elevation 80- degrees O 0.0 -4.2 -0.1 -0.9 0.0 0.0 W22 80 -0 30 0.0 -3.8 -0.1 -0.8 0.0 -0.4 W23 80 -30 60 0.1 -2.8 0.0 -0.6 0.1 -0.9 W24 80 -60 90 0.1 -1.4 0.0 0.1 0.1 -1.4 W25 80 -90 120 0.1 -1.2 0.1 0.8 0.1 -1.2 W26 80 -120 150 0.1 -1.1 0.1 1.4 0.1 -0.7 W27 80 -150 180 0.0 -1.0 0.1 1.7 0.0 0.0 W28 80 -180 * Direct Vertical Load (Fy) Not Scaled - Conservative • • • • POGGEMEYER DESIGN GROUP Consulting Engineers Made By: BSF Date: 11/11/08 Job No: 7094 Checked by: Sheet No: 512 6th Street South, Suite 202 Kirkland, WA 98033 (425) 827 -5995 Fax: (425) 828 -4850 Description: Wind Loads Job Name: Digital Forest Antenna Frame Parallel to Longit Scaled Foundation Loads from 150 MPH down to 50 MPH Direct Load (kips) Moment Load (ft -kips) Wind Angle Fx Fy* Fz Mx My Mz Scale Factor: 0.11 Load Desc. • Elevation 0- degrees O -1.0 -1.7 0.0 0.0 0.0 -5.9 W29 0 -0 • 30 -0.9 -1.7 0.0 0.2 -0.3 -5.6 W30 0 -30 60 -0.9 -1.7 -0.1 0.4 -0.6 -5.2 W31 0 -60 • 90 0.1 -1.7 0.1 -0.6 1.0 0.9 W32 0 -90 120 0.3 -1.7 0.1 -0.7 1.1 2.0 W33 0 -120 • 150 0.5 -1.7 0.1 -0.4 0.6 3.1 W34 0 -150 180 0.6 -1.7 0.0 0.0 0.0 4.2 W35 0 -180 • Elevation 30- degrees O -0.8 -6.7 0.0 0.0 0.0 -4.1 W36 30 -0 • 30 -0.8 -6.6 0.0 0.4 -0.3 -4.1 W37 30 -30 60 -0.6 -5.7 0.0 0.4 -0.3 -3.4 W38 30 -60 • 90 0.1 -1.9 0.1 -1.0 0.8 0.7 W39 30 -90 120 0.2 -1.4 0.1 -1.2 0.9 1.9 W40 30 -120 150 0.4 -1.0 0.1 -0.7 0.5 2.8 W41 30 -150 180 0.4 -0.7 0.0 0.0 0.0 3.3 W42 30-180 Elevation 60- degrees • • • • • • • • • • • • • • • • • O -0.4 -9.3 0.0 0.0 0.0 -1.5 W43 60 -0 30 -0.3 -8.1 0.0 0.3 -0.1 -1.6 W44 60 -30 60 -0.2 -5.1 0.0 -0.2 0.1 -1.1 W45 60 -60 90 0.0 -1.6 0.1 -1.3 0.4 0.3 W46 60 -90 120 0.1 -1.1 0.1 -1.3 0.4 1.3 W47 60 -120 150 0.2 -0.8 0.1 -0.8 0.3 2.1 W48 60 -150 180 0.2 -0.7 0.0 0.0 0.0 2.5 W49 60 -180 Elevation 80- degrees O -0.1 -4.2 0.0 0.0 0.0 -0.9 W50 80 -0 30 -0.1 -3.8 0.0 -0.4 0.0 -0.8 W51 80 -30 60 0.0 -2.8 0.1 -0.9 0.1 -0.6 W52 80 -60 90 0.0 -1.4 0.1 -1.4 0.1 0.1 W53 80 -90 120 0.1 -1.2 0.1 -1.2 0.1 0.8 W54 80 -120 150 0.1 -1.1 0.1 -0.7 0.1 1.4 W55 80 -150 180 0.1 -1.0 0.0 0.0 0.0 1.7 W56 80 -180 * Direct Vertical Load (Fy) Not Scaled - Conservative t) POGGEMEYER DESIGN GROUP Consulting Engineers Made By: BSF Date: 11/11/08 Job No: 7094 Checked by: Sheet No: 512 6th Street South, Suite 202 Kirkland, WA 98033 (425) 827 -5995 Fax: (425) 828 -4850 Description: Wind Loads Job Name: Digital Forest Antenna Frame Parallel to 0 = -45 deg. Scaled Foundation Loads from 150 MPH down to 50 MPH Direct Load (kips) Wind Angle Fx Fy* Elevation 0- degrees Fz Moment Load (ft -kips) Mx My Mz Scale Factor: 0.11 Rotation': -45 deg. Load Desc. O -0.7 -1.7 -0.7 -4.2 0.0 4.2 W57 0 -0 30 -0.7 -1.7 -0.6 -3.8 -0.3 4.1 W58 0 -30 60 -0.7 -1.7 -0.6 -3.4 -0.6 3.9 W59 0 -60 90 0.1 -1.7 0.0 0.2 1.0 -1.1 W60 0 -90 120 0.3 -1.7 0.1 0.9 1.1 -2.0 W61 0 -120 150 0.4 -1.7 0.3 2.0 0.6 -2.5 W62 0 -150 180 0.5 -1.7 0.5 3.0 0.0 -3.0 W63 0 -180 Elevation 30- degrees O -0.6 -6.7 -0.5 -2.9 0.0 3.0 W64 30 -0 30 -0.6 -6.6 -0.5 -2.6 -0.3 3.1 W65 30 -30 60 -0.5 -5.7 -0.4 -2.1 -0.3 2.7 W66 30 -60 90 0.1 -1.9 0.0 -0.3 0.8 -1.2 W67 30 -90 120 0.2 -1.4 0.1 0.5 0.9 -2.1 W68 30 -120 150 0.3 -1.0 0.2 1.5 0.5 -2.5 W69 30 -150 180 0.3 -0.7 0.3 2.3 0.0 -2.3 W70 30 -180 Elevation 60- degrees O -0.3 -9.3 -0.3 -1.1 0.0 1.1 W71 60 -0 30 -0.3 -8.1 -0.2 -0.9 -0.1 1.3 W72 60 -30 60 -0.1 -5.1 -0.1 -1.0 0.1 0.6 W73 60 -60 90 0.1 -1.6 0.0 -0.7 0.4 -1.2 W74 60 -90 120 0.2 -1.1 0.0 0.0 0.4 -1.8 W75 60 -120 150 0.2 -0.8 0.1 0.9 0.3 -2.1 W76 60-150 180 0.2 -0.7 0.2 1.8 0.0 -1.8 W77 60 -180 Elevation 80- degrees O -0.1 -4.2 -0.1 -0.6 0.0 0.6 W78 80 -0 30 0.0 -3.8 -0.1 -0.9 0.0 0.3 W79 80 -30 60 0.0 -2.8 -0.1 -1.0 0.1 -0.2 W80 80 -60 90 0.1 -1.4 -0.1 -0.9 0.1 -1.0 W81 80 -90 120 0.1 -1.2 0.0 -0.3 0.1 -1.5 W82 80-120 150 0.1 -1.1 0.0 0.5 0.1 -1.5 W83 80 -150 180 0.1 -1.0 0.1 1.2 0.0 -1.2 W84 80 -180 * Direct Vertical Load (Fy) Not Scaled - Conservative 1 Zero rotation results in a vector parallel to the transverse axis Current Date: 2/2/2009 11:43 AM �b *its system: English File name: P: \Current Projects \7094 -1 Digital Forest UPS Installation \NEW Antenna Project \Design\Antenna Frame Model - 1- 19- 09.adv\ Kr "t Current Date: 2/2/2009 11:43 AM Units system: English File name: P_1Current Projects17094 -1 Digital Forest UPS Installation\NEW Antenna Project\Design\Antenna Frame Model - 1- 19- 09.adv1 M'eoaX cpNOt -nor' Renee) Current Date: 2/2/2009 11:49 AM its system: English ile name: P: \Current Projects \7094 -1 Digital Forest UPS Installation \NEW Antenna Project \Design\Antenna Frame Model - 1- 19- 09.adv\ • • • zzrcIA e l j Current Date: 2/2/2009 11:32 AM Units system: English File name: P:\Current Projects17094 -1 Digital Forest UPS Installation \NEW Antenna Project \Design\Antenna Frame Model - 1- 19- 09.adv\ N25 N 13 Lira AS N15 +.� N 30 \� )1 55 11` 33 t 456 IN 37 ■ rJ0E1 Awrewa 4Rs6 N 20 N 21 (pIt A w✓c f►T 01) 7 IN 34 ■ N 49 N 51 N 42 I 38 N 31 N 39 N 32 • • f3entley • Current Date: 2/2/2009 11:31 AM Units system: English • File name: P: \Current Projects \7094 -1 Digital Forest UPS Installation \NEW Antenna Project \Design\Antenna Frame Model - 1- 19 -09.adv\ • Analysis Results • Nodal displacements envelope 2o • Note.- lc is the controlling load condition Nodal displacements envelope for : ST =DL +SL LC1 =DL +SL +0.11 W1 LC2 =DL +SL +0.11 W2 • LC3 =DL +SL +0.11 W3 LC4 =DL +SL +0.11 W4 • LC5 =DL +SL +0.11 W5 LC6 =DL +SL +0.11 W6 • LC7 =DL +SL +0.11 W7 LC8 =DL +SL +0.11 W8 LC9 =DL +SL +0.11 W9 • LC10 =DL +SL +0.11 W 10 LC11 =DL +SL +0.11 W11 • LC12 =DL +SL +0.11 W 12 LC13 =DL +SL +0.11 W13 • LC14 =DL +SL +0.11 W 14 LC15 =DL +SL +0.11 W15 LC16 =DL +SL +0.11 W16 • LC17 =DL +SL +0.11 W17 LC18 =DL +SL +0.11 W18 • LC 19 =DL +SL +0.11 W 19 LC20 =DL +SL +0.11 W20 • LC21 =DL +SL +0.11 W21 LC22 =DL +SL +0.11 W22 • LC23 =DL +SL +0.11 W23 LC24 =DL +SL +0.11 W24 LC25 =DL +SL +0.11 W25 LC26 =DL +SL +0.11 W26 LC27 =DL +SL +0.11 W27 • LC28 =DL +SL +0.11 W28 LC29 =DL +SL +0.11 W29 • LC30 =DL +SL +0.11 W30 LC31 =DL +SL +0.11 W31 • LC32 =DL +SL +0.11 W32 LC33 =DL +SL +0.11 W33 LC34 =DL +SL +0.11 W34 • LC35 =DL +SL +0.11 W35 LC36 =DL +SL +0.11 W36 • LC37 =DL +SL +0.11 W37 LC38 =DL +SL +0.11 W38 • LC39 =DL +SL +0.11 W 39 LC40 =DL +SL +0.11 W40 • LC41=DL+SL+0.11W41 LC42 =DL +SL +0.11 W42 LC43 =DL +SL +0.11 W43 • LC44 =DL +SL +0.11 W44 LC45 =DL +SL +0.11 W45 • LC46 =DL +SL +0.11 W46 LC47 =DL +SL +0.11 W47 • LC48 =DL +SL +0.11 W48 LC49 =DL +SL +0.11 W49 • LC50 =DL +SL +0.11 W50 LC51 =DL +SL +0.11 W51 • Pagel • Node LC52 =DL +SL +0.11 W52 LC53 =DL +SL +0.11 W 53 LC54 =DL +SL +0.11 W54 LC55 =DL +SL +0.11 W55 LC56 =DL +SL +0.11 W56 LC57 =DL +SL +0.11 W57 LC58 =DL +SL +0.11 W 58 LC59 =DL +SL +0.11 W59 LC60 =DL +S L +0.11 W60 LC61 =DL +S L +0.11 W61 LC62 =DL +SL +0.11 W62 LC63 =DL +SL +0.11 W63 LC64 =DL +SL +0.11 W64 LC65 =DL +SL +0.11 W65 LC66 =DL +SL +0.11 W66 LC67 =DL +SL +0.11 W67 LC68 =DL +SL +0.11 W68 LC69 =DL +SL +0.11 W69 LC70 =DL +SL +0.11 W70 LC71= DL +SL +0.11W71 LC72 =DL +SL +0.11 W72 LC73 =DL +SL +0.11 W73 LC74 =DL +SL +0.11 W74 LC75 =DL +SL +0.11 W75 LC76 =DL +SL +0.11 W76 LC77 =DL +S L +0.11 W77 LC78 =DL +SL +0.11 W78 LC79 =DL +SL +0.11 W79 LC80 =DL +SL +0.11 W80 LC81 =DL +SL +0.11 W81 LC82 =DL +SL +0.11 W82 LC83 =DL +SL +0.11 W83 LC84 =DL +SL +0.11 W 84 Translation Rotation X Ic Y Ic Z Ic Rx Ic Ry Ic Rz Ic [in] [in] [in] [Rad] [Rad] [Rad] 7 Max 0.006 LC35 -0.039 ST 0.007 LC7 0.00001 LC7 0.00003 LC33 0.00004 LC35 Min -0.012 LC29 -0.047 LC43 -0.010 LC1 - 0.00028 LC1 - 0.00001 LC31 - 0.00004 LC29 p.pT - toN (5 wl7K,•.J Q zoft Page2 21 iar--18-entley Current Date: 2/2/2009 11:32 AM its system: English ile name: P: \Current Projects\7094 -1 Digital Forest UPS Installation \NEW Antenna Project \Design\Antenna Frame Model - 1- 19- 09.adv\ • • • • • • • • • • • • • • • • • • N 25 43 48 / IN N 15 /N40N41 N 30 / �N 56 / /N 37 1 27 / ,f1 k /4414251 27 ; / —` /� AN 38 /1 N 39 N0Ot) N 34 (Fk^ME $Jrfon.r (le.GTlor) z Bentley 23 .iF:A Current Date: 2/2/2009 11:32 AM Units system: English File name: P:\Current Projects \7094 -1 Digital Forest UPS Installation \NEW Antenna Project \Design\Antenna Frame Model - 1- 19- 09.adv\ Analysis Results Envelope for nodal reactions Note.- lc is the controlling load condition Direction of positive forces and moments Envelope of nodal reactions for ST =DL +SL LC 1 =DL +SL +0.11 W 1 LC2 =DL +SL +0.11 W2 LC3 =DL +SL +0.11 W3 LC4 =DL +SL +0.11 W4 LC5 =DL +SL +0.11 W5 LC6 =0L +SL +0.11 W6 LC7 =DL +SL +0.11 W7 LC8 =DL +SL +0.11 W8 LC9 =DL +SL +0.11 W9 LC 10 =DL +SL +0.11 W 10 LC11 =DL +SL +0.11 W11 LC12 =DL +SL +0.11 W 12 LC 13 =DL +SL +0.11 W 13 LC 14 =DL +SL +0.11 W 14 LC 15 =DL +SL +0.11 W 15 LC 16 =DL +SL +0.11 W 16 LC17 =DL +SL +0.11 W 17 LC18 =DL +SL +0.11 W18 LC 19 =DL +SL +0.11 W 19 LC20 =DL +SL +0.11 W20 LC21 =DL +S L +0.11 W21 LC22 =DL +SL +0.11 W22 LC23 =DL +SL +0.11 W23 LC24 =DL +S L +0.11 W24 LC25 =DL +S L +0.11 W25 LC26 =DL +SL +0.11 W26 LC27 =DL +SL +0.11 W27 LC28 =DL +SL +0.11 W28 LC29 =DL +SL +0.11 W29 LC30 =DL +SL +0.11 W30 LC31 =DL +SL +0.11 W31 LC32 =DL +SL +0.11 W32 LC33 =DL +SL +0.11 W33 LC34 =DL +SL +0.11 W34 LC35 =DL +SL +0.11 W35 LC36 =DL +SL +0.11 W36 LC37 =DL +SL +0.11 W37 LC38 =DL +SL +0,11 W38 LC39 =DL +SL +0.11 W39 LC40 =DL +SL +0.11 W40 Pagel • • • • • • • • • • • • • • • • • • • • • • Node LC41 =DL +SL +0.11 W41 LC42 =DL +SL +0.11 W42 LC43 =DL +SL +0.11 W43 LC44 =DL +SL +0.11 W44 LC45 =DL +SL +0.11 W45 LC46 =DL +SL +0.11 W46 LC47 =DL +SL +0.11 W47 LC48 =DL +SL +0.11 W48 LC49 =DL +SL +0.11 W49 LC50 =DL +SL +0.11 W50 LC51 =DL +SL +0.11 W51 LC52 =DL +SL +0.11 W52 LC53 =DL +SL +0.11 W53 LC54 =DL +SL +0.11 W54 LC55 =DL +SL +0.11 W55 LC56 =DL +SL +0.11 W56 LC57 =DL +SL +0.11 W57 LC58 =DL +SL +0.11 W58 LC59 =DL +SL +0.11 W59 LC60 =DL +SL +0.11 W60 LC61 =DL +SL +0.11 W61 LC62 =DL +SL +0.11 W62 LC63 =DL +SL +0.11 W63 LC64 =DL +SL +0.11 W64 LC65 =DL +SL +0.11 W65 LC66 =DL +SL +0.11 W66 LC67 =DL +SL +0.11 W67 LC68 =DL +SL +0.11 W68 LC69 =DL +SL +0.11 W69 LC70 =DL +SL +0.11 W70 LC71 =DL +SL +0.11 W71 LC72 =DL +SL +0.11 W72 LC73 =DL +SL +0.11 W73 LC74 =DL +SL +0.11 W74 LC75 =DL +SL +0.11 W75 LC76 =DL +SL +0.11 W76 LC77 =DL +SL +0.11 W77 LC78 =DL +SL +0.11 W78 LC79 =DL +SL +0.11 W79 LC80 =DL +SL +0.11 W80 LC81 =DL +SL +0.11 W81 LC82 =DL +SL +0.11 W82 LC83 =DL +SL +0.11 W83 LC84 =DL +SL +0.11 W84 Forces Moments Fx Ic Fy Ic Fz Ic Mx Ic My Ic Mz Ic [Kip] [Kip] [Kip] [Kip *ft] [Kip *ft] [Kip *ft] • 18 Max 0.414 LC37 2.383 LC7 0.077 LC1 0.00000 ST 0.00000 ST 0.00000 ST Min 0.263 LC35 1.796 LC1 -0.066 LC7 0.00000 ST 0.00000 ST 0.00000 ST • • 19 Max 0.491 LC64 3.204 LC9 0.078 LC1 0.00000 ST 0.00000 ST 0.00000 ST Min 0.339 LC63 2.560 LC7 -0.065 LC7 0.00000 ST 0.00000 ST 0.00000 ST 20 Max -0.212 LC57 2.268 LC7 0.092 LC1 0.00000 ST 0.00000 ST 0.00000 ST • Min -0.353 LC63 1.680 LC1 -0.051 LC7 0.00000 ST 0.00000 ST 0.00000 ST • 21 Max -0.281 LC29 2.897 LC8 0.094 LC1 0.00000 ST 0.00000 ST 0.00000 ST Min -0.415 LC8 2.260 LC7 -0.049 LC7 0.00000 ST 0.00000 ST 0.00000 ST • • • Paget • 32 Max -0.170 LC29 1.282 LC35 0.000 LC29 0.00000 ST 0.00000 ST 0.00000 ST Min -0.194 LC35 1.265 LC29 0.000 LC35 0.00000 ST 0.00000 ST 0.00000 ST 33 Max 0.140 LC29 0.571 LC29 0.000 LC31 0.00000 ST 0.00000 ST 0.00000 ST Min 0.115 LC35 0.555 LC35 0.000 LC40 0.00000 ST 0.00000 ST 0.00000 ST Page3 Bentley Current Date: 2/2/2009 11:36 AM "nits system: English ile name: P: \Current Projects \7094 -1 Digital Forest UPS Installation \NEW Antenna Project \Design\Antenna Frame Model - 1- 19- 09.adv\ 26 • • • Mti rA fr 4et1+0,+ S cr: ent e Current Date: 2/2/2009 11:35 AM Units system: English File name: P: \Current Projects17094 -1 Digital Forest UPS Installation \NEW Antenna Project \Design\Antenna Frame Model - 1- 19- 09.adv\ Y A Agg2 6 SS Gr33 C) r M r t∎ P2f6ti- M 41.ErLi A500 GrB rou i �� 00 A36 ai c 6 A500 GrB rounded • • t,t5.1A Haney. • Current Date: 2/2 /2009 11:01 AM Units system: English • File name: P: \Current Projects \7094 -1 Digital Forest UPS Installation \NEW Antenna Project \Design\Antenna Frame Model - 1- 19 -09.adv\ • Steel Code Check • 2S Report Summary - Group by section • Load conditions to be included in design : ST =DL +SL LC1= DL +SL +0.11W1 • LC2= DL +SL +0.11W2 LC3 =DL +SL +0.11 W3 • LC4= DL +SL +0.11W4 LC5= DL +SL +0.11W5 LC6= DL +SL +0.11 W6 • LC7= DL +SL +0.11W7 LC8= DL +SL +0.11W8 • LC9= DL +SL +0.11W9 LC10= DL +SL +0.11W10 LC11= DL +SL +0.11W11 • LC12= DL +SL +0.11W12 LC13= DL +SL +0.11W13 • LC14= DL +SL +0.11W14 LC15 =DL +SL +0.11 W 15 • LC16= DL +SL +0.11W16 LC17= DL +SL +0.11W17 LC18= DL +SL +0.11 W 18 • LC19= DL +SL +0.11W19 LC20= DL +SL +0.11W20 • LC21= DL +SL +0.11W21 LC22= DL +SL+0.11 W22 LC23= DL +SL +0.11W23 • LC24= DL +SL +0.11W24 LC25= DL +SL +0.11 W25 • LC26= DL +SL +0.11W26 LC27= DL +SL +0.11W27 LC28 =DL +SL +0.11 W28 • LC29= DL +SL +0.11W29 LC30= DL +SL +0.11W30 • LC31= DL +SL +0.11W31 LC32= DL +SL+0.11W32 LC33=DL+SL+0.11W33 • LC34= DL +SL +0.11W34 LC35= DL +SL +0.11W35 • LC36= DL +SL +0.11W36 LC37 =DL +SL +0.11 W37 LC38= DL +SL +0.11W38 • LC39= DL +SL +0.11W39 LC40= DL +SL +0.11W40 • LC41= DL +SL +0.11W41 LC42= DL +SL +0.11W42 LC43= DL +SL+0.11W43 LC44= DL +SL +0.11W44 LC45= DL +SL +0.11W45 • LC46= DL +SL +0.11W46 LC47= DL +SL +0.11W47 • LC48= DL +SL +0.11W48 LC49= DL +SL +0.11W49 LC50= DL +SL +0.11W50 • LC51= DL +SL +0.11W51 LC52= DL +SL +0.11W52 • LC53= DL +SL +0.11W53 LC54= DL +SL +0.11W54 LC55 =DL +SL +0.11 W55 • LC56= DL +SL +0.11W56 • Pagel • LC57= DL +SL +0.11W57 LC58=DL+SL+0.11W58 LC59=DL+SL+0.11W59 LC60= DL +SL +0.11W60 LC61= DL +SL +0.11W61 LC62= DL +SL+0.11W62 LC63 =DL+SL +0.11 W63 LC64 = DL +SL +0.11 W64 LC65= DL+SL +0.11W65 LC66= DL +SL+0.11 W 66 LC67= DL +SL+0.11 W67 LC68= DL +SL +0.11 W68 LC69 =DL +SL +0.11 W69 LC70= DL +SL +0.11W70 LC71= DL +SL+0.11W71 LC72= DL +SL+0.11 W72 LC73=DL+SL+0.11W73 LC74= DL +SL +0.11W74 LC75= DL +SL +0.11 W75 LC76= DL +SL +0.11 W76 LC77= DL +5L +0.11 W77 LC78= DL +SL +0.11 W78 LC79= DL+SL +0.11 W79 LC80= DL +SL +0.11 W80 LC81= DL +SL +0.11 W81 LC82= DL +SL +0.11W82 LC83= DL +SL +0.11 W83 LC84= DL +SL +0.11 W84 21 Description Section Member Ctrl Eq. Ratio Status Reference C 7X12.2 59 LC7 at 0.00% 0.47 OK (Ec. 4.9) DG 9 PIPE 2x0.154 46 LC8 at 100.00% 0.14 OK (H1 -1b) Column PIPE4x0.337XS 11 LC64 at 50.00% 0.15 OK (H2 -1) Diagonal Brace C 7X12.2 24 LC1 at 100.00% 0.02 OK (H1 -1b) LU 4X3X1_4 20 LC36 at 0.00% 0.11 OK (H2 -1) Lateral Beam W 14X38 4 LC1 at 100.00% 0.03 OK (Ec. 4.9) DG 9 LESSER -POST PIPE 3x0.216 31 LC35 at 43.75% 0.16 OK (H3 -6) Long Beam W 10X19 30 LC29 at 75.78% 0.25 OK (H1 -1b) W 14X38 55 LC7 at 49.65% 0.11 OK (Ec. 4.9) DG 9 SMALL -DIAG LU4X3X1_4 35 LC35 at 0.00% 0.06 OK (H2 -1) TORQUE -TUBE HSS_RECT 14X6X3 8 8 LC37 at 0.00% 0.05 OK (H1 -1b) Paget nttey 30 Current Date: 2/2/2009 11:19 AM Units system: English File name: P: \Current Projects \7094 -1 Digital Forest UPS Installation \NEW Antenna Project \Design\Antenna Frame Model - 1- 19- 09.adv\ Steel Code Check Report: Summary - Group by member Load conditions to be included in design : ST=DL+SL LC1= DL +SL +0.11W1 LC2= DL+SL+0.11W2 LC3= DL +SL +0.11W3 LC4= DL +SL +0.11 W4 LC5=DL+SL+0.11W5 LC6= DL +SL +0.11 W6 LC7= DL +SL +0.11W7 LC8= DL +SL +0.11W8 LC9= DL+SL+0.11W9 LC10= DL +SL +0.11W10 LC11= DL +SL+0.11W11 LC12= DL +SL+0.11W12 LC13= DL +SL +0.11W13 LC14= DL +SL +0.11W14 LC15= DL +SL +0.11W15 LC16= DL +SL +0.11W16 LC17= DL +SL +0.11W17 LC18= DL +SL +0.11W18 LC19= DL+SL +0.11W19 LC20= DL +SL +0.11W20 LC21= DL +SL +0.11W21 LC22= DL +SL +0.11W22 LC23 =DL +SL +0.11 W23 LC24= DL +SL +0.11W24 LC25= DL +SL +0.11W25 LC26= DL +SL +0.11W26 LC27= DL +SL +0.11 W 27 LC28= DL+SL +0.11W28 LC29= DL +SL +0.11W29 LC30= DL +SL +0.11 W30 LC31= DL +SL +0.11W31 LC32= DL +SL +0.11W32 LC33= DL +SL +0.11W33 LC34 =DL +SL +0.11 W34 LC35= DL +SL +0.11W35 LC36= DL +SL +0.11W36 LC37= DL +SL +0.11W37 LC38 =DL +SL +0.11 W38 LC39= DL +SL +0.11W39 LC40= DL +SL +0.11W40 LC41= DL +SL +0.11W41 LC42=DL+SL+0.11W42 LC43= DL +SL +0.11W43 LC44= DL+SL +0.11W44 LC45= DL +SL +0.11W45 LC46= DL +SL +0.11W46 LC47= DL +SL +0.11W47 LC48=DL+SL+0.11W48 LC49= DL +SL +0.11W49 LC50= DL +SL +0.11W50 LC51= DL +SL +0.11W51 LC52= DL +SL +0.11W52 LC53= DL +SL +0.11W53 LC54= DL +SL +0.11W54 LC55= DL +SL +0.11W55 LC56= DL +SL +0.11W56 Pagel LC57 =DL +SL +0.11 W57 LC58= DL +SL +0.11 W 58 LC59 =DL +SL +0.11 W59 LC60= DL +SL +0.11 W60 LC61= DL +SL +0.11W61 LC62= DL +SL +0.11W62 LC63 = DL +SL +0.11 W 63 LC64 = DL +SL +0.11 W64 LC65 =DL +SL +0.11 W65 LC66= DL +SL +0.11W66 LC67= DL +SL+0.11W67 LC68= DL+ SL +0.11 W68 LC69=DL+SL+0.11W69 LC70= DL +SL +0.11W70 LC71= DL +SL +0.11 W 71 LC72= DL +SL +0.11W72 LC73= DL +SL +0.11 W73 LC74 = DL +SL +0.11 W74 LC75 =DL +SL +0.11 W75 LC76= DL +SL +0.11 W76 LC77= DL +SL +0.11W77 LC78= Dl+ SL+0.11 W78 LC79 =DL +SL +0.11 W79 LC80= DL+ SL+ 0.11W80 LC81 =DL +SL +0.11 W81 LC82= DL +SL +0.11 W82 LC83= DL +SL +0.11W83 LC84= DL+SL +0.11W84 Description Section Member Ctrl Eq. Ratio Status Reference Column Diagonal Brace C 7X12.2 47 LC9 at 62.50% 0.07 OK (Ec. 4.9) DG 9 48 LC8 at 74.22% 0.20 OK (Ec. 4.9) DG 9 49 LC29 at 0.00% 0.04 OK (Ec. 4.9) DG 9 50 LC7 at 37.50% 0.33 OK (Ec. 4.9) DG 9 51 LC8 at 0.00% 0.02 OK (Ec. 4.9) DG 9 52 LC8 at 0.00% 0.01 OK (Ec. 4.9) DG 9 53 LC8 at 100.00% 0.01 OK (Ec. 4.9) DG 9 57 LC7 at 100.00% 0.05 OK (Ec. 4.9) DG 9 58 LC8 at 0.00% 0.42 OK (Ec. 4.9) DG 9 59 LC7 at 0.00% 0.47 OK (Ec. 4.9) DG 9 60 LC8 at 100.00% 0.08 OK (Ec. 4.9) DG 9 61 LC29 at 0.00% 0.02 OK (H1 -1b) 62 LC29 at 0.00% 0.02 OK (H1 -1b) PIPE 2x0.154 44 LC15 at 100.00% 0.06 OK (H1 -1b) 45 LC35 at 100.00% 0.09 OK (111 -1b) 46 LC8 at 100.00% 0.14 OK (H1 -1b) 56 LO5 at 100.00% 0.14 OK (H3 -6) PIPE4x0.337XS 10 LC37 at 50.00% 0.12 OK (H2 -1) 11 LC64 at 50.00% 0.15 OK (H2 -1) 12 LC63 at 50.00% 0.11 OK (H2 -1) 13 LC8 at 50.00% 0.14 OK (H1 -1b) C 7X12.2 22 LC1 at 50.00% 0.01 OK (H1 -1b) 23 LC1 at 50.00% 0.01 OK (H1 -1b) 24 LC1 at 100.00% 0.02 OK (111 -1b) 25 LC1 at 100.00% 0.02 OK (H1 -1b) 26 LC1 at 0.00% 0.02 OK (H1 -1b) 27 LC1 at 0.00% 0.02 OK (H1 -1b) LU 4X3X1_4 • 19 LC35 at 0.00% 0.08 OK (H2 -1) 20 LC36 at 0.00% 0.11 OK (H2 -1) • 21 LC37 at 100.00% 0.09 OK (H2 -1) • Lateral Beam W 14X38 3 LC1 at 100.00% 0.03 OK (Ec. 4.9) DG 9 4 LC1 at 100.00% 0.03 OK (Ec. 4.9) DG 9 • 5 LC65 at 50.00% 0.02 OK (H1 lb) 6 LC5 at 50.00% 0.01 OK (H1 -1b) • 7 LC15 at 100.00% 0.03 OK (Ec. 4.9) DG 9 LESSER -POST PIPE 3x0.216 31 LC35 at 43.75% 0.16 OK (H3 -6) • 32 LC29 at 43.75% 0.11 OK (H3 -6) • Long Beam W 10X19 30 LC29 at 75.78% 0.25 OK (H1 -1b) W 14X38 1 LC43 at 49.22% 0.08 OK (Ec. 4.9) DG 9 • 55 LC7 at 49.65% 0.11 OK (Ec. 4.9) DG 9 • SMALL -DIAG LU4X3X1_4 35 LC35 at 0.00% 0.06 OK (H2 -1) 36 LC29 at 100.00% 0.04 OK (H2 -1) • TORQUE -TUBE HSS_RECT 14X6X3 8 8 LC37 at 0.00% 0.05 OK (H1 -1b) • 9 LC65 at 100.00% 0.05 OK (H1 -1b) • • • • • • • • • • • • • • • • • • • Page3 • Ben ley 33 Current Date: 2/2 /2009 11:36 AM Units system: English File name: P: \Current Projects \7094 -1 Digital Forest UPS Installation\NEW Antenna Project \Design\Antenna Frame Model - 1- 19- 09.adv\ List of materials Note.- Only the graphically selected members and shells are listed Members: Profile Material Uweight Length Weight [Kip /ft] [ft] [Kip] C 7X12.2 A36 1.23E -02 97.935 1.202 1111111•1111PMM 1111111111111 W i4xli AAcil k." 4.46E -02 11.500 0.513 LU 4X3X1_4 A36 5.76E -03 53.071 0.306 PIPE 2X0.154 A500 GRB ROUNDED 3.62E -03 5.500 0.020 PIPE 3X0.216 A500 GRB ROUNDED 7.54E -03 12.000 0.090 PIPE 4X0.337XS A500 GRB ROUNDED 1.49E -02 24.000 0.358 W 10X19 A992 GR50 1.90E -02 19.500 0.371 W 14X38 A992 GR50 3.79E -02 69.000 2.613 Total weight [Kip] 5.473 Shells: Thickness Material Uweight Area Weight [in] [Kip /ft2] [ft2] [Kip] 0.04740 A653 SS GR33 1.94E -03 163.603 0.317 Total weight [Kip] 0.317 Pagel dnr- Bentley faurrent Date: 2/2/2009 11:43 AM its system: English File name: P: \Current Projects \7094 -1 Digital Forest UPS Installation \NEW Antenna Project \Design\Antenna Frame Model - 1- 19- 09.adv\ 3�1 • • • • • • • • • • • • • AT tAor0- A•rttWr►Pt (,I P (rf.4't MPNifr\&t) \ 0 (4p4MI O Ex. LA A °irk Qtoc jA• A w," NrS Current Date: 2/2/2009 11:43 AM Units system: English File name: P: \Current Projects17094 -1 Digital Forest UPS Installation \NEW Antenna Project \Design\Antenna Frame Model - 1- 19- 09.adv1 A Gig(. MOM etsrt D( a ti N1 Ohl ) Beniteu Current Date: 2/2 /2009 11:49 AM its system: English le name: P: \Current Projects\7094 -1 Digital Forest UPS Installation \NEW Antenna Project \Design'Antenna Frame Model - 1- 19- 09.adv\ • • • .tom�q� t B nnt SpY� L I i d Current Date: 2/2/2009 11:44 AM Units system: English Fife name: P: \Current Projects \7094 -1 Digital Forest UPS Installation \NEW Antenna Project \Design\Antenna Frame Model - 1- 19- 09.advt 4d?- ukow OItiG. An • B enhey • Current Date: 2/2/2009 3:00 PM Units system: English • File name: P: \Current Projects \7094 -1 Digital Forest UPS Installation \NEW Antenna Project\Design\Antenna Frame Model - 1- 19- 09.adv\ • Geometry data 3� • GLOSSARY • Cb22, Cb33 : Moment gradient coefficients Cm22, Cm33 : Coefficients applied to bending term in interaction formula d0 : Tapered member section depth at J end of member • DJX : Rigid end offset distance measured from J node in axis X DJY : Rigid end offset distance measured from J node in axis Y • DJZ : Rigid end offset distance measured from J node in axis Z DKX : Rigid end offset distance measured from K node in axis X • DKY : Rigid end offset distance measured from K node in axis Y DKZ : Rigid end offset distance measured from K node in axis Z • dL : Tapered member section depth at K end of member Ig factor : Inertia reduction factor (Effective Inertia/Gross Inertia) for reinforced concrete members K22 : Effective length factor about axis 2 • K33 : Effective length factor about axis 3 L22 : Member length for calculation of axial capacity • L33 : Member length for calculation of axial capacity LB pos : Lateral unbraced length of the compression flange in the positive side of local axis 2 • LB neg : Lateral unbraced length of the compression flange in the negative side of local axis 2 RX : Rotation about X RY : Rotation about Y • RZ : Rotation about Z TO : 1 = Tension only member 0 = Normal member • TX : Translation in X TY : Translation in Y • TZ : Translation in Z • Nodes • Node X Y Z Rigid Floor • [ft) [ft] [ftl • 18 0.00 -6.00 6.00 0 19 0.00 -6.00 0.00 0 • 20 19.50 -6.00 6.00 0 21 19.50 -6.00 0.00 0 32 19.50 -6.00 -3.00 0 • 33 0.00 -6.00 -3.00 0 1 0.00 0.00 0.00 0 • 2 0.00 0.00 6.00 0 3 4.00 0.00 0.00 0 • 4 4.00 0.00 3.00 0 5 4.00 0.00 6.00 0 • 6 9.75 0.00 0.00 0 7 9.75 0.00 3.00 0 8 9.75 0.00 6.00 0 • 9 15.50 0.00 0.00 0 10 15.50 0.00 3.00 0 • 11 15.50 0.00 6.00 0 12 19.50 0.00 0.00 0 • 13 19.50 0.00 6.00 0 14 0.00 -3.00 6.00 0 • 15 0.00 -3.00 0.00 0 16 19.50 -3.00 6.00 0 • Pagel • 17 19.50 -3.00 0.00 0 22 19.50 -0.50 6.00 0 23 19.50 -0.50 0.00 0 24 0.00 -0.50 6.00 0 25 0.00 -0.50 0.00 0 26 2.00 0.00 3.00 0 27 17.50 0.00 3.00 0 28 3.75 0.00 0.00 0 29 15.75 0.00 0.00 0 30 3.75 0.00 -3.00 0 31 19.50 0.00 -3.00 0 34 11.75 0.00 -3.00 0 35 11.75 0.00 0.00 0 36 7.75 0.00 0.00 0 37 7.75 0.00 -3.00 0 38 17.00 0.00 -3.00 0 39 19.50 -2.50 -3.00 0 40 2.50 0.00 -3.00 0 41 0.00 -2.50 -3.00 0 42 15.75 0.00 -3.00 0 43 0.00 0.00 -3.00 0 46 4.00 1.375 3.00 0 47 15.50 1.375 0.901 0 48 3.237 1.375 -0.927 0 49 14.737 1.375 -3.00 0 50 15.50 0.00 0.901 0 51 14.737 0.00 -3.00 0 53 3.4171 0.00 0.00 0 54 3.4171 1.375 0.00 0 55 6.112 1.375 - 1.4453 0 56 8.987 1.375 - 1.9635 0 57 11.862 1.375 - 2.4818 0 58 12.625 1.375 1.4257 0 59 9.75 1.375 1.9505 0 60 6.875 1.375 2.4753 0 Restraints Node TX TY TZ RX RY RZ 18 1 1 1 0 0 0 19 1 1 1 0 0 0 20 1 1 1 0 0 0 21 1 1 1 0 0 0 32 1 1 1 0 0 0 33 1 1 1 0 0 0 Members Paget • • Member NJ NK Description Section Material d0 dL Ig factor [in] [in] 1 2 13 Long Beam W 14X38 A992 Gr50 0.00 0.00 0.00 • 3 12 13 Lateral Beam W 14X38 A992 Gr50 0.00 0.00 0.00 4 1 2 Lateral Beam W 14X38 A992 Gr50 0.00 0.00 0.00 • 5 5 3 Lateral Beam W 14X38 A992 Gr50 0.00 0.00 0.00 6 8 6 Lateral Beam W 14X38 A992 Gr50 0.00 0.00 0.00 • 7 11 9 Lateral Beam W 14X38 A992 Gr50 0.00 0.00 0.00 8 7 10 TORQUE -TUBE HSS_RECT 14X6X3_8 A992 Gr50 0.00 0.00 0.00 • 9 4 7 TORQUE -TUBE HSS_RECT 14X6X3_8 A992 Gr50 0.00 0.00 0.00 10 2 18 Column PIPE 4x0.337XS A500 GrB rounded 0.00 0.00 0.00 11 1 19 Column PIPE 4x0.337XS A500 GrB rounded 0.00 0.00 0.00 • 12 13 20 Column PIPE 4x0.337XS A500 GrB rounded 0.00 0.00 0.00 13 12 21 Column PIPE 4x0.337XS A500 GrB rounded 0.00 0.00 0.00 • 14 23 16 Diagonal Brace LU 4X3X1_4 A36 0.00 0.00 0.00 15 17 22 Diagonal Brace LU 4X3X1_4 A36 0.00 0.00 0.00 • 16 24 15 Diagonal Brace LU 4X3X1_4 A36 0.00 0.00 0.00 17 14 25 Diagonal Brace LU 4X3X1_4 A36 0.00 0.00 0.00 . 18 9 17 Diagonal Brace LU 4X3X1_4 A36 0.00 0.00 0.00 19 16 11 Diagonal Brace LU 4X3X1_4 A36 0.00 0.00 0.00 20 15 3 Diagonal Brace LU 4X3X1_4 A36 0.00 0.00 0.00 • 21 5 14 Diagonal Brace LU 4X3X1_4 A36 0.00 0.00 0.00 22 13 9 Diagonal Brace C 7X12.2 A36 0.00 0.00 0.00 • 23 2 3 Diagonal Brace C 7X12.2 A36 0.00 0.00 0.00 24 1 26 Diagonal Brace C 7X12.2 A36 0.00 0.00 0.00 • 25 11 27 Diagonal Brace C 7X12.2 A36 0.00 0.00 0.00 26 26 5 Diagonal Brace C 7X12.2 A36 0.00 0.00 0.00 27 27 12 Diagonal Brace C 7X12.2 A36 0.00 0.00 0.00 • 30 43 31 Long Beam W 10X19 A992 Gr50 0.00 0.00 0.00 31 31 32 LESSER -POST PIPE 3x0.216 A500 GrB rounded 0.00 0.00 0.00 • 32 43 33 LESSER -POST PIPE 3x0.216 A500 GrB rounded 0.00 0.00 0.00 35 39 38 SMALL -DIAG LU 4X3X1_4 A36 0.00 0.00 0.00 • 36 40 41 SMALL -DIAG LU 4X3X1_4 A36 0.00 0.00 0.00 44 47 50 PIPE 2x0.154 A500 GrB rounded 0.00 0.00 0.00 • 45 46 4 PIPE 2x0.154 A500 GrB rounded 0.00 0.00 0.00 46 54 53 PIPE 2x0.154 A500 GrB rounded 0.00 0.00 0.00 • 47 48 46 C 7X12.2 A36 0.00 0.00 0.00 48 46 47 C 7X12.2 A36 0.00 0.00 0.00 49 47 49 C 7X12.2 A36 0.00 0.00 0.00 • 50 48 49 C 7X12.2 A36 0.00 0.00 0.00 51 58 57 C 7X12.2 A36 0.00 0.00 0.00 • 52 59 56 C 7X12.2 A36 0.00 0.00 0.00 53 60 55 C 7X12.2 A36 0.00 0.00 0.00 • 55 1 12 Long Beam W 14X38 A992 Gr50 0.00 0.00 0.00 56 49 51 PIPE 2x0.154 A500 GrB rounded 0.00 0.00 0.00 • 57 57 47 C 7X12.2 A36 0.00 0.00 0.00 58 58 56 C 7X12.2 A36 0.00 0.00 0.00 59 56 60 C 7X12.2 A36 0.00 0.00 0.00 • 60 55 46 C 7X12.2 A36 0.00 0.00 0.00 61 12 31 C 7X12.2 A36 0.00 0.00 0.00 • 62 1 43 C 7X12.2 A36 0.00 0.00 0.00 • • • Hinges q • • • • Page3 • Node -J Node -K Member M33 M22 V3 V2 M33 M22 V3 V2 TOR AXL Axial rigidity 10 0 0 0 0 1 1 0 0 0 0 Full 11 0 0 0 0 1 1 0 0 0 0 Full 12 0 0 0 0 1 1 0 0 0 0 Full 13 0 0 0 0 1 1 0 0 0 0 Full 14 1 0 0 0 1 0 0 0 0 0 Full 15 1 0 0 0 1 0 0 0 0 0 Full 16 1 0 0 0 1 0 0 0 0 0 Full 17 1 0 0 0 1 0 0 0 0 0 Full 18 1 0 0 0 1 0 0 0 0 0 Full 19 1 0 0 0 1 0 0 0 0 0 Full 20 1 0 0 0 1 0 0 0 0 0 Full 21 1 0 0 0 1 0 0 0 0 0 Full 22 1 0 0 0 1 0 0 0 0 0 Full 23 1 0 0 0 1 0 0 0 0 0 Full 24 1 0 0 0 0 0 0 0 0 0 Full 25 1 0 0 0 0 0 0 0 0 0 Full 26 0 0 0 0 1 0 0 0 0 0 Full 27 0 0 0 0 1 0 0 0 0 0 Full 30 1 0 0 0 1 0 0 0 0 0 Full 31 1 1 0 0 1 1 0 0 0 0 Full 32 1 1 0 0 1 1 0 0 0 0 Full 35 1 0 0 0 1 0 0 0 0 0 Full 36 1 0 0 0 1 0 0 0 0 0 Full 44 1 1 0 0 0 0 0 0 0 0 Full 45 1 1 0 0 0 0 0 0 0 0 Full 46 1 1 0 0 0 0 0 0 0 0 Full 47 1 1 0 0 1 1 0 0 0 0 Full 48 1 1 0 0 1 1 0 0 0 0 Full 49 1 0 0 0 1 0 0 0 0 0 Full 50 1 1 0 0 1 1 0 0 0 0 Full 51 1 1 0 0 1 1 0 0 0 0 Full 52 1 1 0 0 1 1 0 0 0 0 Full 53 1 1 0 0 1 1 0 0 0 0 Full 56 1 1 0 0 0 0 0 0 0 0 Full 57 1 0 0 0 1 0 0 0 0 0 Full 58 1 0 0 0 1 0 0 0 0 0 Full 59 1 0 0 0 1 0 0 0 0 0 Full 60 1 0 0 0 1 0 0 0 0 0 Full 61 1 0 0 0 1 0 0 0 0 0 Full 62 1 0 0 0 1 0 0 0 0 0 Full Shells q'` Shell N1 N2 N3 N4 Description Material Thickness [in] 1 2 13 1 12 A653 SS Gr33 0.0474 2 46 47 48 49 A653 SS Gr33 0.0474 Page4 • • :r275 Bent i tf2 • Current Date: 2/2/2009 3:02 PM Units system: English • File name: P: \Current Projects \7094 -1 Digital Forest UPS Installation \NEW Antenna Project \Design\Antenna Frame Model - 1- 19- 09.adv\ • Load data • GLOSSARY • Comb : Indicates if load condition is a load combination • Load conditions • Condition Description • Comb. Category • DL Dead Load No DL SL Snow Load No SNOW W1 TO -0 No WIND • W2 TO -30 No WIND W3 TO -60 No WIND • W4 TO -90 No WIND W5 TO -120 No WIND • W6 TO -150 No WIND W7 TO -180 No WIND W8 T30-0 No WIND W18 T60 -90 No WIND W19 T60 -120 No WIND • W20 T60 -150 No WIND W21 T60 -180 No WIND • W22 T80 -0 No WIND W23 T80 -30 No WIND • W24 T80-60 No WIND W25 T80 -90 No WIND W26 T80 -120 No WIND • W27 T80 -150 No WIND W28 T80 -180 No WIND • W29 L0 -0 No WIND W30 L0 -30 No WIND • W31 L0 -60 No WIND W32 L0 -90 No WIND • W33 LO -120 No WIND W34 LO 150 No WIND W35 L0 -180 No WIND • W36 L30 -0 No WIND W37 L30 -30 No WIND • W38 L30-60 No WIND W39 L30 -90 No WIND • W40 L30 -120 No WIND W41 L30 -150 No WIND • W42 L30180 No WIND W43 L60-0 No WIND • Pagel • W44 L60-30 No WIND W45 L60-60 No WIND W46 L60-90 No WIND W47 L60 -120 No WIND W48 L60 -150 No WIND W49 L60 -180 No WIND W50 L80 -0 No WIND W51 L80-30 No WIND W52 L80-60 No WIND W53 L80 -90 No WIND W54 L80 -120 No WIND W55 L80 -150 No WIND W56 L80 -180 No WIND W57 A0 -0 No WIND W58 A0 -30 No WIND W59 A0-60 No WIND W60 A0 -90 No WIND W61 A0 -120 No WIND W62 A0 -150 No WIND W63 A0 -180 No WIND W64 A30 -0 No WIND W65 A30 -30 No WIND W66 A30 -60 No WIND W67 A30-90 No WIND W68 A30 -120 No WIND W69 A30 -150 No WIND W70 A30 -180 No WIND W71 A60 -0 No WIND W72 A60 -30 No WIND W73 A60-60 No WIND W74 A60 -90 No WIND W75 A60 -120 No WIND W76 A60 -150 No WIND W77 A60 -180 No WIND W78 A80 -0 No WIND W79 A80-30 No WIND W80 A80-60 No WIND W81 A80 -90 No WIND W82 A80 -120 No WIND W83 A80 -150 No WIND W84 A0 -180 No WIND ST DL +SL Yes LC1 DL +SL +0.11W1 Yes LC2 DL +SL +0.11 W2 Yes LC3 DL +SL +0.11W3 Yes LC4 DL +SL +0.11W4 Yes LC5 DL +SL +0.11W5 Yes LC6 DL +SL +0.11W6 Yes LC7 DL +SL +0.11 W7 Yes LC8 DL +SL +0.11W8 Yes LC9 DL +SL +0.11 W9 Yes LC10 DL +SL +0.11W10 Yes LC11 DL +SL +0.11W11 Yes LC12 DL +SL +0.11W12 Yes LC13 DL +SL +0.11W13 Yes LC14 DL +SL +0.11W14 Yes LC15 DL +SL +0.11W15 Yes LC16 DL +SL +0.11W16 Yes LC17 DL +SL +0.11W17 Yes LC18 DL +SL +0.11W18 Yes Paget • LC19 DL +SL +0.11W19 Yes LC20 DL +SL +0.11 W20 Yes • LC21 DL +SL +0.11W21 Yes LC22 DL +SL +0.11 W22 Yes • LC23 DL +SL +0.11W23 Yes LC24 DL +SL +0.11W24 Yes • LC25 DL +SL +0.11 W25 Yes LC26 DL +SL +0.11 W26 Yes LC27 DL +SL +0.11W27 Yes • LC28 DL +SL +0.11 W28 Yes LC29 DL +SL +0.11 W29 Yes • LC30 DL +SL +0.11W30 Yes LC31 DL +SL +0.11W31 Yes • LC32 DL +SL +0.11W32 Yes LC33 DL +SL +0.11W33 Yes • LC34 DL +SL +0.11W34 Yes LC35 DL +SL +0.11W35 Yes LC36 DL +SL +0.11W36 Yes • LC37 DL +SL +0.11W37 Yes LC38 DL +SL +0.11W38 Yes • LC39 DL +SL +0.11W39 Yes LC40 DL +SL +0.11W40 Yes • LC41 DL +SL +0.11W41 Yes LC42 DL +SL +0.11W42 Yes • LC43 DL +SL +0.11W43 Yes LC44 DL +SL +0.11 W44 Yes LC45 DL +SL +0.11 W45 Yes • LC46 DL +SL +0.11 W46 Yes LC47 DL +SL +0.11W47 Yes • LC48 DL +SL +0.11W48 Yes LC49 DL +SL +0.11W49 Yes • LC50 DL +SL +0.11W50 Yes LC51 DL +SL +0.11W51 Yes • LC52 DL +SL +0.11W52 Yes LC53 DL +SL +0.11 W53 Yes LC54 DL +SL +0.11W54 Yes • LC55 DL +SL +0.11W55 Yes LC56 DL +SL +0.11W56 Yes • LC57 DL +SL +0.11W57 Yes LC58 DL +SL +0.11W58 Yes • LC59 DL +SL +0.11 W59 Yes LC60 DL +SL +0.11W60 Yes • LC61 DL +SL +0.11W61 Yes LC62 DL +SL +0.11W62 Yes LC63 DL +SL +0.11W63 Yes • LC64 DL +SL +0.11W64 Yes LC65 DL +SL +O.11W65 Yes • LC66 DL +SL +0.11W66 Yes LC67 DL +SL +0.11W67 Yes • LC68 DL +SL +0.11W68 Yes LC69 DL +SL +0.11W69 Yes LC70 DL +SL +0.11W70 Yes • LC71 DL +SL +0.11W71 Yes LC72 DL +SL +0.11W72 Yes • LC73 DL +SL +0.11W73 Yes LC74 DL +SL +0.11W74 Yes • LC75 DL +SL +0.11W75 Yes LC76 DL +SL +0.11W76 Yes • LC77 DL +SL +0.11W77 Yes LC78 DL +SL +0.11W78 Yes • • • • Page3 • LC79 DL +SL +0.11W79 Yes LC80 DL +SL +0.11W80 Yes LC81 DL +SL +0.11W81 Yes LC82 DL +SL +0.11W82 Yes LC83 DL +SL +0.11W83 Yes LC84 DL+SL+0.11W84 Yes Load on nodes Condition Node FX FY FZ MX MY MZ [Kip] [Kip] [Kip] [Kip'ft] [Kip'ft] [Kip'ft] SL 49 0.00 -0.75 0.00 0.00 0.00 0.00 W1 7 0.00 -1.70 -3.10 -19.20 0.00 0.00 W2 7 -0.10 -1.70 -3.00 -18.00 -1.00 0.70 W3 7 -0.20 -1.70 -2.80 -16.80 -2.00 1.30 W4 7 0.30 -1.70 0.30 2.80 3.20 -2.00 W5 7 0.40 -1.70 0.90 6.60 3.70 -2.40 W6 7 0.20 -1.70 1.50 10.20 1.90 -1.20 W7 7 0.00 -1.70 2.10 13.70 0.00 0.00 W8 7 0.00 -6.70 -2.50 -13.40 -0.10 0.20 W9 7 -0.10 -6.60 -2.50 -13.20 -0.90 1.20 W10 7 -0.10 -5.70 -2.00 -11.00 -1.00 1.30 W11 7 0.30 -1.90 0.30 2.20 2.60 -3.40 W12 7 0.40 -1.40 0.80 6.10 2.90 -3.80 W13 7 0.20 -1.00 1.20 9.10 1.60 -2.10 W14 7 0.00 -0.70 1.40 10.50 0.10 0.00 W15 7 0.00 -9.30 -1.20 -5.00 0.00 0.00 W16 7 -0.10 -8.10 -1.10 -5.10 -0.30 1.00 W17 7 0.10 -5.10 -0.60 -3.60 0.30 -0.80 W18 7 0.30 -1.60 0.20 1.10 1.40 -4.30 W19 7 0.30 -1.10 0.40 4.10 1.40 -4.20 W20 7 0.20 -0.80 0.70 6.90 0.90 -2.70 W21 7 0.00 -0.70 0.80 8.10 0.00 0.00 W22 7 0.00 -4.20 -0.30 -2.90 0.00 0.00 W23 7 0.10 -3.80 -0.20 -2.70 0.10 -1.20 W24 7 0.20 -2.80 -0.20 -1.90 0.30 -2.80 W25 7 0.30 -1.40 0.10 0.30 0.40 -4.50 W26 7 0.30 -1.20 0.20 2.70 0.40 -4.00 W27 7 0.20 -1.10 0.40 4.60 0.20 -2.40 W28 7 0.00 -1.00 0.40 5.40 0.00 0.00 W29 7 -3.10 -1.70 0.00 0.00 0.00 -19.20 W30 7 -3.00 -1.70 -0.10 0.70 -1.00 -18.00 W31 7 -2.80 -1.70 -0.20 1.30 -2.00 -16.80 W32 7 0.30 -1.70 0.30 -2.00 3.20 2.80 W33 7 0.90 -1.70 0.40 -2.40 3.70 6.60 W34 7 1.50 -1.70 0.20 -1.20 1.90 10.20 W35 7 2.10 -1.70 0.00 0.00 0.00 13.70 W36 7 -2.50 -6.70 0.00 0.20 -0.10 -13.40 W37 7 -2.50 -6.60 -0.10 1.20 -0.90 -13.20 W38 7 -2.00 -5.70 -0.10 1.30 -1.00 -11.00 W39 7 0.30 -1.90 0.30 -3.40 2.60 2.20 W40 7 0.80 -1.40 0.40 -3.80 2 90 6.10 W41 7 1.20 -1.00 0.20 -2.10 1.60 9.10 W42 7 1.40 -0.70 0.00 0.00 0.10 10.50 W43 7 -1.20 -9.30 0.00 0.00 0.00 -5.00 W44 7 -1.10 -8.10 -0.10 1.00 -0.30 -5.10 Page4 • W45 7 -0.60 -5.10 0.10 -0.80 0.30 -3.60 • W46 7 0.20 -1.60 0.30 -4.30 1.40 1.10 W47 7 0.40 -1.10 0.30 -4.20 1.40 4.10 W48 7 0.70 -0.80 0.20 -2.70 0.90 6.90 • W49 7 0.80 -0.70 0.00 0.00 0.00 8.10 W50 7 -0.30 -4.20 0.00 0.00 0.00 -2.90 • W51 7 -0.20 -3.80 0.10 -1.20 0.10 -2.70 W52 7 -0.20 -2.80 0.20 -2.80 0.30 -1.90 • W53 7 0.10 -1.40 0.30 -4.50 0.40 0.30 W54 7 0.20 -1.20 0.30 -4.00 0.40 2.70 W55 7 0.40 -1.10 0.20 -2.40 0.20 4.60 • W56 7 0.40 -1.00 0.00 0.00 0.00 5.40 W57 7 -2.20 -1.70 -2.20 -13.60 0.00 13.60 • W58 7 -2.20 -1.70 -2.00 -12.30 -1.00 13.20 W59 7 -2.10 -1.70 -1.80 -11.00 -2.00 12.80 • W60 7 0.50 -1.70 0.00 0.50 3.20 -3.40 W61 7 0.90 -1.70 0.40 2.90 3.70 -6.40 • W62 7 1.20 -1.70 0.90 6.30 1.90 -8.00 W63 7 1.50 1.70 1.50 9.70 0.00 -9.70 W64 7 -1.80 -6.70 -1.80 -9.30 -0.10 9.60 • W65 7 -1.80 -6.60 -1.70 -8.50 -0.90 10.20 W66 7 -1.50 -5.70 -1.30 -6.90 -1.00 8.70 • W67 7 0.40 -1.90 0.00 -0.90 2.60 -3.90 W68 7 0.80 -1.40 0.30 1.60 2.90 -7.00 • W69 7 1.00 -1.00 0.70 5.00 1.60 -8.00 W70 7 1.00 -0.70 1.00 7.40 0.10 -7.50 • W71 7 -0.90 -9.30 -0.90 -3.50 0.00 3.50 W72 7 0.80 8.10 0.70 2.90 -0.30 4.30 W73 7 -0.40 -5.10 -0.50 -3.10 0.30 2.00 • W74 7 0.30 -1.60 -0.10 -2.30 1.40 -3.80 W75 7 0.50 -1.10 0.10 0.00 1.40 -5.90 • W76 7 0.60 -0.80 0.30 2.90 0.90 -6.80 W77 7 0.60 -0.70 0.60 5.80 0.00 -5.70 • W78 7 -0.20 -4.20 -0.20 -2.00 0.00 2.10 W79 7 -0.10 -3.80 -0.20 -2.80 0.10 1.10 • W80 7 0.00 -2.80 -0.30 -3.40 0.30 -0.70 W81 7 0.30 1.40 0.20 3.00 0.40 -3.40 W82 7 0.40 -1.20 0.00 -0.90 0.40 -4.80 • W83 7 0.40 -1.10 0.10 1.60 0.20 -5.00 W84 7 0.30 -1.00 0.30 3.80 0.00 -3.80 • • • Load on shells C7 Condition Shell Pressure Temp. [Kip /ft2J [F) • DL 1 -0.003 0.00 2 -0.003 0.00 • SL 1 -0.025 0.00 2 -0.025 0.00 • Self weight multipliers for Toad conditions • • • • • Pages • Self weight multiplier Condition Description Comb. MuItX MultY MuItZ DL Dead Load No 0.00 -1.00 0.00 SL Snow Load No 0.00 0.00 0.00 W1 TO-0 No 0.00 0.00 0.00 W2 TO -30 No 0.00 0.00 0.00 W3 TO -60 No 0.00 0.00 0.00 W4 TO -90 No 0.00 0.00 0.00 W5 TO -120 No 0.00 0.00 0.00 W6 TO -150 No 0.00 0.00 0.00 W7 TO -180 No 0.00 0.00 0.00 W8 T30 -0 No 0.00 0.00 0.00 W9 T30 -30 No 0.00 0.00 0.00 W10 T30-60 No 0.00 0.00 0.00 W11 T30 -90 No 0.00 0.00 0.00 W12 T30 -120 No 0.00 0.00 0.00 W13 T30 -150 No 0.00 0.00 0.00 W14 T30 -180 No 0.00 0.00 0.00 W15 T60-0 No 0.00 0.00 0.00 W16 T60-30 No 0.00 0.00 0.00 W17 T60-60 No 0.00 0.00 0.00 W18 T60 -90 No 0.00 0.00 0.00 W19 T60 -120 No 0.00 0.00 0.00 W20 T60 -150 No 0.00 0.00 0.00 W21 T60 -180 No 0.00 0.00 0.00 W22 T80-0 No 0.00 0.00 0.00 W23 T80-30 No 0.00 0.00 0.00 W24 T80 -60 No 0.00 0.00 0.00 W25 T80 -90 No 0.00 0.00 0.00 W26 T80 -120 No 0.00 0.00 0.00 W27 T80 -150 No 0.00 0.00 0.00 W28 T80 -180 No 0.00 0.00 0.00 W29 L0 -0 No 0.00 0.00 0.00 W30 L0 -30 No 0.00 0.00 0.00 W31 LO-60 No 0.00 0.00 0.00 W32 L0 -90 No 0.00 0.00 0.00 W33 L0 -120 No 0.00 0.00 0.00 W34 L0-150 No 0.00 0.00 0.00 W35 LO-180 No 0.00 0.00 0.00 W36 L30-0 No 0.00 0.00 0.00 W37 L30 -30 No 0.00 0.00 0.00 W38 L30-60 No 0.00 0.00 0.00 W39 L30 -90 No 0.00 0.00 0.00 W40 L30 -120 No 0.00 0.00 0.00 W41 L30 -150 No 0.00 0.00 0.00 W42 L30 -180 No 0.00 0.00 0.00 W43 L60 -0 No 0.00 0.00 0.00 W44 L60 -30 No 0.00 0.00 0.00 W45 L60-60 No 0.00 0.00 0.00 W46 L60 -90 No 0.00 0.00 0.00 W47 L60 -120 No 0.00 0.00 0.00 W48 L60 -150 No 0.00 0.00 0.00 W49 L60 -180 No 0.00 0.00 0.00 W50 L80-0 No 0.00 0.00 0.00 W51 L80 -30 No 0.00 0.00 0.00 W52 L80 -60 No 0.00 0.00 0.00 W53 L80-90 No 0.00 0.00 0.00 W54 L80 -120 No 0.00 0.00 0.00 W55 L80 -150 No 0.00 0.00 0.00 W56 L80 -180 No 0.00 0.00 0.00 W57 A0 -0 No 0.00 0.00 0.00 Page6 • W58 A0 -30 No 0.00 0.00 0.00 • W59 A0-60 No 0.00 0.00 0.00 W60 A0-90 No 0.00 0.00 0.00 W61 A0 -120 No 0.00 0.00 0.00 • W62 A0 -150 No 0.00 0.00 0.00 W63 A0 -180 No 0.00 0.00 0.00 • W64 A30 -0 No 0.00 0.00 0.00 W65 A30-30 No 0.00 0.00 0.00 • W66 A30 -60 No 0.00 0.00 0.00 W67 A30-90 No 0.00 0.00 0.00 • W68 A30 -120 No 0.00 0.00 0.00 W69 A30 -150 No 0.00 0.00 0.00 W70 A30 -180 No 0.00 0.00 0.00 • W71 A60 -0 No 0.00 0.00 0.00 W72 A60 -30 No 0.00 0.00 0.00 • W73 A60-60 No 0.00 0.00 0.00 W74 A60 -90 No 0.00 0.00 0.00 • W75 A60 -120 No 0.00 0.00 0.00 W76 A60 -150 No 0.00 0.00 0.00 • W77 A60 -180 No 0.00 0.00 0.00 W78 A80 0 No 0.00 0.00 0.00 W79 A80 -30 No 0.00 0.00 0.00 • W80 A80 -60 No 0.00 0.00 0.00 W81 A80 -90 No 0.00 0.00 0.00 • W82 A80 -120 No 0.00 0.00 0.00 W83 A80 -150 No 0.00 0.00 0.00 • W84 A0 -180 No 0.00 0.00 0.00 ST DL +SL Yes 0.00 0.00 0.00 LC1 DL +SL +0.11W1 Yes 0.00 0.00 0.00 • LC2 DL+SL+0.11W2 Yes 0.00 0.00 0.00 LC3 DL+SL+0.11W3 Yes 0.00 0.00 0.00 • LC4 DL +SL +0.11W4 Yes 0.00 0.00 0.00 LC5 DL +SL +0.11 W5 Yes 0.00 0.00 0.00 • LC6 DL+SL+0.11W6 Yes 0.00 0.00 0.00 LC7 DL +SL +0.11W7 Yes 0.00 0.00 0.00 • LC8 DL +SL +0.11W8 Yes 0.00 0.00 0.00 LC9 DL+SL+0.11W9 W9 Yes 0.00 0.00 0.00 LC10 DL +SL +0.11W10 Yes 0.00 0.00 0.00 • LC11 DL +SL +0.11W11 Yes 0.00 0.00 0.00 LC 12 DL +SL +0.11 W 12 Yes 0.00 0.00 0.00 • LC13 DL +SL +0.11W13 Yes 0.00 0.00 0.00 LC14 DL +SL +0.11W14 Yes 0.00 0.00 0.00 • LC15 DL +SL +0.11W15 Yes 0.00 0.00 0.00 LC16 DL +SL +0.11W16 Yes 0.00 0.00 0.00 • LC17 DL +SL +0.11W17 Yes 0.00 0.00 0.00 LC18 DL +SL +0.11W18 Yes 0.00 0.00 0.00 LC19 DL +SL +0.11W19 Yes 0.00 0.00 0.00 • LC20 DL+SL+0.11W20 Yes 0.00 0.00 0.00 LC21 DL +SL +0.11W21 Yes 0.00 0.00 0.00 • LC22 DL +SL +0.11W22 Yes 0.00 0.00 0.00 LC23 DL +SL +0.11W23 Yes 0.00 0.00 0.00 • LC24 DL+SL+0.11W24 Yes 0.00 0.00 0.00 LC25 DL +SL +0.11W25 Yes 0.00 0.00 0.00 • LC26 DL+SL+0.11W26 Yes 0.00 0.00 0.00 LC27 DL+SL+0.11W27 W27 Yes 0.00 0.00 0.00 LC28 DL+SL+0.11W28 Yes 0.00 0.00 0.00 • LC29 DL +SL +0.11W29 Yes 0.00 0.00 0.00 LC30 DL +SL +0.11W30 Yes 0.00 0.00 0.00 • LC31 DL +SL +0.11W31 Yes 0.00 0.00 0.00 • • • • Page7 • LC32 DL +SL +0.11W32 Yes 0.00 0.00 0.00 LC33 DL +SL +0.11W33 Yes 0.00 0.00 0.00 LC34 DL +SL +0.11W34 Yes 0.00 0.00 0.00 LC35 DL +SL +0.11W35 Yes 0.00 0.00 0.00 LC36 DL +SL +0.11W36 Yes 0.00 0.00 0.00 LC37 DL +SL +0.11 W37 Yes 0.00 0.00 0.00 LC38 DL +SL +0.11W38 Yes 0.00 0.00 0.00 LC39 DL +SL +0.11W39 Yes 0.00 0.00 0.00 LC40 DL +SL +0.11W40 Yes 0.00 0.00 0.00 LC41 DL +SL +0.11W41 Yes 0.00 0.00 0.00 LC42 DL +SL +0.11W42 Yes 0.00 0.00 0.00 LC43 DL +SL +0.11W43 Yes 0.00 0.00 0.00 LC44 DL +SL +0.11 W44 Yes 0.00 0.00 0.00 LC45 DL +SL +0.11W45 Yes 0.00 0.00 0.00 LC46 DL+SL+0.11W46 Yes 0.00 0.00 0.00 LC47 DL +SL +0.11 W47 Yes 0.00 0.00 0.00 LC48 DL +SL +0.11W48 Yes 0.00 0.00 0.00 LC49 DL +SL +0.11W49 Yes 0.00 0.00 0.00 LC50 DL +SL +0.11W50 Yes 0.00 0.00 0.00 LC51 DL +SL +0.11W51 Yes 0.00 0.00 0.00 LC52 DL +SL +0.11W52 Yes 0.00 0.00 0.00 LC53 DL +SL +0.11W53 Yes 0.00 0.00 0.00 LC54 DL +SL +0.11W54 Yes 0.00 0.00 0.00 LC55 DL +SL +0.11W55 Yes 0.00 0.00 0.00 LC56 DL +SL +0.11W56 Yes 0.00 0.00 0.00 LC57 DL +SL +0.11W57 Yes 0.00 0.00 0.00 LC58 DL +SL +0.11W58 Yes 0.00 0.00 0.00 LC59 DL +SL +0.11W59 Yes 0.00 0.00 0.00 LC60 DL +SL +0.11W60 Yes 0.00 0.00 0.00 LC61 DL +SL +0.11W61 Yes 0.00 0.00 0.00 LC62 DL +SL +0.11 W62 Yes 0.00 0.00 0.00 LC63 DL +SL +0.11W63 Yes 0.00 0.00 0.00 LC64 DL+SL+0.11W64 Yes 0.00 0.00 0.00 LC65 DL +SL +0.11W65 Yes 0.00 0.00 0.00 LC66 DL +SL +0.11W66 Yes 0.00 0.00 0.00 LC67 DL +SL +0.11W67 Yes 0.00 0.00 0.00 LC68 DL +SL +0.11W68 Yes 0.00 0.00 0.00 LC69 DL+SL+0.11W69 Yes 0.00 0.00 0.00 LC70 DL +SL +0.11W70 Yes 0.00 0.00 0.00 LC71 DL +SL +0.11W71 Yes 0.00 0.00 0.00 LC72 DL +SL +0.11 W72 Yes 0.00 0.00 0.00 LC73 DL +SL +0.11W73 Yes 0.00 0.00 0.00 LC74 DL +SL +0.11W74 Yes 0.00 0.00 0.00 LC75 DL +SL +0.11W75 Yes 0.00 0.00 0.00 LC76 DL +SL +0.11 W76 Yes 0.00 0.00 0.00 LC77 DL +SL +0.11W77 Yes 0.00 0.00 0.00 LC78 DL +SL +0.11W78 Yes 0.00 0.00 0.00 LC79 DL +SL +0.11W79 Yes 0.00 0.00 0.00 LC80 DL +SL +0.11W80 Yes 0.00 0.00 0.00 LC81 DL +SL +0.11W81 Yes 0.00 0.00 0.00 LC82 DL +SL +0.11W82 Yes 0.00 0.00 0.00 LC83 DL +SL +0.11W83 Yes 0.00 0.00 0.00 LC84 DL +SL +0.11W84 Yes 0.00 0.00 0.00 Earthquake (Dynamic analysis only) 461 Page8 • • Condition a/g Ang. Damp. [Deg] [ %] DL 0.00 0.00 0.00 • SL 0.00 0.00 0.00 W1 0.00 0.00 0.00 • W2 0.00 0.00 0.00 W3 0.00 0.00 0.00 • W4 0.00 0.00 0.00 W5 0.00 0.00 0.00 W6 0.00 0.00 0.00 • W7 0.00 0.00 0.00 W8 0.00 0.00 0.00 • W9 0.00 0.00 0.00 W10 0.00 0.00 0.00 • W11 0.00 0.00 0.00 W12 0.00 0.00 0.00 • W13 0.00 0.00 0.00 W14 0.00 0.00 0.00 W15 0.00 0.00 0.00 • W16 0.00 0.00 0.00 W17 0.00 0.00 0.00 • W18 0.00 0.00 0.00 W19 0.00 0.00 0.00 • W20 0.00 0.00 0.00 W21 0.00 0.00 0.00 • W22 0.00 0.00 0.00 W23 0.00 0.00 0.00 W24 0.00 0.00 0.00 • W25 0.00 0.00 0.00 W26 0.00 0.00 0.00 • W27 0.00 0.00 0.00 W28 0.00 0.00 0.00 • W29 0.00 0.00 0.00 W30 0.00 0.00 0.00 W31 0.00 0.00 0.00 • W32 0.00 0.00 0.00 W33 0.00 0.00 0.00 • W34 0.00 0.00 0.00 W35 0.00 0.00 0.00 • W36 0.00 0.00 0.00 W37 0.00 0.00 0.00 • W38 0.00 0.00 0.00 W39 0.00 0.00 0.00 W40 0.00 0.00 0.00 • W41 0.00 0.00 0.00 W42 0.00 0.00 0.00 • W43 0.00 0.00 0.00 W44 0.00 0.00 0.00 • W45 0.00 0.00 0.00 W46 0.00 0.00 0.00 • W47 0.00 0.00 0.00 W48 0.00 0.00 0.00 W49 0.00 0.00 0.00 • W50 0.00 0.00 0.00 W51 0.00 0.00 0.00 • W52 0.00 0.00 0.00 W53 0.00 0.00 0.00 • W54 0.00 0.00 0.00 W55 0.00 0.00 0.00 • W56 0.00 0.00 0.00 W57 0.00 0.00 0.00 W58 0.00 0.00 0.00 • • • Page9 • 50 W59 0.00 0.00 0.00 W60 0.00 0.00 0.00 W61 0.00 0.00 0.00 W62 0.00 0.00 0.00 W63 0.00 0.00 0.00 W64 0.00 0.00 0.00 W65 0.00 0.00 0.00 W66 0.00 0.00 0.00 W67 0.00 0.00 0.00 W68 0.00 0.00 0.00 W69 0.00 0.00 0.00 W70 0.00 0.00 0.00 W71 0.00 0.00 0.00 W72 0.00 0.00 0.00 W73 0.00 0.00 0.00 W74 0.00 0.00 0.00 W75 0.00 0.00 0.00 W76 0.00 0.00 0.00 W77 0.00 0.00 0.00 W78 0.00 0.00 0.00 W79 0.00 0.00 0.00 W80 0.00 0.00 0.00 W81 0.00 0.00 0.00 W82 0.00 0.00 0.00 W83 0.00 0.00 0.00 W84 0.00 0.00 0.00 ST 0.00 0.00 0.00 LC1 0.00 0.00 0.00 LC2 0.00 0.00 0.00 LC3 0.00 0.00 0.00 LC4 0.00 0.00 0.00 LC5 0.00 0.00 0.00 LC6 0.00 0.00 0.00 LC7 0.00 0.00 0.00 LC8 0.00 0.00 0.00 LC9 0.00 0.00 0.00 LC10 0.00 0.00 0.00 LC11 0.00 0.00 0.00 LC12 0.00 0.00 0.00 LC 13 0.00 0.00 0.00 LC14 0.00 0.00 0.00 LC15 0.00 0.00 0.00 LC16 0.00 0.00 0.00 LC17 0.00 0.00 0.00 LC18 0.00 0.00 0.00 LC 19 0.00 0.00 0.00 LC20 0.00 0.00 0.00 LC21 0.00 0.00 0.00 LC22 0.00 0.00 0.00 LC23 0.00 0.00 0.00 LC24 0.00 0.00 0.00 LC25 0.00 0.00 0.00 LC26 0.00 0.00 0.00 LC27 0.00 0.00 0.00 LC28 0.00 0.00 0.00 LC29 0.00 0.00 0.00 LC30 0.00 0.00 0.00 LC31 0.00 0.00 0.00 LC32 0.00 0.00 0.00 LC33 0.00 0.00 0.00 Pagel() • LC34 0.00 0.00 0.00 LC35 0.00 0.00 0.00 • LC36 0.00 0.00 0.00 LC37 0.00 0.00 0.00 • LC38 0.00 0.00 0.00 LC39 0.00 0.00 0.00 • LC40 0.00 0.00 0.00 LC41 0.00 0.00 0.00 • LC42 0.00 0.00 0.00 LC43 0.00 0.00 0.00 LC44 0.00 0.00 0.00 • LC45 0.00 0.00 0.00 LC46 0.00 0.00 0.00 • LC47 0.00 0.00 0.00 LC48 0.00 0.00 0.00 • LC49 0.00 0.00 0.00 LC50 0.00 0.00 0.00 • LC51 0.00 0.00 0.00 LC52 0.00 0.00 0.00 LC53 0.00 0.00 0.00 • LC54 0.00 0.00 0.00 LC55 0.00 0.00 0.00 • LC56 0.00 0.00 0.00 LC57 0.00 0.00 0.00 • LC58 0.00 0.00 0.00 LC59 0.00 0.00 0.00 • LC60 0.00 0.00 0.00 LC61 0.00 0.00 0.00 LC62 0.00 0.00 0.00 • LC63 0.00 0.00 0.00 LC64 0.00 0.00 0.00 • LC65 0.00 0.00 0.00 LC66 0.00 0.00 0.00 • LC67 0.00 0.00 0.00 LC68 0.00 0.00 0.00 LC69 0.00 0.00 0.00 • LC70 0.00 0.00 0.00 LC71 0.00 0.00 0.00 • LC72 0.00 0.00 0.00 LC73 0.00 0.00 0.00 • LC74 0.00 0.00 0.00 LC75 0.00 0.00 0.00 • LC76 0.00 0.00 0.00 LC77 0.00 0.00 0.00 LC78 0.00 0.00 0.00 • LC79 0.00 0.00 0.00 LC80 0.00 0.00 0.00 • LC81 0.00 0.00 0.00 LC82 0.00 0.00 0.00 • LC83 0.00 0.00 0.00 LC84 0.00 0.00 0.00 • • • • • • • • Page11 • 0 PER IT C't.,I RD COPY. PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D10 -132 DATE: 05/17/10 PROJECT NAME: DIGITAL FO.REST - ANTENNA SUPPORT SITE ADDRESS: 12101 TUKWILA INTERNATIONAL BL X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: S .1) -1--i0 uildin 'vision Public Works Fire Prevention Structural Planning Division nPermit Coordinator ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete n DUE DATE: 05/18/10 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: Building Please Route 1K Structural Review Required n No further Review Required n REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 06/15/10 Approved ❑ Approved with Conditions Not 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 Contractors or Tradespeople Peter Friendly Page • Page 1 of 2 General /Specialty Contractor A business registered as a construction contractor with Lttl 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 Macdonald /Miller Fac Sol Inc UBI No. 602254260 Phone 2067684180 Status Active Address Po Box 47983 License No. MACDOFS980RU Suite /Apt. City Seattle State Wa Zip 98106 County King Business Type Corporation Parent Company License Type Construction Contractor Effective Date 12/31/2002 Expiration Date 12/31/2010 Suspend Date Specialty 1 General Specialty 2 Unused Other Associated Licenses License Name Type Specialty 1 Specialty 2 Effective Date Expiration Date Status DIVCOI*988RC Divco Incorporation Construction Contractor General Unused 12/3/2002 11/7/2010 Active MACDOMR026RU Macdonald Miller Rsdntl Inc Construction Contractor Unused General 12/31/1998 12/31/2001 Archived MACDOMR0760PMacdonaldMiller Residential Construction Contractor General Unused 9/17/1993 12/30/1998 Archived DIVCOEC188LC Divco Energy Control Company Construction Contractor General Unused 6/3/1982 5/26/1997 Archived MACDOM *248J9 Macdonald Miller Co Construction Contractor General Unused 4/29/1976 2/1/2002 Archived ENCOMMS984CA Encompass Mechanical Services Construction Contractor General Unused 2/1/2002 2/1/2004 Expired LINFOAR980QG Linford Air itAmp; Refrigertn Inc Construction Contractor General Unused 11/7/2002 11/7/2004 Inactive DIVCOI*031L4 Divco Inc Construction Contractor General Unused 6/24/1997 8/1/2003 Relicensed Business Owner Information Name Role Effective Date Expiration Date Turley, Douglas Chief Executive Officer 02/13/2008 Turley, Douglas Chief Operating Officer 02/13/2008 Webster, Mark E Member 05/14/2010 Noel, Stephanie W Member 05/14/2010 https://fortress.wa.gov/lni/bbip/Print.aspx 06/17/2010 COMES .00TOBER 24 ; ' 2010' I DESIGN CRITERIA CODE: INTERNATIONAL BUILDING CODE - 2006 EDITION ASCE 7 - 2005 EDITION ROOF 25 PSF SNOW BASIC WIND SPEED 90 MPH, EXPOSURE C ROTATIONAL CONSTRAINT AT DESIGN WIND SPEED 0.0169' (1.8 ARC MIN) DEFLECTION CRITERIA ASSUMED BY OWNER AND EXCEEDS CODE MINIMUM REQUIREMENTS SEISMIC MAPPED SPECTRAL ACCELERATION, Ss 1.501 MAPPED SPECTRAL ACCELERATION, S1 0.777 SOIL SITE CLASS D GENERAL CONDITIONS L THE CONTRACTOR SHALL EXAMINE THE STRUCTURAL DRAWINGS AND SHALL NOTIFY THE STRUCTURAL ENGINEER IN WRITING OF ANY DISCREPANCIES FOUND BEFORE PROCEEDING WITH THE WORK. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND SITE CONDITIONS BEFORE STARTING WORK. 2. ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS' SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND THE STRUCTURAL ENGINEER BEFORE PROCEEDING WITH ANY WORK SO INVOLVED. 3. SPECIFIC NOTES AND DETAILS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. WHERE THE NOTES, DRAWINGS, AND /OR SPECIFICATIONS DIFFER, THE MORE STRINGENT REQUIREMENT SHALL APPLY. 4. IF A SPECIFIC DETAIL IS NOT SHOWN FOR ANY PART OF THE WORK, THE CONSTRUCTION SHALL BE THE SAME AS FOR SIMILAR WORK. 5. WORKING DIMENSIONS SHALL NOT BE SCALED FROM PLANS, SECTIONS, OR DETAILS ON THESE DRAWINGS 6. THE CONTRACTOR SHALT. IMMEDIATELY NOTIFY THE ARCHITECT AND THE STRUCTURAL ENGINEER OF ANY CONDITION THAT, IN HIS OPINION, MIGHT ENDANGER TIME STABILITY OF THE STRUCTURE OR CAUSE DISTRESS 70. THE STRUCTURE. 7. THE CONTRACTOR SHALL SUPERVISE AND DIRECT HIS WORK AND HE SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES. PROVIDE ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. 8. REFER TO THE ARCHITECTURAL DRAWINGS FOR INFORMATION NOT COVERED BY THESE GENERAL NOTES OR THE STRUCTURAL DRAWINGS 9. ALL CONSTRUCTION SHALL BE DONE WITH MATERIALS, METHODS, AND WORKMANSHIP ACCEPTED AS GOOD PRACTICE BY THE CONSTRUCTION INDUSTRY AND IN CONFORMANCE WITH THE PROVISIONS OF THE IBC AND STANDARDS REFERENCED THEREIN, 10. PIPES, DUCTS, SLEEVES, OPENINGS, . POCKETS, CHASES, BLOCK -OUTS, ETC., SHALL NOT BE PLACED IN SLABS, FOUNDATIONS, ETC., NOR SHALL ANY STRUCTURAL MEMBER BE CUT FOR SUCH ITEMS, UNLESS SPECIFICALLY DETAILED ON THESE STRUCTURAL DRAWINGS 11. ALTERNATE ASSEMBLIES AND MATERIALS WILL BE CONSIDERED FOR REVIEW. ENGINEER MAY REQUEST PAYMENT FOR REVIEW. DD STRUCTURAL AND MISCELLANEOUS STEEL FABRICATION AND ERECTION OF STEEL SHALL BE IN ACCORDANCE WITH THE FOLLOWING AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) STANDARDS AND SPECIFICATIONS: U CONSTRUCTION, 13TH EDITION ALLOWABLE STRESS DESIGN) MANUAL OF STEEL CONSTRU ON, iH ( ) 2. CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES, LATEST EDITION 3. SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS. STEEL SHALL CONFORM TO THE FOLLOWING STANDARDS: WIDE FLANGE COLUMNS /BEAMS: ASTM 992 (Fy = 50 K51) STEEL PIPE: SCHEDULE 80, CONFORMING TO ASTM A53, TYPE EXTRA - STRONG, GRADE B (Fy = 35 KSI) BOLTS: ASTM A325 OR A490 (STEEL /STEEL AND STEEL /CONC CONN) ALL ASTM A325 BOLTS SHALL BE SNUG - -TIGHT U.N.O. ALL SLIP CRITICAL CONNECTIONS SHALL BE ASTM A325 BOLTS AND SHALL BE ENGINEER - APPROVED, SELF -LOAD INDICATING TYPES, AND SHALL BE INSTALLED IN STRICT ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. ALL WELDING SHALL CONFORM TO THE AWS CODES, AND SHALL BE BY CERTIFIED WELDERS. WELDS NOT SPECIFIED SHALL BE 1/4" CONTINUOUS FILLET MINIMUM. USE DRY E70 ELECTRODES. ALL STEEL SHALL BE TREATED TO RESIST CORROSION, WHETHER BY GALVANIZATION 01? BY ANTI - CORROSION PAINTS. STRUCTURAL STEEL WELDING 1. CONFORM TO THE AWS CODES 01.1 AND 01.3, AND USE ONLY CERTIFIED WELDERS. WELDS NOT SPECIFIED ARE TO BE 1/4" CONTINUOUS FILLET MINIMUM. INCREASE WELD SIZE TO AWS MINIMUM SIZES, BASED ON PLATE THICKNESS. USE DRY E70 ELECTRODES. 2. WHERE SPECIFIED ON DRAWINGS, PROVIDE NON - DESTRUCTIVE TESTING OF WELDS. ALL SPECIFIED WELDS ARE TO BE TESTED 100X EITHER BY ULTRASONIC TESTING OR RADIOGRAPHY. JOBSITE SAFETY THE ENGINEER AND /OR ARCHITECT HAVE NOT BEEN RETAINED OR COMPENSATED TO PROVIDE DESIGN AND /OR CONSTRUCTION REVIEW SERVICES RELATED TO THE CONTRACTOR'S SAFETY PRECAUTIONS OR TO MEANS, METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES FOR THE CONTRACTOR TO PERFORM HIS WORK. THE UNDERTAKING OF PERIODIC SITE VISITS BY THE ENGINEER SHALL NOT BE CONSTRUED AS SUPERVISION OF ACTUAL CONSTRUCTION NOR MAKE HIM RESPONSIBLE FOR PROVIDING A SAFE PLACE FOR THE PER- FORMANCE OF WORK BY THE CONTRACTOR, SUBCONTRACTORS, SUPPLIERS OR THEIR EMPLOYEES, OR FOR ACCESS, VISITS, USE, WORK, TRAVEL, OR OCCUPANCY BY ANY PERSON. SHOP DRAWINGS SUBMIT TWO SETS OF PRINTS AND ONE SET OF REPRODUCIBLES FOR REVIEW PRIOR TO FABRICATION FOR THE FOLLOWING: 1. STRUCTURAL STEEL 2. MISCELLANEOUS STEEL 3. METAL ROOF DECK SPECIAL INSPECTIONS 1. THE SPECIAL INSPECTOR FOR ALL WORK OUTLINED IN THE INTERNATIONAL BUILDING CODE SECTION 1704 SHALL BE A QUALIFIED PERSON WHO SHALL DEMONSTRATE HIS COMPETENCE ID THE SATISFACTION OF THE BUILDING OFFICIAL FOR INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION OR OPERATION REQUIRING SPECIAL INSPECTION, AND SHALL BE CHARGED WITH THE DUTIES AND RESPONSIBILITIES AS OUTLINED IN IBC 1704. 2. THE OWNER, CONTRACTOR, SPECIAL INSPECTOR OR INSPECTION AGENCY AND PROJECT ENGINEER AND /OR ARCHITECT SHALL COMPLETE THE SPECIAL INSPECTION AND TESTING AGREEMENT TO THE SATISFACTION OF THE GOVERNING BUILDING DEPARTMENT. 3. THE SPECIAL INSPECTOR SHALL BE RESPONSIBLE FOR COMPLETING, MAINTAINING AND RESUBMITTING ALL SPECIAL INSPECTION LOGS AND FORMS AS REQUIRED BY THE BUILDING DEPARTMENT. ALL LOGS AND REPORTS ARE TO BE COMPLETED WITHIN ONE WEEK OF INSPECTIONS PERFORMED. EXIST W18x35 PLATE TYPE A2 AT 16/53 FULL. ANTENNA SWING RADIUS IS BLOCKED. BY RAILING AND LADDERS, REFER TO SHEET S4 3'-On 1 -0'' 3, -01, 5/_a" 6' -OR 31 -On PLATE TYPE A2 AT 16/53 EXIST W18x35 { atga PLATE TYPE A2 AT16S3 -'J W18x35 COLUMNS AT WORK PLATFORM SHALL CENTER OVER THE ROOF JOISTS AS SHOWN, REFER TO DETAILS S6, TYP. FULL ANTENNA SWING RADIUS IS BLOCKED BY RAILING; AND 04'- LADDERS, REFER TO SHEET 54 11101111 r ST::W2055 .. T °W18x5 COLUMNS AT WORK PLATFOR SHALL' CENTER OVER THE ROOF JOISTS AS SHOWN, REFER TO DETAILS S6, TYP. 4x55 LATE TYPE Al T 16/S3 • MANI DOOR ••`AT?SCREEN {WAIL AL01 SABI±Y'S, :REQUEST, TQK BIT ADDED AS DE1ERMINED f•BYI SABEY ER DETAILS F©R EXISTING S�REI ,,r RATE PERMIT UIRED FOR: chanical w ctrical I umbing 0 Gas Piping ^LtY of Tukwila DING DIVISION 3 i 1 { PARTIAL PLAN VIEW OF FRAME LOCATION SCALE 3/16" = 1' -0" ANTENNA FRAME LOCARON i111111111E1111111N 1111111IRtRi11li1111w11111iI11111INNISIIIIIIIII /IIIIh spi en is zet \,• surn JA L .. - .■ sa ..o -:n :.:, csa.:.,,a'.%.ae?._, .,...::.,.e. .:.. ,... .. -�,.. ,..: .,.._: ,.. Lf::, Lbw;:,,._..., _<_ ...._., -,.. Ns. .. .... rh3':... €- ..,$._.�u: . G...../ s ... a;. .:��'. f. ...:,4`� .!.?v,:;...,.._ ......, ?.... :'C�. ,....... ...... .� w, .rr.:. _ .Cs".. r..... .,.,.. ,.,.y ,., ... 1Xx...,. -_ •.:f..n��.:f ^.�..x� , krcrc.:.c .. d.. .F, �c.. r.., xr.:. ?.� ,... �,,.....r. .�. ... ,.. ...�. „.1 .5: �..... -... . _!S . ....v ;�, _.e.. ..,t... 4v; R�vISIOr`IS °o changes shall be made to the scope of 1 °fork without prior approval of Tukwila Building Division. y M: Revisions will require a new plan submitff�I { t J may include additional plan review fees. ............. ..... -. t II • . � .`.)..`....`'.. ^ .. - ?i E` i -1 I::::r: I FELE Pe'mit No. i review approval is subject to errors and omissions. :rAral of construction documents does not authorize j t Volation of any adopted code or ordinance. Receipt ct: approved Field Copy and conditions is acknowledged: By Date: to l n I I o ....................... ...'/f JS \1 I WEST BUILDING C ROOF PLAN SCALE: 1/16" = City Of Tukwila BUILDING DIVISION SHEET INDEX 31. GENERAL NOTES S2. FRAME PLAN AND SECTIONS S3. FRAME DETAILS S4. LADDER AND RAILING DETAILS S5. GLOBAL ELEVATIONS S6. WORK PLATFORM DETAILS ABBREVIATIONS: AB ANCHOR BOLT ALT ALTERNATE APPROX APPROXIMATE BTM BOTTOM BOT BOTTOM BRG BEARING BTW BETWEEN CLR CLEAR COL COLUMN CONC CONCRETE CONN CONNECTION CONST CONSTRUCTION CONT CONTINUOUS CONTR CONTRACTOR CTR CEN1th DET DETAIL DIA DIAMETER MAC DIAGONAL DIM DIMENSION DL DEAD LOAD EA EACH EF EACH FACE ELEV ELEVATION EQ EQUAL EQUIP EQUIPMENT ES EACH SIDE EW EACH WAY EXIST EXISTING FF FINISH FLOOR FG FINISH GRADE FLFR FLUSH FRAME FLG FLANGE FLR FLOOR FT FOOT FTG FOOTING FS. FAR SIDE GA GAUGE GALV GALVANIZED OR GRADE 1100 HT IF JT LOC LT HOT DIPPED GALVANIZED HORIZONTAL HEIGHT INSIDE FACE INCH JOINT LIVE LOAD LOCATION LIGHT MAX MAXIMUM MECH MECHANICAL MFR MANUFACTURER MIN MINIMUM MISC MISCELLANEOUS NO NUMBER NS NEAR SIDE NTS NOT `To SCALE OC ,-ON CENTER OH OPPOSITE HAND OPNG OPENING OF OUTSIDE FACE PCF POUNDS PER CUBIC FOOT PSF POUNDS PER SQUARE FOOT' PSI POUNDS PER SQUARE INCH R " RADIUS` REF REFERENCE REiNF REINFORCING READ REQUIRED S SLOPE SCHD SCHEDULE SEC SECTION SF SQUARE FOOT SFF STRUCTURAL FINISH FLOOR SHT SHEET SIM SIMILAR SPCS SPACES SPEC SPECIFICATIONS STD STANDARD SR SR STRUCT STRUCTURAL T TOP THK THICK TOC TOP OF CONCRETE T0S TOW TS TYP UNO VERT wr mw TOP OF STEEL TOP OF WALL TUBE STEEL TYPICAL UNLESS NOTE OTHERWISE VERTICAL WITH WELDED HEADED STUD WEIGHT WELDED WIRE FABRIC REVIEWED FOR CO CPE APPOVED DE OM LIANC MAY 212010 ..nn City of Tukwila ILDING nIVIRION P10 RECEIVED CITY OF TUKWILA MAY 17 2010 PERMIT CENTER POGGEMEYER DESIGN GROUP 512 Sixth Street S, Suite 202 Kirkland, Washington 98033 p) 425.827.5995 f) 425.825.4850 www.poggemeyer com to w CNI COVER SHEET & GENERAL NOTES W III l�ILJ 0 Q } } }I E I C(�r` LL ` ., ° C13 0--- CL7il1 CL. F r 1i1C DILL' n ININNEWIENNEINEY JOB NUMBE 7094-A DESIGNED BY BSF DRAWN BY BSF CHECKED BY RDB DATE 12 NOV 2008 SHEET NUMBER S1 OF S6 SIDE PLATES WELDED TO TORQUE METAL WNBEYGNIF-' "7= , • • SUPPORT BEAM AND LATERAL BRACE BEAM AT EACH END, REFER TO 6/S5 PLATE TYPE C1 DETAIL 17/S3 STEEL PLATE DETAIL 3/4"0 BOLT, TYP 3/4'0 BOLT WORK PLATFORM FRAME, PER SHEET S6, SHALL BE CONNECTED A53 GR 6 TO ANTENNA FRAME BY BOLT PIPE 4XS, TYP CONNECTION ONLY, REF. S6 3/4"x24"x2'-0" TOP AND BIM AT ANTENNA BASE LOC. PER DETAIL S 15/S3 ECTI_O A N PLATE TYPE El PER I7/S3 TOP AND BTM AT W TO WF CONN, TYP. COLUMN SHOW? I BEYOND A53 GR B PIPE 4XS, TYP VULCRAFT 1.5 81 18 RIBBED STEEL ROOF DECK (18 GA.), 5/8" PUDDLE WELDS, 7/36 FASTENER LAYOUT 6'-0" A992 W14x38 POGGEMEYER DESIGN GROUP 512 Sixth Street S. Suite 202 Kirkland, Washington 98033 p) 425.827.5995 f) 425.828.4850 www.poggernayencorn PLATE TYPE C2 DETAIL 17/S3 COL CONN TO EXIST FRAMING PER PLAN SHEET S1 PER PLAN SHEET S1 EXISTING UNTOPPED METAL ROOF DECK 6001(44.10:110Kair VULCRAFT 1.5 BI 18 RIBBED STEEL ROOF DECK (18 GA.) PLATE TYPE El PER DETAIL 17/S3 TOP AND BIM AT WF TO WF CONN. TYP. UPPER (WORK) PLATFORM FRAME, PER SHEET S6, RAILING PER SHEET S4 CROSS BRACE SHEAR TAB COM'I REFER TO SHEET S6 FOR WORK PLATFORM LOCATION AND DETAILS SUPPORT BEAM AND LATERAL BRACE BEAM AT EACH END, REFER TO 6/S5 METAL DECK NOT REQUIRED AT THIS LOCATION 40 4,000.1.1, moNtamV ...kr JP mar o. w r e ■■■ EXISTING WF GIRDER AT ROOF EXISTING COLUMN WF TO WF CONN, TYP SECTION 13 ANTENNA SUPPORT FRAME WEST ELEVATION (EAST ELEVATION SIMILAR) ANTENNA SUPPORT FRAME TRANSVERSE SECTIONS SCALE: 3/4 = V-0" VULCRAFr 1.5 BI 18 RIBBED STEEL ROOF DECK (18 GA.) UPPER (WORK) PLATFORM FRAME, PER SHEET S6, RAILING PER SHEET 24 r- MrII\* 4,111*.* .11.1111610•11111111.011/0.11M11.110 1.141101•11.111112. 1 MIRES OCTOBER 24, 2010 SECTION A ANTENNA BASE CONN., DETAIL UPPER (WORK) PLATFORM SUPPORT BEAM ANTENNA SUPPORT FRAME LENGTHWISE SECTION PLATE TYF'E El AT TOP AND B TYP THIS CONDITI WF TO WF PLAN DETAIL CROSS BRACE SHEAR TAB C SECTION B TO COL 4110 MMMM A992 W14x38 0 C21 z z EL. STEEL PLATE DETAIL PLATE TYPE C3 DETAIL 17/S3 WF TO WF Agit PLAN DETAIL 3/4" CHAMFER ALL EXPOSED STEEL WF CORNERS LATERAL BRACE BEAM L4x3x1/4 BRACING CONN FRAME DECK TO COL WATERPROOFING OR FLASHING NOT BY POGGEMEYER DESIGN GROUP, TYP PLATE TYPE 02 DETAIL 17/S3 REFER TO SHEET S4 FOR LADDER AND RAILING PLAN AND DETAILS REVIEWED FOR CODE COMPLIANCE APPROVED MAY 2 1 2010 on n cn BASE PLATE TYPE Al ALONG GRID 8 BETWEEN GRIDS •5-6 AND 7-8, USE TYPE A2 ALL OTHER LOC., TYP PER DETAIL 17/S3 # la Pit, V BASE PLATE TYPE A2 All LOC ALONG GRID A PER DETAIL 17/S3 EXISTING WF ROOF MEMBER COL CONN TO EXIST FRAMING cc) ANTENNA SUPPORT FRAME PLAN VIEW SCALE: 3/4" = (SOUTH ELEVATION SIMILAR) SCALE 3/4" = JOB NUMBER 7094-A DESIGNED BY BSF DRAWN BY BSF CHECKED BY ROB DATE 12 NOV 2008 SHEET NUMBER S2 Or S6 i WF PER PLAN REFER TO PLATE TYPE E1 DETAIL 17/S3, CONN. PER 2/S3 2 5/16" 5 11/16" 4" 5 11/16" /-- 2 5/16" rrv.amp i 'r.sr rrrwwrrr me WF PER PLAN REFER TO PLATE TYPE El DETAIL 17/S3 WF PER PLAN COPE CHANNEL Aq I EQ'f1 .E • 1/4x4 "xO' --11 7/16" SHEAR TABS AT CROSS BRACES 3" CROSS BRACE PER PLAN LONG WF PER PLAN 3 3/8" rarrlarw%IiiWrIWAe Wrrr.rin WF PER PLAN REFER TO PLATE TYPE E1 DETAIL 17/S3, CONN. PER 2/S3 1 1 1/2" 2 1/2" PLAN HEW CROSS BRAG' PER PLAN 3/4x24 "x2' -0" PLATE AT TOP AND BTM, AT ANTENNA BASE CONN. 5 11/16" WF TO WF CONN. DETAIL SCALE 1 ,fir = 3/4" CHAMFER THIS PLATE, TYP 2 5/16" SHEAR PLATE TYPE D1 WELD TO 1+F PER DETAIL 1 /S3 ANTENNA BASE ANCHOR BOLTS NOT BY POGGEMEYER DESIGN GROUP; A325 OR A490 1"0 BOLTS TO ANTENNA BASE POGGEMEYER DESIGN GROUP 512 Sixth Street S, Suite 202 Kirkland, Washington 98033 p) 425.627.5995 0 425.828.485A www.pog9erneyer.c orn a PLAN VIEW ammomusommummworammorimmwommeammweso .i�iarrarrirrrrerrrrrriar rr.+N• wr rIMINIIr►a+rKOMIW►'•1rACJIMIAM I.MrAM . 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SCALE 1 1/2" SCALE 1 1/2" = 1' -0" 1 EXPIRES OCTOBER 24, 20101 PLATE TYPE El PLATE TYPE C2, 17/53 3/4 "0 BOLT L4x3x1/4 CROSS BRACE 1/4 3012 1/2" CHAMFER AT EXPOSED CORNERS PLATE TYPE C2 17/S3 L4x3x1/4 CROSS BRACE 7/8 "5 BOLT HOLE 3/4 "o BOLT BOLT 1/4" r 7/8 "o BOLT HOLE TORQUE TUBE DETAIL SCALE 1 ,/r = 3 1/2 3 1/2" NOTE: USED ONLY AT GRID B BETWEEN GRIDS 5 -6 AND 7 -8 VIEW FROM ABOVE SECTION E wwwrwwwwwwv.ww�.►w� rrin .4R�iii•7a �!� r .m rr rr: 3 3/4" 1 1/2" 1 1/2" 1 1/2" 3" 3" Ka USED ALL ALONG GRID A AND ALONG GRID B BETWEEN GRIDS 6-7 REFER TO PLATE C1 CROSS BRACE BEYOND 1/4" V L4x3x1/4 CROSS BRACE TOP PLATE 1/4" r' To PIPE CONN. Y1EW FROM PERPENDICUALR SIDE VIEW FROM SIDE COL PER PLAN, 5/S2 PLATE TYPE Cl 17/S3 3/16 "I 2 1/2" 2 1/2" 7/8 "o BOLT HOLE 3/8" CHAMFER, TYI� COPE BOTH ENDS 3/16" SECTION F 3/4 "0 BOLT CONNECTION w CROSS BRACE BEYOND COL PER PLAN (2) 3/4 "0 BOLTS 'j• t Untrilai ywc iraa ar swee .vm ra .ecorarAmmaarwarm ar mxmsaaras i nin yr (2) 3/4 "0 BOLTS BASE PLATE Al OR A2 PER 5/S2 AND 17/S3 FLASHING AND WATERPROOFING NOT BY POGGEMEYER EXIST UNTOPPED METAL ROOF DECK 2" 2 1/2" PLATE C3, COL PER 5/S2 1e; ;$0„ PLATE TYPE 81 BEYOND PER 17/S3 AND 6 /S3 3/16" 11/2" 378" 2" 1 1/2" WF PER PLAN (4) 3/0 BOLTS To EXISTING MEMBER PLATE PER 5/S2 AND 17/S3 EXIST WF MEMBER IN ROOF 1 1/2" 2" 1 1/2" 1 1/2" 2" 1 1/2" BASE PLATE PER 16/S3 BASE PLATE PER 16/S3 WWWWr'L 1»t nu REVIEWED FOR -CODE COMPLIANCE APPROVED MA 21 2010 111 It1 Cf 111 tY 0 '3' Irl 0 t-�-- O Z --� ., C.i) 1110 r 0C\I 1 LL-- I n -- co JOB NUMBER 7094—A SECTION D 1 /4x5 "xO' -5 3/8" 7/16 "0 BOLT 2 1 /2" HOES, EA. PLATE ft 1/4"x3 . 1/2"x0 -5 3/8" 1/2" CHAMFER 3/8x3 "xO' -4 ", WELDS TO WF PER 1/S3 AND 2/53 PARTIAL NORTH ELEVATION PLATE TYPE El AT TOP TO WF PER 17/53 AND 2/53 PARTIAL PLAN PARTIAL WEST ELEVATION SCALE 1 1/2" STEEL PLATE DETAILS SCALE 3/4" = 1 COLUMN CONNECTION DETAILS DESIGNED BY BSF DRAWN BY BSF CHECKED BY RDB DATE 12 NOV 2008 O13± sc SHEET NUMBER S3 OF ss 1 1/4" (2) 5/8 "0 BOLT HOLES; (2) 1/2" A325 BOLTS TYP. POGGEMEYER DESIGN GROUP 3 /8x2 "xLENGTH AT SIDE RAILS 3/8 "x2 "x1- -2" BRACE, (2) LOC. 1/4" V 3 /8x2 "xLENGTH AT SIDE RAILS AT SIDE RAILS 14 - BRACE, (2) LOC. (4) 5/8 "0 BOLT - HOLES; (4) 1/2" A325 BOLTS TYP. 3/8 "x4 x0' -6 1/2" RAILING BASE PLATE 2 "0 PIPE (SCHED 40) TYPICAL AT RAILING \, 11/4"V 2 "0 PIPE (SCHED 40) TYPICAL AT RAILING BASE PLATE AT UPPER (WORK) PLATFORM 512 Sixth Street S, Suite 202 Kirkland, Washington 98033 p) 425.827.5995 f) 425.828.4850 www.poggemeyer:com 3 /8x2 "x1' - r" SUPPORT S UT, (4) 4C A3OP 1/2 »0 BOLT AT CONN. PLATE AT LOC., (4) TOTAL 1 4* ►r Wi WFolh PLATFORM erk WF SIDE MEMBER OF ANTENNA FRAME, J PER PLAN S2 7 3/4" AT W14x38 SUPPORT STRUT OR 7" AT W10x19 (4) LOC. RAIL BASE PLATE DETAILS SCALE 1 1/2" = r -o WF AT ANTENNA FRAME LEVEL, REFER TO S6 -FIELD VERIFY LENGTH, VARIES AT WF (WHICH IS SKEWED 11' PER PLAN) .� ft 3/8 x2 X2" A309 1/2 "o BOLT AT-- EA. CONN. PLATE AT WF LOC., (4) TOTAL SUPPORT STRUT LADDER FRONT ELEVATION LADDER DETAIL UPPER (WYOI*Q PLATFORM LADDER ELEVATION SCALE 3/4" = 1'--O UPPER (WORK) PLATFORM FRAME, PER SHEET S6, RAILING PER SHEET 3/S4, 4/24, 5/S4 AND 8/S4 BASE PLATE PLATFORM RR LOC. PER 8/ uPPI (WORK) IG PER 2/S4, TYP. LADDER AT UPPER (WORK) PLATFORM AND CONN. PER DETAIL 1 /S4, LOC PER 8 /S4 IPE (SCHED T UPPER PLATFORM IG cggrc,,c2 NL w ifi;Bn :CigtANN a . z 3cLLW a ta- d g2ggor- f-wZ q §a22 Leg' gala aaa�� Fal WIRES OCTOBER 24, 20101 ELEVATION AT RAILING SCALE 1/2" = �. -o. NORTH ELEVATION LADDER AT UPPER- (WORK) PLATFORM AND CONN. PER DETAIL 1/S4, LOC. PER 8/S4 - SUPPORT BEAM, TOP OF WF FLUSH 1111 TOP OF WF AT ANTENNA FRAME BEYOND RAILING AT UPPER (WORK) PLATFORM PER DETAILS 3/S4, 4/S4, 5/S4 AND LOC. PER 8/S4 2 "0 PIPE AT ANTE] RAILING LADDER AT UPPER (WORK) PLATFORM AND CONN. PER DETAIL 1/S4, LOC. PER 8/S4 SO VIII ELEVATION SCALE 1/2" = 1' -O" RAILING AT UPPER (WORK) PLATFORM PER DETAILS 3/S4, 4/S4, 5/S4 AND LOC. PER 8/S4 2 "0 PIPE (SCHED 40) TYPICAL AT RAIL .41111.1 (111111111111M01111111101111111101, 41111■. DRM 6, i /S4, E AT RAILING WEST ELEVATION SCALE 1/2' = LADDER AT UPPER f FORM ( K) PLATFORM! AND T S6, CON. PER DETAIL 1/S4, LAD ER AND 3/54, LOC. PER 8/54 P DETAIL • • 8/ Lf. PER < < SWING RADIUS OF ANTENNA (14' -6" DIAM.). LADDERS AND RAILING PROHIBIT THE ANTENNA FROM ROTATION WHEN ANTENNA ANGLE IS LOW ACCESS LADDER AT UPPER (WORK) PLATFORM PER 1/S4 0 z W J 'PPORT BEAM AND TERAL BRACE AM AT EACH END, FER TO 6 /S5 U_ fi? REVIEWED FOR CODE COMPLIANCE APPROVED MAY 21 2010 City of Tukwila BUILDING DiviSlnN I11 f 1 i I Cr) Cif iii 0 <� O Q I Nit. 01 cLZiii CL (J) r c _.7.; 0 < c-D �c-- m ELEVATION AT RAILING tiPr LADDER AND RAILING PLAN SCALE 1/2" = r-�-0" ELEVATION AT RAILING SCALE 1/2" RECEIVED CITY 0FTUKVNLA O MAY 17 201n � I32,PERMIT CENTER JOB NUMBER 7094—A DESIGNED BY BSF DRAWN BY BSF CHECKED BY RDB DATE 12 NOV 2008 SHEET NUMBER S4 OF S6 NORTH ELEVATION SCALE va• 0" SOUTH ELEVATION SCALE 1/8" = 1 -0" 111111 MEMINIM imam mamma Mil 11111 mum mmi is III 12101 �::..�:.....r...�. ..rte wMIellalMINME ■t5. rn IMMII MIMM llarMUMMIi MMMINIlllla■ MIMMON MMINIMMMIMMINNIMMINIMMMIMMOOMMMINIMMINIMMMINIMMIMMINIMM EAST ELEVATION SCALE 1/8" = MEM MEM. MOM= =MOM MUNN II MOM MIME MEI MI MOM= MIMEO MIMI= MIMI MM. IMMO MEM. WEST ELEVATION SCALE 1/8" = 1' —on b(O (3 Z REVIEWED FOR CODE COMPLIANCE APPROVE MAY 21 2010 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 172010 PERMIT CENTER POGGEMEYER DESIGN GROUP 512 Sixth Street S, Suite 202 Kirkland, Washington 98033 p) 425.827.5905 f) 425.828.4850 www.poggemeyer.com e wicird m o i- z 5OO z �Ys ° w sn ° W 61_064 u. mwoow ° *�c4a ui 5.»w zaMm ! ? F„Zo_QG gscettg 40* Owz sph EgEy4 tw z«�cn a. zmo¢W 1 EXPIRES OCTOBER 24, 20101 ELEVATIONS m 0 0 JOB NUMBER 7094—A DESIGNED BY BSF DRAWN BY BSF CHECKED BY RDB DATE 12 NOV 2008 SHEET NUMBER S5 0,s6 1 (2) 1/2 "0 A.325 BOLTS, ANGLE TO CHANNEL SECT. COL, PER PLAN 7/S6 ANGLE CONN. PER DETAIL 5/S6 WF PER 6 /S6 1 3/4" (2) 1/2 "0 A325 2 1/4" ANGLE CONN: BOLTS, ANGLE TO L1/4 x4 "x4" BY CHANNEL SECT. O� -5 1/4* LENGTH C SECT. AT WORK PLATFORM FRAME (2) 1/2 "0 A325 BOLTS, ANGLE TO WF SECT. 1 3/8" 2 1/2" 1 3/8" POGGEMEYER DESIGN GROUP WF AT WORK PLATFORM FRAME 512 Sixth Street S, Suite 202 Kirkland, Washington 98033 p) 425.827.5985 425.828.4850 www.poggemeyer.com WF AT ANTENNA FRAME PER PLAN 5/S2 ANGLE CONN. 1 CONN. PLAN VIEW BRACE AT ENDS ONLY C SECT. AT WORK PLATFORM FRAME (2) 1/2 "o A325 BOLTS, ANGLE TO WF SECT. COLUMN SHOWN BEYOND A53 CR B PIPE 3 1/2 "0, TYP A.36 C7x12.2 SCALE: 1 1 CROSS - SECTION DETAIL SCALE: 1 1/2" = 1' -0" ANNE CONN.: AT SHEAR TAB CONN., TYPICAL AT WORK PLATFORM DEPENDS ON LEG OF ANGLE 1 1/2" CHANNEL AT A36 ANGLE WORK PLATFORM FRAME UPPER (WORK) — WORM SUPPORT 553 GR B 1 3/8" 21/2' 1 3/8" (2) 1/2 "0 A325 BOLTS, ANGLE TO CHANNEL SECT. SUPPORT BRACE CONN. PLAN VIEW SCALE 1 1/2" = 1' -0" ANGLE CONN. C SECT. AT WORK PLATFORM FRAME L5x3x1/4 x 5 1/4" LENGTH ANGLE AT SHEAR TAB CONN., TYPICAL AT WORK PLATFORM FRAME C SECT. AT WORK -` PLATFORM FRAME BOA. (2) 1/2 "0 A325 BOLTS, ANGLE TO WF SECT. SECT: AS REQ'D PLATE TYPE C2. DETAIL 17/S3 :/ L4x3 BRA CHANNEL AT UPPER (WORK) PLATFORM PER 7/S6 1TE TYPE C2 ETAS. 17/S3 REFER' TO DETAIL 4/56 WIZ BASE PLATE TYPE A2 PER DETAIL 16/S3 1 EXPIRES OCTOBER 24, 20101 TOP OF SUPPORT BEAM FLUSH WITH TOP OF ANTENNA FRAME WIDE FLANGE LEVEL 3 1/2" A36 f. 3 1/2x3 1/2x3/8, 1/2" CHAMFER AT EXPOSED TOP PLATE EDGES, TOP OF EA. WORK PLATFORM SUPPORT COL. DIAA STEEL (AT W NOT E FLATFORM SUPPORT COL. ANTENNA SUPPORT FRAME WEST ELEVATION SCALE 1 1/2" = (EAST ELEVATION SIMILAR) SCALE: 3/4.. A xG7G7 2.2 UPPER (WORK) PLATFORM SUPPORT COL: A53 2 "XS I CS WORK PLATFORM SUPPORT BEAM, REFER TO PLAN 6/S6 A36 C7x12.2 COLUMN SHOWN BEYOND A53 GR B PIPE 3 1/2 "0, TYP FLASHING AND WATERPROOFING NOT BY POGGEMEYER BASE PLATE-\ TYPE A2 PER DETAIL 16/S3 COLUMN SHOWN BEYOND A53 GR B PIPE 3 1/2 "0, TYP -EXISTING 1614 JOISTS AT 5'--0" PLATE TYPE C3 DETAIL 17/S3 TE TYPE C2- 17/S3 REVIEWED FOR CODE COMPLIANCE APPIPMED MAr 21 2010 3 1/2 "-7 BASE PLATE TYPE A2 PER DETAIL 16/S3 i M MMR MMR mus AMR — _T'_m,_mma M 1 WORK PLATFORM SUPPORT BEAM WORK PLATFORM PLAN SCALE: 3/4" = 1=-0" SCALE 3/4" = 1' -0" ANTENNA SUPPORT FRAME NORTH ELEVATION SCALE: 3/4" I RECEIVED . OF TUKWILA 172010 PERMIT CENTER JOB NUMBER 7094 -A DESIGNED BY BSF DRAWN BY BSF CHECKED BY RDB DATE 1,12 NOV 2008 SHEET NUMBER S6 OF ss