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Permit D08-470 - STARFIRE SPORTS - STADIUM LIGHTING
STARFIRE SPORTS 14800 STARFIRE WAY EXPIRED OS -OS -09 D08 -470 Parcel No.: 2323049001 Address: 14800 STARFIRE WY TUKW Suite No: Tenant: Name: STARFIRE SPORTS Address: 14800 STARFIRE WY , TUKWILA WA Owner: Name: TUKWILA CITY OF Address: 6200 SOUTHCENTER BLVD , TUKWILA WA 98188 Phone: Contact Person: Name: BROOK BOONE Address: 31632 102 AV SE , AUBURN WA 98092 Phone: 253 261 -5768 Contractor: Name: DUCHESS CONSTRUCTION INC Address: 15875 FOREST CANYON RD E , SUMNER WA 98390 Phone: 253 891 -2016 Contractor License No: DUCHECI038NJ DESCRIPTION OF WORK: INSTALLATION OF STADIUM LIGHTING POLE FOOTINGS Value of Construction: Type of Fire Protection: Type of Construction: doc: IBC -10/06 CitAbf 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 $16,000.00 DEVELOPMENT PERMIT * *continued on next page ** Permit Number: D08 - 470 Issue Date: 11/06/2008 Permit Expires On: 05/05/2009 Expiration Date: 09/13/2009 Fees Collected: $566.33 International Building Code Edition: 2006 Occupancy per IBC: D08 -470 Printed: 11 -06 -2008 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: City (*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 N Permit Number: D08 -470 Issue Date: 11/06/2008 Permit Expires On: 05/05/2009 Permit Center Authorized Signature: J i • V ♦ A Date: t I P CDC I hereby certify that I have read and ed this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complie • hether specified herein or not. The granting of this permit does not presT e to give authority to violate or cancel the provisions of any other state or local laws regulating construction tithe performancepf work. I am authorized to sign and obtain this development permit. Signature: rr.P)' < Print Name: 'L J IUU)G gam' 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 -10/06 D08 -470 Printed: 11 -06 -2008 Parcel No.: 2323049001 Address: Suite No: Tenant: 14800 STARFIRE WY TUKW STARFIRE SPORTS 1: ** *BUILDING DEPARTMENT CONDITIONS * ** • 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 PERMIT CONDITIONS 4: The special inspections and verifications for concrete construction shall be required. * *continued on next page ** Permit Number: Status: Applied Date: Issue Date: D08 -470 ISSUED 10/21/2008 11/06/2008 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. 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: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection 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: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 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. doc: Cond -10/06 008 -470 Printed: 11 -06 -2008 • City of Tukwila Signature: rcAn1 L / A �--_ Print Name: rlJO J h 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 doc: Cond -10/06 D08 -470 Date: 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. ordinances governing or local laws regulating Printed: 11 -06 -2008 Site Address: Tenant Name: CITY OF TUKWIL Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.citukwila.wa.us 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 ** 1 4/9 s i -ek / � , � c / Property Owners Name: cC Sr ( N ' 'j r >( $ Mailing Address: L ' Name: (7)0/4" Mailing Address: E -Mail Address: - -!- 16:2/ Company Name: DO l' 4 e 5 n S L , "T to l Mailing Address: PO h % i3 5` Contact Person: PC lC T30 0 0 ` Company Name: Mailing Address: Contact Person: E -Mail Address: Contact Person: E -Mail Address: Q:\Applications\Forms- Applications On Line\3 -2006 - Permit Application.doc Revised: 9 -2006 bh Building Permit No. Mechanical Permit No. Plumbing /Gas Permit Na Public Works Permit No. Project No. (For o, f ce use only) cit Day Telephone: Fax Number: State SITE LOCATION King Co Assessor's Tax No.: 2 i4- 1,001 Suite Number: New Tenant: Floor: ❑ .... Yes [ ar..No CONTACT PERSON iota do we ct hen your permit is ready to bL. Day Telephone: Z 57-- ZG 1- 5 At o City State Zip Fax Number: Z.5 863 - S Z GENERAL CONTRACTOR INFORMATION - (Contractor Informat for Mechanical'(pg 4) for Plumbing and Gas Piping (I g 5 )) ✓n t ! /Cr`l. We t. ,. 9 5 ' 5 1 City State Zip Day Telephone: Z 5 Z ‘ ( — S 7e8 E -Mail Address: r, p / 9to Z Jr /- (�G fi- Fax Number: ZS , 8i 3 7 7/c S Contractor Registration Number w e_ L .-C._ I U , j e iv Expiration Date: / / I/o / ' ARCHITECT OF must be wet stamped by Arch Zip ust b : NEER OF Company Name: R. L • n l e J / / . 5 5 e ) c i cd- Mailing Address: Z5 Z 5 / 4 5 kb / t/JCt/ L cKe ,-) re5i1- / Cit Day Telephone: Fax Number: C 7430 State Zip Page 1 of 6 BUILDING PERMIT INFORIV'ION >- 206 -431 -3670 Valuation of Project (contractor's bid price): $ 16, D , 2Y ) Scope of Work (please provide detailed information): PO / . 60L.t7S5 Will there be new rack storage? 0.... Yes Provide All Building Areas in Square Footage Below I Floor 2n° Floor 3 Floor Floors thru ement Accessory Structure ,tied Atta Garage age Detached Attacied.Ct Detached Carport Covered D Uncovered Deck erior Remodel Addition to Existing Structure Type of Construction per IBC; Type of Occupancy per IBC 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. Compact: Handicap: Number of Parking Stalls Provided: Standard: Existing Building Valuation: $ No If yes, a separate permit and plan submittal will be required. Will there be a change in use? ❑ Yes ❑ No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm ❑ 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. Q:\Applications\Forms- Applications On Line \3 -2006 - Permit Application.doc Revised: 9 -2006 bh Page 2 of 6 Date Application Accepted: ID Date Application Expires: 0 7t f Staff Initials: ,� PERMIT APPLICATION NOTES= Applicable'to all permits in this :application• .:. BUILDING OWNER OR AUTHORIZED AGENT: Signature: ro /L 6 r Q 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 S ME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. Date: /OA Voe Day Telephone:. es Zoo / -77‘e Mailing Address: 3/6 3 Z /6 2 n (A P4 (t._ 5 A.Ub t /'n li Je& 590 ?? Print Name: - /( r Q:\Applications\Forms- Applications On Line\3 -2006 - Permit Application.doc Revised: 9 -2006 bit City State Zip Page 6 of 6 Fixture Type: Qty Fixture Type: Qty ,, Fixture Type: Qty Fixture Type: Qty Bathtub or combination bath /shower Drinking fount.'' or water cooler (per h d) ash fountain Gas piping outlets Bidet Food -wast- _rinder, commer ' : Re tor, indirect wart Clothes washer, domestic Floor • . in Sinks Dental unit, cuspidor Sho , 'r, single head trap Urinals Dishwasher, domestic, with independent drain L. tory Water Clo Building sewer or trailer park sewer ' ain water system — per drain (inside building) Water heater /or vent Additional medical gas inlets /outlets — six or more Industrial waste pretreatment interceptor, including its trap and vent, except for kitchen type grease interceptors Repair or alteration of water piping and /or water treating equipment Repair or alteratio of drainage or vent piping Medical gas piping system serving one to five inlets /outlets for specific gas PLUMBING AND GAS PIPING CONTRACTOR INFORMATION Company Name: Mailing Address: ILUMBING AND GAS PIPI \ PERMIT INFORMATION - 206 -431 -3670 cit Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: Indicate type of plumbing fixtures and /or gas piping Q:\Applications\Forms- Applications On Linel3 -2006 - Permit Application.doc Revised: 9 -2006 bh Valuation of Plumbing wor contractor's bid price): $ Valuation of Gas Piping work •ntractor's bid price): $ Scope of Work (please provide de led information): Building Use (per Int'l Building Code): Occupancy (per Int'l Building Code): Utility Purveyor: Water: Sewer: ets be installed and the quantity below: State Zip Page 5 of 6 Parcel No.: 2323049001 Address: 14800 STARFIRE WY TUKW Suite No: Applicant: STARAFIRE SPORTS Receipt No.: R08 -03570 Initials: JEM User ID: 1165 Payee: STARFIRE SPORTS TRANSACTION LIST: Type Method Descriptio Amount Payment Check 10159 566.33 ACCOUNT ITEM LIST: Description BUILDING - NONRES PLAN CHECK - NONRES STATE BUILDING SURCHARGE • 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 Account Code Current Pmts 000/322.100 000/345.830 000/386.904 RECEIPT Total: $566.33 • Permit Number: D08 -470 Status: PENDING Applied Date: 10/21/2008 Issue Date: Payment Amount: $566.33 Payment Date: 10/21/2008 09:56 AM Balance: $0.00 340.50 221.33 4.50 doc: Receiot -06 Printed: 10 -21 -2008 July 24, 2009 Project No: 08 -215 Starfire Sports C/O Mr. Dan Oliver 14800 Starfire Way Tukwila, WA 98188 Subject: End of Construction Letter Report Special Inspections and Materials Testing Sounders Sounders Ball Park 14800 Starfire Dear Mr. Oliver; This is to certify that with exceptions as may be noted: • Reinforced Concrete - CIP • Concrete Materials Testing Cc: Garry Perkins Tukwila, Permit Copyright 2009, Hayre McElroy & Associates, LLC JUL 2 7 zoo DEVELOP,..NT 98055 o.: D08470 h ayre m celro & associates, ltc 2757 NE 152 Place Redmond, WA 98052 p (425)869 -6750 f (425)869 -6761 James A. McElroy, P.E Gee S. Hayre, C.B.O. Principal Principal have performed materials testing and inspections of the following items, All inspections and tests performed were reported according to the requirements and, to the best of our knowledge, the work was in general conformance with the approved plans, specifications, City of Tukwila regulations, and engineer's written and/or verbal instructions. Please call the undersigned at (425) 869 -6750 if you have any questions or concerns. Sincerely, HAYRE MCELROY & ASSOCIATES, LLC Dear Julie: 27207 81h Avenue S R O. Box 13309 Des Moines, Washington 98198 Des Moines, Washington 98198 Phone: 253.941.9399 • Fax 253.941.9499 • E - mail: solisenglneering ©aol.com Julie Hoyle Lowe Starfire Sports 14800 Starfire Way Tukwila, Washington 9 Subject: Revised Light Pole Foundation Recommendations This letter clarifies the following statement in our report number 200804, Report 4 dated October 8, 2008: 'Col /or must be structun i /4' attached to the caisson to prevent shear between the collar and caisson. The intent of this statement is for the structural engineer to ensure that the caisson does not slip vertically relative to the concrete collar. The type of "structural attachment" used to prevent slippage is the sole responsibility of the structural engineer. Based on the October 10, 2008 . drawing submitted by Richard Foley, P.E. and on a telephone conversation with him today, he is using adhesion between the collar - concrete and the caisson- or precast pole- concrete to accomplish the mechanical connection. If you have any questions, or if we may be of further service, please contact us. I EXPIRES. : July 2010 K1411 IINI! �tV iov tD� CODE COMPLIANCE 188 140\1 - 5 Mb Sincerely, lefgquist Engineering Sambas Richard A. Bergquist, P.E. Prindpal Dowry To EARTH ENGNIIRMG SOLUTIONS October 20, 2008 Fc? Geotechnical Engineering Services Starfire Expansion 14800 Starfire Way Tukwila, Washington BES Project No.: 200804, Report 5 CITY OCT 2 1 2008 PERMIT CENMR T;(4 Dear Julie: Bergquist Engineering Services PO Box 13309 Des Moines, Washington 98198 Phone: 253.941.9399, Fax: 253.941.9499, email: soilsengineering @aol.com Julie Hoyle Lowe Starfire Sports 14800 Starfire Way Tukwila, Washington 98188 October 3, 2008 Subject: Proposed Light Pole Foundations for the New Soccer Fields Re: Geotechnical Engineering Services Starfire Expansion 14800 Starfire Way Tukwila, Washington BES Project No.: 200804, Report 3 As requested, we have completed a review of the subsurface explorations that we performed at the referenced project over the last several years to formulate foundation recommendations for the light poles to be constructed around the new soccer fields. Five, mud rotary borings were drilled to depths ranging from 66.5 to 76.5 feet in January of 2003 for the indoor soccer building. Boring 1 is nearest to the area where the new light poles will be constructed and Boring 3 provides information regarding the groundwater elevation in the area. As stated in our 2003 report; "The area within the proposed building is covered with about six inches to one -foot of brown very loose to loose, SILT (ML) (topsoil). The topsoil has fine roots and organic matter. In general, underlying the topsoil, very loose to loose, and medium dense brown to gray, fine SAND (SP) was encountered to a depth of about 18 feet. The "N- values" of this soil layer range from zero blows per foot to 17 blows per foot and averages 6 blows per foot. From a depth of about 18 feet and extending to a depth of 65 feet below the surface, dark gray to black, medium dense, fine to medium SAND (SP) was encountered. The "N- values" of these soils range from 9 to 35 blows per foot and average Starfire Sports BES Project Number 200804, Report 3 Tukwila, Washington October 3, 2008 23 blows per foot. Occasional lenses of fine to medium gravel were encountered within this stratum as well as occasional tree wood. Groundwater was encountered in all of the test borings. Groundwater readings, however, were not recorded because the mud -rotary drilling methods used at this site introduces water and drilling mud into the boring making it impossible to accurately determine groundwater levels. Accordingly, the groundwater was measured in the observation well that was installed in Boring 3. On January 27, 2003, the groundwater was measured at a depth of two feet below the ground surface by R. Bergquist. On February 6, 2003, the groundwater was measured at o depth of two and one -half feet below the ground surface at a depth of two feet below the ground surface by C. Slott." On March 19'2008, we excavated six test pits to depths ranging from four to five and one -half feet below the ground surface to develop design recommendations for the proposed natural and synthetic soccer fields. Based on these test pits, the soils to a depth of about three or four feet are generally loose to medium dense SILT to Clayey SILT. The one exception is at Test Pit 5 where medium dense GRAVEL -SAND was encountered to a depth of two feet overlying medium dense SILT that was present to a depth of about three feet. There was some seepage of water into Test Pit 5 at a depth of two feet; this seepage however, is interpreted as perched water. Groundwater was not encountered in these test pits. The underlying granular soils are very loose to loose to about elevation minus five feet MSL ( -5' MSL), which is about 20 feet below the existing ground surface elevation. In addition, the soils are below the groundwater; therefore, they are susceptible to liquefaction during an earthquake of predicted magnitudes for this area. The foundation could loose bearing capacity and lateral resistance during a liquefaction event. Accordingly we recommend that the light pole, drilled pier foundations be extended deep enough to I encounter the medium dense or denser SAND (SP) soils below the site. Based on the exploratory borings, the medium dense soils are about 20 feet below the existing ground surface elevation. A net allowable, end - bearing capacity of up to 1,500 psf may be used. Due to the potential of liquefaction, ignore skin friction on the side of the pier. Bergquist Engineering Services Page 2 of 3 Starfire Sports BES Project Number 200804, Report 3 Tukwila, Washington . October 3, 2008 The light poles will be subject to lateral loads from wind and seismic events. Attached is a graphical plot of the site - specific design response spectrum using the 2006 International Building Code ® , which should be considered in design of the light pole foundations. The horizontal forces due to wind and seismic events will be resisted by the loose to medium - dense SILT soils encountered in the upper four feet at the site. Lateral earth pressures for design of the foundations with level backfill and without hydrostatic pressures or surcharge loads, may be calculated using the equivalent fluid pressures presented below. The upper one -foot of soil should be ignored in the calculation of the passive earth pressures. Copies to: Addressee (4) Active: Undisturbed subsoils 40 psf /ft. Compacted granular soils 35 psf /ft. Passive: Column footings 300 psf /ft. The contractor should anticipate difficulty during drilling and installation of the drilled - pier foundations due to the high groundwater level and the weak, caving, subsurface soils. In addition, timber and woodland debris may be encountered within the alluvial soils beneath this site. Thank you for this opportunity to work with you on your project. If you have any questions, or if we may be of further service, please contact us. EXPIRES : July 2010 3, 2008 Attached: Design Spectrum Sa Vs T Dataset for Design Spectrum Sincerely, Bergqulst Engfneenng Services Richard A. Bergquist, P.E. Principal Bergquist Engineering Services Page 3 of 3 MUSCO LIGHTING, INC. Light Structure Pole and Foundation Standard This confidential report is provided exclusively for the use of engineering_approval. The technical information provided herein is the confidentialrpr e►ty of Musco Lighting, Inc., and reproduction of this report or use of this information for anything other than its limited, intended purpose as to this project, without the written permission •f MENIEVVtt) �'OK Lighting, Inc., is prohibited. ITEM : Structural Calculations Pole Foundation Standard Revision per new Geotechnical Report Add Square footings PROJECT : STARFIRE SOCCER FIELD LIGHTING TUKWILA, WA PROJECT NO : 113917 2008 -101 DATE : 10/10/2008 ENGINEER : R.L. Foley & Associates, Inc. Structural Engineers 25652 Ashby Way Lake Forest, Ca 92630 h V 2 F L! COPY CODE COMPLIANCE Ar PROVED NOV - 5 2008 Of Tukwila ILDING DIVISION RECEIVEED CITY OF TUKWILA OCT 212008 PERMIT CENTER Calculation Index CONTENTS: Page Item 1 -3 LS70 -A (w /4 Fixtures) 4 -6 LS70 -B (w /5 Fixtures) 7 Precast base by CRETEX 8 -10 LS70 -C (w/11 Fixtures) 11 Precast base by CRETEX 12 -14 LS90 -A (w/14 Fixtures max.) 15 Precast base by CRETEX 16 -18 LS90 -B (w/19 Fixtures) 19 Precast base by CRETEX 20 -28 Foundation Check C1 Foundation Drawing and General Notes IBC 2006 ASCE 7 -05 Wind Criteria MUSCO LIGHTING, INC. Light Structure Pole and Foundation Standard ACI 318 -05 Building Code Requirements for Reinforced Concrete, ACI 318, American Concrete Institute, Detroit, Michigan AISC 360 -05 Steel Construction Manual - ASD, 9th Edition, American Institute of Steel Construction, Chicago, Illinois INPUT OUTPUT 711 0/2008 R.L. FOLEY S ASSOCIATES, INC. STRUCTURAL ENGINEERS LAKE FOREST, CA POLE DESIGNATION: LS70 -A W/ MANUFACTURER: PROJECT NO: MUSCO 4 FIXTURES JOB NO: 2008 -101 PROJECT: STARFIRE SOCCER LOCATION: TUKWILA, WA ASCE 7 -05 WIND CRITERIA 85.0 MPH, EXP C EPA /FIXTURE *, Af D.L. /FIXTURE ** D.L. /BALLAST * ** 2.70 ft2 . 40.0 lbs . 50.0 lbs • EPA • EFFECTIVE PROJECTED AREA PER MUSCO "D.Cr DEAD LOAD OF FIXTURE, 6 CROSSARM PER MUSCO "'DI? DEAD LOAD OF BALLAST PER MUSCO; APPLIED AT 15.0 FT ABOVE GRADE IIA vI <- II <-- v1 0-- ✓ < -- ✓ < -- ✓ < -- ✓ < -- I <- ✓ < -- ✓ < -- In LOADING DIAGRAM -> 1 . 70.10 ft. (max. ht. from grade) > 1 . 70.10 ft. (ht. from grade) ->tA . 0.12 in. (pole thk. B top) ->dA . 4.75 in. (pole diam. o top) ->dB . 13.40 in. (pole diam. O btm) ->tB . 0.179 in. (pole thk. B btm) - >Fy . 38.0 ksi (fist mount sect. . 5.25 ft) ->Fy . 55.0 ksi (other pole sect.) > E . 29,000 ksi ->Kzt. 1 (6 -3) ->Kd = 0.95 (Table 6 -4) - Kz= 1.174 MAX -EXP C ® 70.1 FT. (Table 6 -3) -> I = 1.00 (Table 6- •> Cf = 1.00 LIGHT FIXTURE (INCLUDED IN EPA) -> Cf = 1.200 MAX (VARIES 0.5 -1.2 FOR RND POLE) (Figure 6 -21) POLE DAMPING, beta. 0.025 Per Musco test P . SUPERIMPOSED WT + POLE WT <--- FIXTURES, F /Af. qz *Gf *Cf . 24.18 PSF MAX (6 -28) <-- -where qz . 0.00256 *KZ *Kzt *Kd( 20.64 PSF MAX ATTACHMENT NUMBER DIST. FROM PA TYPE TOP POLE, FT SQ FT Cf EPA Ks qz WIND,F WEIGHT,P SQ FT PSF LBS LBS FIXTURE 4.0 0.5 1.0 2.70 1.173 20.60 261 160 FIXTURE 0.0 3.0 1.0 2.70 1.164 20 45 0 0 FIXTURE 0.0 5.5 1.0 2.70 1.154 20.28 0 0 FIXTURE 0.0 8.0 1.0 2.70 1.145 20.12 0 0 FIXTURE 0.0 10.5 1.0 2.70 1.135 19 94 0 0 FIXTURE 0.0 13.0 1.0 2.70 1.125 19 76 0 0 FIXTURE 0.0 15.5 1.0 2.70 1.114 19.58 0 0 FIXTURE 0.0 18.0 1.0 2.70 1.103 19 39 0 0 FIXTURE 0.0 20.5 1.0 2.70 1.092 19 19 0 0 SEC. LT. 1.0 40.1 1.39 1.3 1.81 0.982 17.26 37 76 BALLAST 4.0 55.1 0 200 'TOTALS . 297 436 POLE, F /Af- qz *G *Cf 29.01 PSF MAX (6 - 28) where qz . 0.00256 *Kz *Kzt *K 20.64 PSF MAX (6 - 15) -> POLE NATURAL FREQUENCY = 0.511 Hz 1 /(2P1 *(DELTA /386) "0.5) where DELTA is due to self weight Gf= 1.17 (6 -8) (Reference Vibration Problems in Engineering by Timoshenko, 4th ED. pg.34; Pole Properties: Reference 2001 AASRTO Egn C11 -3) Is . 4.68 in4 taper . 0.140 in /ft Ib = 162 in4 db /da = 2.821 ra . 1.638 in rb . 4.675 in. Aa = 1.745 in2 Ab . 7.43 in2 Sa . 1.97 in3 Sb . 24.25 in3 From Critical Buckling Loads of Tapered Columns, ASCE 2/62: n . Log (Ib /(Ia) /Log (db /da) . 3.42 P* _ (Ib /Ia) /(Ib /Ia) ".333 . 10.6 kl /req* (1 /(P *) ".5)(kl /ra) . 331 (where k- 2.1) AISC 360 -05 Specification Table B4.1, Case 15 for Fy . 55.0 KSI 38 KSI Oft < .45E /Fy . 237 343 (MAX) Oft < .31E /Fy . 163 237 Noncompact D/t < .07E /Fy . 37 53 Compact D/t < .11E /Fy = 58 84 Slender element Section for Uniform Compression (6 - 15) < EMn /1.6 . 73 K -FT Precast Base O.K. POLE ID: S5,S6 LS70 -A F= L138 KIPS MOMENT= 51.69 K-FT em M/F- 45.44 FT Pm L531 KU'S (SUMMARY FOR FOOTING CHECK) Page / Section 6.5.8.2 Gust - Effect Factor constant epsilon,e . 0.2 Lz . 524.9 constant 1 . 500 N1 3.185 Vz . 84.11 Rn . 0.067 4.6nlhNz - 1.957 4.6n1BNz - 0.021 R . 0.998 15.4n1LN2 - 0.071 (IR 4.026 c . 0.200 Rh . 0.383 )z . 0.192 RB . 0.986 Q . 0.921 RL . 0.954 G . 0.887 Of . 1.172 INPUT OUTPUT 711 0/2008 R.L. FOLEY S ASSOCIATES, INC. STRUCTURAL ENGINEERS LAKE FOREST, CA POLE DESIGNATION: LS70 -A W/ MANUFACTURER: PROJECT NO: MUSCO 4 FIXTURES JOB NO: 2008 -101 PROJECT: STARFIRE SOCCER LOCATION: TUKWILA, WA ASCE 7 -05 WIND CRITERIA 85.0 MPH, EXP C EPA /FIXTURE *, Af D.L. /FIXTURE ** D.L. /BALLAST * ** 2.70 ft2 . 40.0 lbs . 50.0 lbs • EPA • EFFECTIVE PROJECTED AREA PER MUSCO "D.Cr DEAD LOAD OF FIXTURE, 6 CROSSARM PER MUSCO "'DI? DEAD LOAD OF BALLAST PER MUSCO; APPLIED AT 15.0 FT ABOVE GRADE IIA vI <- II <-- v1 0-- ✓ < -- ✓ < -- ✓ < -- ✓ < -- I <- ✓ < -- ✓ < -- In LOADING DIAGRAM -> 1 . 70.10 ft. (max. ht. from grade) > 1 . 70.10 ft. (ht. from grade) ->tA . 0.12 in. (pole thk. B top) ->dA . 4.75 in. (pole diam. o top) ->dB . 13.40 in. (pole diam. O btm) ->tB . 0.179 in. (pole thk. B btm) - >Fy . 38.0 ksi (fist mount sect. . 5.25 ft) ->Fy . 55.0 ksi (other pole sect.) > E . 29,000 ksi ->Kzt. 1 (6 -3) ->Kd = 0.95 (Table 6 -4) - Kz= 1.174 MAX -EXP C ® 70.1 FT. (Table 6 -3) -> I = 1.00 (Table 6- •> Cf = 1.00 LIGHT FIXTURE (INCLUDED IN EPA) -> Cf = 1.200 MAX (VARIES 0.5 -1.2 FOR RND POLE) (Figure 6 -21) POLE DAMPING, beta. 0.025 Per Musco test P . SUPERIMPOSED WT + POLE WT <--- FIXTURES, F /Af. qz *Gf *Cf . 24.18 PSF MAX (6 -28) <-- -where qz . 0.00256 *KZ *Kzt *Kd( 20.64 PSF MAX ATTACHMENT NUMBER DIST. FROM PA TYPE TOP POLE, FT SQ FT Cf EPA Ks qz WIND,F WEIGHT,P SQ FT PSF LBS LBS FIXTURE 4.0 0.5 1.0 2.70 1.173 20.60 261 160 FIXTURE 0.0 3.0 1.0 2.70 1.164 20 45 0 0 FIXTURE 0.0 5.5 1.0 2.70 1.154 20.28 0 0 FIXTURE 0.0 8.0 1.0 2.70 1.145 20.12 0 0 FIXTURE 0.0 10.5 1.0 2.70 1.135 19 94 0 0 FIXTURE 0.0 13.0 1.0 2.70 1.125 19 76 0 0 FIXTURE 0.0 15.5 1.0 2.70 1.114 19.58 0 0 FIXTURE 0.0 18.0 1.0 2.70 1.103 19 39 0 0 FIXTURE 0.0 20.5 1.0 2.70 1.092 19 19 0 0 SEC. LT. 1.0 40.1 1.39 1.3 1.81 0.982 17.26 37 76 BALLAST 4.0 55.1 0 200 'TOTALS . 297 436 POLE, F /Af- qz *G *Cf 29.01 PSF MAX (6 - 28) where qz . 0.00256 *Kz *Kzt *K 20.64 PSF MAX (6 - 15) -> POLE NATURAL FREQUENCY = 0.511 Hz 1 /(2P1 *(DELTA /386) "0.5) where DELTA is due to self weight Gf= 1.17 (6 -8) (Reference Vibration Problems in Engineering by Timoshenko, 4th ED. pg.34; Pole Properties: Reference 2001 AASRTO Egn C11 -3) Is . 4.68 in4 taper . 0.140 in /ft Ib = 162 in4 db /da = 2.821 ra . 1.638 in rb . 4.675 in. Aa = 1.745 in2 Ab . 7.43 in2 Sa . 1.97 in3 Sb . 24.25 in3 From Critical Buckling Loads of Tapered Columns, ASCE 2/62: n . Log (Ib /(Ia) /Log (db /da) . 3.42 P* _ (Ib /Ia) /(Ib /Ia) ".333 . 10.6 kl /req* (1 /(P *) ".5)(kl /ra) . 331 (where k- 2.1) AISC 360 -05 Specification Table B4.1, Case 15 for Fy . 55.0 KSI 38 KSI Oft < .45E /Fy . 237 343 (MAX) Oft < .31E /Fy . 163 237 Noncompact D/t < .07E /Fy . 37 53 Compact D/t < .11E /Fy = 58 84 Slender element Section for Uniform Compression (6 - 15) < EMn /1.6 . 73 K -FT Precast Base O.K. POLE ID: S5,S6 LS70 -A F= L138 KIPS MOMENT= 51.69 K-FT em M/F- 45.44 FT Pm L531 KU'S (SUMMARY FOR FOOTING CHECK) Page / DIST. PROM TOP,FT OUTSIDE DIAM. IN. THICK. t D/t Kz qz PSF C£ Pole kl /r egiv. E3 -4 Pe KSI 33-2 or 83 -3 ALL.Pn KIPS ACT. Pr KIPS F8.1 -F8.2 ALL, Mn K -FT ACT. Mr K -FT Pr /Pc °' -'' for Pr '01 -1a for Po 2 0.2 2r' - -' -- /let Order Moment CSR O.K. Shear, F KIPS le` ^ -- -- Delta IN c2.2e 1.609-Dalt r Moment FT -K Total 2nd Order Moment FT -K 0 4.75 0.120 39 6 1.174 20.64 1.2 331 2.62 2.40 0.000 4.67 0.0 0.000 0 000 1.000 0.000 54.1 O .4.4 N N m m m r O M m m N m m 0 q 0 N V V m m m N N M V m m n N ry n • V m b r m m 0 . . 1 . 4 • • 1 n V • m . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O O O O O O O O O O O O O O O N A N N N N . N H N ti N N N N N N N N N N N N N N N N M n n M n n M n 0.0 1 4.75 0.120 39.6 1.171 20.57 1.2 331 2.62 2.40 0.166 4.67 0.1 0.069 0 071 1.258 0.272 52.6 0.2 2 4.75 0.120 39.6 1.167 20.51 1.2 331 2.62 2.40 0.172 4.67 0.4 0.072 0.140 0.284 51.0 0.5 3 4.75 0.120 39.6 1.164 20.45 1.2 331 2.62 2 40 0.178 4.67 0.7 0.074 0.211 0.295 49.4 0 8 4 4.75 0.120 39.6 1.160 20.38 1.2 331 2.62 2.40 0.184 4.67 1.0 0.077 0.285 0.306 47.8 1.2 5 4 75 0.120 39.6 1.156 20.32 1.2 331 2.62 2.40 0.190 4.67 1.3 0.079 0 361 1.142 0.318 46.3 1.5 6 4 95 0.120 41.3 1.153 20.25 1.2 331 2.62 2 50 0.196 7.47 1.6 0.078 0 289 1.239 0.329 44 7 1.9 7 5.09 0 120 42.4 1.149 20.18 1.2 331 2.62 2 58 0.203 7.87 2.0 0.079 0 324 1.136 0.341 43 2 2 2 B 5 23 0 120 43 6 1.145 20.12 1.2 331 2.62 2.65 0.210 8.28 2.3 0.079 0 357 1.134 0.353 41 7 2.6 9 5 37 0 120 44.8 1.141 20.05 1.2 331 2.62 2 72 0.217 8.70 2.7 0.080 0 389 1.132 0.366 40 2 3.0 10 5 51 0.120 45.9 1.137 19.98 1.2 331 2.62 2 79 0.224 9.13 3.1 0.080 0.418 0.378 38 8 3.4 11 5.65 0.120 47.1 1.133 19.91 1.2 331 2.62 2.87 0.231 9.57 3.4 0.081 0.446 0.391 37.3 3.9 12 5.79 0.120 48.3 1.129 19.84 1.2 331 2.62 2.94 0.238 10.02 3.8 0.081 0.472 0.405 35 9 4.3 13 5.93 0.120 49 4 1.125 19.76 1.2 331 2.62 3.01 0.246 10.48 4.2 0.082 0.497 1.125 0.418 34.5 4.8 14 6.07 0.120 50.6 1.121 19.69 1.2 331 2.62 3.08 0.254 10.95 4.7 0.082 0.521 1.123 0.432 33.2 5 2 15 6.21 0.120 51.8 1.116 19.62 1.2 331 2.62 3.16 0.262 11.43 5.1 0.083 0.543 1.122 0.446 31.9 5 7 16 6.35 0 120 52 9 1.112 19.54 1.2 331 2.62 3.23 0.270 11 92 5.6 0.084 0.565 1.120 0.461 30.6 6 2 17 6.49 0.120 54 1 1.108 19.46 1.2 331 2.62 3.30 0.278 12.42 6.0 0.084 0.586 1.119 0 475 29.3 6.7 18 6.63 0.120 55 3 1.103 19.39 1.2 331 2.62 3 37 0.287 12 93 6.5 0.085 0.606 1 0 490 28.1 7 3 19 6.77 0.120 56.4 1.099 19.31 1.2 331 2.62 3 45 0 296 13.45 7.0 0.086 0.625 1.116 0.505 26.9 7.8 20 6 91 0.120 57.6 1.094 19.23 0.7 331 2.62 3 52 0 304 13.98 7.5 0.087 0.643 1.114 0.514 25.7 8.4 21 7.05 0.120 58.8 1.090 19.15 0.7 331 2.62 3.59 0.314 14.52 8.0 0.087 0.660 1 0.523 24 5 8.9 22 7.19 0.120 59.9 1.085 19.06 0.7 331 2.62 3.66 0 323 15.07 8.6 0.088 0 1 0.533 23 4 9.5 23 7.33 0.120 61.1 1.080 18.98 0.7 331 2.62 3.74 0.332 15.63 9.1 0.089 0 1.110 0.542 22.3 10.1 24 7.47 0.120 62.3 1.075 18.89 0.7 331 2.62 3.81 0.342 16.20 9.7 0.090 C 7 109 0.552 21.3 10.7 25 7.61 0.120 63.4 1.070 18.81 0.7 331 2.62 3.88 0.352 16.78 10.2 0.091 C 1.108 a 0.561 20.3 11.3 26 7.75 0.120 64.6 1 065 18.72 0.7 331 2.62 3.95 0.362 17 37 10.8 0.091 C 7 106 0 571 19 3 11.9 27 7.89 0.120 65.8 1.060 18.63 0.7 331 2.62 4.03 0.372 17 97 11.4 0.092 C 7 105 0 581 18.3 12.5 28 8.03 0.120 66.9 1 055 18 54 0.7 331 2.62 4.10 0.382 18.58 11.9 0.093 C 3 104 0.591 17.4 13.2 29 8.17 0.120 68 1 1.050 18.44 0.7 331 2.62 4.17 0 393 19 21 12.5 0.094 C 1 103 0.601 16.5 13.8 30 8.31 0.120 69.3 1.044 18.35 0.7 331 2.62 4.24 0 403 19.84 13.1 0.095 C 3 102 0 612 15.6 14.5 31 8.45 0.120 70.4 1.039 18.25 0.7 331 2.62 4.32 0.414 20.48 13.8 0.096 C 1 100 0 622 14.7 15.1 32 8.59 0.120 71.6 1.033 18.15 0.7 331 2.62 4.39 0 425 21.13 14.4 0.097 C 3 099 0 633 13.9 15.8 33 8.73 0.120 72.8 1.027 18.05 0.7 331 2.62 4 46 0.436 21.79 15.0 0.098 C 7 098 0.643 13.2 16.5 34 8.87 0.120 73.9 1.021 17.95 0.7 331 2.62 4.53 0.448 22.47 15.7 0.099 C 1 097 0.654 12.4 17.2 35 9.01 0.120 75 1 1 015 17.84 0.7 331 2.62 4.61 0.459 23.15 16.3 0.100 C 1 096 0.665 11.7 17.9 36 9.15 0.120 76 3 1.009 17 73 0.7 331 2.62 4.68 0.471 23.84 17.0 0.101 C 7 094 0.676 11.0 18.6 37 9.29 0.120 77.4 1.003 17 62 0.7 331 2.62 4.75 0.483 24.54 17.7 0.102 C 1 0.687 10.3 19.3 38 9.43 0.120 78.6 0.996 17.51 0.7 331 2.62 4.82 0.501 25.26 18.4 0.104 C 1 0.698 9.7 20.1 39 9.33 0.179 52.1 0 990 17.39 0.7 331 2.62 7.07 0.518 38.41 19.1 0.073 C 1 0.710 9.1 20.8 40 9.47 0.179 52.9 0.983 17.27 0.7 331 2.62 7.18 0.536 39.50 19.8 0.075 C 1 0.721 8.5 21.6 41 9.61 0.179 53 7 0.976 17.15 0.7 331 2.62 7.29 0.631 40.61 20.5 0.087 0.594 1 0.768 7.9 22.4 42 9.75 0.179 54.4 0.969 17.02 0.7 331 2.62 7.40 0.649 41.73 21 3 0.088 0.599 1 0.780 7.4 23.2 43 9.89 0.179 55.2 0.961 16.89 0.7 331 2.62 7.50 0.668 42.87 22.1 0.089 0 1 0.791 6.9 24.0 44 10.03 0.179 56.0 0.954 16.76 0.7 331 2.62 7.61 0.687 44.02 22.9 0.090 0 1 0.802 6.4 24,9 45 10.17 0.179 56.8 0.946 16.62 0.7 331 2.62 7.72 0.707 45.19 23.7 0.092 0 1 0.814 5.9 25.7 46 10.31 0.179 57.6 0.938 16.48 0.7 331 2.62 7.83 0.726 46.38 24.5 0.093 0 1 0.825 5.4 26.6 47 10.45 0.179 58.4 0.930 16.34 0.7 331 2.62 7.94 0.746 47.57 25.4 0.094 0 1 0.837 5.0 27,5 48 10.59 0.179 59.1 0.921 16.18 0.7 331 2.62 8.04 0.766 48.79 26 2 0.095 0.628 1.082 0.849 4.6 28.3 49 10.73 0.179 59.9 0.912 16.03 0.7 331 2.62 8.15 0.787 50.02 27.1 0.097 0.633 1.081 0.860 4.2 29.2 50 10.87 0.179 60.7 0.903 15.86 0.7 331 2.62 8.26 0.807 51.26 27.9 0.098 0.637 1.080 0.872 3.8 30.1 7/10/2008 LS70 -A Page F aeed L'I5 9'9 0'0 8(1'1 A L50't 'Y'N 005'0 601'0 6'88 80'111 tCS'T 00'8T 29'0 ICE L'O 06'1T 618'0 8'L5 6E0'0 T8'ET IL 9'05 8'9 0 0 ►ZI'T A 850 T Y'N 60L'0 (91'0 8'69 ZE'6L L8 8'1 ti'OT 09'0 SEE L'O 06'9T 618'0 ('9L 6LT '0 L9'CT OL 8'68 8'9 0 0 OT1'I A 650 T V 90L'0 111'0 0'99 8L'LL (09'1 (E'O1 09'0 ICE L'0 (6'11 688'0 9'SL 6LT'0 (5'CT 69 E'89 8 1 1 0 960'1 A 090'1 Y'N 8OL'O 091'0 9'51 S0'9L 908'T 10'01 09'0 TEE L'0 06'9T 618'0 8' 8L 6LT '0 6E'ET 89 ('L8 f 1 T 0 080'1 A 090'1 - Y'N IOL'0 6(1'0 0'11 CL' ►L T09'T 01'01 09'0 TEE L'0 Z6'1t 698'0 0'8L 6LT 0 50'CT L9 1'91 f / Z'0 690'1 A £90 T Y'N 669'0 8(1'0 9 (1 EL CL SLt I 66'6 09'0 TEE L'0 06'11 618'0 ('CL 6LT' 0 'MCI 99 151 t'/ E 0 950'1 A 890 L Y'N 969'0 LCI'0 E'09 80'20 05('1 88'6 (9'0 TEE L'0 06'91 688'0 f'ZL 6LT 0 L6'0T 59 0 t 1'0 £►0'I A 590'1 'FUN 869'0 9(1'0 £'1i LZ'OL 90C' T 8L'6 09'0 TEE L'0 06'11 698'0 L'TL 6LT' 0 (8'01 99 6 09 t 5 0 0(0'T A 990 'Y'N 169'0 5E1'0 C'06 18'89 TOE'S L9'6 09'Z TEC L'O 06•11 698'0 6'0L 6LT 0 69'(1 E9 6 I L ► L 0 LTO'I A 890 I Y'N 689'0 9(1'0 L'6C LE L9 LLL I 95'6 09'0 TEE L'0 (6'91 698'0 T'OL 6LT' 0 50'01 L9 8'09 0 ► 8 0 900'1 A 690'1 'Y'N 989'0 EE1'0 0'8t 56'59 ESL' T 51'6 Z9'0 TEE 6'0 (6'91 608'0 ('69 6LT' 0 I1 ET 19 8 6C T'9 0'1 T66'0 A OLO't 'Y'N (89'0 001'0 Z'LC 95'99 602'1' 10'6 09'0 ICC L'O (6'9T 688'0 5'89 6LT 0 LZ'ZT 09 8'8( 1'1 Z'T 6L6'0 A ILO'1 'Y'N 089'0 1(1'0 0'9C 91'(9 90Z' 1 CZ'6 L9'0 TEC L'0 (6'91 698'0 L'L9 6L1' 0 (1'01 65 8'LE 0'9 1 T L96'0 A ZLO't 'A'N 609'0 0(1'0 t'SC 90'19 E81 1 (1'6 (9'0 TEC L'0 (6'11 698'0 0'09 6LI 0 66'11 85 8'9C 0'9 9 t S56'0 A CLOT 'Y'N 809'0 601'0 ('PC 6('09 091 1 ZO'6 09'0 TEC L'O 06'9T 688'0 Z'99 6LT - 0 58'11 LS 8 S£ 6'C 6'1 (96'0 A ELO'T 'Y'N OL9'0 801'0 ICC 80'65 LCT - 1 16'8 (9'0 TEE L'O 06'91 698'0 8'59 6LT - 0 SL'TL 95 8 it 6'C 0 - Z IC6'0 A ILO'T 'Y'N 959'0 90 ►'ZE TL'LS ST6'O 08'8 09'0 TEE L'O 96'11 058'0 9'89 6LI 0 LS'TT SS 6 EE 8'E t 616'0 A SLOT 'Y'N LS9'0 E01'0 SIC 6C'95 (68'0 69'8 L9'L TEC 6'0 11'51 098'0 8'(9 6LI 0 E1'IT 9S 6 0E L'C L'( L06'0 A 9L0'1 'Y'N 899'0 TO1'0 9'OC 60'55 168'0 65'8 09'0 TEE L'0 (('ST CL8'0 1'09 661' 60'IT ES 0 LE L'£ T 568'0 A 800'1 'Y'N 519'0 001'0 L'6( 08'ES 058 0 81'8 09'0 ICC L'0 05•51 C88'0 ['Z9 6LI 0 51'TI ZS I'Ttd • el 9'E f E 988'0 A 6L0'I 'Y'N 199'0 660'0 8'80 (S'OS 808'0 L('8 09'0 TEE L'0 69'01 (68'0 5'19 601'0 god& itiI TS 7/10/2008 R.L. FOLEY & ASSOCIATES, INC. POLE DESIGNATION: LS70 -B W/ 5 FIXTURES STRUCTURAL ENGINEERS MANUFACTURER: MUSCO LAKE FOREST, CA PROJECT NO: JOB NO: 2008 -101 PROJECT: STARFIRE SOCCER LOCATION: TUKWILA, WA ASCE 7 -05 WIND CRITERIA 85.0 MPH,EXP C EPA /FIXTURE•, Af D.L. /FIXTURE•• D.L. /BALLAST••• - 2.70 ft2 40.0 lbs 50.0 lbs ' EPA = EFFECTIVE PROJECTED AREA PER MUSCO D.L.- DEAD LOAD OF FIXTURE, 8 CROSSARM PER MUSCO - *ILL= DEAD LOAD OF BALLAST PER MUSCO; APPLIED AT 150 FT ABOVE GRADE INPUT V LOADING DIAGRAM -> 1 = 70.50 ft. (max. ht. from grade) -> 1 = 70.50 ft. (ht. from grade) - >tA = 0.12 in. (pole thk. S top) - >dA - 4.75 in. (pole diem. 0 top) -Ads = 13.40 in. (pole diem. 0 btm) ->tB = 0.179 in. (pole thk. S btm) ->Fy = 38.0 ksi (fixt mount sect. - 3.75 ft) ->Fy = 55.0 ksi (other pole sect.) -> B = 29,000 ksi ->KZt= 1 (6 -3) ->Kd = 0.95 (Table 6 -4) - Kz = 1.176 MAX -EXP C 4t 70.5 FT. (Table 6 -3) -> I = 1.00 (Table 6- - > Cf = 1.00 LIGHT FIXTURE (INCLUDED IN SPA) - Cf = 1.200 MAX (VARIES 0.5 -1.2 FOR RND POLE) (Figure 6 -21) POLE DAMPING, beta. 0.025 Per Musco test OUTPUT I P = SUPERIMPOSED WT ♦ POLE WT <--- FIXTURES, F /Af- gz•Gf•Cf - 24.66 PSP MAX (6 -28) <-- -where qz - 0.00256•Kz•Kzt•Rd( 20.66 PEP MAX (6 -15) POLE, F /Af= gz•G•Cf ATTACHMENT NUMBER DIST. FROM PA Cf EPA Kz qz WIND,F WEIGHT,P TYPE TOP POLE,FT SQ FT SQ FT PSF LBS LBS FIXTURE 5.0 0.5 1.0 2.70 1.174 20.63 332 200 FIXTURE 0.0 3.0 1.0 2.70 1.165 20.47 0 FIXTURE 0.0 3.0 1.0 8.40 1.165 20.47 0 0 FIXTURE 0.0 8.0 1.0 2.70 1.146 20.14 0 FIXTURE 0.0 10.5 1.0 2.70 1.137 19.97 0 FIXTURE 0.0 13.0 1.0 2.70 1.126 19.79 0 FIXTURE 0.0 15.5 1.0 2.70 1.116 19.61 0 FIXTURE 0.0 18.0 1.0 2.70 1.105 19.42 0 FIXTURE 0.0 20.5 1.0 2.70 1.094 19.22 0 0 SEC. LT. 1.0 40.5 1.39 1.3 1.81 0.982 17.26 37 76 BALLAST 5.0 55.5 0 250 'TOTALS - 370 526 29.60 PSF MAX (6 -28) where qz = 0.00256•Kz•Kzt•t 20.66 PSF MAX (6 -15) -> POLE NATURAL FREQUENCY - 0.471 Hz 1 /(2PI•(DELTA /386)'0,5) where DELTA is due to self weight -> Gf= 1.19 (6 -8) (Reference Vibration Problems in Engineering by Timoshenko, 4th ED. pg.34; Pole Properties: Reference 2001 AASHTO Eqn C11 -3) La = 4.68 in4 taper = 0.140 in /ft Lb 162 in4 db /da - 2.821 ra 1.638 in rb - 4.675 in. Aa = 1.745 in2 Ab - 7.43 in2 Sa = 1.97 in3 Sb 24.25 in3 From Critical Buckling Loads of Tapered Columns, ASCE 2/62: n - Log (Ib /(Ia) /Log (db /da) - 3.42 P• - (Ib /Ia) /(Ib /Ia) - 10.6 kl/req* (1 /(P•)'.5)(kl /ra) - 333 (where k- 2.1) RISC 360 -05 Specification Table 84.1, Case 15 for Fy 55.0 KSI 38 KSI D/t < .458/Fy = 237 343 (MAX) D/t < .31E /Fy 163 237 Noncompact D/t < .07E /Fy = 37 53 Compact D/t < .11E /Fy - 58 84 Slender element Section for Uniform Compression POLE ID: S8 LS70 -B 1.220 MPS MOMENT= 58.13 K -FT e° M/F= 47.65 FT P= 1.755 KIPS (SUMMARY FOR FOOTING CHECK) < SMn /1.6 - 73 K - FT Precast Base O.K. Page 4 Section 6.5.8.2 Gust- Effect Factor constant epsilon,e - 0.2 L2 - 525.5 constant 1 = 500 N1 = 2.937 Vz = 84.19 Rn = 0.071 4.6n1hNZ = 1.813 4.6n1BNz = 0.019 R - 1.051 15.4n1LN: - 0.065 gR - 4.006 c - 0.200 Rh 0.404 IZ = 0.192 RB = 0.987 Q 0.921 RL 0.958 G = 0.887 Gf - 1.194 7/10/2008 R.L. FOLEY & ASSOCIATES, INC. POLE DESIGNATION: LS70 -B W/ 5 FIXTURES STRUCTURAL ENGINEERS MANUFACTURER: MUSCO LAKE FOREST, CA PROJECT NO: JOB NO: 2008 -101 PROJECT: STARFIRE SOCCER LOCATION: TUKWILA, WA ASCE 7 -05 WIND CRITERIA 85.0 MPH,EXP C EPA /FIXTURE•, Af D.L. /FIXTURE•• D.L. /BALLAST••• - 2.70 ft2 40.0 lbs 50.0 lbs ' EPA = EFFECTIVE PROJECTED AREA PER MUSCO D.L.- DEAD LOAD OF FIXTURE, 8 CROSSARM PER MUSCO - *ILL= DEAD LOAD OF BALLAST PER MUSCO; APPLIED AT 150 FT ABOVE GRADE INPUT V LOADING DIAGRAM -> 1 = 70.50 ft. (max. ht. from grade) -> 1 = 70.50 ft. (ht. from grade) - >tA = 0.12 in. (pole thk. S top) - >dA - 4.75 in. (pole diem. 0 top) -Ads = 13.40 in. (pole diem. 0 btm) ->tB = 0.179 in. (pole thk. S btm) ->Fy = 38.0 ksi (fixt mount sect. - 3.75 ft) ->Fy = 55.0 ksi (other pole sect.) -> B = 29,000 ksi ->KZt= 1 (6 -3) ->Kd = 0.95 (Table 6 -4) - Kz = 1.176 MAX -EXP C 4t 70.5 FT. (Table 6 -3) -> I = 1.00 (Table 6- - > Cf = 1.00 LIGHT FIXTURE (INCLUDED IN SPA) - Cf = 1.200 MAX (VARIES 0.5 -1.2 FOR RND POLE) (Figure 6 -21) POLE DAMPING, beta. 0.025 Per Musco test OUTPUT I P = SUPERIMPOSED WT ♦ POLE WT <--- FIXTURES, F /Af- gz•Gf•Cf - 24.66 PSP MAX (6 -28) <-- -where qz - 0.00256•Kz•Kzt•Rd( 20.66 PEP MAX (6 -15) POLE, F /Af= gz•G•Cf ATTACHMENT NUMBER DIST. FROM PA Cf EPA Kz qz WIND,F WEIGHT,P TYPE TOP POLE,FT SQ FT SQ FT PSF LBS LBS FIXTURE 5.0 0.5 1.0 2.70 1.174 20.63 332 200 FIXTURE 0.0 3.0 1.0 2.70 1.165 20.47 0 FIXTURE 0.0 3.0 1.0 8.40 1.165 20.47 0 0 FIXTURE 0.0 8.0 1.0 2.70 1.146 20.14 0 FIXTURE 0.0 10.5 1.0 2.70 1.137 19.97 0 FIXTURE 0.0 13.0 1.0 2.70 1.126 19.79 0 FIXTURE 0.0 15.5 1.0 2.70 1.116 19.61 0 FIXTURE 0.0 18.0 1.0 2.70 1.105 19.42 0 FIXTURE 0.0 20.5 1.0 2.70 1.094 19.22 0 0 SEC. LT. 1.0 40.5 1.39 1.3 1.81 0.982 17.26 37 76 BALLAST 5.0 55.5 0 250 'TOTALS - 370 526 29.60 PSF MAX (6 -28) where qz = 0.00256•Kz•Kzt•t 20.66 PSF MAX (6 -15) -> POLE NATURAL FREQUENCY - 0.471 Hz 1 /(2PI•(DELTA /386)'0,5) where DELTA is due to self weight -> Gf= 1.19 (6 -8) (Reference Vibration Problems in Engineering by Timoshenko, 4th ED. pg.34; Pole Properties: Reference 2001 AASHTO Eqn C11 -3) La = 4.68 in4 taper = 0.140 in /ft Lb 162 in4 db /da - 2.821 ra 1.638 in rb - 4.675 in. Aa = 1.745 in2 Ab - 7.43 in2 Sa = 1.97 in3 Sb 24.25 in3 From Critical Buckling Loads of Tapered Columns, ASCE 2/62: n - Log (Ib /(Ia) /Log (db /da) - 3.42 P• - (Ib /Ia) /(Ib /Ia) - 10.6 kl/req* (1 /(P•)'.5)(kl /ra) - 333 (where k- 2.1) RISC 360 -05 Specification Table 84.1, Case 15 for Fy 55.0 KSI 38 KSI D/t < .458/Fy = 237 343 (MAX) D/t < .31E /Fy 163 237 Noncompact D/t < .07E /Fy = 37 53 Compact D/t < .11E /Fy - 58 84 Slender element Section for Uniform Compression POLE ID: S8 LS70 -B 1.220 MPS MOMENT= 58.13 K -FT e° M/F= 47.65 FT P= 1.755 KIPS (SUMMARY FOR FOOTING CHECK) < SMn /1.6 - 73 K - FT Precast Base O.K. Page 4 DIST. FROM TOP,FT OUTSIDE DIAM. IN. THICK. t D/t Ks qz PSF Cf Pole kl /r eg1v. 83 -4 Fe KSI 33 - or 83 -3 ALL.Pn KIPS ACT. Pr KIPS F8.1-F8.2 ALL. Mn ACT. Mr K -FT Pr/Pc °' 'b for Hl -la for Pr/Pc 2 0.2 2nd Order order meamnt CSR O.R. Shear, F 1St Order c2 .2a mmmnt Total id Order Moment FT -K 0 4.75 0.120 39.6 1.17E 20.66 333 2.59 2.37 0.000 4.67 0.000 0.000 1.000 0.000 W N N N N N N N N N N N Al Y Y Y Y Y Y Y Y W Y Y Y Y Y b 0 0 J A O N N A A W W N N Y Y Y 0 0 0 A W O W N Y 0 J J A N A W N N Y O b CO J J T U, A A N N Y 0 0 . . J J J J 0 0 b O O N W N A co 0 N P 01 0 N W g b Y A J O A J O A 0 W J J N 0 W b A O T N 0 1 4.75 0.120 39.6 1.17: 20.60 333 2.59 2.37 0.206 4.67 1 0.087 0.089 1.241 0.344 2 4.75 0.120 39.6 1.169 20.54 333 2.59 2.37 0.212 4.67 ' 0.089 0.174 1.161 0.356 3 4.75 0.120 39.6 1.165 20.47 333 2.59 2.37 0.218 4.67 0.092 0.262 1.144 0.367 4 4.75 0.120 39.6 1.161 20.41 333 2.59 2.37 0.227 6.92 0.096 0.254 1.137 0.379 5 4.88 0.179 27.3 1.15E 20.34 333 2.59 3.59 0.236 10.28 1 0.066 0.214 1.133 0.391 6 5.02 0.179 28.0 1.151 20.28 333 2.59 3.70 0.246 10.91 0.066 0.244 1.131 0.403 7 5.16 0.179 28.8 1.15E 20.21 333 2.59 3.81 0.255 11.57 0.067 0.272 1.129 0.415 8 5.30 0.179 29.6 1.14E 20.14 333 2.59 3.91 0.265 0.068 0.298 1.128 0.428 9 5.4'4', 0.179 30.4 1.142 20.08 333 2.59 4.02 0.276 12.92 0.069 0.322 1.127 0.440 10 5.58 0.179 31.2 1.135 20.01 333 2.59 4.13 0.286 13.63 0.069 0.344 1.126 0.454 11 5.72 0.179 32.0 1.135 19 94 333 2.59 4.23 0.297 14.36 0.070 0.365 1.125 0.467 12 5.86 0.179 32.7 1.13] 19 86 333 2.59 4.34 0.308 15.11 0.071 0.384 1 1.124 0.481 13 6.00 0.179 33.5 1.12E 19.79 333' 2.59 4.45 0.320 15.87 0.072 0.402 1.123 0.495 14 - 6.14 0.179 34.3 1.122 19.72 333 2.59 4.56 0.332 16.65 0.073 0.419 1.123 0.509 15 6.28 0.179 35.1 1.11E 19 65 333 2.59 4.66 0.343 17.46 0.074 0.435 1.122 0.524 16 6'.42 0.179 35.9 1.111 19.57 333 2.59 4.77 0.356 18.28 0.075 0.450 1.121 0.538 17 6.56. 0.179 36.6 1.105 19 49 333 2.59 4.88 0.368 19.12 0.075 0.464 1.121 0.554 18 6.70 0.179 37.4 1.105 19.42 333 2.59 4.98 0.381 20.71 0.076 0.461 1.120 0.569 19 6.84 0.179 38.2 1.101 19.34 333 2.59 5.09 0.394 21.52 0.077 0.476 1.119 0.578 20 6.98 0.179 39.0 1.09E 19.26 333. 2.59 5.20 0.407 22.34 0.078 21 7.12 0.179 39.8 1.091 19.18 333 2.59 5.30 0.421 21.18 0.079 0.501 1.118 0.597 22 7.26 0.179 40.6 1.087 19 10 333 2.59 5.41 0.435' ' 0.080 0.513 1.117 0.606 23 7.40 0.179 41.3 1.087 19 01 333 2.59 5.52 0.449 24.91 0.081 0.524 1.117 0.616 24 7.54 0.179 42.1 1.077 18.93 333 2.59 5.63 0.463 25.79 0.082 0.535 1.116 0.626 25 7.68 0.179 42.9 1.072 18.84 333 2.59 5.73 0.478 N 0.083 z 1 1.115 0.636 26 7.82 0.179 43.7 1.067 18.75 333 2.59 5.84' 0.492 27.61 0.084 27 7.96 0.179 44.5 1.062 18.66 333 2.59 5.95 0.508 28.54 0.085 0.563 1.114 0.656 28 8.10 0.179 45.3 1.057 18.57 333 2.59 6.05 0.523 29.48 0.086 0.572 1.114 0.667 29 81.24 0.179 46.0 1.052 18.48 333 2.59 6.16 0.539 30.44 0.087 0.580 I 1.113 0.677 30 8'.38 0.179 46.8 1.046 18.38 333 2.59 6.27 0.554 31.42 0.088 0.588 I 1.113 0.688 31 8.16 0.179 45.6 1.041 18.29 333 2.59 6.10 0.570 29.89 0.093 0.643 1.112 0.698 32 8.30 0.179 46.4 1.035 18.19 333 2.59 6.21. 0.585 30.86 0.094 0.650 1.111 0.709 33 81.44 0.179 47.2 1.029 18.09 333 2.59 6.31 0.601' 31.84 0.095 0.657 1.111 0.719 34 8.58 0.179 47.9 1.024 17 99 333 2.59 6.42 0.618 32.84 0.096 0.663 1.110 0.730 35 8.72 0.179 48.7 1.018 17.88 333 2.59 6.53 0.634 33.85 0.097 0.669 1.109 0.741 36 8.86 0.179 49.5 1.012 17.77 333 2.59 6.63 0.651 34.88 0.098 0.674 1.109 0.752 37 9.00 0.179 50.3 1.005 17.67 333 2.59 6.74. 0.668 35.92 0.099 0.679 1.108 0.763 38 9.14 0.179 51.1 0.999 17.55 333 2.59 6.85 0.686 36.98 0.100 0.684 1.107 0.774 39 9.28 0.179 51.8 0.992 17.44 333 2.59 6.96 0.704 0.101 0.689 1.106 0.785 40 9.42 0.179 52.6 0.986 17.32 333 2.59 7.06 0.721 39.14 0.102 0.694 1.105 0.796 41. 9.56 0.179 53.4 0.979 17.20 333 2.59 7.17 0.816 40.24 0.114 0.704 1.105 0.845 42 9.70 0.179 54.2 0.972 17.07 333 2.59 7.28 0.834 41.36 0.115 0.709 1.104 0.856 43 9.84 0.179 55.0 0.964 16.95 333 2.59 7.38 0.853 42.49 0.116 0.714 1.103 0.868 44 9.98 0.179 55.8 0.957 16.81 333 2.59 7.49 0.872 43.64 0.116 0.719 1.102 0.879 45 10.12 0.179 56.5 0.949 16.68 333 2.59 7.60 0.891 44.81 , 0.117 0.723 1.101 0.891 46 10.26 0.179 57.3 0.941 16.54 333 2.59 7.70 0.911 45.98 , 0.118 0.728 1.100 0.903 47 10.40 0.179 58.1 0.933 16.39 333 2.59 7.81 0.931 47.18 0.119 0.732 1.099 0.914 48 10.54 0.179 58.9 0.925 16.25 333 2.59 7.92 0.951 48.39 0.120 0.736 1.098 0.926 49 10.68 0.179 59.7 0.916 16.09 333 2.59 8.03 0.971 49.61 0.121 0.740 1.097 0.938 50 10.82 0.179 60.4 0.907 15.93 333 2.59 8.13 0.992' 50.85 0.122 0.743 1.096 0.950 7/10/2008 LS70 -B Page S abed 1'95 T'9 0'0 OZZ'1 A OLO'1 'NUN 808'0 691'0 £'45 LE'08 SSL'i 9E'OI 65'0 EEE L'0 Z6'91 698'0 6'91. 61.1'0 9L'EI TL 6'95 1'9 0'0 900'1 A ILO'1 '1'N SO8'0 L91'0 T'(5 18'81. ITL'I LZ'OI 6S'( EEE L'O 06'41 640'0 1'91. 6/.1'0 09'ET OL L'SS 0'9 0'0 (61'1 A ELO'1 'V'N 908'0 991'0 6'15 LZ'LL 089'1 L1'0'1 60'Z EEE L'O 06'91 698'0 £'5L 641'0 89'ET 69 5'95 0'9 I'0 81.1'1 A 41.0'1 'V'N 008'0 591'0 L'05 SL'SL 659'1 90'01 65'Z EEE L'0 Z6'91 648'0 5'41. 661'0 #E'L1 89 E'ES 0'9 1'0 49T'I A 9L0'I 'V'N 000'0 691'0 9'69 EZ'6L EE9'T 56'6 6S'Z EEE L'0 Z6'41 648'0 L'EL 6LI'0 00'(1 L9 0'05 0'9 0'0 OSI'I A LLO'( 'V'N 661.'0 (91'0 4'84 91'01. 809'1 68'6 66'0 EEE L'O 06'91 698'0 0'£L 6L1'0 90'01 99 0'15 6'S C'0 LEI'S A 6L0'T 'V'N L6L'0 (91'0 ('1.4 90'11. £85'1 91.'6 65'0 EEE L'0 06'41 698'0 Z'ZL 6L1'0 06'ZT 59 8'69 6'S 5'0 401'1 A 080'1 'V'N 561.'0 091'0 1'94 6L'69 655'1 E9'6 65'0 EEE L'0 Z6'4I 698'0 4'IL 6LT'0 81.'01 49 L'96 6'5 9'0 O11'T A 180'1 'V'N £6L'0 191'0 0'56 4E - 89 905'1 05'6 65'0 EEE L'0 06'41 649'0 9'01. 61.1'0 69'(1 E9 9'Lb 8'S 8'0 L60'1 A E80'T 'V'N 161.'0 09'1'0 6'£4 06'99 015'1 04'6 65'0 EEC L'0 06'91 648'0 8'69 61.1'0 00'01 Z9 6'94 L'5 6'0 480'T A 980'1 'V'N 68L'0 091'0 8'09 86'59 989'1 1£'6 65'0 EEE L'0 06'91 698'0 T'69 61.1'0 9£'01 T9 £'S4 L'S It ZLO'T A 080'1 'V'N L8L'0 65'1'0 9'16 80'69 (94'1 00'6 65'0 EEC L'0 Z6'91 668'0 E'89 61.1'0 ZZ'ZI 09 0'69 9'5 6'T 650'1 A 980'1 'V'N 48L'0 851'0 L'04 69'09 6E4'1 01'6 65'0 (EE L'O 36'91 648'0 S'L9 6LT'0 80'01 65 1'(4 5'5 9'1 L40'1 A L80'1 'V'N 38L'0 851'0 9'6E 1£'19 91 4'1 66'8 65'0 EEC 4'0 06'91 648'0 L'99 61-1'0 66'11 85 0'09 5'5 6'T 400'1 A 880'T 'V'N 6LL'0 LSI'0 9'8E 56'60 66E'1 88'8 65'0 (EE L'0 Z6'41 648'0 6'59 64.1'0 08'11 L5 6'06 4'5 0'0 000'T A 680'1 'V'N 9LL'0 90I'0 9'LE 09'85 ILE'1 LL'8 60'Z EEE L'0 06'4T 648'0 1'59 6L1'0 99'11 95 6'6E £'5 5'0 010'T A 060'1 'V'N 65L'0 LZL'0 9'9E LZ'LS 660'T L9'8 60'Z EEE L'O ZO'S1 558'0 4'99 6L1'0 (5'11 55 8'8E 0'5 8'Z 866'0 A 060'1 'V'N 95L'0 901'0 5'50 96'55 LLO'T 95'8 65'Z EEE L'0 00'51 998'0 9'09 61.1'0 8('11 65 8'1.£ 1'S T'E 986'0 A (60'1 'V'N ESL'O SZT'0 9'90 99'45 550'T S6'8 65'0 EEE L'0 14'51 LLB'0 8'09 61.2'0 ■2'11 E5 1.'90 0'5 5'0 61.6'0 A 660'T 'V'N 05L'O 601'0 9'EE LEI'S b£0'T S£'8 65'0 EEC L'0 66'51 L88'0 0'(9 661'0 OT'IT 05 el,i§5E 0'S 6'E Z96'0 A 560'1 'V'N L4L'0 (01'0 9'00 11'(5 (10'1 60'8 65'3 EEE L'0 9L'51 L68'0 0'19 61.1'0 g0( TOP /F TS SCOPE: Analysis of an annular prestressed concrete pole member based on compatible strain procedure per ACI- 318 -05 with an ultimate concrete strain of 0.003. PROJECT: Musco Standard Pole Base DATE: Sep -17 -2007 4:51 PM POLE TYPE = 38 USER DEFINED INPUTS OUTPUT PHI FACTOR = 4). PRESTESSING STRAIN IN TENDON = Ess = CONCRETE SERVICE STRESS DUE TO PRESTRESS = CROSS SECTIONAL AREA = GROSS MOMENT OF INERTIA = DISTANCE TO NEUTRAL AXIS FROM COMP. SIDE = c = CONCRETE COMPRESSIVE FORCE = AREA OF BONDED REINFORCEMENT = MINIMUM BONDED REINFORCEMENT AREA (ACI 18.9.2) = REINFORCEMENT RATIO = p = REINFORCEMENT INDEX = co= MAXIMUM REINFORCEMENT INDEX (ACI 318 -99, 18.8.1) = STRAND DEVELOPMENT LENGTH = Ld = RESULTS NOMINAL MOMENT CAPACITY = M„ _ DESIGN MOMENT CAPACITY = CRACKING LOAD MOMENT (ACI 18.8.2) _ CONFIDENTIAL: The information contained in this design is proprietary to The Cretex designer in connection with this particular project. The Information contained herein Is specifically authorized In writing by The Cretex Companies, Inc. CRETEX CONCRETE PRODUCTS NORTH, INC. CROSS - SECTION OUTER DIAMTER = D = HOLLOW CORE INSIDE DIAMETER = D = 6.125 INCHES 6 TENDON CIRCLE DIAMETER = D, = 6.125 INCHES NUMBER OF TENDONS = N (56 or less and even) 10.612 INCHES TENDON DIAMETER = d = 0.5 INCHES NOMINAL TENDON AREA = A = 0.1531 IN ULTIMATE TENDON STRENGTH = f = 270 KSI TENDON YIELD STRENGTH = f = 230 KSI CONCRETE COMPRESSIVE STRENGTH = F' = 9500 PSI MODULUS OF ELASTICITY - STEEL = E = 29000 KSI iNITIAL PRESTESS FACTOR =1PF = 0.64 PRESTRESS LOSS FACTOR = PLF = 0.82 * PHI FACTOR CALCULATED PER ACI 318 1999 OR 2005 ACI 1999 0.90 0.0049 2369 PSI 110 IN 1476 114 6.15 INCHES 274 KIPS 1.84 IN 0.22 IN2 SATISFIED 0.0206 0.3747 0.2340 EXCEED ED 39 INCHES - PROGRAM VERSION 2.0 130 FT -KIPS 117 FT -KIPS 57 FT -KIPS SATISFIED Companies, Inc. and Is being furnished for the use of the not to be transmitted to any other organization unless R.L. FOLEY E ASSOCIATES, INC. STRUCTURAL ENGINEERS LAKE FOREST, CA POLE DESIGNATION: LS70 -C W/ 11 FIXTURES MANUFACTURER: MUSCO PROJECT NO: JOE NO: PROTECT: LOCATION: 2008 -101 STARPIRE SOCCER TUKWILA, WA ASCE 7 -05 WIND CRITERIA 85.0 MPH, EXP C EPA /FIXTURE *, Af D.L. /FIXTURE ** D.L. /BALLAST* ** 2.30 ft2 - 40.0 lbs - 50.0 lbs EPA - EFFECTIVE PROJECTED AREA PER MUSCO D.L.- DEAD LOAD OF FIXTURE, 6 CROSSARM PER MUSCO 7..- DEAD LOAD OF BALLAST PER MUSCO; APPLIED AT 15.0 FT ABOVE GRADE INPUT 7/10/2008 -> 1 - 70.18 ft. (max. ht. from grade) -> 1 - 70.18 ft. (ht. from grade) ->tA - 0.125 in. (pole thk. O top) ->dA 7.00 in. (pole diam. O top) - >de - 15.75 in. (pole diam. O btm) 0.179 in. (pole thk. O btm) - >Fy - 38.0 ksi (fixt mount sect. - 5.25 ft) - >Fy - 55.0 ksi (other pole sect.) - B - 29,000 ksi ->Kzt= 1 (6-3) - >Kd - 0.95 (Table 6 -4) -> Kz= 1.175 MAX -RXP C O 70.2 FT. (Table 6 - -> I = 1.00 (Table 6 -i -> CT = 1.00 LIGHT FIXTURE (INCLUDED IN EPA) - Cf = 0.700 MAX (VARIES 0.5 -1.2 FOR RND POLE) (Figure 6 - 21) POLE DAMPING, beta- 0.025 Per Musco test OUTPUT - POLE NATURAL FREQUENCY - 0.505 Hz > Gf- 1.17 Pole Properties: ( 6 -8) I P - SUPERIMPOSED WT + POLE WT LOADING DIAGRAM Is - 15.96 in4 taper - 0.140 in /ft Ib - 265 in4 db /da - 2.250 ra - 2.431 in rb - 5.506 in. Aa 2.700 in2 Ab - 8.76 in2 Sa 4.56 in3 Sb - 33.70 in3 From Critical Buckling Loads of Tapered Columns, ASCE 2/62: n = Log (Ib /(Ia) /Log (db /da) - 3.47 P* - (Ib /Ia) /(Ib /Ia) - 6.5 kl /req* (1 /(P *)'.5)(kl /ra] = 285 (where k- 2.1) AISC 360 - 05 Specification Table B4.1, Case 15 for Fy - 55.0 KSI 38 KSI D/t c .45E /Py - 237 343 (MAX) D/t < .31E/Fy - 163 237 Noncompact D/t < .07H/FY - 37 53 Compact D/t c .1113/FY - 58 84 Slender element Section for Uniform Compression < -- <--- FIXTURES, F /Af- qz *Gf *Cf - 24.20 PSF MAX (6 - 28) < -- <-- -where qz - 0.00256 *K8*Kzt *Kd(v) 20.64 PSF MAX (6 - 15) ATTACHMENT NUMBER DIST. FROM PA TYPE TOP POLE,FT SQ FT Cf EPA Kz qz WIND,F WEIGHT,P SQ FT PSF LES LBS FIXTURE 7.0 0.5 1.0 2.30 1.173 20.61 389 280 FIXTURE 4.0 3.0 1.0 2.30 1.164 20.45 221 160 FIXTURE 0.0 5.5 1.0 11.20 1.155 20.29 0 FIXTURE 0.0 8.0 1.0 2.30 1.145 20.12 0 FIXTURE 0.0 10.5 1.0 2.30 1.135 19.95 0 FIXTURE 0.0 13.0 1.0 2.30 1.125 19.77 0 FIXTURE 0.0 15.5 1.0 2.30 1.115 19.58 0 FIXTURE 0.0 18.0 1.0 2.30 1.104 19.39 0 FIXTURE 0.0 20.5 1.0 2.30 1.092 19.19 0 SEC. LT. 1.0 40.2 1.39 1.3 1.81 0.982 17.26 37 76 BALLAST 11.0 0 550 'TOTALS - 646 1066 POLE, F /Af- qz *G *Cf - where qz - 0.00256 *Kz *Kzt *Kd 20.64 PSF MAX (6 -15) 16.94 PSF MAX (6 -28) 1 /(2PT *(DELTA /386) 0.5) where DELTA is due to self weight (Reference Vibration Problems in Engineering by Timoshenko, 4th ED. pg.34; Reference 2001 AASETO Eqn C21 -3) F. 1.586 KIPS MOMENT- 79.23 K-FT e= M/F= 49.94 FT P= 2.046 KIPS (SUMMARY FOR FOOTING CHECK) < SMn /1.6 - 99 K -FT Precast Base O.R. POLE ID: S7 L570 -C Page Section 6.5.8.2 Gust - Effect Factor constant epsilon,e - 0.2 Lz - 525.0 constant 1 - 500 N1 - 3.149 Vz - 84.13 Rn - 0.068 4.6n1hNz - 1.936 4.6n1BNz = 0.026 R - 1.001 15.4n1LN2 - 0.068 8R - 4.023 C - 0.200 Rh 0.386 IZ - 0.192 RB = 0.983 Q - 0.921 RL - 0.944 G m 0.887 Gf - 1.173 R.L. FOLEY E ASSOCIATES, INC. STRUCTURAL ENGINEERS LAKE FOREST, CA POLE DESIGNATION: LS70 -C W/ 11 FIXTURES MANUFACTURER: MUSCO PROJECT NO: JOE NO: PROTECT: LOCATION: 2008 -101 STARPIRE SOCCER TUKWILA, WA ASCE 7 -05 WIND CRITERIA 85.0 MPH, EXP C EPA /FIXTURE *, Af D.L. /FIXTURE ** D.L. /BALLAST* ** 2.30 ft2 - 40.0 lbs - 50.0 lbs EPA - EFFECTIVE PROJECTED AREA PER MUSCO D.L.- DEAD LOAD OF FIXTURE, 6 CROSSARM PER MUSCO 7..- DEAD LOAD OF BALLAST PER MUSCO; APPLIED AT 15.0 FT ABOVE GRADE INPUT 7/10/2008 -> 1 - 70.18 ft. (max. ht. from grade) -> 1 - 70.18 ft. (ht. from grade) ->tA - 0.125 in. (pole thk. O top) ->dA 7.00 in. (pole diam. O top) - >de - 15.75 in. (pole diam. O btm) 0.179 in. (pole thk. O btm) - >Fy - 38.0 ksi (fixt mount sect. - 5.25 ft) - >Fy - 55.0 ksi (other pole sect.) - B - 29,000 ksi ->Kzt= 1 (6-3) - >Kd - 0.95 (Table 6 -4) -> Kz= 1.175 MAX -RXP C O 70.2 FT. (Table 6 - -> I = 1.00 (Table 6 -i -> CT = 1.00 LIGHT FIXTURE (INCLUDED IN EPA) - Cf = 0.700 MAX (VARIES 0.5 -1.2 FOR RND POLE) (Figure 6 - 21) POLE DAMPING, beta- 0.025 Per Musco test OUTPUT - POLE NATURAL FREQUENCY - 0.505 Hz > Gf- 1.17 Pole Properties: ( 6 -8) I P - SUPERIMPOSED WT + POLE WT LOADING DIAGRAM Is - 15.96 in4 taper - 0.140 in /ft Ib - 265 in4 db /da - 2.250 ra - 2.431 in rb - 5.506 in. Aa 2.700 in2 Ab - 8.76 in2 Sa 4.56 in3 Sb - 33.70 in3 From Critical Buckling Loads of Tapered Columns, ASCE 2/62: n = Log (Ib /(Ia) /Log (db /da) - 3.47 P* - (Ib /Ia) /(Ib /Ia) - 6.5 kl /req* (1 /(P *)'.5)(kl /ra] = 285 (where k- 2.1) AISC 360 - 05 Specification Table B4.1, Case 15 for Fy - 55.0 KSI 38 KSI D/t c .45E /Py - 237 343 (MAX) D/t < .31E/Fy - 163 237 Noncompact D/t < .07H/FY - 37 53 Compact D/t c .1113/FY - 58 84 Slender element Section for Uniform Compression < -- <--- FIXTURES, F /Af- qz *Gf *Cf - 24.20 PSF MAX (6 - 28) < -- <-- -where qz - 0.00256 *K8*Kzt *Kd(v) 20.64 PSF MAX (6 - 15) ATTACHMENT NUMBER DIST. FROM PA TYPE TOP POLE,FT SQ FT Cf EPA Kz qz WIND,F WEIGHT,P SQ FT PSF LES LBS FIXTURE 7.0 0.5 1.0 2.30 1.173 20.61 389 280 FIXTURE 4.0 3.0 1.0 2.30 1.164 20.45 221 160 FIXTURE 0.0 5.5 1.0 11.20 1.155 20.29 0 FIXTURE 0.0 8.0 1.0 2.30 1.145 20.12 0 FIXTURE 0.0 10.5 1.0 2.30 1.135 19.95 0 FIXTURE 0.0 13.0 1.0 2.30 1.125 19.77 0 FIXTURE 0.0 15.5 1.0 2.30 1.115 19.58 0 FIXTURE 0.0 18.0 1.0 2.30 1.104 19.39 0 FIXTURE 0.0 20.5 1.0 2.30 1.092 19.19 0 SEC. LT. 1.0 40.2 1.39 1.3 1.81 0.982 17.26 37 76 BALLAST 11.0 0 550 'TOTALS - 646 1066 POLE, F /Af- qz *G *Cf - where qz - 0.00256 *Kz *Kzt *Kd 20.64 PSF MAX (6 -15) 16.94 PSF MAX (6 -28) 1 /(2PT *(DELTA /386) 0.5) where DELTA is due to self weight (Reference Vibration Problems in Engineering by Timoshenko, 4th ED. pg.34; Reference 2001 AASETO Eqn C21 -3) F. 1.586 KIPS MOMENT- 79.23 K-FT e= M/F= 49.94 FT P= 2.046 KIPS (SUMMARY FOR FOOTING CHECK) < SMn /1.6 - 99 K -FT Precast Base O.R. POLE ID: S7 L570 -C Page DIST. PROM TOP,PT OUTSIDE DIAM.. IN. THICK. t D/t Rz qz PSP Cf Pole kl /r ogiv. 83 -4 Pe KSI 83 -2 or 83 -3 ALL.Pn RIPS ACT. Pr RIPS 98.1 -98.2 ALL. Mn, R -FT ACT. Mr R -Fr Pr /PC vi -,l. for p 81 -la for Pr/Pe 2 0.2 mad order Apt career moment CSR O.R. Shear', F RIPS 1r^ Oode.. Delta 02.20 1.6rp-Delte Brment PC -R Total 2nd Order Moment PT-K 0 7.00 0.125 56.0 1 175 20.64 0 7 295 3.52 5.00 0.000 11.12 0.0 0.000 0.000 1.000 0.000 41.0 O d S N N 0 N 0 0 0 N N• 0 0 0 0 0 * 0 r O N N N T N 0 0 r N 0 M N n 0 M r 0 N M T O N N 0 0 0 N O 0 0 0 0 0 0 0 0 0 N N N N A N N N N N N N N N N M M M N N N N M w r m V M m N N 0 N 0 N N N 0 0 0 0'.0 1 7.00 0.125 56.0 1 171 20.58 0.7 285 3.52 5 00 0.289 11 12 0.2 0.058 0.050 1.201 0.399 29.9 0.2 2 T.00 0.125 56.0 1.168 20.52 0.7 285 3.52 5.00 0.298 11 12 0.6 0.060 0.091 1.135 0.409' 38.9 0.7 3 7.00 0.125 56.0 1.164 20.45 0.7 285 3.52 5.00 0.468 11.12 1.1 0.094 0.161 1.129 0 639 1' 3 4, 7 00 0.125 56.0 1 160 20.39 0.7 285 3.52 5.00 0.477' 11 12 1.8 0.095 0.226 1.119 0.649' 36.8 2 0 5 7' 00 0.125 56.0 1.157 20.32 0. 285 3.52 5.00 0.491 11 12 2.4 0.098 0.292 1%115 0.659 35.8 2 7 6 7.40 0.179 41.3 1.153 20.26 0.7 295 3.52 7.52 0.505' 24.91 3.1 0.067 0.172 1.112 0.669' 34.0 3.4 7 7 58 0.179 42.3 1.149 20.19 0.7 295 3.52 7.70 0.519 26.03 3.8 0.067 0.194 1.111 0.679 33.8 4.2 8 7.12 0.179 43.1 1.145 20.12 0.7 285 3.52 7.85 0.534 26.94 4.4 0.068 0.217 1%110 0 690' 32.8 4'.9 9 7.86 0.179 43.9 1.141 20.05 0.7 285 3.52 7.99 0.549 27.86 5.1 0.069 0.239 1.109 0.700 31.8 5 7 10 8 0 0.179 44.7 1.137 19.98 0.7 285 3.52. 8.14 0.564 28 79 5.8 0.069 0.260 1.108 0.711' 30.8 6 5 11 8.14 0.179 45.5 1.133 19.91 0.7 285 3.52 8.28 0.580 29 74 6.6 0.070 0.280 1.108 0.722 29.8 7 3 12 8.28 0.179 46.2 1.129 19.84 0.7 285 3.52 8.43 0.595 30.70 7.3 0.071 0.298 1.108 0.733. 28.9 8.1 13 8.42 0.179 47.0 1.125 19.77 0.7 285 3.52 8.58 0.611 31 68 8.0 0.071 0.316 1.107 0.745' 27.9 8.9 14 8.56 0.179 47.8 1.121 19.70 0.7 295 3.52 8 72 0.628 32 68 8.B 0.072 0.334 1.107 0 756 9 7 15 8'.70 0.179 48.6 1.117 19.62 0 7 285 3.52 8.87 0.644 33 69 9.5 0.073 0.350 1.107 0.768' 26.1 10.6 16 8.84 0.179 49.4 1.112 19.55 0 7 285 3.52 9 01 0.661 34.71 10.3 0.073' 0.366 1.107 0.779 25.2 11.4 17 8. 98 0.179 50.2 1.108 19.47 0.7 285' 3.52 9.16 0.678 35 75 11.1 0.074 0.381 1.107 0.791, 12.3 18 9.12' 0.179 50.9 1.104 19.39 0 7 285 1.52 9 30 0.696 36 81 11.9 ' 0.075 0.395 1.106 0 903 23.4 13.21 19 9 26 0.179 51.7 1.099 19.31 0.7 285 3'.52 9.45 0.713 37.88 12.7 0.075 ' 0 815 22.5 14.1 20 9 40 0.179 52.5 1.095 '19.23 0.7 285 3.52 9.60 0.731 38.97 13.5 0.076 0.422 1.106 0.828 21.6 15.0 21 9 54. 0.179 53.3 1 090 19 15 0.7 285. 3.52 9.74 0.749 40.07 14.4 0.077' 0.435 1.105 0 840' 20.8 15.9 22. 9 68 0.179 54.1 1 085 19 07 0.7 285 3.52' 9.89 0.768 41.18 15.2 0.078 0.447 1%105 0.852 20.0 16.8 23 9.82 0.179 54.8 1.080 18.99 0.7 285 3.52 10.03 0.786 42'.31 16.1 0.076 0.459 1.105 0'.865 19.2 17.8 24 9.96 0.179 55.6 1.076 18.90 0.7 285 3.52 10.18 0.805 43.46 16.,9 0.079 0.470 1.105 0.878 18.4 18.7 25. 10'.1'0 0.179 56.4 1.071 18.81 0.7 285 3.52 10.32 0.825 44 62 17.8 0'.080 z N 0.891 17.6 19.7 26' 10. 0.179 57.2 1.066 18.72 0.7 285 3,52 10.47 0.844 45.80 18.7 0.081 0.491 1.104 0.904 16.8 20.7 27 10.38 0.179 58.0 1.061 18 63 0.7' 285 3,52 1'0.62 0.864 46 99 19,6 0.081 0.502 1.103 0 917 16.1 21.7 28 1'D.52 0.179 58.8 1.055 18 54, 0.7 285 3.52 10.76 0.884' 48.20 20.6 ' 0.082 0.511 1.103 0.930 15.3 22.7 29 1'0 66 0.179 59.5 ' 1.050 18'.45 0.7 285 3.52 10.91 0.904 49.42 21.5 0.083 0.521 1.102 0.944 14.6 23.1 30 1'0.80 0.179 60.3 1.045 18 35 0.7 285 3'.52 1 11..05 0.924 50.66 21.4 0.084 0.530 1.102 0.957 13.9 24.7' 31 1 54 0.179 58.9 1..039 19.26 0.7 285 3.52 10.78 0.944 48.39 23.4' 0.088 0.577 1.101 0.970 11.2 25.8 32 10 68 0.179 59.7 1.033 18.16 0.7 285 3'.52 10.93 0.965 49.61 24.4 0.088 0.585 1.101 0.984 12.6 26.8 33 10.82 0.179 60.4 1.028 18.06 0.7 285 3.52 11.08 0.985 50.85 25.4 0.089 0.594 1.100 0.997 11.9 27.9 34 10.96 0.179 61.2 1.022 17.95 0.7 285 3.52 11.22 1.006 52.11 26.4 0.090 0.602 1.100 1.010 11.3 29.0 35 11.10 0.179 62.0 1.016 17.85 0.7 285 3.52 11.37 1.027 53.37 27 4 0.090 0.609 1.099 1.024 10.7 30.1 36 11.24 0.179 62.8 1.010 17.74 0.7 285 3.52. 11.51 1.049 54.66 28.4 0.091 0.617 1.098 1.037 10.1 31.2 37 11'.38 0.179 63.6 1.003 17.63 0.7 285 3.52 11.66 1,070 55.96 29.5 0.092 0.624 1.098 1.051 9.5. 32.4 38 11.52 0.179 64.4 0.997 17.52 0.7 285 3.52 11.80 1.092 57.27 ' 30.5 0.093 0.631 1.097 1.065 8.9 1 33.5 39 11.66 0.179 65.1 0.990 17.40 0.7 285 3.52 11.95 1.115 58.60 31 6 0.093 0.638 1.096 1.078 8.4 1 34.6 40 11.80 0.179 65.9 0.983 17.28 0.7 285 3,52 12.10 1.137 59.95 32.7 0.094 0.644 1.096 1.092 7.9 35.8 41 11.94 0.179 66.7 0.977 17.16 0.7 285 1.52 12.24 1.236 61.31 33.8 1 0.101 0.654 1.095 1.143' 7.3 37.0 42 12.08 0.179 67.5 0.969 17.03 0.7' 285 3.52 11.39 1.259 62.69 34.9 0.102 0.661 1.094 1.157 6.9 38.21 43 12.22 0.179 68.3 0.962 16.90 0.7 285 3.52 12.53 1.282 64.08 36.1 0.102 0.667 1.093 1.171 6.4 39.5 44 12.36 0.179 69.1 0.954 16.77 0.7 285 3.52 12.68 1.306 65.48 37.3 0.103 0.674 1.093 1.185 40 7 45 12.50 0.179 69.8 0.947 16.63 0.7 285 3.52, 12.82 1.330 66.90 38.5 0.104 0.680 1.092 1.199 5.5 42.0 46 12.64 0.179 70.6 0.939 16.49 D.7 285 3.52' 12.97 1.354 68.34 39.7 0.104 0.686 1.091 1.213. 5.1 43,3 47 12.78 0.179 71.4 0.930 16.35 0.7 285 3.52 13.12 1.378 69.79 40.9 0.105 0.691 1.090 1.227 4.7 44.6 48 12.92 0.179 72.2 0.922 16.20 0.7 285 3.52 13.26 1.403 71.26 42.1 ' 0.106 0.697 1.089 1.242 4.3 45.9 49 13.06 0.179 73.0 0.913 16.04 0.7 285 3.52 13.41 1.428 72.74 43.4. 0.106 0.702 1.088 1.256 3.9 47.2 50 13.20 0.179 73.7 0.904 15.88 0.7 285 3.52 13.55 1.453 74.23 44.7 0.107 0.708 1.087 1.270 3.5 48.5 7/10/2008 LS70 -C Page 4 51 7 8 ° . / i9 °8 0.179 74.5 0 894 15.71 0.7 285 3 52 13.70 1.478 75.75 45 9 0.108 0.713 N.A. 1.086 Y 1.284 3.2 6.3 s7q -c. j 52 13.48 0.179 75.3 0.884 15.53 0.7 285 3 52 13.84 1.504 77 27 47.2 0.109 0.718 N.A. 1.085 Y 1.299 2.9 6.4 51.2 53 13.62 0.179 76.1 0 073 15.35 0 7 285 3 52 13.99 1.530 78 01 48 5 0.109 0.722 N.A. 1.084 Y 1.313 2.6 6.5 52.6 54 13.76 0.179 76.9 0 863 15.16 0.7 285 3 52 14.14 1.556 80 37 49.9 0.110 0.727 N.A. 1.083 Y 1.327 2.3 6.6 54.0 55 13.90 0 179 77 7 0.851 14.95 0 7 285 3.52 14.28 1.583 81 94 51 2 0.111 0.731 N.A. 1.082 Y 1.341 2.0 6.7 55.4 56 14 04 0.179 78.4 0.849 14.92 0 7 285 3.52 14.43 1.610 83 53 52 5 0.112 0.736 N.A. 1.081 Y 1.356 1.8 6.8 56.8 57 14.18 0 179 79.2 0.849 14 92 0.7 285 3.52 14.57 1.637 85.13 53.9 0.112 0.740 N.A. 1.080 Y 1.370 1.6 6.9 58.2 58 14 32 0.179 80.0 0.849 14.92 0.7 285 3.52 14.72 1.664 86.75 55.3 0.113 0.744 N.A. 1.079 Y 1.384 1.3 7.0 59.6 59 14 46 0.179 80.8 0.849 14.92 0.7 285 3.52 14.86 1.692 88.38 56.7 0.114 0.748 N.A. 1.078 Y 1.399 1.1 7.0 61.1 60 14.60 0.179 81.6 0.849 14.92 0.7 285 3.52 15.01 1.719 90.03 58.1 0.115 0.752 N.A. 1.076 Y 1.414 1.0 7.1 62.5 61 14 74 0.179 82.3 0.849 14 92 0.7 285 3.52 15.16 1.748 91.69 59.5 0 115 0.755 N.A. 1.075 Y 1.429 0.8 7.2 64.0 62 14 88 0.179 83.1 0.849 14.92 0.7 285 3.52 15.30 1.776 93.37 60.9 0.116 0.759 N.A. 1.074 Y 1.444 0.6 7.2 65.4 63 15 02 0 179 83 9 0.849 14 92 0.7 285 3.52 15 45 1.805 95.06 62.4 0 117 0.762 N.A. 1.073 Y 1.459 0.5 7.3 66.9 64 15.16 0.179 84 7 0.849 14 92 0.7 285 3.52 15.59 1.834 96.77 63.8 0.118 0.766 N.A. 1.072 Y 1.475 0.4 7.3 68.4 65 15 30 0.179 85.5 0 849 14.92 0.7 285 3.52 15.74 1.863 98.50 65.3 0.118 0.769 N.A. 1.070 Y 1.490 0.3 7.4 69.9 66 15 44 0 179 86 3 0 849 14.92 0.7 285 3.52 15 88 1.892 100.23 66.8 0 119 0.772 N.A. 1.069 Y 1.506 0.2 7.4 71.5 67 15.58 0.179 87.0 0 849 14.92 0.7 285 3.52 16.03 1.922 101.99 68.3 0.120 0.776 N.A. 1.068 Y 1.522 0.1 7.4 73.0 68 15.72 0.179 87.8 0 849 14.92 0.7 285 3.52 16.18 1.952 103.76 69.9 0.121 0.779 N.A. 1.067 Y 1.538 0.1 7.4 74.5 69 15.86 0.179 88.6 0.849 14.92 0 7 285 3.52 16 32 1.982 105.54 71.4 0.121 0.782 N.A. 1.065 Y 1.554 0.0 7.5 76.1 70 16.00 0 179 89.4 0.849 14.92 0.7 285 3.52 16.47 2.013 107.34 73.0 0 122 0.785 N.A. 1.064 Y 1.570 0.0 7.5 77.7 71 16 14 0.179 90.2 0.849 14.92 0.7 285 3.52 16 61 2.046 109.15 74.6 0 123 0.787 N.A. 1.063 Y 1.506 0.0 7.5 79.2 Page /e, CRETEX CONCRETE PRODUCTS NORTH, INC. SCOPE: Analysis of an annular prestressed concrete pole member based on compatible strain procedure per ACI- 318 -05 with an ultimate concrete strain of 0.003. PROJECT: Musco Standard Pole Base DATE: Sep -17 -2007 4:52 PM POLE TYPE = 4B USER DEFINED INPUTS CROSS - SECTION OUTER DIAMTER = D = 15.67 INCHES HOLLOW CORE INSIDE DIAMETER = D = 8.375 INCHES TENDON CIRCLE DIAMETER = D = 12.625 INCHES NUMBER OF TENDONS = N (56 or less and even) 12 TENDON DIAMETER = d = 0.5 INCHES NOMINAL TENDON AREA = A = 0.1531 IN ULTIMATE TENDON STRENGTH = f = 270 KSI TENDON YIELD STRENGTH = f = 230 KSI CONCRETE COMPRESSIVE STRENGTH = = 9500 PSI MODULUS OF ELASTICITY - STEEL = E = 29000 KSI INITIAL PRESTESS FACTOR = IPF = 0.64 PRESTRESS LOSS FACTOR = PLF = 0.82 * PHI FACTOR CALCULATED PER ACI 318 1999 OR 2005 AC1 1999 OUTPUT PHI FACTOR =4) _ PRESTESSING STRAIN IN TENDON = = CONCRETE SERVICE STRESS DUE TO PRESTRESS = CROSS SECTIONAL AREA = GROSS MOMENT OF INERTIA = DISTANCE TO NEUTRAL AXIS FROM COMP. SIDE = c = CONCRETE COMPRESSIVE FORCE = AREA OF BONDED REINFORCEMENT = MINIMUM BONDED REINFORCEMENT AREA (ACI 18.9.2) = REINFORCEMENT RATIO = p = REINFORCEMENT INDEX = w= MAXIMUM REINFORCEMENT INDEX (ACI 318-99, 18.8.1)= STRAND DEVELOPMENT LENGTH = L. = RESULTS NOMINAL MOMENT CAPACITY = M„ = DESIGN MOMENT CAPACITY = = CRACKING LOAD MOMENT (ACI 18.8.2) = CONFIDENTIAL: The Information contained in this design is proprietary to The Cretex designer In connection with this particular project. The Information contained herein Is specifically authorized in writing by The Cretex Companies, Inc. 0.90 0.0049 1890 PSI 138 IN 2718 IN 6.06 INCHES 298 KIPS 1.84 IN 0.28 IN 0.0166 0.3345 0.2340 49 INCHES PROGRAM VERSION 2.0 SATISFIED EXCEEDED 177 FT -KIPS 159 FT -KIPS 76 FT -KIPS SATISFIED Companies, Inc. and is being furnished for the use of the not to be transmitted to any other organization unless R.L. FOLEY & ASSOCIATES, INC. STRUCTURAL ENGINEERS LAKE FOREST, CA POLE DESIGNATION: L590 -A M/ 14 FIXTURES MAX MANUFACTURER: MUSCO PROJECT NO: JOB NO: 2008 -101 PROTECT: STARFIRE SOCCER LOCATION: TUKW ILA, WA ASCE 7 -05 WIND CRITERIA 85.0 MPH, EXP C EPA /FIXTURE *, Af D.L /FIXTURE** D.L. /BALLAST* ** 2.20 ft2 40.0 lbs 50.0 lbs • EPA = EFFECTIVE PROJECTED AREA PER MUSCO D.L = DEAD LOAD OF FIXTURE, 6 CROSSARM PER MUSCO "'D.L.= DEAD LOAD OF BALLAST PER MUSCO; APPLIED AT 15.0 FT ABOVE GRADE INPUT -> 1 91.40 ft. (max. ht. from grade) -> 1 91.40 ft. (ht. from grade) - >tA 0.125 in. (pole thk. O top) - >dA = 7.00 in. (pole diam. O top) - >dB - 18.36 in. (pole diam. O btm) ->tB = 0.239 in. (pole thk. O btm) - >Fy - 38.0 ksi (fixt mount sect. _ ->Fy 55.0 ksi (other pole sect.) -> E - 29,000 ksi ->Kzt- ->Kd _ >Kz= > I = -> Cf = 1.00 LIGHT FIXTURE (INCLUDED IN EPA) ->C1 = 0.700 MAX (VARIES 0.5 -1.2 FOR RND POLE) POLE DAMPING, beta= 0.03 Per Musco test OUTPUT 7/10/2008 V I 5.25 ft) 1 (6 -3) 0.95 (Table 6 -4) 1.242 MAX -EXP C O 91.4 PT. (Table 6 -3) 1.00 (Table 6 -3 P - SUPERIMPOSED WT + POLE WT IIIA lvl Iv' V V V B LOADING DIAGRAM (Figure 6 -21) .---FIXTURES, F /Af= qz *G£ *Cf 25.30 PSF MAX (6 -28) < -- -where qz = 0.00256 *Kz *Kzt *Kd(V) 21.82 PSF MAX (6 -15) POLE, F /Af= ATTACHMENT NUMBER DIST. FROM PA TYPE TOP POLE, FT SQ PT c f EPA Kz qz WIND,F WEIGET,P SQ FT PSF LBS LBS FIXTURE 7.0 0.5 1.0 2.20 1.240 21.80 389 280 FIXTURE 7.0 3.0 1.0 2.20 1.233 21.67 387 280 FIXTURE 0.0 5.5 1 0 2.20 1.226 21.54 0 0 FIXTURE 0.0 8.0 1.0 2.20 1.218 21.40 0 0 FIXTURE 0.0 10.5 1 0 2.20 1.210 21.27 0 0 FIXTURE 0.0 13.0 1 0 2.20 1.202 21.13 0 0 FIXTURE 0.0 15.5 1.0 2.20 1.194 20.99 0 FIXTURE 0.0 18.0 1.0 2.20 1.186 20.84 0 FIXTURE 0.0 20.5 1.0 2.20 1.177 20.69 0 SEC. LT. 1.0 61.4 1.39 1 3 1.81 0.982 17.26 36 76 BALLAST 14.0 76.4 0 700 'TOTALS - 812 1336 qz *G *Cf 17.71 PSF MAX where qz = 0.00256 *Kz *Kzt *Kd 21.82 PSF MAX (6 -28) (6 - 15) > POLE NATURAL FREQUENCY - 0.387 Hz 1 /(2PI *(DELTA /386) 0.5) where DELTA is due to self weight Gf= 1.16 (6 -8) (Reference Vibration Problems in Engineering by Timoshenko, 4th ED. pg.34; Pole Properties: Reference 2001 AASRTO Eqn CI1-3) Ia - 15.96 in4 taper - 0.140 in /ft Ib = 559 in4 db /da - 2.623 ra - 2.431 in rb - 6.407 in. Aa 2.700 in2 Ab - 13.61 in2 Sa 4.56 in3 Sb = 60.85 in3 From Critical Buckling Loads of Tapered Columns, ASCE 2/62: n - Log (Ib /(Ia) /Log (db /da) - 3.69 P* _ (Ib /Ia) /(Ib /Ia) ^ .333 10.7 kl /req* (1 /(P W.5) (kl /ra) - 290 (where k= 2.1) RISC 360 -05 Specification Table 54.1, Case 15 for Fy = 55.0 KSI 38 KSI D/t < .ass /Fy - 237 343 (MAX) D/t < .31E /Fy = 163 237 Noncompact D/t < .07E /Fy = 37 53 Compact D/t < .11E /Fy = 58 84 Slender element Section for Uniform Compression GMn /1.6 - 165 K -FT Precast Base O.K. POLE ID: S3 01,52 SIM LS90 -A Fs 2.201 KIPS MOMENT= 139.94 K-FT e= M/F= 63.60 FT P= 3.945 KIPS (SUMMARY FOR FOOTING MOCK) Page i2 Section 6.5.8.2 Gust- Effect Factor constant epsilon,e 0.2 LZ - 553.5 constant 1 = 500 N1 = 2.443 VZ = 87.62 Rn = 0.079 4.6n1 = 1.856 4.6n1 = 0. 021 R = 1.005 15.4n1LA/I = 0.072 gR = 3.957 c 0.200 Rh = 0.397 )Z = 0.184 RB = 0.986 Q - 0.911 RL = 0.954 0 = 0.883 Gf = 1.159 R.L. FOLEY & ASSOCIATES, INC. STRUCTURAL ENGINEERS LAKE FOREST, CA POLE DESIGNATION: L590 -A M/ 14 FIXTURES MAX MANUFACTURER: MUSCO PROJECT NO: JOB NO: 2008 -101 PROTECT: STARFIRE SOCCER LOCATION: TUKW ILA, WA ASCE 7 -05 WIND CRITERIA 85.0 MPH, EXP C EPA /FIXTURE *, Af D.L /FIXTURE** D.L. /BALLAST* ** 2.20 ft2 40.0 lbs 50.0 lbs • EPA = EFFECTIVE PROJECTED AREA PER MUSCO D.L = DEAD LOAD OF FIXTURE, 6 CROSSARM PER MUSCO "'D.L.= DEAD LOAD OF BALLAST PER MUSCO; APPLIED AT 15.0 FT ABOVE GRADE INPUT -> 1 91.40 ft. (max. ht. from grade) -> 1 91.40 ft. (ht. from grade) - >tA 0.125 in. (pole thk. O top) - >dA = 7.00 in. (pole diam. O top) - >dB - 18.36 in. (pole diam. O btm) ->tB = 0.239 in. (pole thk. O btm) - >Fy - 38.0 ksi (fixt mount sect. _ ->Fy 55.0 ksi (other pole sect.) -> E - 29,000 ksi ->Kzt- ->Kd _ >Kz= > I = -> Cf = 1.00 LIGHT FIXTURE (INCLUDED IN EPA) ->C1 = 0.700 MAX (VARIES 0.5 -1.2 FOR RND POLE) POLE DAMPING, beta= 0.03 Per Musco test OUTPUT 7/10/2008 V I 5.25 ft) 1 (6 -3) 0.95 (Table 6 -4) 1.242 MAX -EXP C O 91.4 PT. (Table 6 -3) 1.00 (Table 6 -3 P - SUPERIMPOSED WT + POLE WT IIIA lvl Iv' V V V B LOADING DIAGRAM (Figure 6 -21) .---FIXTURES, F /Af= qz *G£ *Cf 25.30 PSF MAX (6 -28) < -- -where qz = 0.00256 *Kz *Kzt *Kd(V) 21.82 PSF MAX (6 -15) POLE, F /Af= ATTACHMENT NUMBER DIST. FROM PA TYPE TOP POLE, FT SQ PT c f EPA Kz qz WIND,F WEIGET,P SQ FT PSF LBS LBS FIXTURE 7.0 0.5 1.0 2.20 1.240 21.80 389 280 FIXTURE 7.0 3.0 1.0 2.20 1.233 21.67 387 280 FIXTURE 0.0 5.5 1 0 2.20 1.226 21.54 0 0 FIXTURE 0.0 8.0 1.0 2.20 1.218 21.40 0 0 FIXTURE 0.0 10.5 1 0 2.20 1.210 21.27 0 0 FIXTURE 0.0 13.0 1 0 2.20 1.202 21.13 0 0 FIXTURE 0.0 15.5 1.0 2.20 1.194 20.99 0 FIXTURE 0.0 18.0 1.0 2.20 1.186 20.84 0 FIXTURE 0.0 20.5 1.0 2.20 1.177 20.69 0 SEC. LT. 1.0 61.4 1.39 1 3 1.81 0.982 17.26 36 76 BALLAST 14.0 76.4 0 700 'TOTALS - 812 1336 qz *G *Cf 17.71 PSF MAX where qz = 0.00256 *Kz *Kzt *Kd 21.82 PSF MAX (6 -28) (6 - 15) > POLE NATURAL FREQUENCY - 0.387 Hz 1 /(2PI *(DELTA /386) 0.5) where DELTA is due to self weight Gf= 1.16 (6 -8) (Reference Vibration Problems in Engineering by Timoshenko, 4th ED. pg.34; Pole Properties: Reference 2001 AASRTO Eqn CI1-3) Ia - 15.96 in4 taper - 0.140 in /ft Ib = 559 in4 db /da - 2.623 ra - 2.431 in rb - 6.407 in. Aa 2.700 in2 Ab - 13.61 in2 Sa 4.56 in3 Sb = 60.85 in3 From Critical Buckling Loads of Tapered Columns, ASCE 2/62: n - Log (Ib /(Ia) /Log (db /da) - 3.69 P* _ (Ib /Ia) /(Ib /Ia) ^ .333 10.7 kl /req* (1 /(P W.5) (kl /ra) - 290 (where k= 2.1) RISC 360 -05 Specification Table 54.1, Case 15 for Fy = 55.0 KSI 38 KSI D/t < .ass /Fy - 237 343 (MAX) D/t < .31E /Fy = 163 237 Noncompact D/t < .07E /Fy = 37 53 Compact D/t < .11E /Fy = 58 84 Slender element Section for Uniform Compression GMn /1.6 - 165 K -FT Precast Base O.K. POLE ID: S3 01,52 SIM LS90 -A Fs 2.201 KIPS MOMENT= 139.94 K-FT e= M/F= 63.60 FT P= 3.945 KIPS (SUMMARY FOR FOOTING MOCK) Page i2 DIST. FROM TOP,PT OUTSIDE DIAM. IN. THICK. t D/t Rz qz POP Cf Pole kl /r egiv. H3-4 Fe KSI 63 -2 or 83 -3 ALL.Pn RIPS ACT. Pr RIPS. F8.1 -F8.2 ALL. Mn K-FT ACT. Mr K-FT Pr /Pc °' -'ti for P E1 -la for Pr/Pc 20.2 . Order /1.c order Moment CSR O.R. Shear, F RIPS lot Or Delta C3.2e 1.6x.P-Inelte Moment PT -K Total 2nd Order Moment FT-K 0 7.00. 0.125 56.0 1.242 21 82 0.7 290 3.41 4.84 0.000 11.12 0.0 0 000 0.000 1 1.000 0.000 O O O b b b b m a J J J J a a a U U in U 4 to to to N 114 14 Y Y 1 0 0 0 0 0 0 J U W b J U V Y CO a s N b J U W O m a 4 Y b a s N b J U N O m a W Y b J r N O m a w N O a a s N M 0 0.0 1 7,00 0.125 56.0 1.239 21 77 0.7 290 3.41 4.84 0.289 1 11.12 0.2 0 060 0.399 67.0 0.3 2 7.00 0.125 56.0 1.236 21 72 0.7 290 3.41 4 84 0 298 I 11.12 0.6 0 062 0.096 I 1.198 0.410 66.3 0.7 3 7.00 0.125 56.0 1.233 21.67 0.7 290 3.41 4 84 0'.588 11.12 1.2' 0.121 0.191 I 1.117 0.807 1.5 4 7.00 0.125 56.0 1.230 21.62 0.7 290 3 41 4.94 0.594 11.12 2.0 0.123 0.276 I 1.178 0.817 2.4 5 5.00 0.125 40.0 1.227 21.56 1.2' 290 3.41 3.43 0.608 5.40 2.8 0.177 0.832 61.7 3.3 6 7.40 0.179 41.3 1.224 21 51' 0.7' 290 3.41 7 28 0.622 24.91 3.7 0.085 0.215 1.164 0.841 60.2 4.3 7 7.54 0.179 42.1 1.221 21 46 0.7 290 3.41 7 42 0 636 25.79 4.5 0.086 0.247 1.161 0.852 58.7 5.3 8 7.68 0.179 42.9 1.218 21.40 0.7 290 3.41 7 56 0 651 26.69 5.4 0.086 0.277 1.159 0.863 57.3 6.2 9 7.82 0.179 43.7 1.215 21.35 0,7 290 3 41 7 70 0.666 27.61 6.3 0.086 0.306 1.158 0.874 55.0 7.2 10 7.96 0.179 44.5 1.212 21.30' 0.7 290 3.41 7 84 0.681 28.54 7.1 0.087 0.333 1.157 0.885 54.4 8.3 11 8.10 0.179 45.3 1.209 21.24 0,7 290 3 41 7 98 0 696 29.48 8.0 0.087 0.358 1.156 0.897 9.3 12, 8.24 0.179 46.0 1 206 21.18 0.7 290 3.41 8 12 0 712 30.44 8.9 0.088 0.383 1.155 0.909 10.3 11 8.38 0.179 46.8 1.202 21.13' 0.7 290 3.41 8 26 0.727 31.42 9.8 0.088 0.406 1.155 0.921 50.1 11.4 14 8 16 0.179 45.6 1.199 21.07 0.7 290. 3.41 8.05 0 743 29.92 10.8 0.092 0.462 1.154 0.932 48.7 12.4 15 8 30 0.179 46.4 1.196 21.01 0.7 290 3.41 8 19 0 759 30.89' 11.7 0.093 0.484 1.154 0.944 13 5 16 8.44 0.179 47.2 1.193 20 96 0.7 290 3.41 8.33 0.775 31.87 12.7 0.093 0.505 1.153 0.956 46.0 14 6 17 8.58 0.179 48.0 1.189' 20.90 0.7 290 3.41 8.47 0 791 32.87 13.6 0.093 0.524 1.153 0.968' 44.7 15 7 18 8.72 0.179 48.7 1.186 20 84 0.7 290 3 41 8.61' 0.808 33.88 14.6 0 094 0.543 1.152 0.980 43 4 16 8 19 8.86' 0.179 49 5 1.182 20.78 0.7 290 3.41 8 75 0.825 34.91 15.6 0.094 0.561 1.152 0.992 42.1 17.9 20 9 00 0.179 50 3 1 179' 20 72 0.7 290' 3.41 8.89 0.842 35.95 16.6' 0 095 1.005 40.8, 19 1 21' 9 14 0 179 51.1 1.175 20 65 0.7' 290 3.41 9.03 0.859 37.01 17 6 0 095 0.594 1.151 1.018 39.6 20.2 22 9.28 0 179 51.9 1 172'. 20.59' 0.7 290 3.41 9.18 0.877 38.08 18 6 0.096 0.610 i 1.150 1.031 38 3 21 4 23 9.42 0 179 52.6 1.168 20.53 0.7 290 3.41 9.32 0.895 39.17 19.7 0.096 0.625 1.149 1.043 37.1 22.6 24 9 56 0 179 53 4 1 165 20 47 0.7 290 3.41 9.46 0.913 40.27 20 7 0.097 0.639 1.149 1.057 35 9 23.8 25 9.70 0.179 54.2 1.161 '20 40 0 7 290 3.41 9.60 0.932 41.39 21.8 0.097 0.652 a 1.148 1.070 25.0 26 9.84 0.179 55.0 1.157 20.34' 0.7 290 3.41 9.74 0.950 42.53 22.8 0.098 0.665 1.148 1.083 33 26 .2 27 9.98 0.179 55.8 1.154 20.27 0'.7 290 3.41 9.88 0.969 43.67 23.9 0.098 0.678 1.147 1.097 32 5 27.5 28 10.12 0.179 56.6 1.150 20.20 0.7 290' 3.41 10.02 0.989 44.84' 25.0 1 0.099 1.111 31 4 28.7 29 10 26 0 179 57.3 1 146 20.14 0'.7 290 3.41 10.16 1.008 46.02 26.2 0.099 0.701 1.146 1.125 30 3 30.0 30 10.40 0.179 58.1 1 142 20.07 0.7 290 3.41 10.30 1.028 47.21 27.3 1 0.100 1.139 29 2. 31.2 31 10 54 0.179 58.9 1.138 20.00 0.7 290 3.41 10.45 1.048 48.42 28 4 0.100 0.722 1.144 1.153 28 2 32.5 32 10.68 0.179 59.7 1 134 19.93 0.7 290 1.41 10.59 1.069 49.65 29.6 0.101 0.732 1.143 1.167 27 2 33 8 33 10 82 0.179 60.5 1.130 19.86 0.7 290 3.41 10.73 1.089 50.89 30.8 0.102 0.742 1.143 1.182 26 2 35 2 34 10.96 0.179 61.3 1.126 19 79 0.7 290 3.41 10.87 1.110 52.14 32.0 0.102 0.751 1.142 1.196 25 2 36.5 35 11.10 0.179 62.0 1 122 19.71 0.7 290 3 41 11.01 1.131 53.41 33.2 0.103 0.760 1.141 1.211 24.3 37.8 36 11.24 0.179 62.8 .1.118 19.64 0.7 290 3.41 11.15 1.153 54.70 34.4 0.103 0.768 1 140 1.226 23 3 39.2 37 11.38 0.179 63.6 1.113 19.56 0.7 290 3.41 11.29 1.174 56.00' 35.6 0.104 0.777 1 139 1.241 22 4 40.6 38 11.52 0.179 64.4 1.109 19.49 0.7 290 3.41 11.43 1.196 57.31 36.9 0.105 0.785 1 138 1.256 21.5 42 0 39 11.66 0.179 65.2 1.105 19.41 0.7 290 3.41 11.57 1.219 58.64 38.1 0.105 0.792 1 138 1.271 20.7 43.4 40 11.80 0.179 65.9 1.100 19.33 0.7 290 3.41 11.72 1.241 59.99 39.4 0.106 0.900 1 137 1.286 19.8 44.8 41 11.94 0.179 66.7 1.096 19.25 0.7 290 3.41 11.86 1.264 61.35 40.7 0.107 0.807 1 136 1.302 11 0 46.2 42 12.08 0.179 67.5 1.091 19.17 0.7 290 3.41 12.00 1.287 62.72 42.0' 0.107 0.814 1 135 1.317 18 2 47.7 43 12.22 0.179 68.3 1.086 19.09 0.7 290 3.41 12.14 1.310 64.12 43.3 0.108 0.820 1 134 1.333 17 4 49.1 44 12.36 0.179 69.1 1.082 19.00 0.7 290 3,41 12.28 1.334 65.52. 44.7 0.109 0.827 1.113 1.349 16 6 50.6 45 12.50 0.179 69.9 1.077 18.92 0.7 290 3.41 12.42 1.358 66.94 46.0 0.109 0.033 1.132 1.365 15 9 52.1 46 12.64 0.179 70.6 1.072 18.83 0.7 290 3.41 12.56 1.382 68.38 47.4 0.110 0.839 1.121 1.381 15 2 53.6 47 12.78 0.179 71.4 1.067 18.74 0.7 290 3.41 12.70 1.406 69.83 48.8 0.111 0.845 1.130 1.397 55.1 48' 12.92 0.179 72.2 1.062, 18.65 0.7 290 3.41 12.84 1.431 71.30 50.2 0.111 0.850 1.129 1.413 13 8 56.7 49 13.06 0.179 73.0 1.056 18.56 0.7 290 3.41 12.99 1.456 72.78 51.6 0.112 0.856 1.128 1.429 13 1 58.2 50 13.20 0.179 73.8 1.051 18.47 0.7 290 3.41 13.13 1.481 74.28 53.1 0.113 0.861 1.127 1.446 12.5 59.8 7/10/2008 LS90 -A Page .(L 51 52 53 54 55 56 57' 58' 59 60 61 62' 631 64 65' 66' 67 66. 69 70' 71' 72 73 74 75, 76' 77 78 79 80' 81, 82. 83' 84 85 86 87' 88' 89 90 91 92 7 i3or!poa 13.13 13.27 13.41 13.55 13.69 13.93 13.97 14.11 14.25 14.39 14.53 14.67 14.81 14.95 15.09 15.23 15.37 15.51 15.65 15.79 15.93 16.07 16.21 16.35 16.49 16.63 16.77 16.91 17.05 17.19 17.33 17.47 17.61 17.75 17.89 19.03 16.17 18.31 18.45 18.59 18.73 O 179 0.239 O 239 0.219 O 239 0.239 O 239 0.239 0.239 0.239 0.239 0.239 0.239 O 219 0.239 0.239 0.239 0.219 0.239 0.239 0.239 O 239 0.239 O 239 0.239 0.239 0.239 0.239 0.239 0.239 0.239 0.239 0.239 O 219 0.239 0.239 0.239 0.239 0.239 0.239 0.239 0.239 74.5 54.9 55.5 56.1 56.7 57.3 57.9 58.5 59.0 59.6 60.2 60.8 61.4 62.0 62.6 63.1 63.7 64.3 64.9 65.5 66.1 66.7 67 2 67 8 68 4 69.0 69.6 70.2 70.8 71 3. 71 9 72 5' 73 1 73 7 74 3 74 9 75.4 76.0 76 6 77.2 77 8' 78.4 1.046 1.040 1.035 1.029 1.023 1.017 1.011 1.005 0.998 0.992 0.985 0.978 0.971 O 964 0.956 O 948 0.940 O 932 0.924 O 915 0.906 0.896 0.886 0.876 O 865 O 854 0.849 0.849 0.849 0.849 O 849 0.849 0.849 0.849 0.849 0.849 0.849 0.849 0.849 0.849 0.849 O 849 18.38 18.28 18.18 18.08 17.98 17.87 17.76 17.65 17.54 17.43 17,31 17.19 17.06 16.93 16.80 16.67 16.52 16.38 16.23 16 07 15.91 15.75 15 57 15 39 15 20 15 00 14 92 14 92 14.92 14.92 14.92 14.92 14.92 14.92 14.92 14.92 14.92 14 92 14.92 14.92 14.92 14.92 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 O 7 O 7 O 7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 O 7 0.7 0.7 O 7 0.7 0.7 0.7 0.7 0.7 O 7 0.7 0.7 0.7 O 7 0.7 O 7 0.7 O 7 O 7 0.7 0.7 0.7 0.7 290 290 290 290 290 290 290 290 290 290 290 290 290 290 290 290 290 290 290 290 290 290 290 290 290 290 290 290 290 290 290 290 290 290 290 290 290 290 290 290 290 290 3.41 3.41 3.41 3.41 3.41 3.41 3.41 3.41 3.41 3.41 3.41 3.41 3.41 3.41 3.41 3.41 3.41 3.41 3.41 3.41 3.41 3.41 3.41 3.41 3.41 3.41 3.41 3.41 3.41 3.41 3.41 3.41 3.41 3.41 3.41 3.41 3.41 3.41 3.41 3.41 3.41 3.41 13.27 17.35 17.53 17.72 17.91 18.10 18.29 18.48 18'.67 10,05 19.04 1'9.23 1'9.42 1'9.61 1'9.80 19.98 20.17 29.36 20.55 20'.74 20.93 21.11 21 30 21.49 21.68 21.87 22.06 22.24. 22.43 22 62 22.81 23 00 23' 19' 23 37 23.56 23 75. 23.94 24 13 24.32 24.50 24.69 24.88 1.514 1.547 1.581 1.615 1 649 1 684 1.719 1.755 1.790 1.827 1.863 1.976 2.013 2.051 2 089 2 127 2.166 2.205 2.244 2.284 2.324 2.364 2 405 2 446 2 488 2 530 3'.272 3.314 3.357 3.401 3.444 3 488 3.533 3 578 3.623 3 668 3 .,714 3.760 3.807 3 854 3.901 3.945 75.79 101.03 103.07 105.13 107 22 109.32 111.44 113 59 115.75 117.94 120.14 122'.37 124.61 126.88 129 16 131 47 133.79 136 14 138.50 140.89 143.30 145.72 148.17 150.64 153.13 155.63 158.16 160.71 163.28 165.87 168.47 171.10 173.75 176.42 179.11 181.82 184.55 187.30 190.07 192.86 195.67 198.50 54.5 56.0 57.5 59.0 60.5 62.0 63.6 65.1 66.7 68.3 69.9 71.6 73.3 75.0 76.7 78.5 80.2 92.0 83.8 85.6 87.4 89.2 91.1 93.0 94.9 96.8 98.7 100.6 102.6 104.6 106.6 108.6 110.6 112.7 114.7 116.8 118.9 121.0 123.2 125.3 127.5 129.7 0.114 0.089 0.090 0.091 0.092 0.093 0.094 0.095 0.096 0:097 0.098 0.103 0.104 0.105 0.106 0'.106 0.107 0.108 0.109 0.110 0.111 O 112 0.113 0.114 O 115 O 116 0.148 0.149 0.150 0.150 0.151 0.152 0.152 0.153 0.154 O 154 0.155 0.156 0.157 0.157 0.158 0.159 0.866 0.668 0.671 0.675 0.679 0.682 0.685 0.689 0.692 0.695 0.698 0.703 0.706 0.709 0.712 0.715 O 718 O 721 O 724 0.726 O 729 0.731 O 734 0.736 0.738 0.741 0.759 0.761 0.763 0.765 0.767 0.769 0.770 0.772 0.774 0.775 0.777 0.779 0.780 0.782 0.783 0.784 N.A. N.A. N.A. N.A. N.A. N.A. N.A. N.A N.A N.A N.A. N.A N N.A N.A N.A. N.A N.A N'. A N'. A N.A N.A N.A NA N A N A. N A.. N A.. N A.. N A. N A. N A., N A. N A., N A. N A., N.A.. N A. N N A. N A. N.A. 1.125 1.124 1.123 1.122 1.121 1.120 1.119 1 118 1 1 17 1.116 1.115 1 114 1.113 1.111 1.110 1.109 1.108 1.107 1.106 1.105 1 104 1 103 1.101 1.100 1.099 1 098 1.097 1.096 1.095 1 094 1.093 1 092 1 1 ..088 1 087 1 1.084 1.083 1.082 1.081 1 079 Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y y Y Y Y Y Y Y Y Y Y Y Y' Y Y Y 1.462 1, 479 1.495 1.511 1 528 1.544 1.561 1.577 1 594 1.610 1.627 1 680 1 697 1'.714 1.731 1.748 1.765 1.782 1.799 1.815 1.832 1.849 1.866 1.883 1.900 1.916 1.933 1 950' 1 967 1.984 2.001 2 019 2.036 2.054 2. 072 2 090 2.108 2.126 2.144 2.. 163 2 182 2.201 11'.9 11.3 10.7 10.1 9.6 9.1 8.61 7.6 7,1' 6.7 6.2 5.8 5.4 5.0 4.6 4.3 3.9 3.6 3.3 3.0 2.7 2.4 2.2 1.9 1.7 1 . 5' 1.3. 1.1 1.0 0.8 0.7' 0.5 0.4 0 3. 0.2 0.2. 0.1 0.1' 0.0 0.0 0.0 10.9 11.1 11.3 11.5 11.7 11.9 12.1 12,3 12.5 12.7 12.8 13.0 13.2 17.4 13 5 13.7 13 9 14.0 14.2 14 4 14 5 14 6 14.8 14.9 15 0 15 2 15.3 15.5 15.6 15.7 15.8 15.9 16.0 16.1 16.2 16.3 16.3 16 4 16.4 16 .4 16.4 16.4 Lgp-. 62.9 64.5 66.2 67.8 69.5 71.1 72.8 74.5 76.2 781.0 79.7 81.5 83.4 85.2 87.0 88.9 90.8 92.7 94.6 96 98.4 100.3 102.3 104 .3 106.3 108.3 110.3 112.3 114.4 116.5 118.5 120.6 122.7 124.8 127.0 129.1 131.2 133.4 135.6 137.7 139.9 Page /4 CRETEX CONCRETE PRODUCTS NORTH, INC. SCOPE: Analysis of an annular prestressed concrete pole member based on compatible strain procedure per ACI- 318 -05 with an ultimate concrete strain of 0.003. PROJECT: Musco Standard Pole Base DATE:..- -- - -- Sep-17 -2007 4:54 PM POLE TYPE = 5B USER DEFINED INPUTS CROSS - SECTION OUTER DIAMTER = D = 18.16 INCHES HOLLOW CORE INSIDE DIAMETER = D = 10.5 INCHES TENDON CIRCLE DIAMETER = D = 15.125 INCHES NUMBER OF TENDONS = N (56 or less and even) 18 TENDON DIAMETER = d = 0.5 INCHES NOMINAL TENDON AREA = A = 0.1531 IN ULTIMATE TENDON STRENGTH = f = 270 KSI TENDON YIELD STRENGTH = f Py = 230 KSI CONCRETE COMPRESSIVE STRENGTH = F' = 9500 PSI MODULUS OF ELASTICITY - STEEL = E = 29000 KSI INITIAL PRESTESS FACTOR = IPF = 0.64 PRESTRESS LOSS FACTOR = PLF = 0.82 * PHI FACTOR CALCULATED PER ACI 318 1999 OR 2005 ACI 1999 OUTPUT PHI FACTOR = 4 = PRESTESSING STRAIN IN TENDON = E CONCRETE SERVICE STRESS DUE TO PRESTRESS = CROSS SECTIONAL AREA = GROSS MOMENT OF INERTIA = DISTANCE TO NEUTRAL AXIS FROM COMP. SIDE = c = CONCRETE COMPRESSIVE FORCE = AREA OF BONDED REINFORCEMENT = MINIMUM BONDED REINFORCEMENT AREA (ACI 18.9.2) = REINFORCEMENT RATIO = p = REINFORCEMENT INDEX = co= MAXIMUM REINFORCEMENT INDEX (ACI 318 -99, 18.8.1) = STRAND DEVELOPMENT LENGTH = L = RESULTS NOMINAL MOMENT CAPACITY = M = DESIGN MOMENT CAPACITY = OM„ = CRACKING LOAD MOMENT (ACI 18.8.2) = CONFIDENTIAL The Information contained in this design is proprietary to The Cretex designer in connection with this particular project. The information contained herein Is specifically authorized In writing by The Cretex Companies, Inc. 0.90 0.0049 2265 PSI 172 IN 4742 IN 7.82 INCHES 426 KIPS 2.76 IN 0.34 IN 0.0187 0.3578 0.2340 44 INCHES PROGRAM VERSION 2.0 SATISFIED EXCEEDED 293 FT -KIPS 264 FT -KIPS 130 FT -KIPS SATISFIED Companies, Inc. and Is being furnished for the use of the not to be transmitted to any other organization unless ft 7/10/2008 R.L. FOLEY L ASSOCIATES, INC. STRUCTURAL ENGINEERS LAKE: FOREST, CA POLE DESIGNATION: LS90 -B W/ 19 FIXTURES MANUFACTURER: MUSCO PROJECT NO: JOB NO: 2008 -101 PROTECT: STARFIRE SOCCER LOCATION• TUKWILA, WAS ASCE 7 -05 WIND :CRITERIA 85.0 MPN,EXP C EPA /FIXTURE., At D.L. /FIXTURE++ D.L. /BALLAST*+* 21.00 ft2 . 40.0 lbs 50.0 lbs EPA - EFFECTIVE PROJECTED AREA PER MUSCO D.L'. -'DEAD LOAD OFFDUURE, 4. CROSSARM PER MUSCO "'D.'L:•'DEAD LOAD OF BALLAST PER MUSCO; APPLIED AT 15.0 FT ABOVE GRADE INPUT -> T 88.79 ft'., (max. ht. from grade) -v P . 88.79 ft. (ht. from grade) - >tA 0.125 in. (pole thk. m top) ->dA 10.00 in., (pole diam. 0 top) - >dB . 20.70 in., (pole diam. O btm) - >tB 0.239 in. (pole thk. O btm) ->Py, - 38.0 ksi (fist mount sect. - 5.42 ft): ->Fy - 55.0 ksi (other pole sect.) -> EI . 29,000 ksi ->Kzt- 1 (6 -3) ->Kd :- 0.95 (Table 6 -4) -> KZ 1.234 NAX -EXP C B 88.8 FT.. (Table 6-3) -> ) = 1.00 (Table 6 -1 -> Cf= 1.00 LIGHT FIXTURE (INCLUDED IN' EPA) 0.700 MAX (VARIES 0.5 -1.2 FOR RND POLE) (Figure 6 -21) POLE DAMPING, beta. 0.03 Per Masco test OUTPUT 11 vl V _1113 P - SUPERIMPOSED WT' + POLE WT' vl vl 11 V' LOADING DIAGRAM <--- FIXTURES', F /Af. qz *Gf *Cf . 24.42 PSF MAX (6 -28) <-- -where qz - 0.00256 *X2. +KZt +Kd(V) 21.69 PSF MAX (6 -15) POLE, F /Af. qz *G *Cf ATTACHMENT NUMBER DIST., FROM PA TYPE TOP POLE,.FT SQ FT Cf EPA Kz qz WIND, F' WBIGHT,P' SQ FT PSF LBS LBS FIXTURE 10.0 0.5 1.0 2.00 1.233 21.66 488 400 FIXTURE 9.0 3.0 1.0 2.00 1.225 21.53 436 360 FIXTURE 0.0 5.5 1.0 2.00 1.218 21.40 0 FIXTURE 0.0 8.0 1.0 2.00 1.210 21.26 0 FIXTURE 0.0 10.5 1.0 2.00 1.202 21.12 0 FIXTURE 0.0 13.0 1.0 2.00 1.194 20.98 0 FIXTURE 0.0 15.5 1.0 2.00 1.185 20.83 0 FIXTURE 0.0 18.0 1.0 2.00 1.177 20.68 0 FIXTURE 0.0 20.5 1.0 2.00 1.168 20.52 0 SEC. LT. 1.0 58.8 1.39 1.3 1.81 0.982 17.26 35 76 BALLAST 19.0 73.8 0 950 TOTALS a 959 1786 17.09 PSF MAX (6 -28) where qz - 0.00256*Rz *Kzt *Kd' 21.69 PSF MAX (6 -15) > POLE NATURAL FREQUENCY, . 0.446 Hz 1 /(2PI *(DELTA /386) "0.5) where DELTA is due to self weight -> Of. 1.13 (6 - (Reference Vibration Problems in Engineering by Timoshenko, 4th ED. pg.34; Pole, Properties: Reference 2001 AASETO Ego C11 -3) Ia. . 47.28' in4 taper - 0.140 in /ft. Ib 804 in4 db /da . 2.070 rat - 3.492 in rb . 7.235 in. Aa: . 3.878 in2. Ab - 15.36 in2 Sa: . 9.46 in3 Sb - 77.69 in3 From Critical Suckling Loads of Tapered columns, ASCE 2/62: n - Log (Ib /(Ia) /Log. (db /da) - 3.89 P *'- (Ib /Ia)/(Ib /Ia) ".333 = 6.6 kl /req* (1 /(P *)' ".5)(kl /ra] - 249 (where k. 2.1) AISC 360 -05 Specification Table 84.1, Case 15 for Fy - 55.0 KSI 38 KSI D/t < .45E /Py .' 237 343 (MAX) D/t < .31E /Fy -' 163 237 Noncompact D/t < .07E /Fy - 37 53 Compact D/t < .11E /Fy - 58 84 Slender element Section for Uniform Compression GMn /1.6 - 237 K -FT Precast Base O.K. POLE' ID S4 LS90 -8 F= 2.510 KIPS MOMENT= 156.63 K.FT e= M!F= 62.40 FT P. 4.703 KIPS (SUMMARY FOR FOOTING CHECK) Page /e. Section 6.5.8.2 Gust - Effect Factor constant epsilon,e . 0.2 Lz . 550.3 constant 1 . 500 N1 . 2.811 Vz . 87.23 Rn. . 0.073 4.6n1hNz . 2.oe7 1 4.6n1BNz . 0'.030 R . 0.918 15.4n1LN2 . 0.101 9R, - 3.992 C . 0.200 Rh . 0.366 )Z - 0.185 RB - 0.980 Q . 0.912 RL - 0.936 G - 0.883 Of - 1.126 7/10/2008 R.L. FOLEY L ASSOCIATES, INC. STRUCTURAL ENGINEERS LAKE: FOREST, CA POLE DESIGNATION: LS90 -B W/ 19 FIXTURES MANUFACTURER: MUSCO PROJECT NO: JOB NO: 2008 -101 PROTECT: STARFIRE SOCCER LOCATION• TUKWILA, WAS ASCE 7 -05 WIND :CRITERIA 85.0 MPN,EXP C EPA /FIXTURE., At D.L. /FIXTURE++ D.L. /BALLAST*+* 21.00 ft2 . 40.0 lbs 50.0 lbs EPA - EFFECTIVE PROJECTED AREA PER MUSCO D.L'. -'DEAD LOAD OFFDUURE, 4. CROSSARM PER MUSCO "'D.'L:•'DEAD LOAD OF BALLAST PER MUSCO; APPLIED AT 15.0 FT ABOVE GRADE INPUT -> T 88.79 ft'., (max. ht. from grade) -v P . 88.79 ft. (ht. from grade) - >tA 0.125 in. (pole thk. m top) ->dA 10.00 in., (pole diam. 0 top) - >dB . 20.70 in., (pole diam. O btm) - >tB 0.239 in. (pole thk. O btm) ->Py, - 38.0 ksi (fist mount sect. - 5.42 ft): ->Fy - 55.0 ksi (other pole sect.) -> EI . 29,000 ksi ->Kzt- 1 (6 -3) ->Kd :- 0.95 (Table 6 -4) -> KZ 1.234 NAX -EXP C B 88.8 FT.. (Table 6-3) -> ) = 1.00 (Table 6 -1 -> Cf= 1.00 LIGHT FIXTURE (INCLUDED IN' EPA) 0.700 MAX (VARIES 0.5 -1.2 FOR RND POLE) (Figure 6 -21) POLE DAMPING, beta. 0.03 Per Masco test OUTPUT 11 vl V _1113 P - SUPERIMPOSED WT' + POLE WT' vl vl 11 V' LOADING DIAGRAM <--- FIXTURES', F /Af. qz *Gf *Cf . 24.42 PSF MAX (6 -28) <-- -where qz - 0.00256 *X2. +KZt +Kd(V) 21.69 PSF MAX (6 -15) POLE, F /Af. qz *G *Cf ATTACHMENT NUMBER DIST., FROM PA TYPE TOP POLE,.FT SQ FT Cf EPA Kz qz WIND, F' WBIGHT,P' SQ FT PSF LBS LBS FIXTURE 10.0 0.5 1.0 2.00 1.233 21.66 488 400 FIXTURE 9.0 3.0 1.0 2.00 1.225 21.53 436 360 FIXTURE 0.0 5.5 1.0 2.00 1.218 21.40 0 FIXTURE 0.0 8.0 1.0 2.00 1.210 21.26 0 FIXTURE 0.0 10.5 1.0 2.00 1.202 21.12 0 FIXTURE 0.0 13.0 1.0 2.00 1.194 20.98 0 FIXTURE 0.0 15.5 1.0 2.00 1.185 20.83 0 FIXTURE 0.0 18.0 1.0 2.00 1.177 20.68 0 FIXTURE 0.0 20.5 1.0 2.00 1.168 20.52 0 SEC. LT. 1.0 58.8 1.39 1.3 1.81 0.982 17.26 35 76 BALLAST 19.0 73.8 0 950 TOTALS a 959 1786 17.09 PSF MAX (6 -28) where qz - 0.00256*Rz *Kzt *Kd' 21.69 PSF MAX (6 -15) > POLE NATURAL FREQUENCY, . 0.446 Hz 1 /(2PI *(DELTA /386) "0.5) where DELTA is due to self weight -> Of. 1.13 (6 - (Reference Vibration Problems in Engineering by Timoshenko, 4th ED. pg.34; Pole, Properties: Reference 2001 AASETO Ego C11 -3) Ia. . 47.28' in4 taper - 0.140 in /ft. Ib 804 in4 db /da . 2.070 rat - 3.492 in rb . 7.235 in. Aa: . 3.878 in2. Ab - 15.36 in2 Sa: . 9.46 in3 Sb - 77.69 in3 From Critical Suckling Loads of Tapered columns, ASCE 2/62: n - Log (Ib /(Ia) /Log. (db /da) - 3.89 P *'- (Ib /Ia)/(Ib /Ia) ".333 = 6.6 kl /req* (1 /(P *)' ".5)(kl /ra] - 249 (where k. 2.1) AISC 360 -05 Specification Table 84.1, Case 15 for Fy - 55.0 KSI 38 KSI D/t < .45E /Py .' 237 343 (MAX) D/t < .31E /Fy -' 163 237 Noncompact D/t < .07E /Fy - 37 53 Compact D/t < .11E /Fy - 58 84 Slender element Section for Uniform Compression GMn /1.6 - 237 K -FT Precast Base O.K. POLE' ID S4 LS90 -8 F= 2.510 KIPS MOMENT= 156.63 K.FT e= M!F= 62.40 FT P. 4.703 KIPS (SUMMARY FOR FOOTING CHECK) Page /e. DIST. FROM TOP,FT OOTSIDS DIAM. IN. THICK. t D/t Ks qz PSF Cf Pole kl /r egiv. 83 -4 Fe KSI 83 -2 or 83 -3 ALL.Pn RIPS ACT. Pr RIPS F9.1-F8.2 ALL. Mn K -PT ACT. Mr K - Fr Pr/Pc H1-lb for P 81 -la for /Pc 2 0.2 and order /Let order mmlent CSR O.R. Shear, F RIPS lmt Order Delta cs.2e r.drp-Delte moment FT -K Total 2nd Order Moment PT -K 0 10.00 0.125 80.0 1.234 21.69 0.7 249 4.61 9.39 0.000 21.52 0.0 0.000 0.000 1.000 0.000 47.8 O N N M N r a O N V b 0 0 N b CO 0 N M b CO O N V r a N M N 0. O w b 02 01 el 0 r N N b CO 0 N 40 112 ID O O 0 0 0 0 0 0 . 1 0 4 N 01 N N N N N N N N n M p!.. 0 N N 0 b b b b b r C N N N 0 0 0 0 a a a at at 0 0 1 10.00 0.125 80.0 1.231 21.64 0.7 249 4.61 9.39 0.413 21.52 0.3 0.044 0.036 1.218 0.502 46.8 0.3 2 10.00 0.125 80.0 1.228 21.58 0.7 249 4,61 9.39 0.426 21.52 0.8 0.045 0.063 1.146 0.516 45.8 0.9 3 10.00 0.125 80.0 1.225 21.53 0.7 249 4,61 9.39 0.800 21.52 1.5 0.085 0.122 1.145 0.967 44.8 1 7 4 10.00 0.125 80.0 1.222 21.48 0.7 249 4.61 9.39 0.813 21.52 2.5 0.087 0.173 1.131 0.981 43.9 2 8 5 10.00 0.125 80.0 1.219 21.43 0.7 249 4,61 9.39 0.826 21.52 3.5 0.088 0.225 1.125 0.995 42.9 3,9 6 10.00 0.125 80.0 1.216 21.37 0.7 249 4.61 9.39 0.839 29.54 4.5 0.009 0.214 1.122 1.009 41.9 5.0 7 10.00 0.125 80.0 1.213 21.32 0.7 249 4.61 9.39 0.858 29.54 5.5 0.091 0.253 1.120 1.023 40.9 6.1 8 10.04 0.179 56.1 1.210 21.26 0.7 249 4.61 13.42 0.877 44.14 6.5 0.065 0.198 1.118 1.037 39.9 7.3 9 10.18 0.179 56.9 1.207 21.21 0.7 249 4.61 13.62 0.897 45.31 7.6 0.066 0.219 1.117 1.051 39.0 8 4 10 10.32 0.179 57.7 1.204 21.15 0.7 249 4.61 13.81 0.916 46.49 8.6 0.066 0.240 1.116 1.065 38.0 9.6 11 10.46 0.179 58.4 1.200 21.09 0.7 249 4.61 14.00 0.936 47.69 9.7 0.067 0.260 1.116 1.080 37.1 10.8 12 10.60 0.179 59.2 1.197 21.04 0.7 249 4.61 14.19 0.956 48.91 10.8 0.067 0.279 1.115 1.094 36.1 12.0 13 10.74 0.179 60.0 1.194 20.98 0.7 249 4.61 14.38 0.976 50.14 11.9 0.068 0.298 1.115 1.109 35.2 13.2 14 10.52 0.179 58.8 1.191 20.92 0.7 249 4.61 14.08 0.997 48.21 13.0 0.071 0.336 1.114 1.124 34.3 14.5 15 11.02 0,179 61.6 1.187 20.86 0.7 249 4.61 14.76 1.018 52.65 14.1 0.069 0.333 1.114 1.138 33.3 15.7 16 11.16 0.179 62.3 1.184 20.80 0.7 249 4.61 14.95 1.039 53.92 15.3 0.070 0.35D 1.114 1.153 32.4 17.0 17 11.30 0.179 63.1 1.180 20.74 0.7 249 4.61 15.14 1.061 55.21 16.4 0.070 0.366 1.113 1.169 31.5 18.3 18 11.44 0.179 63.9 1.177 20.68 0.7 249 4.61 15.33 1.083 56.52 17.6 0.071 0.382 1.113 1.184 30.6 19.6 19 11.58 0.179 64.7 1.173 20.62 0.7 249 4.61 15.52 1.105 57.84 18.8 0.071 0.397 1.113 1.200 29.8 20.9 20 11.72 0.179 65.5 1.170 20.55 0.7 249 4.61 15.71 1.127 59.18 20.0 0.072 0.412 1.113 1.216 28.9 22.3 21 11.86 0.179 66.3 1.166 20.49 0.7 249 4.61 15.90 1.150 60.53 21.2 0.072 0.426 1.112 1.231 28.0 23.6 22 12.00 0.179 67.0 1.163 20.43 0.7 249 4.61 16.09 1.173 61.90 22.5 0.073 0.440 1.112 1.247 27.2 25.0 23 12.14 0 179 67.8 1.159 20.36 0.7 249 4.61 16.28 1.196 63.28 23.7 0.073 0.453 1.112 1.264 26.4 26.4 24 12.28 0.179 68.6 1.155 20.30 0.7 249 4.61 16.47 1.219 64.68 25.0 0.074 0.466 1.111 1.280 25.5 27.8 25 12.42 0.179 69.4 1.151 20.23 0.7 249 4.61 16.66 1.243 66.09 26.3 0.075 0.479 1.111 1.296 24.7 29.2 26 12.56 0.179 70.2 1.148 20.16 0.7 249 4.61 16.86 1.267 67.52 27.6 0.075 0.491 1.111 1.313 23.9 30,6 27 12.70 0.179 70.9 1.144 20.09 0.7 249 4.61 17.05 1.291 68.96 28.9 0.076 0.503 1.110 1.329 23.1 32.1 28 12.84 0 179 71.7 1.140 20.03 0.7 249 4.61 17.24 1.315 70.42 30.2 0.076 0.515 1.110 1.346 22.4 33.6 29 12.98 0 179 72.5 1.136 19.96 0.7 249 4.61 17.43 1.340 71.89 31.6 0.077 0.526 1.109 1.363 21.6 35,1 30 13.12 0 179 73.3 1.132 19.89 0.7 249 4.61 17.62 1.365 73.38 33.0 0.077 0.537 1.109 1.380 20.9 36.6 31 13.26 0.179 74.1 1.128 19.81 0.7 249 4.61 17.81 1.391 74.88 34.4 0.078 0.548 1.109 1.397 20.1 38.1 32 13.40 0.179 74.9 1.123 19.74 0.7 249 4.61 18.00 1.416 76.40 35.8 0.079 0.558 1.108 1.415 19.4 39.6 33 13.54 0.179 75.6 1.119 19.67 0.7 249 4.61 18.19 1.442 77.93 37.2 0.079 0.568 1.108 1.432 18.7 41.2 34 13.68 0.179 76.4 1.115 19.59 0.7 249 4.61 18.38 1.468 79.48 38.6 0.080 0.578 1.107 1.450 18.0 42.8 35 13.82 0.179 77.2 1.111 19.52 0.7 249 4.61 18.57 1.494 81.04 40.1 0.080 0.588 1.107 1.467 17.3 44.4 36 13.96 0.179 78.0 1.106 19.44 0.7 249 4.61 18.76 1.521 82.62 41.6 0.081 0.597 1.106 1.485 16.7 46.0 37 14.10 0.179 78.8 1.102 19.36 0.7 249 4.61 18.95 1.548 84.22 43.1 0.082 0.606 1.106 1.503 16.0 47.6 38 14.24 0.179 79.6 1.097 19,28 0.7 249 4.61 19.14 1.575 85.82 44.6 0.082 0.615 1.105 1.521 15.4 49.3 39 14.38 0.179 80.3 1.093 19.20 0.7 249 4.61 19.33 1.603 87.45 46.1 0.083 0.624 1.104 1.539 14.7 50.9 40 14.52 0.179 81.1 1.088 19.12 0.7 249 4.61 19.52 1.630 89.09 47.6 0.084 0.632 1.104 1.557 14.1 52.6 41 14.66 0.179 81.9 1.083 19.04 0.7 249 4.61 19.71 1.658 90.74 49.2 0.084 0.640 1.103 1.575 13.5 54.3 42 14.80 0.179 82.7 1.079 18.95 0.7 249 4.61 19.90 1.687 92.41 50.8 0.085 0.648 1.103 1.593 12.9 56,0 43 14.94 0.179 83.5 1.074 18.87 0.7 249 4.61 20.10 1.715 94.10 52.4 0.085 0.656 1.102 1.612 12.4 57.7 44 15.08 0.179 84.2 1.069 18.78 0.7 249 4.61 20.29 1.744 95.79 54.0 0.086 0.664 1.101 1.630 11.8 59.5 45 15.22 0.179 85.0 1.064 18.69 0.7 249 4.61 20.48 1.773 97.51 55.7 0.087 1.649 11.3 61.3 46 15.36 0.179 85.8 1.058 18.60 0.7 249 4.61 20.67 1.802 99.24 57.3 0.087 0.679 1.100 1.668 10.7 63.1 47 15.50 0.179 86.6 1.053 18.51 0.7 249 4.61 20.86 1.832 100.98 59.0 0.088 0.686 1.099 1.686 10.2 64.9 48 15.64 0.179 87.4 1.048 18.41 0.7 249 4.61' 21.05 1.862 102.74 60.7 0.088 0.693 1.099 1.705 9.7 66.7 49 15.78 0.179 88.2 1.042 18.32 0.7 249 4.61 21.24 1.891 104.52 62.4 0.089 0.700 1.098 1.724 9.2 68.5 50 15.56 0.179 86.9 1.037 18.22 0.7 249 4.61 20.94 1.921 101.74 64.1 0.092 0.738 1.097 1.743 8.7 70.4 7/10/2008 LS90 -B Page / 7 51 71 O19O 8 0.179 87.7 1.031 18.12 0,7 249 4.61 21.13 1.951 103.50 65.9 0.092 0.744 N.A. 1.096 Y 1.762 8.3 10.2 .S9 44 3 .2 52 15 84 0.179 88.5 1.025 18.02 0.7 249 4.61 21.32 1.980 105.28 67.7 0.093 0.751 N.A. 1.096 Y 1.780 7.8 10.3 74.1 53 15.63 0.179 87.3 1.019 17.91 0.7 249 4.61 21.03 2.010 102.62 69.5 0.096 0.789 N.A. 1.095 Y 1.799 7.4 10.5 76.0 54 15.77 0.179 88.1 1.013 17.81 0.7 249 4.61 21.23 2.050 104.39 71.3 0.097 0.795 N.A. 1.094 Y 1.817 7.0 10.7 78.0 55 15.91 0 239 66.6 1.007 17.70 0.7 249 4.61 28.49 2.091 145.38 73.1 0.073 0.586 N.A. 1.093 Y 1.835 6.6 10.9 79.9 56 16.05 0.239 67.2 1.001 17.59 0.7 249 4.61 28.74 2.131 147.82 74.9 0.074 0.591 N.A. 1.092 Y 1.854 6.2 11.1 81.8 57 16.19 0.239 67.7 0.994 17.47 0.7 249 4.61 28.99 2.172 150.28 76.8 0.075 0.595 N.A. 1.091 Y 1.872 5.8 11.2 83.8 58 16.33 0.239 68.3 0.988 17.35 0.7 249 4.61 29.25 2.214 152.77 78.7 0.076 0.600 N.A 1.091 Y 1.891 5.5 11.4 85.8 59 16.47 0.239 68.9 0.981 17.23 0.7 249 4.61 29.50 2.332 155.27 80.6 0.079 0.605 N.A. 1.090 Y 1.945 5.1 11.6 87.8 6D 16.61 0.239 69.5 0.974 17.11 0.7 249 4.61 29.76 2.374 157.80 82.6 0.080 0.610 N.A 1.089 Y 1.963 4.8 11.8 89.9 61 16 75 0.239 70.1 0.967 16.98 0 7 249 4.61 30.01 2.416 160.34 84.5 0.081 0.614 N.A 1.088 Y 1.982 4.4 11.9 92.0 62 16.89 0.239 70.7 0.959 16.85 0.7 249 4.61 30.27 2.459 162.91 86.5 0.081 0.618 N.A. 1.087 Y 2.000 4.1 12.1 94.1 63 17.03 0.239 71.3 0.951 16.72 0.7 249 4.61 30.52 2.503 165.49 88.5 0.082 0.622 N.A. 1.086 Y 2.019 3.8 12.3 96.2 64 17.17 0.239 71.8 0.944 16.58 0.7 249 4.61 30.78 2.546 168.10 90.6 0.083 0.626 N.A 1.086 Y 2.038 3.5 12.4 98.3 65 17.31 0.239 72.4 0.935 16.44 0.7 249 4.61 31.03 2.590 170.73 92.6 0.083 0.630 N.A. 1.085 Y 2.056 3.2 12.6 100.5 66 17.45 0 239 73.0 0.927 16.29 0.7 249 4.61 31.28 2.635 173.37 94.7 0.084 0.634 N.A. 1.084 Y 2.075 3.0 12.7 102.6 67 17.59 0.239 73.6 0.918 16.14 0.7 249 4.61 31.54 2.679 176.04 96.7 0.085 0.638 N.A. 1.083 Y 2.093 2.7 12.9 104.8 68. 17.73 0.239 74.2 0.909 15.98 0.7 249 4.61 31.79 2.724 178.72 98.9 0.086 0.641 N.A. 1.082 Y 2.112 2.5 13.0 107.0 69 17.87 0.239 74.8 0.900 15.81 0.7 249 4.61 32.05 2.770 181.43 101.0 0.086 0.645 N.A. 1.081 Y 2.131 2.2 13.1 109.2 70 18.01 0.239 75.4 0.890 15.64 0.7 249 4.61 32.30 2.815 184.16 103.1 0.087 0.649 N.A. 1.080 Y 2.149 2.0 13.3 111.4 71 18.15 0.239 75.9 0.880 15.46 0.7 249 4.61 32.56 2.862 186.90 105.3 0.088 0.652 N.A. 1.080 Y 2.167 1.8 13 4 113.6 72' 18 29 0.239 76.5 0.869 15.27 0.7 249 4.61 32.81 2.908 189.67 107.4 0.089 0.655 N.A 1.079 Y 2.186 1.6 13.5 115.9 73 18.43 0.239 77.1 0.858 15.08 0.7 249 4.61 33.07 2.955 192.46 109.6 0.089 0.659 N.A. 1.078 Y 2.204 1.4 13.6 118.2 74 18.57 0.239 77.7 0.849 14.92 0.7 249 4.61 33.32 3.952 195.27 111.9 0.119 0.676 N.A. 1.077 Y 2.222 1.3 13.8 120.5 75 18 71 0 239 78.3 0.849 14.92 0.7 249 4.61 33.58 4.000 198.09 114.1 0.119 0.679 N.A. 1.076 Y 2.240 1.1 13.9 122.8 76 18.85 0 239 78.9 0.849 14.92 0.7 249 4.61 33.83 4.048 200.94 116.3 0.120 0.682 N.A. 1.076 Y 2.259 0.9 14.1 125.1 77 18.99 0.239 79.5 0.849 14.92 0.7 249 4.61 34.08 4.096 203.81 118.6 0.120 0.685 N.A. 1.075 Y 2.277 0.8 14.2 127.5 7B 19.13 0.239 80.0 0.849 14.92 0 7 249 4.61 34.34 4.144 206.70 120.9 0.121 0.688 N.A. 1.074 Y 2.296 0.7 14.3 129.8 79 19.27 0.239 80.6 0.849 14.92 0 7 249 4.61 34.59 4.193 209.61 123.2 0.121 0.691 N.A. 1.073 Y 2.315 0.6 14.4 132 2 80 19.41 0.239 81.2 0.849 14.92 0.7 249 4.61 34.85 4.243 212.54 125.5 0.122 0.694 N.A. 1.072 Y 2.334 0.4 14.5 134 6 81 19.55 0.239 81.8 0.849 14.92 0.7 249 4.61 35.10 4.292 215.49 127.9 0.122 0.697 N.A. 1.071 Y 2.353 0.4 14.6 137.0 82 19.69 0.239 82.4 0.849 14.92 0.7 249 4.61 35.36 4.343 218.46 130.2 0.123 0.699 N.A. 1.070 Y 2.372 0.3 14.7 139.4 83 19.83 0.239 83.0 0.849 14.92 0.7 249 4.61 35.61 4.393 221.44 132.6 0.123 0.702 N.A. 1.069 Y 2.391 0.2 14.7 141.8 84 19.97 0.239 83.6 0.849 14.92 0.7 249 4.61 35.87 4.444 224.45 135.0 0.124 0.705 N.A. 1.068 Y 2.411 0.1 14 8 144.2 85 20.11 0.239 84.1 0.849 14.92 0.7 249 4.61 36.12 4.495 227.48 137.4 0.124 0.707 N.A. 1.067 Y 2.430 0.1 14 8 146.7 86 20.25 0.239 84.7 0.849 14.92 0.7 249 4.61 36.37 4.546 230.53 139.9 0.125 0.710 N.A. 1.066 Y 2.450 0.0 14.9 149 2 87 20.39 0.239 85.3 0.849 14.92 0,7 249 4.61 36.63 4.598 233.60 142.3 0.126 0.712 N.A. 1.065 Y 2.470 0.0 14 9 151.6 88. 20.53 0.239 85.9 0.849 14.92 0.7 249 4.61 36.88 4.650 236.69 144.8 0.126 0.714 N.A. 1.064 Y 2.490 0.0 14.9 154 1 89 20.67 0.239 86.5 0.849 14.92 0.7 249 4.61 37.14 4.703 239.80 147.3 0.127 0.716 N.A. 1.063 Y 2.510 0.0 14.9 156.6 Page /8 CRETEX CONCRETE PRODUCTS NORTH, INC. SCOPE: Analysis of an annular prestressed concrete pole member based on compatible strain procedure per ACI- 318 -05 with an ultimate concrete strain of 0.003. PROJECT: Musco Standard Pole Base DATE: Sep -17 -2007 4:55 PM POLE TYPE = 6B USER DEFINED INPUTS CROSS - SECTION OUTER DIAMTER = D = 20.5 INCHES HOLLOW CORE INSIDE DIAMETER = D = 10.25 INCHES TENDON CIRCLE DIAMETER = Dt= 17.25 INCHES NUMBER OF TENDONS = N (56 or less and even) 22 TENDON DIAMETER = d = 0.5 INCHES NOMINAL TENDON AREA = A = 0.1531 IN ULTIMATE TENDON STRENGTH = f = 270 KSI TENDON YIELD STRENGTH = f = 230 KSI CONCRETE COMPRESSIVE STRENGTH = F' = 9500 PSI MODULUS OF ELASTICITY - STEEL = E = 29000 KSI INITIAL PRESTESS FACTOR = IPF = 0.64 PRESTRESS LOSS FACTOR = PLF = 0.82 * PHI FACTOR CALCULATED PER ACI 318 1999 OR 2005 ACI 1999 OUTPUT PHI FACTOR = 4) = 0.90 PRESTESSING STRAIN IN TENDON = esp= 0.0049 CONCRETE SERVICE STRESS DUE TO PRESTRESS = 1928 PSI CROSS SECTIONAL AREA = 248 IN GROSS MOMENT OF INERTIA = 8127 IN DISTANCE TO NEUTRAL AXIS FROM COMP. SIDE = c = 8.18 INCHES CONCRETE COMPRESSIVE FORCE = 537 KIPS AREA OF BONDED REINFORCEMENT = 3.37 IN MINIMUM BONDED REINFORCEMENT AREA (ACI 18.9.2) = 0.50 IN SATISFIED REINFORCEMENT RATIO = p = 0.0143 REINFORCEMENT INDEX = (0= 0.3054 MAXIMUM REINFORCEMENT INDEX (ACI 318 -99, 18.8.1) = 0.2340 EXCEEDED STRAND DEVELOPMENT LENGTH = Ld = 54 INCHES RESULTS PROGRAM VERSION 2.0 NOMINAL MOMENT CAPACITY = Mn = 421 FT -KIPS DESIGN MOMENT CAPACITY = 4)M = 379 FT -KIPS CRACKING LOAD MOMENT (ACI 18.8.2) = 176 FT -KIPS SATISFIED CONRDENTIAL: The information contained in this design Is proprietary to The Cretex Companies, Inc. and Is being furnished for the use of the designer In connection with this particular protect. The Information contained herein Is not to be transmitted to any other organization unless specifically authorized In writing by The Cretex Companies, Inc. R.L Foley & Associates, Inc. Structural Engineers Lie* ` , , ice General Footing Design Description : LS70 -C (LS70 -B, LS70 -A SIM) General Information Material Properties fc : Concrete 28 day strength Fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Overturning Safety Factor AutoCalc Footing Weight as DL AutoCalc Pedestal Weight as DL Dimensions = :.} Width along X -X Axis Length along Z -Z Axi Footing Thickness Load location offset from footing center... ex : Along X -X Axis = ez : Along Z -Z Axis = Pedestal dimensions... px : Along X -X Axis pz : Along Z -Z Axis Height Rebar Centerline to Edge of Concrete.. at Top of footing = at Bottom of footing Reinforcing!' Bars along X -X Axis Number of Bars Reinforcing Bar Size Bars along Z -Z Axis Number of Bars Reinforcing Bar Siz€ Applied Loads P : Column Load OB: Overburden M -xx M -zz V -x V -z 3.0 ksi 60.0 ksi 3,122.0 pcf 145.0 ksi 0.90 0.850 .00140 .00180 1.50:1 1.50 : 1 Yes No 9.0 ft 9.0 ft 24.0 in 36.0 in 36.0 in 24.0 in 3.0 in 3.0 in 12.0 # 6.0 12.0 # 6.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone = n/a # Bars required on each side of zone n/a D 13.220 0.240 in in Lr Title : Starfire Soccer Dsgnr: Project Desc.: Field Lighting Project Notes : : File: o:l9ocumenta and SettlnpslPlchard FoleylMy Documente\ENERCALC Data FUeslstar8ie soccer.ec8 . ENERCALC, INC: 19832008, Vet: 8.0.19, NO2343 i lSelOwnert: ■R4I.� f BF °IASSOCIATES Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil /Concrete Friction Coeff. Increases based on footing Depth Reference Depth below Surface Allow. Pressure Increase per foot of depth when base footing is below Increases based on footing Width Allow. Pressure Increase per foot of width when footing is wider than L Job # 208 -101 PFinted: 10 OCT 2008, 9.17AM Calculations per IBC 2006, CBC 2007, ACI 318-05 S W 79.230 1.5860 E A'er 1.290 ksf (7 .r0 A L%' ,' No 300.0 pcf 4.0 ft ksf ft ksf ft H k ksf k -ft k -ft k k t ¢tT,S , N 1 1 r i; ^�S'S {, ` . }a 1 w S , ?t •7`i: r' :t ire' cR u Y � kit ;t: }fit t1r :l• t.�.. ac x ...... , `,, •�" x' " ' , � ti:. v .t hy, ^ = ltai` •. :�:},�i� lr pfFk4.l3. $ 8 Yt' 1:K >_ 2.r � r ` t p � .' � �''A Ti, : u7 pt i1il�}� :i? :'.e�j �� i f3? r1 .l} n'N :is'r, +OSFG''{{'':Jji'.��tI',t,'�. t :1. ... i 1 ro R.L Foley & Associates, Inc. Structural Engineers Lie* ` , , ice General Footing Design Description : LS70 -C (LS70 -B, LS70 -A SIM) General Information Material Properties fc : Concrete 28 day strength Fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Overturning Safety Factor AutoCalc Footing Weight as DL AutoCalc Pedestal Weight as DL Dimensions = :.} Width along X -X Axis Length along Z -Z Axi Footing Thickness Load location offset from footing center... ex : Along X -X Axis = ez : Along Z -Z Axis = Pedestal dimensions... px : Along X -X Axis pz : Along Z -Z Axis Height Rebar Centerline to Edge of Concrete.. at Top of footing = at Bottom of footing Reinforcing!' Bars along X -X Axis Number of Bars Reinforcing Bar Size Bars along Z -Z Axis Number of Bars Reinforcing Bar Siz€ Applied Loads P : Column Load OB: Overburden M -xx M -zz V -x V -z 3.0 ksi 60.0 ksi 3,122.0 pcf 145.0 ksi 0.90 0.850 .00140 .00180 1.50:1 1.50 : 1 Yes No 9.0 ft 9.0 ft 24.0 in 36.0 in 36.0 in 24.0 in 3.0 in 3.0 in 12.0 # 6.0 12.0 # 6.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone = n/a # Bars required on each side of zone n/a D 13.220 0.240 in in Lr Title : Starfire Soccer Dsgnr: Project Desc.: Field Lighting Project Notes : : File: o:l9ocumenta and SettlnpslPlchard FoleylMy Documente\ENERCALC Data FUeslstar8ie soccer.ec8 . ENERCALC, INC: 19832008, Vet: 8.0.19, NO2343 i lSelOwnert: ■R4I.� f BF °IASSOCIATES Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil /Concrete Friction Coeff. Increases based on footing Depth Reference Depth below Surface Allow. Pressure Increase per foot of depth when base footing is below Increases based on footing Width Allow. Pressure Increase per foot of width when footing is wider than L Job # 208 -101 PFinted: 10 OCT 2008, 9.17AM Calculations per IBC 2006, CBC 2007, ACI 318-05 S W 79.230 1.5860 E A'er 1.290 ksf (7 .r0 A L%' ,' No 300.0 pcf 4.0 ft ksf ft ksf ft H k ksf k -ft k -ft k k R.L Foley & Associates, Inc. Structural Engineers Lle,# € :(KW= 0600003881tt Y;} g y } -* fij license 0,wner pR; L FOLE,Y, :,VASSOCIATESI Ge neral Footing,Des Description : LS70 -C (LS70 -B, LS70 -A SIM) DESIGN SUMMARY PASS 0.79238 PASS n/a PASS 2.8391 PASS 10.2144 PASS n/a PASS n/a PASS 0.018547 PASS 0.036769 PASS 0.10246 PASS 0.018547 PASS 0.011685 PASS 0.011685 PASS 0.011685 PASS 0.011685 PASS 0.01520 Detailed Results Soil Bearing Rotation Axis & Load Combination... X -X, +D X -X, +D +W+H Z - Z, +D Z - Z. +D +W+H Oveitiiming Stability Rotation Axis & Load Combination... X -X, +D X -X, +D +W+H Z -Z, +D •..SIIdl g Stability Force Application Axis Load Combination... X -X, +D X -X, +D +W+H Z -Z, +D Z -Z, +D +W+H Footing Flexure Footing Flexure Load Combination... X -X, +1.40D X -X, +1.40D X -X, +0.900 +1.60W +1.60H X -X, +0.90D +1.60W +1.60H Z -Z, +1.400 Z -Z, +1.400 Z -Z, +0.90D +1.60W +1.60H Z -Z, +0 90D +1.60W +1.60H One Way Shear Load Combination... +1.40D +0.900 +1.60W +1.60H Min. Ratio Item Soil Bearing Overturning - X -X Overturning - Z -Z Sliding - X -X Sliding - Z -Z Uplift Z Flexure ( +X) Z Flexure ( -X) X Flexure ( +Z) X Flexure ( -Z) 1 -way Shear ( +X) 1 -way Shear ( -X) 1 -way Shear ( +Z) 1 -way Shear ( -Z) 2 -way Punching Gross Allowable 1.290 ksf 1.7196 ksf 1.290 ksf 1.7196 ksf Which Mu Side ? 1.0282 k -ft 1.0282 k -ft 5.6804 k -ft 0.6610 k -ft 1.0282 k -ft 1.0282 k -ft 2.0385 k -ft 0.6610 k -ft Xecc Zecc +Z nla 0.0 in 0.66654 ksf n/a 0.0 in 0.66654 ksf 0.0 in n/a n/a ksf 19.020 in n/a n/a ksf Overturning Moment None None None 85.5740 k -ft + Z -Z +Z -z -x +X - X + X Applied 1.3625 ksf 0.0 k -ft 85.5740 k -ft 1.5860 k 0.0 k 0.0 k 1.0282 k -ft 2.0385 k -ft 5.6804 k -ft 1.0282 k -ft 1.0881 psi 1.0881 psi 1.0881 psi 1.0881 psi 2.8306 psi Sliding Force 0.0 k 1.5860 k 0.0 k 0.0 k Tension @ Bot or Top ? Bottom Bottom Bottom Bottom Bottom Bottom Top Bottom Title : Starfire Soccer Dsgnr: Project Desc.: Field Lighting Project Notes : As Req'd 0.5184 in2 /ft 0.5184 in2 /ft 0.5184 in2/ft 0.5184 in2 /ft 0.5184 in2/ft 0.5184 in2 /ft 0.5184 in2 /ft 0.5184 in2 /ft Rte: c:IDocumanta and Sattings0Richard FoleylMy Doauments\ENERCALC Data Filesktarfire soccer.ec6" • • ENERCALC , INC. 1963.2008, Vet: 6Aj9, N :0230.3 • Capacity 1.7196 ksf 0.0 k -ft 242.955 k -ft 16.20 k 0.0 k 0.0 k 55.440 k -ft 55.440 k -ft 55.440 k -ft 55.440 k -ft 93.1128 psi 93.1128 psi 93.1128 psi 93.1128 psi 186.226 psi Actual Soil Bearing Stress Actual / Allowable +Z -X -X Ratio 0.66654 ksf 0.66654 ksf n/a ksf n/a ksf Resisting Force 16.20 k 16.20 k 16.20 k 16.20 k Gym. As Minimum Spec'd Minimum Spec'd Minimum Spec'd Minimum Spec'd Minimum Spec'd Minimum Spec'd Minimum Spec'd Minimum Spec'd Governing Load Combination n/a ksf n/a ksf 0.66654 ksf 0.0 ksf +D +W+H No Overturning +D +W+H +D +W+H No Sliding No Uplift +1.40D +0.900 +1.60W +1 .60H +0.90D +1.60W +1.60H +1.40D +1.40D +1.400 +1.40D +1.400 +0.900 +1.60W +1.60H 0.5867 in2/ft 0.5867 in2/ft 0.5867 in2/ft 0.5867 in2/ft 0.5867 in2/ft 0.5867 in2/ft 0.5867 in2 /ft 0.5867 in2/ft n/a ksf n/a ksf 0.66654 ksf 1.3625 ksf Resisting Moment Stability Ratio 0.0 k -ft Infinity 0.0 k -ft Infinity 0.0 k -ft Infinity 242.955 k -ft 2.8391 Job # 208 -101 Actual As Phi"Mn Printed: 10 OCT 2009. 9.17AM 55.440 k -ft 55.440 k -ft 55.440 k -ft 55.440 k -ft 55.440 k -ft 55.440 k -ft 55.440 k -ft 55.440 k -ft Status OK OK OK OK Sliding SafetyRatio Status No Sliding OK 10.2144 OK No Sliding OK No Sliding OK 0.517 0.388 0.517 0.792 Status OK OK OK OK OK OK OK OK Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Phi*Vn I Vu Status 1.0881 psi 1.0881 psi 1.0881 psi 1.0881 psi 1.0881 psi 93.1128 psi 0.011685psi OK 0.69947 psi 0.69947 psi 0.69947 psi 0.69947 psi 0.69947 psi 93.1128 psi .0075120psi OK R L Foley & Associates, Inc. Structural Engineers General Footing. Design File: o:lDocumente and SettingsVRichard FoleylNy Documents\ENERCALC Data FileststarEre soccer.ec6 ENERCALC INC. 1983.21106 Ver 6.019 ;14234.3 Lich Ciii W,= 06000036. x;' ` ' {Y P # y i „01X,V ) ; `: 4k� ,41„44±1VM1WiceiiSig ner; t R ;lit$EOLEY NYASQCIATESk Description : LS70 -C (LS70 -B, LS70 -A SIM) Punching Shear Load Combination... +1.40D +0.90D +1.60W +1.60H Vu 2.8203 psi 2.8306 psi Title : Starfire Soccer Dsgnr: Project Desc.: Field Lighting Project Notes : Phi*Vn 186.226 psi 186.226 psi Phi*Vn /Vu 0.015144 psi 0.01520 psi Job # 208 -101 Printed. 10 OCT 2008, 9:17AM Status OK OK R L Foley & Associates, Inc. Structural Engineers Lic ;# KVtio6000036f«S "!�t "t ,+ Z° 'S 'W ^ASSOCIATES General Footing; 4 . Description : LS90 -A General Information Material Properties f c : Concrete 28 day strength Fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density cl5 Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Overturning Safety Factor AutoCalc Footing Weight as DL AutoCalc Pedestal Weight as DL Dimensions Width along X -X Axis Length along Z -Z Axi Footing Thickness Pedestal dimensions... px : Along X -X Axis pz : Along Z -Z Axis Height Rebar Centerline to Edge of Concrete.. at Top of footing = at Bottom of footing Reinforcing Bars along X -X Axis Number of Bars Reinforcing Bar Size Bars along Z -Z Axis Number of Bars Reinforcing Bar SizE Applied Loads P : Column Load OB : Overburden M -xx M -zz V -x V -z Load location offset from footing center... ex : Along X -X Axis = ez : Along Z -Z Axis = 3.0 ksi 60.0 ksi 3,122.0 pcf 145.0 ksi 0.90 0.850 .00140 .00180 1.50:1 1.50 : 1 Yes No 11.0 ft 11.0 ft 24.0 in 42.0 in 42.0 in 24.0 in 3.0 in 3.0 in 14.0 # 6.0 14.0 # 6.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone = n/a # Bars required on each side of zone n/a D 16.550 0.240 in in Lr L Title : Starfire Soccer Dsgnr. Project Desc.: Field Lighting Project Notes : File: o.IDocumenta and SettinpstRichard Fdey1My Documents\ENERCALC Data Flesl Stall re soccer.ec8 ENERCALC, INC, 1983-2008, Ver 6 0.19, • N:02343 i. Licen;e1Ownee. R I F,OLE.Yx Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil /Concrete Friction Coeff. Increases based on footing Depth Reference Depth below Surface Allow. Pressure Increase per foot of depth when base footing is below Increases based on footing Width Allow. Pressure Increase per foot of width when footing is wider than Calculations per IBC 2006, CBC 2007, ACI 318 -05 S W 139.940 2.2010 E Job # 208 -101 Printed: 10 OCT 2008, 9:19AM 1.290 ksf No 300.0 pcf 4.0 ft ksf ft ksf ft H k ksf k -ft k -ft k k ; . :1.: �.1 4a, �, •x . :- ., i.4i:•a +,1 Y e 'y';d^ ja :1. r . re ..7:y• 3 ;r. �.4.iY. ;a J„ is'i' ,•F z : : . iita k V +pg1; dd". `4 . PtF' :$t.'i 1r y1 1 4' . F ,. 4 P S y R L Foley & Associates, Inc. Structural Engineers Lic ;# KVtio6000036f«S "!�t "t ,+ Z° 'S 'W ^ASSOCIATES General Footing; 4 . Description : LS90 -A General Information Material Properties f c : Concrete 28 day strength Fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density cl5 Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Overturning Safety Factor AutoCalc Footing Weight as DL AutoCalc Pedestal Weight as DL Dimensions Width along X -X Axis Length along Z -Z Axi Footing Thickness Pedestal dimensions... px : Along X -X Axis pz : Along Z -Z Axis Height Rebar Centerline to Edge of Concrete.. at Top of footing = at Bottom of footing Reinforcing Bars along X -X Axis Number of Bars Reinforcing Bar Size Bars along Z -Z Axis Number of Bars Reinforcing Bar SizE Applied Loads P : Column Load OB : Overburden M -xx M -zz V -x V -z Load location offset from footing center... ex : Along X -X Axis = ez : Along Z -Z Axis = 3.0 ksi 60.0 ksi 3,122.0 pcf 145.0 ksi 0.90 0.850 .00140 .00180 1.50:1 1.50 : 1 Yes No 11.0 ft 11.0 ft 24.0 in 42.0 in 42.0 in 24.0 in 3.0 in 3.0 in 14.0 # 6.0 14.0 # 6.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone = n/a # Bars required on each side of zone n/a D 16.550 0.240 in in Lr L Title : Starfire Soccer Dsgnr. Project Desc.: Field Lighting Project Notes : File: o.IDocumenta and SettinpstRichard Fdey1My Documents\ENERCALC Data Flesl Stall re soccer.ec8 ENERCALC, INC, 1983-2008, Ver 6 0.19, • N:02343 i. Licen;e1Ownee. R I F,OLE.Yx Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil /Concrete Friction Coeff. Increases based on footing Depth Reference Depth below Surface Allow. Pressure Increase per foot of depth when base footing is below Increases based on footing Width Allow. Pressure Increase per foot of width when footing is wider than Calculations per IBC 2006, CBC 2007, ACI 318 -05 S W 139.940 2.2010 E Job # 208 -101 Printed: 10 OCT 2008, 9:19AM 1.290 ksf No 300.0 pcf 4.0 ft ksf ft ksf ft H k ksf k -ft k -ft k k R L Foley & Associates, Inc. Structural Engineers L` icy' # ¢1KW=0600 1 fxOlt , License Owner;: L EOLEY 3' ASSOCIATES General: Footing Design` =. Description : LS90 -A DESIGN SUMMARY Min. Ratio PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.75872 n/a 2.8745 8.9959 n/a n/a 0.025435 0.060454 0.15465 0.025435 0.016757 0.016757 0.016757 0.016757 0.018391 Detailed Results • Soil Bearing Rotation Axis & Load Combination... X -X, +D X -X, +O +W+H Z -Z, +D Z -Z. +D +W+H Overtuming,Stability Rotation Axis & Load Combination... X - X, +D X -X, +D +W+H Z -Z, +D Z -Z, +D +W+H Sliding Stability Force Application Axis Load Combination... X -X, +D X -X, +D +W+H Z -Z, +D Z -Z, +D +W+H Footing Flexure Footing Flexure Load Combination... X -X, +1.40D X -X, +1.40D X -X, +0.90 D +1.60 W +1.60 H X -X, +0.90 D +1.60 W +1.60 H Z -Z, +1.40D Z -Z, +1.40D Z -Z, +0.900 +1.60W +1.60H Z -Z, +0.90D +1.60W +1.60H One Way Shear Load Combination... +1.40D +0.90D +1.60W +1.60H Item Soil Bearing Overturning - X -X Overturning - Z -Z Sliding - X -X Sliding - Z -Z Uplift Z Flexure ( +X) Z Flexure ( -X) X Flexure ( +Z) X Flexure ( -Z) 1 -way Shear ( +X) 1 -way Shear ( -X) 1 -way Shear ( +Z) 1 -way Shear ( -Z) 2 -way Punching Gross Allowable Applied 1.3047 ksf 0.0 k -ft 148.744 k -ft 2.2010 k 0.0 k 0.0 k 1.3460 k -ft 3.1992 k -ft 8.1838 k -ft 1.3460 k -ft 1.5603 psi 1.5603 psi 1.5603 psi 1.5603 psi 3.4248 psi 1.290 ksf n/a 1.7196 ksf n/a 1.290 ksf 0.0 in 1.7196 ksf 22.9602 in Overturning Moment None None None 148.744 k -ft Sliding Force 0.0 k 2.2010 k 0.0 k 0.0 k Title : Starfire Soccer Dsgnr: Project Desc.: Field Lighting Project Notes : ' hie. c-IDocumenta and SetrongstItchard Foley\My DowmentalENERCALC Data Fles\star0te eoccer:ec6 ° ENERGALC, INC,1983.2008 60, NA�23343 Capacity 1.7196 ksf 0.0 k -ft 427.570 k -ft 19.80 k 0.0 k 0.0 k 52.920 k -ft 52.920 k -ft 52.920 k -ft 52.920 k -ft 93.1128 psi 93.1128 psi 93.1128 psi 93.1128 psi 186.226 psi Actual Soil Bearing Stress Xecc Zecc +Z +Z -X Governing Load Combination +D +W+H No Overturning +D +W+H +O +W+H No Sliding No Uplift +1.40D +0.900 +1.60W +1.60H +0.90D +1.60W +1.60H +1.40D +1.40D +1.40D +1.40D +1.40D +1.400 0.0 in 0.64248 ksf 0.64248 ksf n/a ksf n/a ksf 0.0 in 0.64248 ksf 0.64248 ksf n/a ksf n/a ksf n/a n/a ksf n/a ksf 0.64248 ksf 0.64248 ksf n/a n/a ksf n/a ksf 0.0 ksf 1.3047 ksf Resisting Moment Stability Ratio 0.0 k -ft Infinity 0.0 k -ft Infinity 0.0 k -ft Infinity 427.570 k -ft 2.8745 Resisting Force 19.80 k 19.80 k 19.80 k 19.80 k Job # 208 -101 Printed: 10 OCT 2008, 0.12.AM Actual 1 Allowable -X Ratio Status OK OK OK OK Sliding SafetyRatio Status No Sliding OK 8.9959 OK No Sliding OK No Sliding OK 0.498 0.374 0.498 0.759 Which Tension @ Bot. Mu Side ? or Top ? As Req'd Gym. As Actual As Phi'Mn Status 1.3460 k -ft +Z Bottom 0.5184 in2/ft Minimum Spec'd 0.5600 in2 /ft 52.920 k -ft OK 1.3460 k -ft -Z Bottom 0.5184 in2/ft Minimum Spec'd 0.5600 in2/ft 52.920 k -ft OK 8.1838 k -ft +Z Bottom 0.5184 in2/ft Minimum Spec'd 0.5600 in2/ft 52.920 k -ft OK 0.86529 k -ft -Z Bottom 0.5184 in2/ft Minimum Spec'd 0.5600 in2/ft 52.920 k -ft OK 1.3460 k -ft -X Bottom 0.5184 in2/ft Minimum Spec'd 0.5600 in2/ft 52.920 k -ft OK 1.3460 k -ft +X Bottom 0.5184 in2/ft Minimum Spec'd 0.5600 in2/ft 52.920 k -ft OK 3.1992 k -ft -X Top 0.5184 in2/ft Minimum Spec'd 0.5600 in2 /ft 52.920 k -ft OK 0.86529 k -ft +X Bottom 0.5184 in2/ft Minimum Spec'd 0.5600 in2/ft 52.920 k -ft OK Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Phi*Vn / Vu Status 1.5603 psi 1.5603 psi 1.5603 psi 1.5603 psi 1.5603 psi 93.1128 psi 0.016757psi OK 1.0030 psi 1.0030 psi 1.0030 psi 1.0030 psi 1.0030 psi 93.1128 psi 0.010772psi OK R L Foley & Associates, Inc. Structural Engineers General Footing. Design 3.4248 psi 3.3212 psi Title : Starfire Soccer Dsgnr: Project Desc.: Field Lighting Project Notes : File: o:\Documents and Settings\Richard FcteytMy DocvmentslENERCALC Data FlesWarEre soccer.ec6 ENERCALC INC 1983-2008, Ver 6.0.19, N:02343 r Lic�;#t:�KW „060000381., � t is 2 sr } t }? a± j If ; s?” t i$i't'w' �'' LIee'nse:Owne t:"... " �,L „F,OLEY & ASSOCIATES1 Description : LS90 -A Punching Shear Load Combination... Vu +1.40D +0.90D +1.60W +1.60H Phi*Vn 186.226 psi 186.226 psi Phi*Vn 1 Vu 0.018391 psi 0.017834 psi Job # 208 -101 Printed: 10 OCT 2008, 9 19A Status OK OK LA N R L Foley & Associates, Inc. Structural Engineers '1116'ik :1<W= 06000038 t Yx f1 tilt` KRAMY OLiceiisa Owners,RL ^k FOLEYaB`ASSOCIATESt General Footing Design Description : LS90 -B General Information Material Properties Pc : Concrete 28 day strength Fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Overturning Safety Factor AutoCalc Footing Weight as DL AutoCalc Pedestal Weight as DL Dimensions Width along X -X Axis Length along Z -Z Axi Footing Thickness Load location offset from footing center... ex : Along X -X Axis = ez : Along Z -Z Axis = Pedestal dimensions... px : Along X -X Axis pz : Along Z -Z Axis Height Rebar Centerline to Edge of Concrete.. at Top of footing = at Bottom of footing = Reinforcing Bars along X -X Axis Number of Bars Reinforcing Bar Size Bars along Z -Z Axis Number of Bars Reinforcing Bar Sizr 12.0 ft 12.0 ft 24.0 in 42.0 in 42.0 in 24.0 in 3.0 in 3.0 in 14.0 # 6.0 14.0 # 6.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone = n/a # Bars required on each side of zone n/a Applied Loads P : Column Load OB : Overburden M -xx M -zz V -x V -z 3.0 ksi 60.0 ksi 3,122.0 pcf 145.0 ksi 0.90 0.850 .00140 .00180 1.50:1 1.50 :1 Yes No D 17.560 0.240 in in Title : Starfire Soccer Dsgnr: Project Desc.: Field Lighting Project Notes : Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil /Concrete Friction Coeff. Increases based on footing Depth Reference Depth below Surface Allow. Pressure Increase per foot of depth when base footing is below Increases based on footing Width Allow. Pressure Increase per foot of width when footing is wider than Lr L Flle: o:\Dodumenta and Settings0thard FoleylMy DowmentslENERCALC Data Flleslstar8re soccer.ec6 a! • • ENERCALC INC.1983- 2008,Ver60.19 ,••2343 Calculations per IBC 2006, CBC 2007, ACI 318-05 S W 156.630 2.510 E Job # 208 -101 Printed. 10 OCT 2008, 9:22AM 1.290 ksf No 300.0 pcf 4.0 ft ksf ft ksf ft H k ksf k -ft k -ft k k N R L Foley & Associates, Inc. Structural Engineers iLfe * ciKW 416000038 i F General Footing Design Description : LS90 -B DESIGN SUMMARY Min. Ratio PASS 0.69932 PASS n/a PASS 3.2738 PASS 8.6056 PASS n/a PASS n/a PASS 0.031775 PASS 0.085291 PASS 0.17014 PASS 0.031775 PASS 0.018626 PASS 0.018626 PASS 0.018626 PASS 0.018626 PASS 0.020116 Detailed Results Soil Bearing Rotation Axis & Load Combination... X -X, +D X -X, +D +W+H Z -Z, +D Z - +D +W+H Overturning Stability. Rotation Axis & Load Combination... X -X, +D X -X, +D +W+H Z -Z, +D Z -Z, +D +W+H Sliding Stability Force Application Axis Load Combination... X - +D X -X, +D +W+H Z - Z, +D Z -Z. +D +W+H Footing Flexure • Footing Flexure Load Combination... X -X, +1.40D X -X, +1.40D X - +0.900 +1.60W +1.60H X -X, +0.90D +1.60W +1.60H Z -Z, +1.400 Z -Z, +1.40D Z - #0.900+1 .60 W +1.60 H Z -Z, +0.900+1 .60 W +1.60 H One Way Shear Load Combination... +1.40D +0.900 +1.60W +1.60H Item Soil Bearing Overturning - X - Overturning - Z - Sliding - X - Sliding - Z - Uplift Z Flexure ( +X) Z Flexure ( -X) X Flexure ( +Z) X Flexure ( -Z) 1 -way Shear ( +X) 1 -way Shear ( -X) 1 -way Shear ( +Z) 1 -way Shear ( -Z) 2 -way Punching Gross Allowable Applied 1.2025 ksf 0.0 k -ft 166.670 k -ft 2.510 k 0.0 k 0.0 k 1.5414 k -ft 4.1375 k -ft 8.2533 k -ft 1.5414 k -ft 1.7343 psi 1.7343 psi 1.7343 psi 1.7343 psi 3.7461 psi 1.290 ksf n/a 1.7196 ksf n/a 1.290 ksf 0.0 in 1.7196 ksf 21.9930 in Xecc Zecc 0.0 in 0.0 in n/a n/a Overturning Moment None None None 166.670 k -ft Sliding Force 0.0 k 2.510 k 0.0 k 0.0 k Title : Starfire Soccer Dsgnr: Project Desc.: Field Lighting Project Notes : Job # 208 -101 , FJe: c:IDocumenta and SettingsWchard FoleylMy Documents\ENERCALC Data Poeslstartre soccer end ENERCALC, IN' C. Ver. 6.019,. NO2343 3 fi # $ ' Ltcen` se,Owne ';RE414 +Z 0.63153 ksf 0.63153 ksf n/a ksf n/a ksf Capacity 1.7196 ksf 0.0 k -ft 545.640 k -ft 21.60 k 0.0 k 0.0 k 48.510 k -ft 48.510 k -ft 48.510 k -ft 48.510 k -ft 93.1128 psi 93.1128 psi 93.1128 psi 93.1128 psi 186.226 psi Actual Soil Bearing Stress +Z -X 0.63153 ksf 0.63153 ksf n/a ksf n/a ksf Resisting Force 21.60 k 21.60 k 21.60 k 21.60 k Governing Load Combination n/a ksf n/a ksf 0.63153 ksf 0.060529 ksf +D +W+H No Overturning +D +W+H +D +W+H No Sliding No Uplift +1.400 +0.900 +1.60W +1.60H +0.900 +1.60W +1.60H +1.400 +1.400 +1.40D +1.400 +1.400 +1.40D Resisting Moment Stability Ratio 0.0 k -ft Infinity 0.0 k -ft Infinity 0.0 k -ft Infinity 545.640 k -ft 3.2738 Printed. 10 OCT 2008, 9.22AM Actual /Allowable -X Ratio n/a ksf n/a ksf 0.63153 ksf 1.2025 ksf Status OK OK OK OK Sliding SafetyRatio Status No Sliding OK 8.6056 OK No Sliding OK No Sliding OK 0.490 0.367 0.490 0.699 Which Tension @ Bot Mu Side ? or Top ? As Req'd Gym. As Actual As Phi*Mn Status 1.5414 k -ft +Z Bottom 0.5184 in2/ft Minimum Spec'd 0.5133 in2/ft 48.510 k -ft OK 1.5414 k -ft -Z Bottom 0.5184 in2/ft Minimum Spec'd 0.5133 in2/ft 48.510 k -ft OK 8.2533 k -ft +Z Bottom 0.5184 in2/ft Minimum Spec'd 0.5133 in2/ft 48.510 k -ft OK 0.99091 k -ft -Z Bottom 0.5184 in2/ft Minimum Spec'd 0.5133 in2/ft 48.510 k -ft OK 1.5414 k -ft - Bottom 0.5184 in2/ft Minimum Spec'd 0.5133 in2/ft 48.510 k -ft OK 1.5414 k -ft +X Bottom 0.5184 in2/ft Minimum Spec'd 0.5133 in2/ft 48.510 k -ft OK 4.1375 k -ft - Top 0.5184 in2/ft Minimum Spec'd 0.5133 in2/ft 48.510 k -ft OK 0.99091 k -ft +X Bottom 0.5184 in2/ft Minimum Spec'd 0.5133 in2/ft 48.510 k -ft OK Vu @ -X Vu @ +X Vu @ -2 Vu @ +Z Vu:Max Phi Vn Phi*Vn / Vu Status 1.7343 psi 1.7343 psi 1.7343 psi 1.7343 psi 1.7343 psi 93.1128 psi 0.018626psi OK 1.1146 psi 1.1146 psi 1.1149 psi 1.1149 psi 1.1149 psi 93.1128 psi 0.011974psi OK . R L Foley & Associates, Inc. Structural Engineers KW460000384t,3E {rra nor General Footing Design Description : LS90 -B Punching Shear Load Combination... +1.40D 40.90D +1.60W +1.60H Vu 3.7461 psi 3.0210 psi Title : Starfire Soccer Dsgnr: Project Desc.: Field Lighting Project Notes : Fite:: o:DDocuments and SettingslRichard Foley1My Don mentalENERCALC Data Flesstarlre aoccet.ed3 ENERCALC, INC. 1963-2008, Vei• 6 0.19, N:02343 a ; b kellicence,Qwner •Ii2 Lt(FPLEWVASSOCIATES'A Phi`Vn 186.226 psi 186.226 psi PhiWn 1 Vu 0.020116 psi 0.016222 psi Job # 208 -101 Printed: 10 OCT 2008, 9:2244 Status OK OK DO POLE SUPPORT FOUNDATION POLE FOUNDATION SCHEDULE DATE: 10/10/08 FORCES (MAXIMUM) SQUARE FOOTING TYPE MOMENT (M) KIP -FT SHEAR (V) KIPS VERTICAL (P) KIPS PEDESTAL (SQUARE), INCHES PEDESTAL VERTICAL REINFORCING (ASTM A615 -GR 60) FOOTING (EA. WAY) , FT FOOTING THICK, FT LS70 -A 51.69 1.138 1.531 36" 16 - #6 9' -0" 2' -0" LS70 -B 58.13 1.220 1.755 36" 16 - #6 9' -0" 2' -0" LS70 -C 79.23 1.586 2.046 36" 16 - #6 9' -0" 2' -0" LS90 -A 139.94 2.201 3.945 42" 16 - #6 11' -0" 2' -0" LS90 -B 156.63 2.510 4.703 42" 16 - #6 12' -0" 2' -0" * VFR'I'IC'AI MRCP nncc isn't rr.rr'r r rr�,, . .... ..... .... -.-.. __ _ POLE SUPPORT FOUNDATION MUSCO LIGHTING, INC. 2107 STEWART ROAD MUSCATINE, IOWA 52761 DATE: 10/10/08 STARFIRE SOCCER FIELD LIGHTING, TUKWILA, WA R. L. FOLEY & ASSOCIATES, INC. STRUCTURAL ENGINEERS 25652 ASHBY WAY LAKE FOREST, CA 92630 SHEET C1 OF 1 PRECAST BASE TYPE WEIGHT LBS POLE IDENTIFICATION LOCATION MARK POLE TYPE PRECAST BASETYPE FIXTURE CONFIGURATION (FIXTURES PER CROSSARM) FIXTURE EPA (MAX) S 1, S2 LS90 -A 5B 9(5 +4) 24.3 S3 LS90 -A 5B 14(7 +7) 30.8 S4 LS90 -B 6B 19(5 +4 /5 +5)BB 38.0 S5, S6 LS70 -A 3B 4 10.8 S7 LS70 -C 4B 11(5 +4 /2)BB 25.3 S8 LS70 -B 3B 5 13.5 PRECAST BASE TYPE WEIGHT LBS OVERALL LENGTH FEET HEIGHT ABOVE GRADE FEET MINIMUM EMBEDMENT IN FOOTING FEET OUTSIDE DIAMETER INCHES 3B 2,670 20' -0" 8' -0" 12' -0" 13.38" 4B 3,710 22' -0" 8' -0" 14' -0" 15.75" 5B 5,180 23' -11' 7' -1l" 16' -0" 18.25" 6B 8,020 26' -1' 8' -1" 18' -0" 20.56" U a' V cG U en .a U en op POLE, PEOESX4t. MUSCG ELECT. CONDUIT BY 'ELECT. CONTRACTOR lA I - 3" CLR U M 1 SQ. PEDESTAL SEE SCHEDULE SQ. I TG. -SEE SCHEDU E PROVIDE 3 SET OF TIES WITHIN TOP 6" ALL POLES HAVE A MOUNTING BRACKET FOR A SECURITY FIXTURE AT 30' -0" AGL. .PRECAST PIER @ 1Q" O.C. EACH WAY LOCATE 3" CLR FROM EARTH TNNo,¢0C/Gx4Y cc £AN s u�,aCE OF EX/ST. con/C, 15S.AKF/LC. PR/OR Tc /-/:>t/AJNG MEW CaNc LIGHTPOLE FOUNDATION SCALE = NONE (NOTE: ORIENTATE FOOTING AND POLE FIXTURE CROSSARMS ALONG PARALLEL AXIS) 3" CLR 44 TIES- 2 TIES /SET PED. REINF. SEE SCHEDULE PEDESTAL SECTION O GENERAL NOTES GENERAL ALL CONSTRUCTION AND WORKMANSHIP SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE. 2006 EDITION. WIND- ASCE 7 -05, 85 MPH (EXPOSURE C) REFERENCE POLE LOCATION DRAWING FOR ACTUAL POLE PLACEMENT AND SITE LOCATION. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR ALL CONSTRUCTION PROCEDURES AND SAFETY CONDITIONS AT THE JOB SITE. SOIL DESIGN PARAMETERS REFERENCE SOIL REPORT PREPARED BY BERQUIST ENGINERING SERVICES DATED OCTOBER 3, 2008 & REVISED REPORT DATED OCTOBER 8, 2008. ALLOWABLE VERTICAL NET BEARING VALUE- 750 PSF (MAY BE INCREASED 1/3 FOR WIND). ALL LATERAL BEARING PRESSURE- 300 PSF/FT (BETWEEN I ' -0" AND 4' -0" BELOW GRADE). A REPRESENTATIVE OF BERQUIST ENGINERING SERVICES SHOULD BE AVAILABLE AT THE TIME OF THE FOUNDATION INSTALLATION TO VERIFY THE SOIL DESIGN PARAMETERS AND TO PROVIDE ASSISTANCE IF ANY PROBLEMS ARISE IN FOUNDATION INSTALLATION. ENCOUNTERING SOIL FORMATIONS THAT WILL REQUIRE SPECIAL DESIGN CONSIDERATIONS OR EXCAVATION PROCEDURES MAY EXIST. POLE FOUNDATIONS MAY NEED TO BE REANALYZED ACCORDING TO THE SOIL CONDITIONS THAT EXIST. IF ANY DISCREPANCIES OR INCONSISTENCIES ARISE NOTIFY THE ENGINEER OF SUCH DISCREPANCIES. FOUNDATIONS WILL THEN BE REVISED ACCORDINGLY. ALL EXCAVATIONS MUST BE FREE OF LOOSE SOIL, WATER, AND DEBRIS PRIOR TO FOUNDATION INSTALLATION AND PLACEMENT OF CONCRETE. CONCRETE CONCRETE SHALL HAVE A MINIMUM ULTIMATE COMPRESSIVE STRENGTH AT 28 DAYS OF 3,000 PSI. SPECIAL INSPECTION IS REQUIRED. CONCRETE SHALL ATTAIN A MINIMUM STRENGTH OF 3,000 PSI PRIOR TO STEEL POLE ERECTION. USE TYPE LIN PORTLAND CEMENT OR AS RECOMMENDED BY THE GEOTECI-INICAL ENGINEER. MIX IN CONFORMANCE WITH ASTM C -94 AGGREGATES PER ASTM C -33. . (l" MAX AGG. SIZE) PLACE CONCRETE IMMEDIATELY AFTER COMPLETION OF EXCAVATION AND INSPECTION BY THE GEOTECHNICAL ENGINEER. NO EXCAVATIONS SHALL BE LEFT UNPROTECTED OR OPEN OVERNIGHT. REINFORCING STEEL SHALL CONFORM TO ASTM A6 -5, GR 60. MISCELLANEOUS FIXTURES MUST BE LOCATED TO MAINTAIN 10' -0" MINIMUM HORIZONTAL CLEARANCE FROM ANY OBSTRUCTION. POLES FIXTURES PRECAST BASES ELECTRICAL ITEMS, PLATFORMS, SPECIFICATIONS, AND INSTALLATION PER MUSCO LIGHTING, INC. FIXTURE: EPA = 2.7 MAX. SQ FT; WEIGHT =40 LBS (PER MUSCO LIGHTING, INC.) SQ. PEDESTAL SEE SCHEDULE 11 ikA l ! U a' V cG U en .a U en op POLE, PEOESX4t. MUSCG ELECT. CONDUIT BY 'ELECT. CONTRACTOR lA I - 3" CLR U M 1 SQ. PEDESTAL SEE SCHEDULE SQ. I TG. -SEE SCHEDU E PROVIDE 3 SET OF TIES WITHIN TOP 6" ALL POLES HAVE A MOUNTING BRACKET FOR A SECURITY FIXTURE AT 30' -0" AGL. .PRECAST PIER @ 1Q" O.C. EACH WAY LOCATE 3" CLR FROM EARTH TNNo,¢0C/Gx4Y cc £AN s u�,aCE OF EX/ST. con/C, 15S.AKF/LC. PR/OR Tc /-/:>t/AJNG MEW CaNc LIGHTPOLE FOUNDATION SCALE = NONE (NOTE: ORIENTATE FOOTING AND POLE FIXTURE CROSSARMS ALONG PARALLEL AXIS) 3" CLR 44 TIES- 2 TIES /SET PED. REINF. SEE SCHEDULE PEDESTAL SECTION O GENERAL NOTES GENERAL ALL CONSTRUCTION AND WORKMANSHIP SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE. 2006 EDITION. WIND- ASCE 7 -05, 85 MPH (EXPOSURE C) REFERENCE POLE LOCATION DRAWING FOR ACTUAL POLE PLACEMENT AND SITE LOCATION. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR ALL CONSTRUCTION PROCEDURES AND SAFETY CONDITIONS AT THE JOB SITE. SOIL DESIGN PARAMETERS REFERENCE SOIL REPORT PREPARED BY BERQUIST ENGINERING SERVICES DATED OCTOBER 3, 2008 & REVISED REPORT DATED OCTOBER 8, 2008. ALLOWABLE VERTICAL NET BEARING VALUE- 750 PSF (MAY BE INCREASED 1/3 FOR WIND). ALL LATERAL BEARING PRESSURE- 300 PSF/FT (BETWEEN I ' -0" AND 4' -0" BELOW GRADE). A REPRESENTATIVE OF BERQUIST ENGINERING SERVICES SHOULD BE AVAILABLE AT THE TIME OF THE FOUNDATION INSTALLATION TO VERIFY THE SOIL DESIGN PARAMETERS AND TO PROVIDE ASSISTANCE IF ANY PROBLEMS ARISE IN FOUNDATION INSTALLATION. ENCOUNTERING SOIL FORMATIONS THAT WILL REQUIRE SPECIAL DESIGN CONSIDERATIONS OR EXCAVATION PROCEDURES MAY EXIST. POLE FOUNDATIONS MAY NEED TO BE REANALYZED ACCORDING TO THE SOIL CONDITIONS THAT EXIST. IF ANY DISCREPANCIES OR INCONSISTENCIES ARISE NOTIFY THE ENGINEER OF SUCH DISCREPANCIES. FOUNDATIONS WILL THEN BE REVISED ACCORDINGLY. ALL EXCAVATIONS MUST BE FREE OF LOOSE SOIL, WATER, AND DEBRIS PRIOR TO FOUNDATION INSTALLATION AND PLACEMENT OF CONCRETE. CONCRETE CONCRETE SHALL HAVE A MINIMUM ULTIMATE COMPRESSIVE STRENGTH AT 28 DAYS OF 3,000 PSI. SPECIAL INSPECTION IS REQUIRED. CONCRETE SHALL ATTAIN A MINIMUM STRENGTH OF 3,000 PSI PRIOR TO STEEL POLE ERECTION. USE TYPE LIN PORTLAND CEMENT OR AS RECOMMENDED BY THE GEOTECI-INICAL ENGINEER. MIX IN CONFORMANCE WITH ASTM C -94 AGGREGATES PER ASTM C -33. . (l" MAX AGG. SIZE) PLACE CONCRETE IMMEDIATELY AFTER COMPLETION OF EXCAVATION AND INSPECTION BY THE GEOTECHNICAL ENGINEER. NO EXCAVATIONS SHALL BE LEFT UNPROTECTED OR OPEN OVERNIGHT. REINFORCING STEEL SHALL CONFORM TO ASTM A6 -5, GR 60. MISCELLANEOUS FIXTURES MUST BE LOCATED TO MAINTAIN 10' -0" MINIMUM HORIZONTAL CLEARANCE FROM ANY OBSTRUCTION. POLES FIXTURES PRECAST BASES ELECTRICAL ITEMS, PLATFORMS, SPECIFICATIONS, AND INSTALLATION PER MUSCO LIGHTING, INC. FIXTURE: EPA = 2.7 MAX. SQ FT; WEIGHT =40 LBS (PER MUSCO LIGHTING, INC.) 04 -02 -2009 BROOK BOONE 31632 102 AV SE AUBURN WA 98092 RE: Permit No. D08 -470 14800 STARFIRE WY TUKW Dear Permit Holder: In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code and/or the International Mechanical Code, every permit issued by the Building Division under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or final inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve one or more extensions of time for additional periods not exceeding 90 days each. Extension requests must be in writing and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 05/05/2009 , your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician xc: Permit File No. D08 -470 City of Tukwila Department of Community Development Jack Pace, Director Jim Haggerton, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Complete ACTIVITY NUMBER: D08 -470 PROJECT NAME: STARFIRE SPORTS SITE ADDRESS: 14800 STARFIRE WY X Original Plan Submittal Response to Correction Letter # DATE: 10 -21 -08 Response to Incomplete Letter # Revision # after Permit Issued DEPARTMENTS: Bu lu ( �ing Division ,0 Wi'k `Z ublic 1 d o s Comments: Documents/routing slip.doc 2-28-02 • PERMIT COORD COPY' PLAN REVIEW /ROUTING SLIP DETERMINATIQN OF COMPLETENESS: (Tues., Thurs.) APPROVALS OR CORRECTIONS: sit at- wlulA pp AT )D - 31 Fire Prevention Planning Division Structural Incomplete n lA Permit Coordinator n DUE DATE: 10 -23-08 Not Applicable n Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROU NG: Please Route Structural Review Required n No further Review Required REVIEWER'S INITIALS: DATE: DATE: DUE DATE: 11-20-08 Approved ❑ Approved with ConditionsrV1 Not Approved (attach comments) n Notation: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Name Role Effective Date Expiration Date BOONE, BROOK PRESIDENT 09/25/2001 Bond Amount LEENSTRA, RUTH TREASURER 01/01/1980 SE5602 LEENSTRA, HANK VICE PRESIDENT 09/25/2001 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 4 CBIC SE5602 08/07/2002 Until Cancelled $12,000.0008/14 /2002 3 CUMBERLAND CAS Et SURETY CO MB31841 08/07/2001 Until Cancelled 08/14/2002 $12,000.0007/25 /2001 2 CUMBERLAND CAS Et SURETY CO MB3184108/07/2000 08/07/2001 $6,000.00 UNITED Untitled Page General /Specialty Contractor A business registered as a construction contractor with LEI 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 Phone Address Suite /Apt. City State Zip County Business Type Parent Company DUCHESS CONSTRUCTION INC 2538912016 15875 FOREST CANYON RD E SUMNER WA 98390 PIERCE CORPORATION UBI No. Status License No. License Type Effective Date Expiration Date Suspend Date Previous License Next License Associated License Specialty 1 Specialty 2 601805583 ACTIVE DUCHECI038NJ CONSTRUCTION CONTRACTOR 8/11/1997 9/13/2009 DUCHEHI935QH GENERAL UNUSED Business Owner Information • I Bond Information https: / /fortress. wa. gov /lni/bbip/Detail. aspx ?License= DUCHECI03 8NJ Page 1 of 2 11/06/2008 POLE LENGTH TOTAL Si 90' , 9 S2 90 9 S3 90' 14 S4 90" 9/10 S5 70' 4 S6 70' 4 S7 -. 70' 9/2 $6 70' .. 5 TOTAL 75 . . • •.-„- LI . • • • 1 ' 11 • ; IS r •' _ • -... ,- . ...• ,` ', - 11 ,•-•"' .... ,...- " .., I , ' ll ... /ft: -- ...' -' •.....-, „...-- • -'" ; • • , , . --- 7,- /. ,.„. -,--•-•-,"' I %"' ••:,-'''''' ri=.E.arttlal ..,..,....,,-- 4"... ...../• :`• , . ' • ,..;". 7 /I.. ,-1--- , , .„,-:::-"/ !' • ....,,,--' 1-' I - . I -1 , ! .;,, 1 ,., ' ; .. ,, : .,,.- cP" :: : .• 1 •, / 7;.-. ...-. ' . 1 , . . ,, 1 .,.,/ • 1 ! / 1 ! 1 / , „,-. / / , ,/ ,/' / i• •, .7, -A.. , 1 I 1 / ' ', , ; ,,, I i ,-,- 1 d ,/,// / p ••• j 'i . 1 `..,+ ,,,,....=.-...:„,,,,,,,,:..-_.--..r,.,..r.,.,-:..,-.,.,,,.,:, — ' // / i t, ,„„ / / . i I; 1 1 . 1 I 1 i ; 1 1 2"0-7,(3)#4,(1)#6GND • 11 2"C—SPARE 1 .1 :1 , I II I I .1, • \ . • • • ... N ' . • • , . , ; ' • • .• • " • , , , , ,,„; FIELD #12 ELECTRICAL SITE PLAN SCALE: AS INDICATED 0 as indicated 30 2"C—(3)#8,(1)#1 OGN 60 1 1 1 1 1 • • .11 11.0 90 feet • , , 16,A ■73., • ■•■•■■=1■ FIELD #11 =MI MINI .1 • , "N. 1 f " ,5 - „ N 1/4 -k ^ 2.5 S. 146 11 ti t , • 'It'WOPIV ,72 1 1 / (POLE S2) . 11 (OVERFL9y/ lipARKING , LIGHTS) ,(AREA- LIGHTS), GND "DJ ( f I 0 STEEL FLOODUGHTING 'STANDARD D> SHIELDED FLOODLIGHT, 1500 WATT, REMOTE BALLAST, 480 VOLT R AREA LUMINAIRE, 400 WATT MH, 480 VOLT o6 NEMA 14-50R DUPLEX GFI RECEPTACLE, 120/240V, 50A, 4—IMRE WITH WP COVER NEMA 3R 60 AMP FUSED DISCONNECT LEGEND POLE AND FLOODLIGHT SCHEDULE SHEET FLAG NOTES CONNECT EXISTING 480 VOLT PANEL STUB UP SPARE CONDUITS INSIDE BUILDING MAY 0 5 MU DOB~ 970 RECEIVED CITY OF TUKWILA OCT 2 1 2008 PERMIT CENTER 01■010 rr u4 LiJ Sb- co • • . • Ui F— QS z co 0 - C 1.— 0 —J (/) < U..1 0 0 < w F— (1) LLI SHEET; E1 . O •