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Home My WebLink About2600 CARLSBAD BLVD; ; PCR13040; PermitCity of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 04-15-2013 Plan Check Revision Permit No:PCR13040 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC#: Project Title: Applicant: Building Inspection Request Line (760) 602-2725 2600 CARLSBAD BL CBAD PCR Lot#: 0 2030510300 $0.00 Construction Type: NEW l~-.;2..\04 ARMY NAVY: DEFERRED FOUNDATION DESIGN FOR FIELD LIGHTS IN NEW ATHLETIC FACILITY Owner: Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: ISSUED 04/01/2013 SKS 04/15/2013 04/15/2013 KEVIN HALLOCK STE 200 ARMY&NAVY ACADEMY CARLSBAD CALIFORNIA 1929 HANCOCK ST SAN DIEGO CA 92110 619-557 -057 5 Plan Check Revision Fee Fire Expedited Plan Review Additional Fees Total Fees: $435.00 Inspector: PO BOX3000 CARLSBAD CA 92018 $435.00 $0.00 $0.00 Total Payments ToDate: $435:oo Balance D.ue: FINAL APPROVAL Date: -------Clearance: $0.00 NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as-"fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition, You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/eXar.tions of which vou have oreviouslv been aiven a NOTICE similar to this or as to which the statute of limitations has oreviouslv otherwise exoired. ~· .«1~ ~ CITY OF CARLSBA.o· PLAN CHECK REVISION . APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 ww_w.carlsbadca.gov Plan Check Reyision No.1:>~ J.~'&·D . Original Plan Check No. t1--'1-. l O if- Project Address V?J ~ . C-l>-'{}_,..l8. 'BAP ~v v> · D~,t-e . Cf,_. ·( ·,,_ I~ Contact ~ev~t V\ . ~c.__,(f-Ph &CCC ~ tz?'?] ---65'"7,S:-tx Cp G, (9. -S-57---OSt< Email (<...R.-Vt V'\ ~Cl.\ {a:_,\C-@J1\ot)$e.,a v\o\ &:cl9~, ~W'\ Contact Ad~~~ss \ ~ t---9. f::±A-v'lLl:>cJL-s+ · City SC(\/\ Dt..e.5 ~ Zip 91..-1 l 0 General Scope of Work ~Sv'-J A'1~6'-JG ·f7C>C..t L,, l T'--/ 7 Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1· • Elements revised: · :~-Plans ,t3--ca1culations D Soils D Energy D Other __________ _ ·2. 3. 4. Describe revisions in detail List page(s) where List revised sheets each revision is that replace shown existing sheets fi-e.lcl lt~ V\+ 'Fe>u~*tt)V\ Q .. e.sl.~V\ +(H-r Up_ ~(j(_~.QJ tc+--t-\ + \.J ~ ' ' v'O(V\ (c:,vtV\.eCj ~y\ Dt2~ ·' ~~~L") ' ~. Does this revision, in any way, alter the ext~rior of the project? D Yes {zt-No 6 .. Does this revision add ANY new floor area(s)? D Yes %No 7. Does this revision affect any fire related issues? D Yes .-f;B-No 8. Is this a complete set? --tft7'es [] No .. . ~Signature ~ W"\. ~ cJ,z__. 1635 Faraday Avenue, Carlsbad, CA 92008 ff:J.: 760-602-27 I 9 ,Eax: 760-602-8558 Email: buifding@carlsbadca.gov www.carlsbadca.gov EsGil 0-orporation In il'artners/i,ip witli qovemmentfor<Bui(aing Safety DATE: APRIL 10, 2013 o _.APPLICANT )i:J' JURIS. JURISDICTION: CARLSBAD o PLAN REVIEWER 0 FILE PLAN CHECK NO.: 12-2104 (REV. #3) -PCR #13-40 ____ SET: II PROJECT ADDRESS: 2605 CARLSBAD BLVD. PROJECT NAME: ARMY /NAVY ATHLETIC FACILITY & PRESS BOX BUILDING ~ The plans transr:ryitted herewith have been corrected where necessary and substantially comply _r, with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D Th~ applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D Ttie applicant's copy of the check list has been seht to: Kevin Hallock C/O HOUSE & DODGE DESIGN 1929 HANCOCK ST., #200, S.D., CA 92110 j:g] EsGil Corporation staff did not advise the applicant that the plan check has been completed. D EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Kevin Hallock Telephone#: 619-557-0575 Date contacted: (by: ) Email: kevinhallock@houseanddodge.com Fax #: 619-557-0577 Mail Telephone Fax In Person ~ REMARKS: The field light foundation design & tilt-up panel lift connections are under this plan revision. By: ALI SADRE, S.E. Enclosures: EsGil Corporation D GA D EJ D PC 4/9 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 DATE: APRIL 4, 2013 JURISDICTION: CARLSBAD EsGil Corporation In a'artnersliip witli government for (JJui(aing Safety PLAN CHECK NO.: 12-2104 (REV. #3) -PCR #13-40~. __ _ PROJECT ADDRESS: 2605 CARLSBAD BLVD. NT PROJECT NAME: ARMY /NAVY ATHLETIC FACILITY & PRESS BOX BUILDING D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ~· The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ~ The applicant's copy of the check list has been sent to: JOHN DODGE C/0 HOUSE & DODGE: DESIGN 1929 HANCOCK ST., #200, S.D., CA 92110 D EsG'il Corporation staff did not advise the applicant that the plan check has been completed. ~ EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: JOHN ./ Telephone#: 619-557-0575 Date contacted:4J4 (by:~) Email: kevinhallock@houseanddodge.com Fax #: 619-557-0577 t°Mail ./ Telephone....,.,. Fax -In Person IZJ REMARKS: The field light foundation design & tilt-up panel lift connections are under this plan revision. By: ALI SADRE, S.E. EsGil Corporation D GA D EJ D PC Enclosures: 3/25 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 CARLSBAD 12-2104 (REV. #3) -PCR #13-40 APRIL 4, 2013 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. • The following note should be given with each ·correction list: Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. · NOTE:: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. • To facilitate rechecking, please identify, next to each item, the sheet of the plans upon whi.ch each correction on this sheet has been made and return this sheet with the revised plans. 1. A reminder that the revised plans & calculations must be stamped & signed by the project engineer or f;lrchitect responsible for their preparation. CA Business & Professional Code. 2. On Sheet C1 of 1, foundation detail.s A & Bas called out on the Pole Foundation Schedule, do not match the footing reinforcement description noted in schedule. 3. Justify unreinforced deep footings as proposed. CBC, Sec. 1810.3.9.4.2. [Even if wind loading governs, the foundation details need to comply with seismic provisions]. ASCE 7-05, Section 11.1.1. CARLSBAD 12-2104 (REV. #3) -PCR #13-40 APRIL 4, 2013 4. The following design loads shall be clearly indicated on the construction documents. (Section 1603.1): • Wind load. The following information should be provided, (Section 1603.1.4) o Basic Wind speed (3-second gust), mph o Wind importance factor, I, and building category o Wind exposure o Applicable internal pressure coefficient o Components and cladding (the design wind pressure in terms of psf to be used for the design of exterior component and cladding materials not specifically designed by the registered design professional • Seismic design data. The following information should be provided. (Section 1603.1.5) o Seismic importance factor, IE and occupancy category o Mapped spectral response accelerations Ss and S1 o Site class o Spectral response coefficients Sos and So1 o Seismic design category o Basic seismic-force-resisting system(s) -See Non-Building Structures. o Design base shear o Seismic response coefficient(s), Cs o Response modification factor(s), Rp o Analysis procedure used. • Geotechnical information. • Special loads. Where applicable, special loads should be indicated with appropriate section of the code. (Section 1603.1.8). 5. The plans shall indicate that special inspection will be provided for the following work. (Section 107 .2) a) Steel construction. Special inspections for steel elements should be provided in accordance with Section 1704.3 and Table 1704.3. b) Concrete construction. Special inspections and verifications should be provided in accordance with Table 1704.4. c) Soils. Special inspection should be provided for placement of fill 12" or more deep in accordance with Section 1704.7. d) C.I.P. Deep Foundation. Special inspection should be provided for pile foundations in accordance with Section 1704.9. 6. A Statement of Special Inspections, prepared by the registered design professional in responsible charge, shall be submitted. This statement shall include a complete list of materials and work requiring special inspection, the inspections to be performed and an indication whether the special inspection will be continuous or periodic. Section 1705. CARLSBAD 12-2104 (REV. #3) -PCR #13-40 APRIL 4, 2013 7. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact ALI SADRE, S.E. at Esgil Corporation. Thank you. CARLSBAD 12-2104 (REV. #3) -PCR #13-40 APRIL 4, 2.013 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION; CARLSBAD (REV. #3) -PCR #13-40 PLAN CHECK NO.: 12-2104 PREPARED BY: ALI SADRE, S.E. OATE: APRIL 4, 2013 BUILDING ADDRESS: 2605 CARLSBAD BLVD. BUILDING OCCUPANCY: B/Sl/ A4/ AS BUILDING PORTION FIELD LIGHT FOOTINGS TILT-UP PANEL LIFT CONNEC. Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code CB Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: D Repetitive Fee -,..I Repeats • Based on hourly rate Comments: D AREA Valuation ( Sq. Ft.) Multiplier By Ordinance ... , Complete Review D Other 0 Hourly EsGil Fee TYPE OF CONSTRUCTION: V-B/SPR. Reg. VALUE ($) Mod. $43s.001 D Structural Only 31 Hrs.@* =====$=11=a=.o=o $348.001 Sheet 1 of 1 r -t·· 'Turner Army Navy Academy Site Prep Work Project # 121340 2605 Carlsbad Boulevard Carlsbad, CA 92008 Telephone: Fax: Submittal Transmittal [For Reviewer] April 10, 2013 Date: 4/10/13 Transmittal No: 0146 Transmitted To: Kevin Hallock House & Dodge Design 1929 Hancock Street Suite 200 San Diego, CA 92110 Tel: 619-557-0575 Fax: 619-557-0577 Description· Transmitted By: Casey Kuroda Turner Construction Co. 9330 Scranton Road SUITE 300 San Diego, CA 92121 Tel: Fax: Due Date J ----- 0011 -260000-0 Musco LigMing Response to City Comments (Deferred Submittal) 4/24/13 A-J ...------------,s=-u--:b:---------------------...,...--------------,lt,-e.,..in_'A.,.._c-tc:-io_(I _ __, Item Qty· Spec Section Item# Rev Type Descr.lptlcm Notes AP -AN RR RJ ...,. ___ -"'--'"'""---------------=-----------=------------------;:==;==:;:.:.:.:.:.:.,"" - 0_0_0_1 ___ -2_s_oo_o_o ___ 2s_s_s_oo ___ o_o_1a_1 __ o __ c_a_1c_u1_at_io_n_s ____ M_u_s~co'--Li-gh_ti_n_g_R_es_p_o_ns_e ____________ l ___ l __ -_l ~ to City Comments AP=Approved AN=Approved as noted • .._, RR=Revise and resubmit ~ RJ=Rejected Cc: Company Name Contact Name Fa~ Number Copies .Notes p.emarks · Please see the attached Musco Lighting Response to City Comments Deferred Submittal for your Review/Approval. regards, C. Kuroda d1 ~lly signed by Casey Kuroda Casey Kure ar-11>fl>\''.i::-us,E-Ckuroda@tcco.com,O=T -~ Construction, CN=Casey Kuroda l'=Qai,: 2013.04.10 11:56:51-07'00' TCCO -Submittal Transmittal -For Reviewer_V4xi.rpt RPT Revised: 5/23/12 Signature City of Carlsbad Building Division APR 1 5 2013 APPROVED BY: _.µfrJ~---- ISSUED BY: Au> R.L. FOLEY & ASSOCIATES, INC. ,, ;-· L-:-... 'J. STRUCTURAL ENGINEERS 25652 Ashby Way· Lake Forest, CA 92630 · Ph:(949) 581-5212 · Fax:(949) 581-3212 DATE: April 8, 2013 TO: RE: FROM: ALI SADRE, S.E. ESGIL CORPORATION ARMY/NAVY ATHLETIC FACILITY FIELD LIGHTING MUSCO SPORTS POLES PLAN CHECK NO: 12-2104 (REV #3)-PCR #13-40 R. L. FOLEY, SE 2407 R L FOLEY &ASSOCIATES, INC. The following is our responses to your comments dated April 1, 2013: Comments: 1. Structural calculations are sealed. 2. Corrected. 3. The precast bases are the structural element delivering the groundline forces to the soil. For the Sl-S4 poles, the poured-in-place concrete acts as backfill per 2010 CBC Section 1807.3.3, and is necessary to plumb the p9les. See the revised structural calculations (Attached). · · 4. Design loads for Wind and Seismic have been a~ded. 5. Special Inspection need only be required for items c) and d). Per 2010 CBC Section 1704.2.2, "Special inspections are not required where the work is done on the premises of a fabricator registered and approved to perform such work without special inspection." The steel poles are fabricated by Musco. Musco is a certified fabricator, FB0l 741, for the City of Los Angeles and is recognized as such by other jurisdictions such as the City of San Diego. The precast bases a,;e fabricated by Cretex Concrete Products Midwest, Inc. and are certified by the Precast/Prestressed Institute (PCI). Copies of the current certifications are enclosed. Special Inspection for Soils and CIP deep foundations has been added on the Cl Sheet. 6. A statement of Special Inspections is not required for the light poles where the wind speed is less than 110 mph (Section 1705.4.1), and the seismic modification coefficient, R, is 3 or less. The R for a light pole is 1.5. See revised structural calculations. PC I .. Precast/Prestressed Concrete Institute 12/20/2012 Mr. Ma_tt McAllister President Cretex Go.ncrete Products Midwest, Inc. 6655 Wedgewood Road, Suite 130 Maple Grove, MN 55311-6660 D.ear Mr. McAUi.ster: Cqngrat1,llatiomi?! You successfully completed your latest PCI Plant Certification audit. Please find eh closed a. copy of your audit report. Thi$ i;iudit was conc;iucted on 11/13/2012 .and 11/14/2012 for -your plant in Elk River, .MN. This ~o.ntinues your oertification in good ~tanl;fing in· th~ PC! Pl~litC~rtifjcation Pro_gram in product g"roups and categories 84 and C2. Certif[ed· plants undergo at least two unannounced audits annually. Strict compliance with detailed indu~lry standards is necessJ;lry to ret~in c_ertifii;;:~liqn. $tandarcts are found in the nationally recbi:fnized PCI Quality Control Manuals MNL-116, -117, and -130.. Failure to achieve these minimum -standards will result ih det:erfificatlon. Spetially qualified and accredited engineers from Ro$S-Br:y~n Associates, Inc., of Nashville, Tennessee,. perform a!i plant audits on behalf of PCI to ensure a hi~h degree of indepen<;!ence, con.si~tency, and uniformity i_o the program. Within 3.0 days of receiving this letter and the enclosed audit report, a written re\spc;mse showing the corrective jictiom:,-taken to the noncoilformances noted .in Appendix B of your aUc:lit .report must be s.ent :electroni.cally· to POI ~t ibui'nett@pci:org and to RBA at kn'lecheck@rossbryan.com. · · · RBA i$ recognized as an lnspeqtion Agency AA-703 type A (Third Party.) Body by the International Accreditation services, Inc. (IAS), which was forrried frQm the previoµs three leg~cy code organizations (BOCA, IQBO, SBCCl). PCI has -demonstrated' c_ompliance with the 1S0/IEC Standard 17020, general criteria for the operation of various types of bodies performing inspections (enc.ompassing the relevant requirements of the ISO 9'000 series of standards). On behalf of the Precast/Prestressed Concrete Institute and the PGI Plant Certification Committee, we c::ongratulate you on your continued certification. Sincerely, Oa.-.-_ ~L Dean Frank, P.E. Director of Quality Programs DAF/dlk Enclosure cc: Mr. Jim Fink -ifink@cretex.com Mr. John Link-jlink@cretex.com 200 West Adams S!reel I Suile 2100 Chicago, IL 60606 I Phone 312-786·0300 Fax:312-621-1114 I www.pci.org , ' J www.LADBS.org Musco Sport Lighting, LLC Darrell Goff P.O. Box 260 Muscatine, IA 52761 Department Of Building & Safe Material Control Section 221 N. Figueroa, 4th Floor Los Angeles, CA 90012 Tel. (213) 482-0380· FAX (213) 482-7318 FABRICATOR CERTIFICATE OF APPROVAL 08/07/12 Shop Location 2107 Stewart Road Musc.atine, IA 52761 Approval No: FB01741- Branch No: NIA -Expiration Date: 8/1/2013 Approval Type: SPC/LWS/HSS/Poles for lighting-sports fields You are -h~rby noti:fied that yoµr certificat~ of approval is valid until the expiration date shown above under the provisions of th~-City Of Los Angeles Municipal Code, section 96.204 (g) and Information Bull.etin P/BC 20QQ..,Q42 (Part I) Renewal. iui /jl /1_ ~/I fvr Michael Martin Principal Inspector Materials Control Section (213) 482-0309 .I I _-j .I . ·1 ' . l -I I I I j . ·! ' ~ :. ., t ) l EsGil Corporation In <Partnersli.ip witli (]overnment for CJJui{aing. Safety DATE: APRIL 4, 2013 CJ APPLICANT 0 JURIS. JURISDICJION: CARLSBAD CJ PLAN REVIEWER CJ FILE PLAN CHECK NO.: 12-2104 (REV. #3) -PCR #13-40 ____ SET: I PROJECT ADDRESS: 2605 CARLSBAD BLVD. PROJECT NAME: ARMY /NAVY ATHLETIC FACILITY & PRESS BOX BUILDING D The plans transmitted herewith hav~ been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies .identified on the enclosed check list and .should be corrected and resubmitted for a c~mplete recheck. [2J The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. [gJ The applicant's copy of the check list has been sent to: Kevin Hallock C/O HOUSE & DODGE DESIGN 1929 HANCOCK ST., #200, S.D., CA 92110 D EsGil Corporation staff did not advise the applicant that the plan check has been completed. [2J EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Kevin Hallock :telephone#: 619-557-0575 Date contacted: (by: ) Email: kevinhallock@houseanddodge.com Fax #: 619-557-0577 Mail Telephone Fax In Person ~ REMARKS: The field light foundation design & tilt-up panel lift connections are under this plan revision. By: ALI SAD~, S.E. EsGil Corporation D GA D EJ D PC Enclosures: 3/25 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 CARLSBAD 12-2104 (REV. #3) -PCR #1'3-40 APRIL 4, 2013 FOREWORD (PLEASE READ): . This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Oepartment, Engineering Department or other departments. The following items listed need clarification, modification or change. All items -must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. • The following note should be given with each correction list: Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and, calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad · Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 20a; San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire · Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be .reviewed by the City Planning, l=ngineering and Fire Departments until review by EsGil Corporation is complete. • To facilitate rechecking, pl~ase identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. 1. A reminder that the revised plans & calculations must be stamped & signed by the project engineer or architect responsible for their preparation. CA Business & Professional Code. 2. Ori Sheet C1 of 1, foundation details A & B as called out on the Pole Foundation Schedule, do not match the footing reinforcement description noted in schedule. 3. Justify unreinforced deep footings as proposed. CBC, Sec. 1810.3.9.4.2. [Even if wind loading governs, the foundation details need to comply with seismic provisions]. ASCE 7-05, Section 11.1.1. CARLSBAD 12-2104 (REV. #3) -PCR #13-40 APRIL 4, 2013 4. The following design loads shall be clearly indicated on the construction documents. (Section 1603.1 ): • Wind load. The following information should be provided, (Section 1603.1.4) o Basic Wind speed (3-second gust), mph o Wind importance factor, I, and building category o Wind exposure o Applicable internal pressure coefficient o Components and cladding (the design wind pressure in terms of psf to be used for the design of exterior component and cladding materials not specifically designed by the registered design professional • Seismic design data. The following information should be provided. (Section 1603.1.5) o Seismic importance factor, le and occupancy category o Mapped spectral response acceler~tions Ss and S1 o Site class o Spectral response coefficients Sos and S01 o Seismic design category o Basic seismic-force-resisting system(s) -See Non-Building Structures. o Design base shear o Seismic response coefficient(s), Cs o Response modification factor(s), Rp o Analysis procedure used. • Geotechnical information. . . . • Special loads. Where applicable, special loads should be indicated with appropriate section of the code. (Section 1603.1.8). 5. The plans shall indicate that special inspection will be provided for the following work. (Section 107.2) a) Steel construction. Special inspections for steel elements should be provided in accordance with Section 1704.3 and Table 1704.3. b) Concrete construction. Special inspections and verifications should be provided in accordance with Table 1704.4. c} . Soils. Special inspection should be-provided for placement of fill 12" or more deep in accordance with Section 1704.7. d) C.I.P. Deep Foundation. Special inspection should be provided for pile foundations in accordance with Section 1704.9. 6. A Statement of Special Inspections, prepared by the registered _design professional in responsible charge, shall be submitted. This statement shall include a complete list of materials an·d Work requiring special inspection, the inspections to be performed and an indication whether the special inspection will be continuous or periodic. Section 1705. ,, ' ' . , CARLSBAD 12-2104 (REV. #3) -PCR #13-40 APRlL 4, 2013 7. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any· questions regarding these plan review items, please contact ALI SADRE, S.E. at Esgil Corporation. Thank you. DATE : April 8, 2013 FROM : R.L. FOLEY & ASSOCIATES, INC. TO : JACK LARABEE LASER ELECTRIC INC. RE: ARMY AND NAVY ACADEMY FOOTBALL & SOFTBALL FIELD LIGHTING ENCLOSED PLEASE FIND: eJ Structural Calculations D Structural Drawings 0Letter 0Report Oother D COPIES: BY : RICHARD L. FOLEY 3 JOB NO: 142222 2013-026 Description Originals with Building Dept. comments included ,' 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 confidential property 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 of Musco Lighting, Inc., is prohibited. ITEM : Structural Calculations Pole Foundation Standard Building Department Revision Set: Added seismic analysis and Modify General Notes PROJECT ARMY AND NAVY ACADEMY FOOTBALL & SOFTBALL FIELD LIGHTING PROJECT NO : 142222 2013-026 DATE : 4/8/2013 ENGINEER R.L. Foley & Associates, Inc. Structural Engineers 25652 Ashby Way Lake Forest, Ca 92630 CONTENTS: Page 1-3 4-5 6 7-9. 10-11 12 13-15 16-17 18 19 20 C1 CODE REFERENCE: 2010 CBC AC1 318-08 MUSCO LIGHTING, INC. Light Structure Pole and Foundation Standard Calculation Index Item LSS?0-B (w/7 Fixtures) Wind Analysis LSS70-B (w/7 Fixtures) Seismic Analysis Precast base by CRETEX LSSB0-A (w/7 Fixtures) Wind Analysis LSSB0-A (w/7 Fixture$) Seismic Analysis Precast base by CRETEX LSSB0-B (w/10 fixtures Max) Wind Analysis LSSB0-B (w/10 Fixtures Max) Seismic Analysis Precast base by CRETEX Foundation Check Pier Reinforcing Strain Analysis Foundation Schedule and General Notes Building Code Requirements for Structural Concrete AISC 360-05 Specifications for Structural Steel Buildings 3/20/2013 R,L. FOLEl' & .l\SSOCllTES', JJIC, STRDC'l'DRAL ENGINEERS LUE FOREST.!. CA [ .l\SCB 7-05 IIDlll CIUTERD. BPA/PDtTURE*, U D.L./FDt'rmlB** 85 MPH.!.BXP C 2.D 40.0 D.L.[~••• • so.a • EPA= EFFtmtiVEPROJECTB>AREA OF LJGHTF«l'URE INCI.UOING CR0.!SARl,I PER MUSCO -D.L•DEAD LOAD OF Fpai,RE. & CROll&IU!N, l't!/t MUSCO -n.L•DEADLa.uJOFBALLAST. PER MUSCO: APPi.JED AT T~OFTA80VEBIIADI! DIPOT ft2 lbs lbs -> 1 = Bl..00 ft. (ht. from adj. grade) -> 1 -7J..DD ft. (ht. frooo grade) ->tA -D,12 in. (pol.e tblt, • top) ->dA -4.75 in. (pol.e di ... • top) "'>dB. 13,4D in. (pol.a dual. • htm) ->tB -D.179 in. (pole tblt. • ht:DI) ->Fy -38,0 l<si C fixt moUDt .aect. • ->Py -55.D l<si (other pol.• .aact.) -> B • 29,DOD l<si ->hts• l 16-3} -=-lCd = D,95 /,rabie rr-,) ->Kz= 1.211 MAX-EXP' C a 81.D FT. -> I= l.DD IT..ble 6-I) ->Cf= 1.00 LIGHT FDt'roRE ('.INCLDDBD '.IN EPA) POLE DESIGIIM.'ION: LS70-ll W/ 7 FDtTDRJ!S MAlillFACrUBER: MOSCO PJIOJECT NO: l.42222-A I P • SDPliRDIPDSED wr + POLB wr V ·--riV" !vi <--Pll'l'ORES, P/A£• q,;•Gf•Cf c--wbare qz=.00256*X:*1Czt•Xd(V)2r • 111 fvl 111 Iii J. lvl I I V I I I V I I I v· I I I V v~ LOADrNG DXAGKAM 5.25 ft) IT.bl• 6-3) <-- <-- <-- <--- ATEACHIIBIIT llllMIIBR T!Pll nxmu 4.0 nxmu 3,0 0.u FDt'l'llllB o.o nxmu 0.0 J'l:lt!l'IJU o.o FDt'l'IJU o.o l'Dt'l'llll o.o J'DtTIJRE o.o l'DtTIJRE o.o BIILLIIST 7.0 POLB, P /'Af• q~*Gf*Cf • where qz-.002ss•Xz•Kzt*1Cd(V)~x • ·>Cf= 1.200 MAX (VJlllES o.s-1.2 FOR RND POLE) (FJ.gure 6~2J.) POLE JlAMPING, betaa D<D25 :Per HUsco test ODT.£1'DT .. ~•IDBLTA/3Btr)•o.s)' where DBl'.TA J.s due to seJ.f weight 25 .. 1'1 PSP MAX 21.2'7 PSP MAX • DIST. l'ROM !l'OP POLK, Fl' . o.s 3.0 ... a.o 10.5 13.0 15.5 18.0 20.S 23 .. 0 58.0 31..04 PSl' MAX 21,27 PSI' MAX (Reference .Vibrat:Lan .Prcblems J.n ED.g:lneed.ng by TJ.moBhenko, 4th BD. p!f.34) !B 2/62: e k= 2.l.) AISC 36D-05 SpecJ.ficat:Lon !fable Bf. I, Case IS for Py• ss.o JtS7 38 KSI D/t < ,45B/Fy a 237 343 (MAX) /6-:18) 16-25) PA SOFT ,.oo ltr-28) Irr-is) JOB NO: 2013-026 1'ROOECT: ~ F00TBJlLL & so~ FIELD LOCAT:r:ON: CARLSBAD.! CA POLE m: Al. Cf BPA 1tz qz lilllD,F WBIGHT,P SQ FT PSF LBS L1IS 1.0 2.00 l..209 21,25 207 150 J..O 2.00 1,201 21.11 l.54· 120 l.,u 2.00 J..~--~ .. ,. D 0 1.0 2.00 1.l.H 20.BJ. 0 ·0 1.0 2.00 1.176 20.ss 0 0 1.0 2 .. 00 l. .. 167 20.so 0 D l..O 2.00 1 .. 158 20,34 0 0 l..O 2.00 1.14.8 20,18 0 0 1.0 2.00 1.139 20.01 0 0 l..D 2.00 J..128 l.9.83 0 0 1.3. l.1.70 D.929 16.32 232 350 ITO'lALS • 593 530 ) &action 6.5.B.2 Gust-Bffect: Factor constant ep&ilon, e a 0.2 Lz a 526.2 constant 1 = SOD N1 . 2.714 ·vz -84.~8 Rn = D,D74 4.6n1hNz -1.684 4.6n1BNz . O.D18 R a 1.105 15.4n1LN; . D.05D 9R .. 3.986 C . 0.200 Rh . D,424 lz -D,192 RB C 0.988 Q -0.921 RL = 0,961 G -D.886 Gf = 1.216 D/t:. < .'J1E/Fy "* 163 . D/t < • 07E/Fy • 237 53 84 Non=mpacs Sli£AR,Fa l.AiisKlPS MOMENT,M• 64.13 X-FT .-MJF • ~AXL\L;F---J.811-E/PS (SU~IMARYFORFOOTINGCHECK) I 37 C'eqtact < 4'Mn/1.6_ = 13 lt-Fr Precast Base O.K. D/t < .111'./Fy • 58 Slender element Section for UJliform compression LS70-B -~ Page / Diat:anc:, ou.t:aide ,,, .. E3-2 or B3-3 ,P8.1-P8.2 JU.-1b H1-1il and ora.rf 1st Ordo ca.a .. Total , 1:7.:.1,51 from· tO] · Diamet:er Pol.a Cf for for /l.r-c Order De1ta 1.5XP-tl•lt1 2nd Order AC'l'nlG DEPL of Pol.e of Pole,D thick,t D/t Kz qz Pole kJ./r Fe ALL.Pn Am'. Pr ALL, Mn Am'. Mr Pr/"I!c Pr/Pc c0.2 Pr/Pa ~ 0.2 -· · csa Shear, P Moment. Moment Q HOH DDE M/r DDE TO DL PT DI 111 PSF eaiv. ms JCIPS IC-PT JC-FT FT-IC o.:a:. JCIPS ni FT-IC PT·K TO DL IN 3120/2013 LS70.B -0 4.75 D.l.20 39.6 1.211 21.27 1.2 335 2.55 2.34 0.000 •• 67 o.o 0.000 0.000 N.A, 1.000 li 0.000 61.2 o.o o.o i.40 o,.oo 0.000 51.75 1 4.?5 ,,O.l.20 3!1.&. :L.2D1 21.22 1.2 335 2.ss 2.34: 0.166 4..57 O'.:L 0.011 Q.0&7 N.J:',. 1.334 y 0.219 59.5 o.i 0.1 J..40 o.oo 0.019 5D.42 2 4..75 0.120 39.G 1.204, 21.1& 1.2 335 2.55 2.34 0.172 •• 67 0.3 O.D73 0.124 N.A. 1.223 y 0.231 57.9 0.1 ... 1.40, 0.17 a.ass 49.09 3 4..75 0.120 3!t.6 1.201 21.ll 1.2 335 2.55 2.3-& 0.298 4.67 0.6 0.1~7 D.232 N.A. i.216 y 0.397 56.2 0.2 o.8 1.40 0.35 0.106 47.76 4 4.75 0.120 39,6 'l.191 21.05 1.2 335 2.55 2.34 0.304 4.'7 1.1 0.130 0.334 N.A, 1,196 y 0,409 54.6 0.3 1.3 1,40 0.65 0.171 46.44 5 4.75 0.120 39.6 l..195 20.99 1,2 335 2.55 2.34 0.313 ·4.67 1.5 0.134 o.ua N.A. 1,187 y 0.422 53,0 0.4 1.7 1.40 0,95 0,188 45.13 6 4.90 0.179 27.4 1.191 20.93 1.2 335 2.55 3.56 0.322 10.37 1.9 a.on 0.261 N.A. 1,181 y 0,434 51.4 0.5 2.2 ,1.40 1.27 0,185 43.83 7 s.a, 0.179 28,2 1.181 20.87 1.2 335 2,55 3.66 0.332 11.01 2.3 0,0'1 0.295 N,A, 1,177 y 0,446 49.B 0.1 2.7 1.38 1.60 0.209 42.54 B 5.1B 0.179 2B,9 1.184 20.11 1.2 335 2.55 3.77 ,Q.342 11.66 2.B 0.091 0.326 N.A. 1.174 y 0.459 48.2 o.8 3,3 1.36 1.93 0.229 '1,26 9 5.32 0.179 29,7 1.181 20.75 1.2 335 2.55 3.87 0.352 12.33 3.3 0.091 0.355' M.A. l.172 y D.473 46.6 0,9 3,8 1.3. 2.28 0.2,7 39.99 10 5.U D.179 3D.5 1.171 20.&9 l..2 335 2.55 3.98 D.362 13'!'02 3.7 0.091 D.381 N,A. 1.1&9 y 0.48& 45.l. 1,0 4.4 1.32 2.64 0.261, 38.74 11 5.60 0.179 31,3 l.174 20.63 1.2 335 2.55 4.0B Q,373 13.74 •• 2 0.091 0.405 !f.A. 1.167 y D .. 500 43.6 1.1 4.9 l,31 3.0D 0.274 37.5D 12 5,74 0,179 32.l. 1.171 20.57 1.2 335 2.55 4.19 0,384 14.46 •• 7 0.092 D.,t27 N.A. 1.165 y D.514. 42.l. 1.3 5,5 1.29 3.38 D.284 36.2B l3 5.88 0.179 32.1 l.167 20.50 1,2 335 2.55 4.30 0.395 15.21 5.3 0.092 o .. ,,a !I.A. 1.164 y 0.529 40.6 1.4 6.1 1.2B 3.77 0.293 35.08 l.4 5,02 0+179 33,6 l..J.63 20.44 1.2 335 2.55 4.4.0 0.,06 15.98 5.8 D.092 0,467 N.A, l.162 y O.SH 39.2 1,5 6.7 1.26 4.17 0.301 33.89 15 6,16 0.179 34.4 l.160 20.38 1,2 335 2.ss 4,51 0,418 16,77 6.3 0.093 o.,as !I.A. 1.161 y 0.559 37.8 1., 7.4 1.25 4.58 0.307· 32.-72 l.6 6.30 D.l.79 35.2 1.156 20.31 1,2 335 2.55 4.61 o.oo 17.57 ,., 0.093 0.502 H.A. 1.J.59 y 0.574 36.4 1.8 8,0 1.24 s.01 0.313 31.57 17 , ... O.l.79 36.D 1.152 20.24 1,2 335' , 2.ss 4.72 · 0,442 18.•a 7.5 D.094. 0 .. 518 M.A. 1.157 y a.59D 35.0 1,9 8.7 1.22 5 .• 4 D.317 30.44 18 6.58 0,179 36.8 1.148 20.18 1.2 335 2.55 4.B2 0.455 19,24 8.1 D.094 0.533 M,A, 1.156 y 0.606 33.6 2.0 9.3 1.21 5.89 D.321 29.32 19 6.72 0.179 37.5 1.iu 20.11 0.7 335 2.55 4.93 0.467 20.82 B.7 0.095 0.530 M.A. 1.15• y o.&15 32.3 2.1 10,0 1.20 6.35 0.324. 28,23 20 6,86 0.179 38.3 1.141 20.D4 0,7 335 2.55 5.03 0.480 21.63 9.3 0.095 O.SU !I.A. 1.153 y 0.625 31.0 2,3 i0.7 1.19 6.B3 0,327 27.15 21 7,00 O.J.79 39.1 1,137 19,97 0.7 335 2.55 5.14 0,.,. 22.46 !J.9 0.096 0.558 lf.A. 1.152 y 0.&35 29.B 2.4 ll.5• 1.18 7.31 0.328 26.09 22 7.H 0.179 39.9 1.133 19.90 0.7 335 2.55 5.25 0.507 23.30 10.6 0.097 0,571 N,A. 1.150 y 0.645 2B.5 2.5 12,2 1.17 7.Bl 0.330 25.06 23 7,28 0,179 40.7 l.12B 19.83 0.7 335 2.55 5.35 Q,521 24.1& 11.2 0.097 0.583 Jf.A. 1.1-t!J y 0.655 27.3 2,7 12.9 1..16 1.33 0.331 24.04 2, 7.42 0.179 41.5 l.124 19.76 0.7 335 2.55 5.46 D.535 25,03 11.9 0,098 D.595 N'.A. 1.10 y D.665 26.1 2.8 13.7 1.15 8.B6 0.332 23,04 25 7.56 D.1.79 42.2 1..120 19,&8 0.7 335 2.ss 5.56 o.sso 25.92 12.6 a.a,, 0.606 lf.A. 1.1•7 y 0 .. 675 25,Q 3.0 14.4 1.14 9.40 0.333 22.06 26 7.70. 0.179 43.0 l..ll6 19.61 0,7 335 2.55 5.'7 0.564 26.82 ll.2 0.100 o.n, N.A. 1.146 y 0,686 23.8 ·3.1 :1,5,2 1.13 9,96 0,333 21,ll 27 7.H 0.179 43.B ,1.ll2 19.53 a.1 335 2.55 5.77 0.579 27.74 ll.9 0.100 0.625 N,A. 1.145 y 0.697 22.7 3.2 16.0 1.12 10.53 0.333 20.17 28 7.98 0.179 44,6 1.107 19.46 0.7 335 2.55 5.88 0.595 2B,67 14.6 0.101 0,635 N.A. .1.1u y 0.70B 21.7 3.4 16.7 1.12 11.11 0.333 19.25 29 B.12 0.179 45.4 l.l.03 19.38 0.7 335 2.55 5.98 0.610 29.62 15.4 0.102 0.643 N.A. l.143 y D.719 20.6 3,5 17.5 1.11 ll.72 0.333 1B.35 30 B,26 . 0.179 46.l 1,098 19.30 0.7 335 2.55 6.09 D.626 30.58 16.1 0.103 0.652 N,A, 1.141 y a.po 19.6 3.6 18.4 1.10 12.33 0.332 17,47 31 B.40 0.179 46.9 l.094 19.22 0.7 335 2.55 6.19 0.641 3;.s6 16.B 0.103 0.659 N,A. 1.140 y 0.741 18.6 3,8 19,2 1.09 12.97 0,360 16,61 32 8.10 0.179 45.3 l.089 19.14' 0,7 335 2.55 5.97 D.656 29,51 17.6 0.110 0.733 N.A. 1.139 y 0.753 17.6 3,9 ~~.o 1.11 13.62 0.388 , 15.77 33 8.24 0.179 46.1 1.084 19.05 0.7 335 2.55 s.08 0.672 30.47 1B.3 0.111 Q,740 N.A. . 1,13B y 0.764 1&.7 4.0 20.9 1.10 14.28 0.3B6 14.96 34 B.3B 0.179 46.8 1.0B0 1B.97 0.7 335 2.55 6.1B 0,68B 31.•5 19,1 0.111 0.746 N.A, l..137 y Q,775 15.7 4.2 21.7 1.09 14'.96 0,384 14.l.7 35 8.52 0,179 47,6 1,075 1B.BB 0.7 335 2.55 6.29 0.704 32.'4 19.9 0.112 0.752 N.A. 1.136 y D.7B6 14.9 ••. 3 22.6 1.09 15.66 0.3B2 13.40 36 8.66 0.179 48.4 1.010 18.80 0.7 335 2.ss 6.39 D.721 33.44 20.7 0.113 D.757 N.A. l..135 y 0.79B 14,0 4.4 23.4 ·1.DB J.6.37 0.380 l.2.65 37 a.so 0.179 49.2 1.065 18.71 0.7 335 2.55 6.50 0.737 34.46 21.s 0.113 0.763 N.A. 1.133 y O.B09 13.2 4.6 24.3 1:01 17.10 0,37B 11.92 38 B.9< 0.179 so.a 1.060 18.62 D.7 335, 2.55 ,.so 0.755 35.50 22.3 D .. 114 0.76B N.A. 1.132 y 0.821 12.4 4.7 25.2 1.07 17.84 0.376 11.22 39 9.0B 0.179 50.7 l.054 1B,53 0.7 335 2.55 6.71 0.172 36.55 23.l. 0,115 0.772 N.A. l.131 y 0.833 11.6 4.8 26.1 1.06 18.61 0.374 10.54 40 9.22 0.179 51.S 1.049 1B,43 D.7 335 2.55 6.82 o.,es· 37.62 23.9 0.116 D.777 N.A. 1.129 y D.845 10.B s.o 27.0 1.06 19.39 0.371 9,89 41 9.36 0.179 52.3 1,044 18.34 0.7 335 2.55 6.92 0.807 3B.70 24.8 0.117 0.781 N.A. 1.128 y 0.857 l.D.1 S.l 28.0 1.05 20.18 0.369 9.25 42 9.50 0.179 53.1 1,038 18.24 0,7 335 · 2.55 7.03 D.B25 39.BO 25.7 0.117 0,785 N.A. 1.127 y 0.869 9.4 5.2 28.9 1.04 21.00 0.367 B.64 43 9.64 0.179 53.9 1.032 1B,14 0,7 335 2.55 7.13 0.844 40.91 26.S 0.11B 0,7B9 !I.A. 1.125 y 0.8B1 a.a 5.3 29.9 1.0, 21:.84 0.36S e.os 44 9.7B 0.119 54.7 1.027 18.04 0.7 335 2.55 7.24 0.862 42.04 27.4 0.119 D,793 N.A. l..l.24 y 0,894 8.1 5.4 30.8 1.03 22.59 0.363 7 .• 48 45 9.92 O.l.79 55.4 1.021 17,93 0.7 335 2.55 7.34 0.881 43.1B 28.3 0.120 0.796 N.A. 1.123 y 0,906 7.5 5,6 31.B 1.03 23.56 0.351 6.93 46 10,06 0.179 56.2 1.,015 17,83 0.7 335 2.55 7,45 0.900 44.34 29.2 0.121 0,800 N.A. 1.12l. y D.919 6,9 5.7 32.B 1.02 24.45 0.359· 6.40 47 10.20 0.179 57.0 1.008 17.72 0.7 335 2.55 7.55 0 .. 920 45.Sl. 30.2 0.122 O.B03 N.A, 1.120 y 0 .. 932 6.4 5.8 33.B 1.02 25.36 0.357 5,90 48 10.3' 0,179 57 .a 1.002 17,61 0.7 335 2.55 7.66 0.940 46.70 31,l 0.123 O.B06 N.A. 1,118 y 0.945 5.8 5.9 34.B 1.01 26.29 0.355 5.42 ., l.0.48 D.179 58.6 0.996 17.50 0.7 335 2.55 7.76 0.960 47,90 32.l. D.124 0,809 N.A. 1.117 y 0,957 5.3 6.0 35.8 1.0l. 27:24 D.353 4.96 50 10.62 O.J.79 59.4 0.9B9 17,38 0.7 335 2.55 7.87 0.980 49.12 33.0 0.125 0,812 N.A. 1.115 y 0.970 4.B 6.1 36.8 1.00 28.21 0,351 4.51 Page .z 51 1il(:iJl/2013 O.l.79 60.1 0.982 17.26 0.7 \335 2.55 7.98 1.000 50.35 34.0 0.125 O.BJ.5, N.A. 1.114 y 0.984 4.4 6.2 37.9 :r..oo 29.20 0.3~§ B 4.09 52 10.90 ·D.J.79 60.9 0.975 ,17.14 0.7 335 2.55 B.08 1.021 53..50 , 35.0 0.125 O.Bl.7 N.A. 1.112 y 0.997 3.9 6.3 38.9 1.00 30.21 0.347 3.70 53 l.1.04 0.179 61.7 0,968 '17.01 0.1 335 2.55 B.19 1.042 52.87 36.0 0.127 o.8~0 N.A. 1.111 y 1.010 3.5 6.4 40.0 o.,, 31.24 0.346 3.32 54 11.18 0.179 62.5 0.961 16.88 0.1 335 2.55 1.29 l.064 54.14 37.0 ·0.121 D.822 H.A. 1.l.09 y 1.023 3.1 6.5 41.0 0.99 32.29 D.344 2.96 55 11·.32 D.179 53.3 D.953 16.75 0.1 335 2.55 a.c.o 1.085 55.44 38.0 0.129 0.824 N.A. 1.108 y l.037 2.8 6.6 42.:r. o.58 33.37 0.342 2.62 56 11.46 D.l.79 64.D 0.945 16.61 D.7 335 2.55 a.so 1.107 5&.7~ 39.1 D0 130 0.827 N.A. 1.106 y 1,050 2.4 ... 43.2 0.98 3¼.46 0.340 2.3l. 57 111.60 0.179 &4.B 0.937 ,16.47 0.7 335 2.55 8.51 1.129 51.01 4.0.1 0.131 0,829 N,A, 1.10, y :r..064 2.1 5.7 44.3 0.98 35,58 0.339. 2.01 58 11.1• D.179 65.& 0.929 l.&.32 0.7 335 2.55 8.71 1;.502 59.•U. 41.3 D.172 0.153 N.A. 1.103 y 1.309 1.8 ,.a ~5.6 0 • .97 36.72 0.338 l..73 s, 11.aa 0.179 .. ,.4 D.920 16.17 0.1 335 2.55 8.82 1.524 60.76 42.6 0.173 0,859 N.A. 1.101 y 1.323 1., 6.9 46.9 0.97 38.24 0.34D l.48 6D 12.02 0.179 &7.2 D.911 16,Dl 0,7 335 2.55 8.93 1,547 62.13 o.o 0.173 D.864 N.A, 1.099 y 1.336 1.3 7.0 '8.3 D.96 35.77 0.341 1.24 61 12.1, , 0.119 ,a.o D,902 15.85 0.7 335 2.55, 9.03 l.57D &3.52 45.3 0,174 D.870 N.A, 1.097 y l.35D 1,1 7.1 49.7 D.9& 41.33 D.342 1.03 62 12.30 D,179 &8.7 0.192 15.68 0.7 335 2.55 9.14 1.594. &4.92 46.7 0.174 0.875 :H.A. 1.095 y 1,3 .. D.9 7.1 51.1 D.9& 42.Sl 0.343 0.83 63 12.44 0.175 &9.5 0.112 15.50 0.7 335 2.ss 5.24 1.618 66.33 48.D 0.175 0.879 N.A. 1.053 y 1.377 D.7 7.2 52.5 0.95 4-4.52 0.344 0.66 64 12.58 0.179 70.3 D.872 15.31 D.7 335 2.55 9.35 l..642 &7.76 49.4 D.176 D.884 JI.A. 1.092 y 1.391 D.5 7.2 53.9 D.95 46.15 0.34.4. D.50 65 12.72 0.179 71.1 0.86D 15.12 0.7 335 2,55 9.45 1.666 69."1 50.8 D.l.76' 0.888 H.A.. 1.090 y 1.404 0.4 7.3 55.4. 0.!15, 47.80 0.3t5 D.37 " 12.86 D.179 71.9 0.84' 14.92 0.7 335 2.55 9.56 1.690 70.67 52.2 0.177 0.892 N.A. 1.088 y 1.418 0,3 7.3 56.8 0.95 49.48 0.345 D.26 67 13.00 0.179 72.S 0.1,9 14.92 0.7 335 2.55 S.66 1.715 72.l.4 53.7 0.177 0.896 N.A, 1.01, y 1.432 0.2 7.4 58.3 0.94 51.l.8 0,345 D.16 68 13.14 D.179 73.4 0.849 14.92 0.7 335 2.55 9.77 1.740 73.63 55.1 0,178 0.900 N.A. l.Oat y 1.445 0,1 7.4 59.7 D.94 52.91 0,345 0.09 69 13.28 0.179 74.2 o.a•, 14 .. .92 0.7 335 2.55 9.87 1,766 75.14 5&.5 0.17, 0.9D4 M.A. 1.082 y 1.459 o.o 7.4 61.2 0.94 54.66 D.345 0.04 70 13.42 0.17!t 75.0 D.849 1,.,2 0.7 335 2.55 9.98 1,791 76.&6 51.0 0.179 '0.9D7 N.A, 1.080 y 1.473 o.o 7.4 62.7 0.93 56.44 0.345 0.01 71 13.51' 0.179 75.8 0.84:9 '11.,2 0.7 335 2.55 10.09 1.817 78.20 s,.s D.l.BO D.'10 JI.~. 1.078 y 1.488 o.o 7.4 64.l 0.93 58.24 0.000 o.oo L Page 3 R.L. FOLEY ASSOCIATES, INC. Seismic Loading I STRUCTURAL ENGINEERS 'Ii- Reference: 2010 CBC, ASCE 7-05 INPUT: Jop Loqatlon: SAN DIEGO, CA Site Class D Soil-Report 0.2 Seil MCE, Ss 1.338 g Soll Report 1.0 Seo MCE, S1 0.504 g Soll Report SlteCoeff., F. 1.000 Soll Report Site Coeff., Fv 1.500 Soll Report SMs.F.ss 1.338 g Soll Report SM1=FVS1 0.756 g Soll Report Sos=2/3SMs 0.892 g Soll Report Si>1=2/3SM1 0.504 g Soll Report Ts =S01,Sos 0.565 sec. Long Period transition period, TL 8.p sec ASCE 7-05-Flgure 22-15 Occ_upanoy Category II Table 1604A.5 Seismic Design Category D Section 1613A.5.6 OUTPUT: Light Pole Class LS70-B Fundamental Period, T 2.30 s~ See structural calculations. pg 1 Seismic coe!f., R 1.5 ASCE 7-05 Table 15.4-2 Overstrength Factor, n 1.5 ASCE 7-05 Table 15.4-2 Importance Factor, i 1.00 ASCE 7-05 Section 15.4.1.1 & Table 11.5-1 Redundancy factor, p 1.0 ASCE 7-05 Section 15.6 DESIGN SEISMIC FORCE V=CsW ASCE 7-05 Eqn. 12.8-1 Cs= Sosf(R/i) for TSTs 0.595 g ASCE 7-05 Eqn. 12.8-2 Cs max. for TS TL, Cs= S01/T(R/I) 0.146 g ASCE7-05 Eqn.12.8-3 ·Cs min = 0, 044Sosl l!: 0.03 0.04 g ASCE 7-05 Eqn. 15.4-1 If S1l!: 0.6g, Cs min= 0.8S1/(R/I) N.A. Q ASCE 7-05 Eqn. 15.4-2 Load Combination, D+ 0.7E Eqn. 16A-t2 & ASCE 7-05 Section 12.4 where E = Eh + Ev ASCE7-05 Eqn. 12.4-1 and Eh =pQE 0.146 w ASQE7-05 Eqn. 12.4-3 and Ev= 0,2SosD 0.178 D ASCE7-05 Eqn. 12.4-4 Load Combination, D+ 0.7(pQe+ 0.2S0sD) I Load Coml:ilna!lon, D + 0. 7 (pQe + 0.2S05D) 1.125 D + 0.102 w Total Seismic Weight, W = 2.928 klps Sile following page ASDLEVEL-SEISMICSHEAR, V= 0.299 kips !< 1.488 l<lps WIND SHEAR JWIND CONTROLS 4/8/2013 Page R.L. FOLEY ASSOCIATES, INC. Seismic Loading STRUCTURAL ENGINEERS Vertical Distribution of Seismic Force, Fx• FxV ASCE7-05 12.8-11 & Section 12.8.5 k= 1 900 Item w h. w,h; w,h;/''i.w,h; cvx•v OTM fixtures 0.18 70.5 520 0.255 0.076 5.37 fixtures 0.12 88 364 0.178 0.053 3.63 fixtures 0 0.000 0.000 ·o.oo fixtures 0 0.000 0.000 o.oo Too Pole Sectlon _ 0.034 68.5 105 0'.051 0.015, 1.05 2nd Pole Section 0.357 53.25 681 0.333 0.100 5.31 1st Pole Section 0,839 22 298 0.146 0.044 0.96 Soeakers o 0 0 0.000 -0.000 o.oo Securitv Llahts 0 0.00 0 0.000 0.000 0.00 0 0.000 0.000 0.00 0 0.000 0,000 0.00 0 0.000 0.000 a.co Ballasts 0.35 15.00 60 0.029 0.009 0.13 Precast base above arade 1.068 4.00 15 0.007 ·0.002 0.01 Sum 2.928 2043 1.000 0.299 16.47 ASD LEVEL, SEISMIC OTM = 16.47 kip-ft 1 < 64.13 kip kip-ft Wind OTM !WIND CONTROLS 4/8/2013 Page SCOPE: PROJECT: DATE: POLETYPE= CRETEX CONCRETE PRODUCTS MIDWEST, INC. Analysis of an annular pr~stressed concrete pole member based on compatible strain procedure per ACl-318-08* with an ultimate concrete strain of 0.003. Musco Standard Pole Base Jan-11-2011 2:01 PM 38 PROGRAM VERSION 2.1 Revised to reference ACI 318 USER DEFINED INPUTS CROSS-SECTION OUTER DIAMTER = D0 = HOLLOW CORE INSIDE DIAMETER= D1 = TENDON CIRCLE DIAMETER= D1 = NUMBER OF TENDONS = N (56 or less and even) TENDON DIAMETER = dt = NOMINAL TENDON AREA= Aps = ULTIMATE TENDON STRENGTH = fpu = TENDON YIELD STRENGTH = fpy = . CONCRETE COMPRESSIVE STRENGTH = F'c = MODULUS OF ELASTICITY -STEEL = E, = INITIAL PRESTESS FACTOR= IPF = PRESTRESS LOSS FACTOR= PLF = *PHI FACTOR CALCULATED PER ACI 318 :1999 OR 2008 OUTPUT · . PHI FACTOR=~= ·. J?RESTESSING STRAIN IN TENDON = Ese = 13.32 INCHES 6.125 INCHES 10.625 INCHES 12 0.5 INCHES 0.1531 IN2 270 KSI 230 KS! 9500 PSI 29000 KSI 0.64 0.82 ACI 1999 ... · .. ·:·,. . -.'CONCRETE SERVICE STRESS DUE TO P.RESTRE$S = ... ·. CROSS SECTIONAL AREA= · 0.90 0.0049 2369 PSI 110 IN2 '1476 IN4 . . . . . . : ·. -·: · GROSS MOMENT OF INERTIA= DISTANCE TO NEUTRAL AXIS FROM COMP. SID!==:= c =. . CONCRETE COMPRESSIVE·FORCE = . . . .... . . , \~REA OF BONDED R!=IN~ORCEMENT = ··: ·MINIMUM BONDED REINFORCEMENT AREA (ACI 1_8.9.2) = -R~INFORCEMENT RATIO= Pp= REINFORCEMENT INDEX= m = MAXIMUM REINFORCEMENT INDEX (ACI 318-99, 18.8.1) = STRAND DEVELOPMENT LENGTH=~= . . ., . . .. ·. RESULTS NOMINAL MOMENT CAPACITY= Mn= DESIGN MOMENT CAPACITY= 4>Mn = CRACKING LOAD MOMENT (ACI 18.8.2) = -~.15 INCHES · 274 KIPS · · ·1.84 IN2 · ·. 0:22 IN2 SATISFIED · 0.0206 Q.3747 . 0.234.0 EXCEEDED 39 .INCHES 130 FT-KIPS 117 FT-KIPS 57 FT-KIPS SATISFIED CONFIDENTIAL: The lnfonnatlon 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 part!cular project. The Information contained herein ls not ta be transmitted to any other orgl:!riizati~n unless speclffc:ally authorized In writing by The Cretex Companies, Inc. · . ···; . . . •, .. . ' · . ' : · .. ·. :1 .. : .~: ', . . ·.· .. 3/20/2013 R.L. POt&W' Ii ASSOCllTF.S, :me.. STRtK!'l'ORAL Ji:NGDmBRS L1Um :&'ORBS":r ! CA IASCB 7-05 WDIOCRJ:~ US KlR.!EXP C POLB DESI~'lr.(Olf:: LSDO-A W/ FDrmRBS MANWACTIJRBlt: MDSCD PROJEC'l' troi 14.2222-A I P • SUPBlllMPOSED wr + POLK HT V A ---m;;-c--<--v.ct'l'URES, F/Af• qz•Of""Cf • 25.44 PSF MAX BPA/Pll'fllllB*, Af D,L./nx~ ... 40,0 D.L.[BALLr.ST"'** • So.o • -EPA =ER=ECTIVE PROJEC'rEi:fAREA OFLIGHT FTKTURE INCUJDING CROSSARM', PER MUSCO 0 D.Lx.DEAD LOAD OFRXTURE. l CROSSARII. PER MUSCO tnD.LaDl:AIJ LCMO OFBM.I.AST, PER MUSCO; APPIJl!D AT 140 Fr ABOVE GRACI: !!!?!!!. fl:2 lba lba -> l - -> l. - 11.!17 11.97 ft. (ht. frtlOI adj. gr;ule) ft. (ht. from, grade) -=-tA -a.12 ->dA -s.so ---1-5.75 --:.ta -o.17!1 ->>'Y -38 .. 0 ->Fy -55.D -:. B • 29,000 -:,,Ka.t-1 ->M • q.!15 in, (po1e thlt, • top) in. (po1e diam. • top) in. (po1a di•. • bbl) in, (pol,B thJt, • bbn) kai ( fixt 1110U11t aect. • kai (otber pole -aect.) ltai (6-3) (7:'able 6-41 lvl I I Ill I lvl I II V ]. ,t I V I V I V I V v-1.J!!__ LOlmDIO DXAIJIWI 5,25 ft) ~>Kz= 1.214 MAX-KlCP C a 82 .O r.r. (T'9-ble fi-JJ -> I= 1.00 ->Cf= :L.00 •>Cf= 1.200 /7:'able 6-11 Ll:llll'l! F.[X'-'URB (lliCLtlDED IN Bl'A) MAX (~ o.s~1,.2 MR mm POLE) POLE nAMP~, betlla: 0.025 Per Husr::o test OD'l!PD'l! ( Figure 6•21) <-"! c-- c-- c-- c-- <-- c-- c-- c-- c-- c-- c-- <-- c-- c-- c-- <--where q.t •• 002s&•l(z+JCZt•Rd(V)2:r • 21.33 PSF f.mlC ,<--- A'l"l'ACBMBNT NUMBBII 'l'l/PB :i'lX'J.'IJRB ,.o P'lrlURB 3,0 nxTDIIII o.o nxTDIIII o.o nxTDIIII o.o nxTDIIII 0,0 PD.'fllRK o.o nxTDIIII o.o l1IXTURB o.o l1IX!l'DU o.o -7.0 POJ'.Ji:, P/Af• qz+fJf,..C?f • where qz •• 0025G+.kZ'*'KZt+Kd(V)2:t. • DI'.S'J!, PROM TOP PDLB,PT o.s 3.0 s •• a.o 10.s 13,0 15.S 11.0 20.5 23.0 fiS.D 30.53 RIW MU' 21.33 P~I' MP.X -> POLS NATtlRAL F.l!BQURNCY • D,'29 Bz 1/12PI+(DE/L'J'A/3B61,A0.51 where DEIL'l'A is due to self: weight -> Clf• 1,19 ( 6-BI Pele Properties: Ia .. 7.'34 in4 :Il:i • 265 in, ra • 1.903 in Aa • 2.02a in2 taper"" db/& - rb - Ab - 0,140 in/ft 2.8&4 5,506 in. 8.76 in2 sa.. 2.&1 .in3 sb... ~3.7D in3 (Ref:erenr:11 V:ibratioo Prcblems in BDgineering_ hy ~imoshenko, 4th BD. p!f,341 Pr0/11 cdtical Buckling Loads of ~apered colWll!IS, ASCB 2/6:Z: n. Log (J:b/(l:a)/Log (clB/dA) • 3,U P* • (Ib/:ra)/(Ib/:ra)A.333 • 10.93 lc1(rcq<-(1/ (P+) A .s) [k1/raJ • 328 (where k-2.1) AISC 360-05 Spec:ificatiDll Table B!1-.1, case 15 for Fy .. 55.o KSI 38 !(SJ: (MAX) (6-:ZBI (6-:tS) PA SQ F.r 9.00 (6-21) ( 6-J.5) JOB NO; 2013-0215 PJtDJEC'l'; ANA :&'CJOTBl\IiL Ii SOF'l'BALL .FJm.D LOCA'l'I:OK; _ CAJlLSBAD, CA ~OuB l:Di S3 Cf BPA K% qz Wlllll,F HEIGRT,P SQ F.r PSP L1IS L1IS 1,0 2.20 1.212 21.30 22' 160 1.0 2.20 1.204. 21.16"· 167' 120 1.0 2.20 1.l.!IIS 21.02 0 0 1,0 2.20 .l..1111 20.87 0 0 1,0 2.20 1.179 20.72 0 0 1.0 2.20 1.170 20.57 0 0 1.0 2.20 1.1&1 20.t.1 0 0 1.0 2.20 1.152 20.24. 0 0 :L.O 2.20 1.14.2 20.07 O' 0 1.0 2.20 1.132 19.90 0 0 :L.3 ll.70 O.Bt.9 if.92 208 350 , ....,.,,,...,. -598 &30 Sect:1on 6.5. B.2 Gust-B££ect Factor cODat~t epailon,a "' 0.2 l 4 • 541.S constant l -500· N1 = 2.&9& Vz -96 .. 16 Rn -0.075 4.6n1hNz -1.877 4.6n1BNz -0.020 R -1.0&6 15.4n1LJV: -o.o&o 9R -3.983 C -0.200 Rh -0.394 lz -0.187 RB -0.!187 Q -D.916 RL -0.956 a -D.B84. of. 1.193 D/t < .45B/Py • 237 343 D/t < .3ll/Py • 163 237 .dR.d'2. FT AXIAL.P • ?. '.\11 JiTP.~ (SUMMARY FOR FOOTING CHECK) N0t1ecmpact !SBEAR.Y-1,'lll ER'S MOMENT,M· Ila.JS K•JfT e•WF • ·-···-~ ~ -~~~~ -·-·· ·- D/t < • 07B/Py • 37 53 CCXIJ?aCt M c: IIIMn/1. Ii = 9!1 K-F.r -Precaac Base o. K. D/t < • 1U/Py • 58 84 S1endar element section for uniform CCJQIPrBB&ion LSBO-A Page 7' loistanc1 ,outaitle ~-4 £3-2 or X3-3 F8.1-Fs.2· 111-1.b ll1-1a 2nd DrdaJ' 1st Ordel c:2.'2a TOtal. &7-1.9 frcxn toi Diatnater Pole Cf for for /lac Drdar Del.ta 1 .. AxP-Dtilt. 2.Dd,order' AC!rlllG J)BFI, of Pale of Pole,D thick,!: D/t KZ qz Pole kl/r Fe l\Iw,Pn· ACT, Pr ALL, Mn ACT, Ml"' Pr/Pc fr/Pr: cD.2 er/Pc :t·o.2 ....... CSR Shear, F -·· Manent Q IQIJ)IJR M/I DUE TO-DI, FT ]l{ :or PSF, eqiv. KIPS RD'S K-FT K-FT FT•K o.K. KIPS :or Fl?·K Fl?·K TO DI, IN 3/20/2013 LSBO-A D 5.50 0.120 45.8 1.21, 21.33 1.2 328 2.66 2.83 0.000 6.33 o.o 0.000 0.000 N.A. 1.000 y 0.000 5Bo6 o.o o.o 1.29!H, o .. oo 0.0002 53.15 1 5.5D 0.120 45 .. a 1.2u 21.2'1 1.z 321 2.Gti 2.83 0.167 fi.33 ,0 .. 1 o .. ~s, 0.053 H.A. , 1.2s, y D.238 5'1~3 o.o 0,1 1.2,,, o.oo 0.0121 s2.oi 2 5.50 0.12a 45.11 1.207 21.22 1.2 328 , 2.G& 2.83 0.174 1.33 o •• 0.061 o.o.9a N.A. 1.1&9 y o.2s1 ss., 0.1 o •• l. .. 2991. 0.17 D.035'1 50.8& 3 5.50 0.120 ts.a 1.204,· 21.l.& 1.2 328 2.6& 2.83 0.301 J.33 0.7 0.10s 0.183 "·If· 1o1H y o.t.32 54.fi 0.2 o.8 1.299,t 0.35 0.0685 49.,72 • 5.50 0.120 (5.8 1.201 U,1D 1.2 328 2,6& 2.83 DolOB 6,33 1.1 0,1D9 0.252 lf,A, 1,10 y o • .c.,a 53.2 0.3 1.3 l..299( 0.156 0.110, 48.58 • 5.50 0.120 45,B 10191 21.as 1.2 328 2.GG 2.83 0.31!f 1.33 1,J o.1i3 0.345 H.A. 1.1,2 y , 0!4fiD 51.9 0,4 1.8 1.299i 0,97 0.1128 (7,45 • s.,. D.17J: 33.4. 1.19' 20.99 1.2 328 2.dd 4.55 0.33D 15~71i 2.1 0.013 0.185 N.A. 1.138 y 0,474 so., o.s 2,3 1.2&1:it 1.2, 0.1021 4G.32 7, &.u 0.179 34.2 1 .. 1!11, 20.93 1..2 328 2.lili .(.GI 0.342 115.st 2,5 0.073 0.211 M.A. 1.:u, y 0.4.89 .,.3 O,J 2,9 1.2527 1.&J 0.11'15 15.20 • &.2& Q.1'79 35.D 1.111 20.87 1.,2 328 2.lil 4.77 D.354 17 •. 3' 3,0 D.D74 0 .. 236 lf,A, 1.13,t y D.504. 411.0 0.7 3.( 1.2395 1 • .97 0.1313 4<1.09 9 &.40 0.179 35.a 1.1H 2:a .. 11 1.2 328 2.as 4.111 Ooltifi 18.16 3,& D.075 Q.259 N.A. 1,132 y D.520 41.7 0.8 •• o 1.2271. 2.33 0.1436' , 42.98 10 6.5( 0.1'19 36.5 1.111 20.75 1.2 321 2.,, 4.9!1 D.3711 19.00 •• 1 D.07& 0.211 H.A. 1.131 y o.53& 45.4 0.9 . .. 1.2151 2.71 D.15-tfi 41.88 11 11.111 0.179 37,3 1,177 20.1, 0,7 328 2.&& 5.10 0.391 20.s, ••• D.07'1 0.2,2 M.A. 1,130 y 0.5,s u .. 1 1.0 5.2 1.2036 3.09 0.1646 4.0.79 :12 1.12 0.1'19 31.1 1..114 ·2D.IS3 0.7 321 2.,us 5.21. D.404 21..4D 5.2 O.D711 0.312 H'.A. 1.129 y 0.555 4.2.9 1.1 5.8 1.1925 3.49 0.1735 39.71 13 ,.,& 0,179 31.9 1.170 20.57 0,7 328 2.15& 5.32 D.417 22.22 5.7 0.078 Q.330 lf.A. 1.128 y 0.515 41.6 1.2 5,5 1.112 3,90 0.1815 38.64 1• '1.10 D.179 39.7 1.1e:7 20.50 0.7 328 2.&& .!!i.43 0.431 23.0li 1.3 0.079 a.Jta .H.JI.. 1.121 y a.575 «0.4 1.,3 7,1 1.17111 4.32 0.188'1 37.58 15, 7.24 0.1;9 40.4 1.113 20.44 0.7 321 2.l!ili 5.5( o.,,4 23.91 &.9 o.oaa a.3155 H.A. 1,127 y D.585 39.'2 1.( 7,8 1.162 4.76 0.1953 3&.53 u '1.38 0.11.9 4.1.2 1.l.59 20.37 0.7 328 2 ••• 5.15 D,4.51 24.'18 7.5 0.081 0.3111 H.A. 1.127 y o.su 31.0 1.5 8.( 1.152& s.21 0.2012 35.50 17 7.52 0.179 42.0 1.151 20',31 0.7 321 2.6'15 5.7' 0.(73 25.«[5 8.1 o.oaa 0.396' "·"· 1 .. 121 y o.,a, 36' • .9 1,J ,.1 1,143& s.,a D,2055, 34..47 18 1 ... cscs 0.11, 42.8 1,152 20.2,t 0,7 328 2.16 5,87 0.07 26.5& 8.7 0.083 0.,10 "·"· 1.127 y 0,617 35,7 1.a 9,1 1.:u,, ,.1& 0.2113 33.41 19 7.80 0,179 43.& 1.148 20.18 D,7 321 2.56 5.98 0.502 27.(7 9.3 O.OH 0.4.2t llr,A, 1.126 y 0.628 .3".6 1.9 10.s 1.1215 ,.,s 0.2157 32.4.li 20 1.94. 0.119 "'·' 1.14.4., 20.11. 0,7 328 2.G& !'-09 0.517 21.,0 9,9 0.085 0.,137 H.A. 1.12& y Q.639 33,S 2.0 11.2 1,118' 7,l.5 0.2197 31.47 21 1.01 0.1,, ,s .. 1 1.140 20.04 D,7 328 2 .. 6'6 1.20 a.533 29.35 10.li o.oa& o.,,s N.A .. 1.12, y o.,so 32., 2.1 11., 1.1105 7.15'8 0.2232 30.49 '22 1.22 0.175 45.9 1.131 1!1.!17 0.7 328 2.1'6' tS.30 D,.54.1 30.30 11.2 0.087 0.,1.61 N.A. 1.125 y o.&&1 31.3 2,3 12.7 1.103 a.al 0.2265 29.53 23 1.3& 0.179 4&.7 1.132 1.9.90 0.7 321 2.&fi li.41 0,5&( 31.28 11., 0.011 0.4,72 M.A. l..125 y D.6'73 30.2 2 •• 13.t 1.0957 B.'18 0.22!15 28.58 2• ,.so 0.179 ,1.s 1.12.a 19.83 0.7 328 , 2.liti &,52 0.581 32.2'1 :12.J a.a,, 0.483 N.A. 1.125 y D.685 29.2 2,5 14.2 1.0881 9.35 D.2321 27.65 25 1.&C 0.1'19 41.3 1,12( 19.15 0.7 321 2.1515 fi.63 D • .597 33 .. 27 13.3 o.a,a o ... ,, "·"· 1.12, y D .. 691 28.1 2,6 14.9 1.0811 ,.s, 0.234& ':lti.73 26 ' .. .,. 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H.O &9.6 71.3 72.!I 74.& 71.3 71.0 0.1.21 0.12~ 0.123 0.12, 0.125 0.12& 0,127 0.121 0.12!1 D.130 0.131 0.1~3 D.131 0,135 0.136 0.137 D.1l8 0,13.9 0.171 D.172 0.1?3 0.174. 0.175 0.175 0.175 0.177 0.1?8 D.7D9 , 0.713 0.717 0.121 D.725 D.729 0,7a3 a.?37 D .. 741 D.744. o., .. '0.751 D.75'. 0.758 0.761 D.764. 0 .. 7&7 0.110 D.790 D.795 0.75!J D.804 o.ao, a.au 0.111 0.122 0.825 Do17!J I 0.830 D.180 o.834 0.181 0.837 D.181 0.14.1 o.1a3 o.a«s N.A, H.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. H.A, N,A, N.A, N.A. N.A, N,A, H.A. H.A. 1'.A. N.A. N.A. :N.A. H.A. H.A. N,A. H.A. 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R.L. FOLEY ASSOCIATES, INC. STRUCTURAL ENGINEERS Reference: 2010 CBC, ASCE 7-05 INPUT: Job Location: SAN DIEGO, CA Site Class D Soil Report 0.2 Sec MCE, Ss 1.338 g Soll Report 1.0 Sec MCE, S1 0.504 g Soil Report Site Coelf., Fa 1.000 Soil Report Site CO!!ff., Fv 1.500 Soil Report SMsaFaSs 1.338 g Soil Report SM1aFVS1 0.756 g Soll Report Sos:213SMs 0.892 g Soil Report So1=2/3SM1 0.504 g Soll Report Ts=So1i80s 0.565 sec LongPerlod transition period, TL 8.0 sec ASCE 7-05 -Figure 22-15 Occupancy Category II Table 16D4A.5 Seismic Design category D Section 1613A.5. 6 OUTPUT: Light Pole Class LSBOA Fundamental Period, T 2.33 sec See structural calculatlons, pg 7 Seismic coeff., R 1.5 ASCE 7-05. Table 15.4-2 Overstrength Factor, n 1.5 ASCE 7-05 Table 15.4-2 Importance Factor, I 1.00 ASCE 7-05 Section 15.4.1.1 & Table 11.5-1 Redundancy factor, p 1.0 _ASCE 7-05 Sec!lon_1!?.6 DESIGN SEISMIC FORCE -V=CsW ASCE 7-05 Eqn. 12.8-1 Cs= Sos/(R/1) for T~ s 0.595 g °ASCE 7-05 Eqn. 12.8-2 Cs max. for TS T Lo Cs= S01/T(R/I) 0.144 g ASCE 7-05 Eqn. 12.8-3 Cs min= 0.044Sosl 2: 0.03 0.04 g ASCE 7-05 Eqn. 15.4-1 If 512: 0.6g, Cs min= 0.8S1/(R/I) N.A. g ASCE7-05 Eqn. 15.4-2 Load Combination, D+ 0.7E Eqn. 16A-12 & ASCE 7-05 Section 12.4 where E = Eh + Ev ASCE 7-05 Eqn. 12.4-1 and Eh= pQE 0.144 w. ASCE 7-05 Eqn. 12.4-3 and Ev= 0.2SosD 0.178 D ASCE 7-05 Eqn, 12.4-4 Load Combination, D + 0.7(pQe + 0.2SosD) I Load Combination, D + 0.7(pQe + 0.2S05D) 1.125 D + 0.101 w Total Seismic Weight, W = 3.663 kips See folfa,ving page ASD L:EVEL-SEISMIC SHEAR, V = 0.370 kips !< 1.722 klps.WINDSHEAR . IWIND CONTROLS 4/8/2013 Seismic Loading Page Cl .... R.L. FOLEY ASSOCIATES, INC. Seismic Loading STRUCTURAL ENGINEERS Vertical Dfstributlon of Seismic Force, F.. FxV ASCE7-05 12.8-11 & Section -12.8.5 I<= 1 91B Item w h, w,..h,."' w,h, /'i.~,h." _ CVY_.V OTM fixtures 0.16 81.5 734 0.213 0.079 6.43 fixtures ' -0.12 79 518 0.151 0.056 4.40 fixtures 0 0 0 0.000 0.000 0.00 fixtures 0 0 0 0.000 0.000 o.oo Tot> Pole Section 0.04 79.4 174 0.051 0.019 1.49 2nd'Pole Section 0.618 59.20 1536 0.447 0.165 9.77 1st Pole Sectron 1.026 2234 394 0.115 0.042 0.95 SecLts 0 0.00 0 0.000 0.000 0.00 Sneakers 0 o.oo 0 0.000 0.000 _ .0.00 0 0.00 0 0.000 0.000 0.00 0 0.00 0 0.000 0:000 0.00 0 0.00 0 0.000 0.000 0.00 Ballasts 0.35 15.00 63 0.018 0.007 0.10 Precast base above grade 1.349 4.00 19 O.OOB -0.002 0.01 Sum 3.663 3438 1.000 0.370 23.14 ASD LEVEL, SEISMIC OTM = 23.14 kip-ft !< 83.38 kip-ft Wind OTM !WIND CONTROLS I I 4/8/2013 Page SCOPE: PROJECT: DATE: POLE TYPE= CRETEX CONCRETE PRODUCTS MIDWEST, INC. Analysis of an annular prestressed concrete pole member based on compatible strain procedure par ACl-318-08* with an ultimate concrete strain of 0.003. Musco Standard Pole Base Jan-11-2011 2:01 PM 48 PROGRAM VERSION 2.1 Revised to reference ACI 318 USER DEFINED INPUTS CROSS-SECTION OUTER DIAMTER = D0 = HOLLOW CORE INSIDE DIAMETER= D1 = TENDON CIRCLE DIAMETER = D1 = NUMBER OF TENDONS = N (56 or less and even) TENDON DIAMETER = di= NOMINAL TENDON AREA= Apa = ULTIMATE TENDON STRENGTH= fpu =- TENDON YIELD STRENGTH = fpy = CONCRETE COMPRESSIVE STRENGTH = F'c = MODULUS OF ELASTICllY -STEEL= Es= INITIALPRESTESS FACTOR = !PF = PRESTRESS LOSS FACTOR= PLF = *PHI FACTOR CALCULATED PER ACI 318 1999 OR 2008 OUTPUT ..... PHI FACTOR= cp = : PRESTESSING STRAIN IN TENDON = sse = · ' CONCRETE SERVICE STRESS DUE TO PRESTRESS = :_ ·CROSS SECTIONAL AREA= · ·GROSS MOMENT OF INERTIA= DISTANCE TO NEUTRALAXIS FROM COMP. SIDE= C =:= :q9NCRETE COMPRESSIVE F.ORCE = · AREA OF BONDED REINFORCEMENT= .\AINIMUM BONDED REINFORCEMENT AREA (ACI 18.9.2) = · iR~INFORCEMENT RATIO= Pp= . . ~!=INFORCEMENT INDEX= m = MAXIMUM REINFORCEMENT INDEX (ACI 318-9~, 18.8.1) = S:tRAND DEVE.LOPMENT LENGTH = '-ci = , · · ·· . ·. . . . ' . ~ ·. . . ·. 'RESULTS . :-··· •,' 15.67 INCHES 8.375 INCHES 12.625 INCHES 12 0.5 INCHES 0.1531 IN2 270 KSI 230 KSI 9501) PSI 29000 KS! 0.64 0.82 AC~ 1999 0.90 0.0049 . '1890 PSI . . .138 1N2 2718 IN4 6.Q6 INCHES 29.8 KIPS 1.84 IN2 ·:0.28 IN2 0.0166 0.3345 0.2340 .. .': 49 INCHES NOMINAL MOMENT CAPACITY= Mii = 177 FT-KIPS DESIGNMOMENTCAPACITY=~Mn= 159 FT-KIPS SATISFIED . : : .: : : EXCEEDED CRACKING LOAD MOMENT (ACI 18.8.2) = 76 FT-KIPS SATISFIED CONFIDENTIAL: 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 projt1ct. The Information contained herein Is not to be trani;mitt13d tp any other 0rQanizatlon Ul'!fess sp~ciflcally authorized In writing by The Cretex Companies, Inc. · · · · · · · · · · . . ~ . : .. . ; .. .. ·,: · .. · .. ·.::. : . ::- . ·. : ... ~ • 3120/2013 R.&. FOUEY k ASSOCIATES, J:Kq. STRUCTURAL ENGDraERS LAltE FOREST.! CA [ ASCE 7-05 WIND CRITERIA B!S HPH~EXP C EPA/FIXTURE*, Af • 2 .1 f t:.2 D.L./l'IX'l'DR.lii** "' 40.0 lb• D.L./JiALLAST.,.·• • 5D.0 lb• • EPA 1:.EFFECTIVE PROJECTED AREA OF UGHT RXTURE lltCWOlltG CROSSNW, PER MUSCO •• DL#DEAOLDADOFFIK1URE.' CROSSNW,'PERMUSCD •"D.L=-=DENJ LONJ DFBAU.AST, PER NUSCO;-APPUElJ AT f40 FT ABOVE GRALM! DIPUT -, 1 -BD.55 ft. (ht. fra Adj. grad•) -=-l -111.5!5 ft. (ht. fr011 grad•) ->tA. 0.125 in. (pal.• thk. • top) ->dA -I.DO in. (pola 1.U••• • top) -:.cta -lB,36 in. (pol• diaa. • bta) ->tB • D.239 in, (polo tbk. • btm) •>Fy • 38.0 ksi (fixt •aunt-sact. • ->Fy • ss.o k•i (other pole aact.) -> E • 29,DD0 lcai ->ltzt• 1 ,,-3) ->Xd ~ 0.95 (1'4bla 6-4) ->Kz= 1.234 HAX-EXP Ce aa., n. -> I= 1.00 (Tabla fi-J.J POLE DESIGJIATIOII: LSSBD-B W/ 10 FIXTORES MAHOFAC'l'CRBR,:, MUSCO PROJEC1' .NOt 142222-A P • SUPERiMP~ED WT + POLE WT V -~ lvl 111 lvl .c--i'IXTORBS, P/Af-qz•of•Cf c:--vhara qz •• 002s&•xa•xzt•ltd(V)s:r • I V 1 I V V I V I V V v_LJ.!!..... LOADING JlllGRAM 5.25 ft) (r,.i,1. ,-3J ATTACHMENT TYPE }IOL'E, P /Af• qa*Gf•Cf a JIIJMBER. wh•r• qz-.OD251i*Is•Kzt:.•Xd.(V):rI • ·>Cf= 1.00 LIOHT FIX:ruRE (INCLUDED IN EPA) ->Cf-= 1.200 MAX (VAR:IES o.s-1.2 FOR JUfD POLE) (Pigur• ,;-:.,:i.J POLE DAMPDfG, bata-0.02s Par,Huaaa te•t OUTPUT -· .5) ¥h•r• DBLTA :i• due ta aal.f wa:i.5bt: 24 ,51 PSF MAX 21,GU PS!' HAX DIST. FROM 17 .15 PSF MAX 21.&I PSI' MAX r.ibrAt:ion .Probll!lll'lB in Bug:J..naar:l.1l!1 by Timosb:8lll:c:,, 4th Jio. j>g.34) AISa 36D ... as Spec:l.t'ic:11.1:ion TAb1e B4 .1, CIUID 15 for Fy o ss .. o lSI 38 ltSI. D/t • .45E/Fy • 237 343 (HAX) (G-2B) '•-15/ PA Sjl_i".r . ,.oo (f-28) (f-15) Cf 1.0 1.0 -:0 1.0 1.0 1.0 1.0 w LO 1.0 w JOB No:· 2013-026 PROJECT: ANA FOO'l'BA~ '-SDF1;BAiw FIELD LOC?ATIDNt ~LSBAD.!. CA POt'K ID; S1, S2, S,t EPA SQ FT i:io x" wnm.~ 2,10 1.l.67 2O,Sl. :;f.1O l..158 20.35 11,70 0.911 16.Ql. TOTALS • LBS 257 255 0 0 0 0 0 0 0 0 212 724 HEI:GHT,P LBS 200 200 0 0 0 o· 0 0 ,0 0 500 900 Seat;ion ti.S.B.;i Guat:•B££act.Fa:ctor acnatnnt ap•ilon,e -0.2 Lz -541.0 ocnstant 1 -500 N1 -3.366 Vz -86.10 Rn -0.065 4.6n1hNz . 2.334 4.6n1BNz . 0.031 R -0.913 15.4n11Nz . 0.1~5 9R . 4.039 a = 0.200 Rh . D.338 lz -0.1B7 RB . 0,970 Q a 0.916 RL . D.933 0 . o.e&4 Of = 1.131 D/t • .31E/Fy • 163 237 Nonoompaot jsHEAll,F• :z.on DPS MOMENT,M• 97.03 E-FT c•M/1/ • ~ Fr~-J.372 KIPS (SUMMARYl'ORF001INGCHECK) . I D/t. c; .07'£/i'y • 37 53 Campaat M c ~n/1.6 • 165 lt-:&'T Pr,ulast Base o.x.. D/t c: .11E/Fy • 5& 84 Slender element Saation for Unifom Compression LSBO-B Page /",$ Diat.ana1 outaida .... 1£3-2 Cir E3-3 FB.l.~FB.2 m-u, Hl-1a 2ad On!er :;at. ome 0.2 • Total B7-19 D~~L -,-i Jrc• tcJ Dillllllat:vr Pola •Cf fer fer /1'1t ari.r Dalta 1.1,dl,,b.~c• 2nd Ordar ACTING af Pola of Pola,D thiak,t D/t ltz qz Pole 'd/r Fa AUL.Pn AC'!'. Pr ALL, Mn ACT. Mr 'I!r/Pa fr/Pc cG.2 fr/Pc 2: 0.2 -.. CSR Shear, l" 'M:inant M0111ent. Q HOM DUE M/I DUE TO Dr. FT IN IN PSF acriv. J:IPS llPS X•Fr X•FT FT-It o.x. ltl:PS IN FT•lt FT·'.I. TO DL IN 3/2012013 LSBIJ.B' Q a.oo 0.125 &4.0 1.234 21..61, D.7 258 4.29 G.9G 0.00D 14,21 a.a O.D00 0.000 II.A. 1.000 y 0.000 31.9 a.o a.a 1 .. 1198 o.oo 0.00011 34.0B 1 a.ca 0,125 64.0 1.231 21.62 D.7 258 <l.29 6.96 0.211 14.:u. D,1 0.030 0.026 K,A. 1.149 y 0.2,a 31.l o.o 0.2 1.1198 0.01 0.00472 33.37 2 '8.00 ,O,l.25 64.D 1,221 21,57 0,7 259 4,29 6.96 0,221 14.21 0,4 0.032, ,0,047 K.A. 1,101 y 0.280 30 • .t. 0.1 0,4 1.1198 0.22 0.01394 32.65 3 11.00 0.125 64.0 1.22s 21.52 0,7 258 .t..29 6.9& 0.4.32 14,21 0,9 0.062 0.095 H.A. 1.100 y o.547 29.7 0.1 0.9 1.1198 D.45 O.D:27"1& 31.94 4 a.oo 0.12s 64 .. 0 1.222 21,47 0.7 25a 4,29 6.96 0.44.2 14.21 l..4 O.D64 D,137 "·ll· 1,090 y 0.558 29.D 0.2 1.5 l..11911 a.ea .0.0462 '31.23 5 8.oo 0.125 64,0 1,219 21.41 Q,7 2·se c.2, ~-95 0.459 14.21 1.9 O.D~i D.11i1J. ll.A. 1.aa, y D.5'9 21i1.3 0,3 2,1 1.1198 1 .. 33 0.0025 30.52 ' 8.59 0.179 411.0 1,211 21,36 D.7 25a 4,29 10.6s 0,475 32.91 2,5 a.a.ts 0,105 11,A. 1,084 y o.sa1 27.& 0,3 2.7 1.0142 1,90 0.04741 29.Bl 7 e.73 0.1?9 48.1 1.212 21.30 a.7 250 (.29 10.112 D.491 33.92 3,1 0.045 0.122 lf.A. 1.013 y 0.593 2&.9 0,4 3,4 1.07'15 2.2a 0.05604 29.10 • a.87 0,179 49.& l..209 21,25 0,7 258 4.2, 11.00 a.sos 34.9S 3,7 0.046 O.f311 K.A. 1.012 y D.605 2&.2 D,5 4,0 1.071 2,78 0.06414 29.40 ·, 51.Dl D0179 50 .• 3 1.20, 21.19 0,7 25a 4.29 11.1a 0.525 35 • .99 ... 0.047 D.153 M.A. 1.0112 y o.&1a 25.5 a., 4.7 l.,0647 3.30 0.07176 27,70 10 9.15 0.179 51..1 1.203 21.14 0,7 25a 4..29 11.36 0.543 37.05 4.9 0.0411 0,1'8 II.A. 1.0111 y 0 .. 631 24.8 D,6 5,3 1.0586 3.83 0.07192 27.01 l.1 ,.2, 0.17, s1., 1.200 21.01 ' 0!7 258 4.29 11.53 o.5&o 38.13 5.6 0,049 D.182 lf,A, 1.081 y 0.643 24..2 D.7 6.0 1.0527 4.38 D.D11566 26.32 12 9,43 D.179 52,7 1.1,, 21.02 0.7 251 4.29 11,71 0.571 39.22 6.2 D.04.9 D.196 11.11. 1.aa1 y o.&5& 23.5 0.1 6,7 1.04.7 4.95 0.0,202 25.64 13 9.S7 0.179 53.5 1.193 20.95 D,7 25a oil.2, 11.119 0.597 40,32 6,9 o.oso 0.210 If.A, 1.0111 y O.l!i&9 22.a 0.9 7.4 1.0414 5.54 0.098D1 2-t.96 14 9.71 0,179 54,2 1 .. 190 2D.91 0.7 258 4.29 12.07 0,615 41.44 7.6 o.os1 0.223 II.A. 1.oa1 y o.6a3 22.2 1.0 8,2 1.036 6,14 D.10367 24.28 15 9.1!5 D.179 55.0 1..lH 20.15 ,o .. , 25B •. 2, 12.24. D.134 42.57 8,2 D.052 0,.235 K.A .. 1.0111. y 0.69S 21.5 1.1 8,9 1 .. 0308 6.7'1 0.10902 23.61 1' , .. si, o·.179 55.8 1 .. 1113 20.,, 0,7 258 4.29 12.42 o.&53 43 .. 72 ,.o O.D!53 0 .. 248 X .. A .. 1.011 y D.71D 20.9 l.,2 9,7 1.0257 7.41 0 .. 1.U07 22.95 17 10.13 0,179 56.(ii 1.17!1 20.73 0,7 258 4.2, 12.60 o.&72 4.4.89 9.7 0.053 0.251 lf,A, 1.011 y 0.?24. 20.2 1.2 10.4 1.0207 a.a, 0 .. 11886 22.30 18 l.0 .. 27 ' 0.1.79 57.4 1.1,, 20.66 0.7 258 4.29 12,77 0.02 .,.a, 10.4. o.as4 0.2?1 lf,A, 1.080 y 0.737 1,., 1.3 11.2 1.0159 8.76 , D.12339 21.65 19 l.0.41 D.1'19 511 •• 1.172 20.&o 0,7 258 4.29 J.2.95 D,712 4.?.26 11.1 o.oss 0.212 lf,11, 1.010 y D.752 19,D 1,4 12,0 1.0112 9,46 D.1276'9 21 .. 01 20 10.55 D.179 51.9 l.olH 20.54 0.7 25a 4.29 13.13 0.732 48,47 11., D.05fi 0,293 If.A. 1.010 y ~-766 1B.4 1.5 12., 1.D0&6 10.11 D.13J.7fi 20-.38 21 1.0.69 D.179 59.'1 1.165 20.411 a.1 25B 4..29 13.31 0.752 49.70 12.7 0.057 0.304 lf.A. 1.010 y D.780 17.B 1., 13.7 1.0022 10.92 D.13563 19.75 22 10,83 0.179 60.5 1.162 20.4.1 0,7 25a 4.29 13.49 0.773 50.94 13,5 D.057 0.314 If.A. 1.0110 y 0.7!15 1.7 .. 2 1.7 14..5 D.9Jl7lil 11.68 D.13931 19.13 23 10,97 O,l.79 61.3 • 1,15B 20.35 0,7 258 4.29 l.3.66 D.794 52.20 14.3 D.05~ D.324 11',l\. 1.010 y 0.1109 16.6 1.1 15.4 0.993& 12,47 0.1421 18.52 24 11,11 D.179 62.1 1.154 20.28 0,7 258 4.29 13.84 0.115 53.47 15.l. 0.0551 0.334 lf,A, 1..010 y 0.824 16.0 1,9 16.3 o.9a,5 13.27 0.1.4612 17 .. 92 25 11.25 D.179 62.11 1,150 20.21 0,7 251 4.29 14.Dl. 0.836 54,75 15.9 0.060 0.344. lf,ll. 1.079 y 0.839 15.5 2.0 17,2 0.9855 14.10 D.14929 17.33 26 11,39 0.179 C3,6 1.14'1 20.15 D,? 258 4..:a 14 .. 19 a.as a 5&.D5 16.11 0.0G0 D.353 Jr.A. 1.0751 y ·D.8!14 14 • .9 2.1 l.1.1 0.9815, 14.94 0.1523, 16,75 27 11.53 O.l.79 64.4 1 .. 1.43, 20.011 D,7 25a 4.29 .14.37 0.880 57,37 1'1.& 0.0&1 0.352 lf,A, 1.079 y a.au 14,4 ·2.2 19.0 D • .9777 15.111 0,15517 16,17 28 11.G'1 D.179 ,s.2 1·.139 20.01 0,7 25D 4..29 14.55 D.902 .sa.7o ' 18.5 DoD62 , Do37l. Jf.A. 1.079 y D.884 13.8 2,3 20.0 D.974 16.'10 0,15791 15,61 29 11.11 0,179, ,,.a 1.1.~!S 19.94 D,7 258 4.29 14,72 0.9~5 60,DS 19.4 0.0&3 D.311D 11',A, 1.078 y 0.900 13.3 2,( 20.9 0.9704. 17.62 o.1,as2 is.as 30 11.95 0.179 &G.a 1.131. J.9.87 0.7 '258 4.29 14 • .90 0.94.B 61.43. 2D.3 0,064 0,388 11',ll. 1,078 y 0.915 12.lil 2.5 21.9 0.9669 111.55 D.16301 14.51 31 12.09 Q,179 67.5, 1.127 19.8D 0,7 2sa 4.29 1s.oe, 0.971 62,7B 21.2 D.064 D.396 11,A, 1.078 y D.93J. 12.3 2,S 22.9 0 .. 9633 19.51 0,16539 13 .. 97 32 12.23 0.179, &8.3 1.122 19,72 0,7 259 4..2, 15.26 D.994 64.il 22.2 0.065 0.405 lf.A. 1,077 y 0.94.7 11.e 2.7 23.9 0.9599 ' 20.49 0.16766 13.44. 33 ,12.37 0.179 ,,.1 1.111 l.9.65 0,7 258 4.2, 15.43 1 .. 01.s 65.58 23.1 D.066 0.413 11,A. 1.077 y 0.963 1l.,3 2,8 24.9 0 .. 95&6 21.50 0.16994 12.93 34 12.51 O.l.79 69,9, 1.114. 19.57 D.7 , 259 4.29 15,61 J..041 &7.00 24.1. 0.067 0.420 Jr.A. 1.077 y 0.979 10!9 2,9 2s., 0.9534 22.53 0.171.92' 12.42 35 µ.&s 0.179 "1D.7 1.1.10 19.50 0,7 25a 4.29 15.79 1.D&fi 68.4.4 25,1 D.06'1 0.4.28 11,A, 1..0"IG y 0.995 l.0.4. 3.1 27.0 0 ,9502 23.59 0.17391 11.92 3G 12.79 0.179 71,5 1.105 19.42 ' 0.7 259 4.:1:9 15.96. 1.090 &9.89 26.1 O;D69 o.4.35 K.A. 1.076 y 1.011 10 .. 0 3,2 2B.O D.9471 24.66 O.l.7582. 11.43 37 12.93 D.179' 72•2 1.101 19.34 0,7 259 4,29 16.14 1.115 71.36 2'7.l. 0.069 0.44.3 K.A. 1,075 y 1.020 9,5 3.3 29.l. 0.94..( 25.76 O.l.'1764 10.96 38 13.07 D.179 73,0 1.096 19.26 0.7 25• 4.29 lS,32 1,140 72,84 2B,1 D.070 0,450 11.A, 1,075 y 1.044 9,1 3,4 30.2 0.9411 26.89 D.17939 10,49 39 13.21 0,179 73,8 1,092 19.18 D,7 258 4.29 1.6 .. 50 1,165 74.34 29,2 0!071 0.-457 N.A. 1.074 y l. .. 061 8,..7 3.5 31.~ 0.9392 28.04 0,1&107 10.04 40 13.35 0.1.79 74,6· 1,087 19.10 D,7 258 4,29 16.67 1.199 75.85 30,3 0.072 0,464 11,A. 1,074' y 1,079 9,3 3,6· 32.5 0,9353 29.22 0.16796 9.59 41 13.DS 0.239 54.S 1.oe2 ,19.02 D,7 258 4..29 21.66 1,231 99.93 31..3 0.057 D,365 N.A. , l..073 y 1.094 7,9 3.7 33.6 1..0335 30 .. 43 D,15461 9.l.6 42 13.19 0,239 55.2 l..077 19.93 0,7 258 4 .. 29 21.90 1.264 ,101.9& ~··" o.oss 0,370 II.A,, · 1.073. y 1,111 7,5 3.8 34.8 1.0296 31..68 0.15577 8,74 43 13.33 0.239 55.8 1,073 lB.85 0.7 258 4.29 22.13 1.299 104.Dl. 33.6 0.059 0.375 II.A, 1 .. 072 y 1.121 7.1 3.9 36.0 1.025a 32.96 Ool.5691 B.32 44 13.4.7 0.239 56.4 1.0,s 19,76 0,7 259 4,29 22.37 1.332 106.08 34,7 0.060 D.3BO K.A. 1,072 y 1,144 6,9 4,D 37.2 1.0221 34.28 0.15803 7,92 45 13.61 0.239 57.0 1.062 18.67 0,7 259 4.29 22.61 l..367 1os.11 3S.8 0.060 0.395 N.A. 1.071 y 1.160 6,4 4,1 39.4 1.0194 35.62 O.l.5914 7.52 46 13.75 0.239 57.5 1.0S7 19.58 0,7 259 4.29 22,84 1.402 l.10.29 37,0 0.0&1 0 .. 390 11,A, 1.D71 y 1.177 6,1 4.2 39.6 J..Ol.48 3'1.01 0.16022 7.13 47 13.09 D.239 58.1 1,052 19.48 0,7 258 4.29 23.08 J..437 112.-42 39.2 O.D62 Q.395 .N,A. 1.010 y 1.194 5,7 4.3 40.9 1,0113 38.43 0.161.29 6.75 48 14.03 0.239 59.'1 1.04.7 1.11.39 0.7 259 4.29 23,32 1..472 114..57 39.4 0.063 D.399 .N.A .. 1.070 y 1.211 5 •• 4,4 42.1 1,0079 39.99 0.16234, 6.39 .. 14.l.7 0.239 5!t.3 1.04.1 1a.2, D.7 258 4.29 '23.55 1.508 116.75 40.S 0.064 D.404 N.11. 1 .. 069 y 1.2::za s.1 4.5 43.4 1.0045 41.37 0.16337 6.oa 50 14.31 0.239 59,9 1,036 1B.19 0.7 258 4.29 23.7'9 1.545 11~.94 41,9 0.065 D.409 N.A. l.069 y 1.245 4.8 4.6 44.7 1.0012 42.90 0 .16438 S.69 Page ,..+ Sl. 3 .CJi~ 52 14 .59 53 14.73 54 '14.a7 55 15.01 5& 15.15 s, l.5.29 51 15.,t3 S9 15.57 &'D 15.71 61 15.85 62 15.99 63 1&.13 64 1,.21 65 16 .41 '' 1&.55 ,., 1,.,, &Ii 16.13 ,, 16.17 '70 '17.11 71 17.25 72 l.7,39 73 r1.s3 74 17.&7 75 17.81 7& 17.95 77 1.a.09 711 18.:Z3 79 BO Bl. 82 11.37 18.51 18.65 18.79 D.239 D.239· 0.239 0.239 D.239 0.239 0.239 0.2351 0.239 D.239 0.,239 D.239 0.239 0.239 , D.239 0.239 0.239 0.239 o.:u, o.:u, 0.239 0.239 0.239 0.239 D.239 0.239 D.239 0.239 0.239 0.239 0.239 0.239 6D.S 1.030 18.09 0.7 258 '-t.29 61.1 1.024 17.99 0.7 258 4.29 ,1.s 1.01a l.7.89, 0.1 2sa 4..:is 62.2 1..Dl.2 17.78 0.7 258 4.2S ,2.a 1.oOlli: 17.&7 o.7 2sa •.2, 63 • .t '0.999 1'1.56 0.7 258 4.29 64.D 0.993 17.44 0.7 ~51 4.~9 &4.& o.gas ·17.33 o.7 :zse 4.:a 65.2 0.979 17.20 D.7 :Z.58 4.29 65,7 0,972 17,DI Do7 258 4..29 ,,.3 · o.9&5 1c..9s o.7 2sa -t,29 6f.9 D.157 11.82 D.7 251 &7.5 o.,so 11.s, o.7 2511 ,,a.1 0.,42 11.ss o.7 2s11, ,a.7 o.933 1,.40 D .. 7 2s1 fi!l.3 D,925 16,25 0 •. 7 258 &9 .. 8 0.,1, 1c.1a o.7 2s11 70,4 0,9D7 15.94 0,7 258 71.0 0.191 15.77 0.7 258 71., 0.111 1s.,a 0.1 2sa "12.2 'D .. 11"17 15.42 D,7 2511 72.1 0.867 15.23 0 .. 7 251 73.4 a.ass 1s.03 0.1 2s1 73.9 , D.849 14,92 0.7 258 74.5 0.849 14,92 0.7 258 75.1 0.849 14.92 0.7 258 is.7 o.au l.<.,2 0,7 2sil 7&.3 Q.849 '14.92 0.7 258 76.9 77.5 11.1; 78.6 o.u,11•.,2, 0.1 a.a,u 14.92 ' o.7 D.841 14.9:.t D.7 0.849 14.92 D.7 258 258 258 258 4.29 4,29 4.:a 4.29 4.29 4.21 4.29 4.29 4,29 4,29 4.29 4.29 <l,29 4.29 4.2, 4.29 4.2, 4.29 4.29 <l.29 4.29 24.D3 24.26" 24 .. 50 24,74 24,97 25.21 25.45 :as.,a 25.92 2,.2, 26,39 26.63 2&.17 27.10 27.34 27.58 27.81 21.05 28.29 21.52 28.76 29.DD 29.23 21.47 29, 7l. 29 .. 94 30.18 30.42 30.15 3D.89 31..13 31..36 1.581 l..618 1.6~6 1.&93 l.,.732 1.170 1'.109 1.1149 l..881 1.927 1.968 2.008 2.049 2.a,1 2.132 2,174 ::z.:u., 2.760 2.ID3 2,846 2.na 2.934 2.971 3.D24 3,069 3.114 3.160 3.207 3.253 3.301 3.348 3.392 121 .. 16 l.23,39 125.64 127,92 l.30,21 132.53 134 .a& l.37.22 139.59 141.99 l.44,40 146.84. 1.49.30 151.77 l.54 .. :.1!7 , 15&.79 159.32 161.88 l.64.46 167.D& 169.67 172.31 l.74,97 l.77,65 l.80,35 183,DG 185".ID 111.s, 191.34. 19-t.14 196.96 199.80 43.1 44,4 45.7 47,0 48,3 "'·' 51.D s::z.-t 53.8 ss.2 56,6 sa.o 59,5 62.0 62.5 14..0· ,s·.s 67.2 69.D 'JD.I 72,& 74,4 76.3 78.1 aa.o 11.9 83.9 8.5.8 87.1 89.7 91.7 !13.7 0.066 0.06"1 o.osa o.o&s O.D69 0.070 O.D71 D.D72 0.073 0.074 0.075 D.4J.3 0.417 0.422 D.426 0.430 0.434 0.438 o.-t42 D .. 446 0.45D 0.454 0.075 0.457 0 .. 071 · 0.411 O.D77 0.465 0.078 0.4.GI 0.079 D.472 o.aao D,475 o.a,a o.4a11 D.099 o.493 0.100 0.497 D.100 D.502 0.101 a.so, 0,102 D.510 D.103 0.514 0.103 o.518 0.104 o.s22 D.105 0.52& 0.10s o.s3o 0.10& 0,107 D.l.08 0.108 D,53<l o .. 537 D.541 0.544 11.11. 11.11. 11.11. lf .. A. 11.11. N'.A. M.A. K.A. 11.11, ll,A, 11.11. 1.069 l..D67 1.067 1.066 l.,066 1.065 1.0,s 1.064 1.063 l..063 1.062 H.A. 1.061 H .. A. l..D&1 lf.;A. l..D&O M.A. 1,059 11'.A. 1.059 x.A. , 1.os1 Jf.A. 1.057 JI.A. 1,056 11,A, l.,056 Jf.A. 1.055 JI.A. 1.054 M.A. 1.D53 Jf.A. 1.os2 lf.A. 1.051 H.A. 1.D50 Jr.A. 1.050 11.11. l.,049 Jr.A·. 'If.A. Jr.A. ll'.A. 1,049 1.047 1.045 l..045 Y 1.2,2 Y l..279, Y l.,297 Y , 1,314 Y l.,331 ~ l..349 Y 1.356 Y l..394 Y 1.4D2 Y 1.419 Y l.,437 Y l..454. Y 1,472 Y 1.490 Y 1.507 y l..525 Y 1 .. 543 Y 1.772 Y 1.7!0 Y 1.101 Y 1.825 Y 1.142 y 1.859 Y 1.1177 Y 1.194 Y 1.,12 Y 1.930 Y 1.947 y y 1.u:s 1.984. y I 2.002 Y 2.020 4.5 4,2 3',.9 3,7 3,4 3.2 2.9 2,7 2.5 2.3 2.1 l.,9 l.,7 l..5 1,4 l..2 l..l. 0.9 0.1, 0,7 o., o.s 0•4 0,3 0.2 0.2 D.l. O.l. D,O o.o o.o o.o 4,7 4.9 ·~ s.o 5,l. s.2 5,3 5~ 5~ 5,5 5.6 5~ 5.8 SJ s., 6.0 6,l. ,~ ,~ 6,3 6.4 6,4 6J 6J 6.6 6,6 .. , 6.7 •• 7 6~ -~ ·~ 46.D <17.4 41.7 50.1 51.S 52.9 54.3 55.7 57.2 58.6 60,l. &1.6 63.1 64.7 6&,2 ,1.a 69.3 71.0 "12.9 74.7 7&.& 78.4 80.3 12.2 14.1 16.1 88.Q ,a.a ,1., 93.9 95.9 97,9 0,998 44,46 o.~~! 5.34 D.9941 46.06 0.16J:i34 5.01 -• D.9917 47.70 D.l.673 4.69 Q.9896 49.J:7 , D.16824 4.39 0.9856 51.08 0,16917 4.09 D.982? 52.114 D.l.7D07 3.80 • 0.9798 54.62 D.l.709& 3.52 D.976' !5~.4!5 0.17194 3,.29 0,9741' 58.J2 'o.17269 2.99 0.9714 60.23 0.17354 2,:74 0,9&a7 62.18 D.17436 2.51 0.91ilil. 64.16 0.17518 2.28 0.9635 &li.19 0 .. 17597 2.06 o.,,o, &a.2& 0.11&75 1.es 0.9514 70.37 D,1?752 1.66 D.9559 72.53 D.l.?828_ l..47 o.9535 74.72 '0.17902 1.30 0.9511 76.96 O.l8:D3l. 1,13 0.948'1 79.7c 0,18214 D.98 0.9.4.&5 82.56 D.18399 0.84 o.,u2 tS.43 o.1assa 0.10 a.942 88.34 D.18"121 a.SI 0.9398 91,30 D .. 18878 D.47 0.9375 94.30 a.1,02, a.38 0.9355 97.35 D.19175 0 .. 29 0.9334 10D,44 D.19315 D .. 21 0.9313 lDJ.58 D.19451 0.15 0.,293 10&.7& 'o.1gsa2 o.o, 0.92731 lO!l.9910,19708 0.9253 113 .. ~7 D.l.983 0.!f234 l.1&.59 D.l.9.947 0.9215 119.96 0 Page o.os 0 .. 02 0.01 o.ao /6 R.L. FOLEY ASSOCIATES, INC • Seismic Loading . < STRUCTURAL ENGINEERS ~ Reference: 2010 CBC, ASCE 7-05 INPUT: Job Locat(on: SAN DIEGO, CA Site Class D Soll Report 0.2 Sec MCE, Ss 1.338 g Soll Report 1.0 Sec MCE, S1 0.504 g Soll Report Site Coeff., F. 1.000 Soll Report Site Coeff., Fv 1.500 Soll"Report SMS.FaSs 1.338 g Soll Report SM1-FVS1 0.756 g Soll Report Scs-?/3SMs 0.892 g Soll Report Sq1.213SM1 0.504 g Soll Report Ts =So1iSos 0.565 sec Long Period transltton period, TL B.O sec ASCE 7-05 -Figure 22-15 Occupancy Category II Table 1604A.5 Seismic Design Category D Section 1613A.5.6 OUTPUT: Light Pole Class LSBO-B Fundamental Period, T 1.87 sec See structural calculations, pg 13 Seismic coeff., R · 1.5 ASCE 7-05 Table 15.4-2 Overstrength Factor, o 1.5 ASCE 7-05 Table 15.4-2 .. Importance Factor; I 1.00 ASCE 7-05 Section 15.4.1.1 & Table 11.5-1 Redundancy factor, p 1.0 ASCE 7-05 Section 15.6 DESIGN SEISMIC FORCE V=CsW ASCE 7-05 Eqn. 12.8-1 Cs= Scs/(R/1} for TSTs 0,595 g ASCE 7-05 Eqn. 12.B-2 Cs max. for Ts h Cs= S01/T(R/I) 0.180 g ASCE 7-05 Eqn. 12;8-3 Cs min= 0.044Sosf ~ 0.03 0.04 g ASCE 7-05 Eqn. 15.4-1 if s1~ 0.6g, Cs min= 0.8S1/(R/I} N.A.. g ASCE7-05 Eqn. 15.4-2 .. Load Co'mbinatfon, D+ 0.7E .Eqn. 16A-12 & ASCE 7-05 Section 12.4 where E = Eh·+ Ev ASCE 7-05 Eqn. 12.4-1 and Eh= pQE 0.180 w ASCE 7-05 Eqn. 12.4-3 and Ev= 0.2So5D 0.178 D ASCE 7-05 Eqn. 12.4-4 Load Combination, D +·0.7(pQe + 0.2SosD) j Load Combination, D + 0.7(pQe + 0.2S0sD) 1.125 D + 0.126 w Total.SetsmicWelght, W = 5.165 kips See following page ASD LEVEL-SEISMIC SHEAR,V = 0.651 kips !< 2.011994 kips WIND SHEAR !WIND CONTROLS 4/8/2013 Page R.L. FOLEY ASSOCIATES, INC. Seismic Loading STRUCTURAL ENGINEERS Vertical Distribution of Seismic Force, F,. F,V ASCE7-05 12.8-11 & Section 12.8.5 k= 1 684 Item w h, w,h: w.h."/'i.w,h: {:;vx*V OTM , fixtures 0.2 81.00 327 0.170 0.110 8.94 fixtures 0.2 78.50 310 0.161 0.105 8.22 fixtures 0 76.00 0 0,000 0.000 0.00 fixtures 0 73.50 0 0.000 . 0.000 0,00 Too Pole·Sectlon 0.061 78.9 95 0.049 0.032 2.54 2nd Pole Section 0.829 59.17 798 0.414 0.270 15.95 , 1st Pole Section 1;56 22.79 321 0.166 0.108 2.47 Sneaker 0,000 0.00 0 0.000 0.000 0.00 Sec Lt 0 0.00 0 0.000 0.000 0.00 0 0,00 0 0.000 0.000 0.00 0 0,00. 0 0.000 0.000 0,00 0 0.00 o· 0,000 0.000 0.00 Ballasts 0.5 15.00 48 0.025 0.015 0.24 Pre'cast base above arada 1.715 4.00 27 · 0.014 0.009 0.04 Sum 5.165 1925 1.000 0.651 38.40 ASD LEVEL, SEISMIC OTM = 38.40 kle-tt I< 97.03 kip-ft Wind OTM· IWIND CONTROLS 4/8/2013 Page SCOPE: PROJECT: DATE: POLE TYPE= CRETEX CONCRETE PRODUCTS MIDWEST, INC. Analysis of an annular prestressed concrete pole member based on compatible strain procedure per ACl-318.,.0S* with an ultimate concrete strain of 0.003. Musco Standard Pole Base Jan-11-2011 2:00 PM 58 PROGRAM VERSION 2.1 Revised to reference ACI 318 USER DEFINED INPUTS CROSS-SECTION OUTER DIAMTER = D0 = HOLLOW CORE INSIDE DIAMETER = D1 = TENDON CIRCLE DIAMETER = Dt = NUMBER OF TENDONS= N {56 or less and even) TENDON DIAMETER = dt = NOMINAL TENDON AREA= Ap1 = ULTIMATE TENDON STRENGTH = fpu = TENDON YIELD STRENGTH = fpy = CONCRETE COMPRESSIVE STRENGTH = F'0 = MODULUS OF ELASTICITY -STEEL= Es= INITIAL PRESTESS FACTOR= IPF = PRESTRESS LOSS FACTOR = PLF = *PHI FACTOR CALCULATED PERACI 3181999 OR2008 .OUTPUT l?HI FACTOR= lj, = · PRESTE_$SING STRAIN IN TENDON = Bsa = 'cpNqRETE SERVICE STRESS DUE TO PRESTRESS = , . CR,OSS SECTIONAL AREA= GROSS MOMENT OF INERTIA= DISTANCE TO NEUTRAL AXIS FROM COMP. SIDE = c = . QQNCRETE COMPRESSIVE FORCE= AREA OF BONDED REINFORCEMENT= . . MiNIMUM BONDED REINFORCEMENT AREA (ACI 18.9.2) = . :R!=lt\JFORC!=MENT RATIO= Pp= REINFORCEMENT INDEX= m = MAXIMUM REINFORCEMENT INDEX (ACI 318-99, 18.8.1) = STRAND DEVELOPMENT .LENGTH= Ld = .. .• . . • . -RESULTS .. •. •. NQ!y11NAL MOMENT CAPACITY= Mn = D!=SIGN MOMENT CAPACITY= tMn = CRACKING LOAD MOMENT {ACI 18.8.2) = 18.16 INCHES 10.5 INCHES 15.125 INCHES 18 0.5 INCHES 0.1531 IN2 270 KSI 230 KSI 9500 PSI 29000 KSI 0.64 0.82 ACl1999 ·o.9o 0.0049 2265 PSI 172 IN2 4742 IN4 1.82 INCHES 426 KIPS ·2.76 IN2 0.34 IN2 0.0187 0.3578 o.~?40 · .44 INCHES 293 FT-KIPS 264 FT-KIPS SATISF.ED EXCEEDED 130 FT-KIPS SATISFIED CONFIDENTIAL: The Information containea 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 project. The.Information contained herein rs not to be transmilt!;!d to any other organization unless ~pacifically authorized In writing by The Cretex Companies, Inc. · · ·. · · · · · ·. : · : • ... : .. ... ·. ·: ·:·'; ·. ::.: ... . . .. •• =· .• .. ; . : : :. ... . •: . ·. ' DESIGN OF EMBEDDED POLE FOOTiNG- NONCONSTRAINED 201 O CBC Section 1807 A. 7 .3.2.1 Mark/Type INPUT Shear, P lbs = · heioht of P above orade, h ft = allow lateral .brg pressure, s psf/ft = max allow lateral bro pressure .. osf/ft = · 2x Effective P/C Diameter or Reinf Pier, b ft = OUPUT Moment at grade or at depth ingored,'· M ft-lbs = acting lateral brg pressure, S1 psf = allow lateral brg ·pressure, S1 psf = A=2.34P/(S1b) = . Min req'd embedment, d ft = =A/2{1 +(1 +4.36h/A) 112} Add depth ignored ft ·= Total embed req~d ft = USE 30 IN DIAMETER---> USE .30 IN DIAMETER ---> USE 36 IN DIAMETER ---> .. R. L. FOLEY ASSOCIATES, INC. STRUCTURAL ENGINEERS · Ls10.:.s LSB0-A LS80-B A1 (REINF PIER) S3 S1,S2,S4 1,488 1,722 2,012 51.1 48.4 48.2 300 200 300 3000 2000 3000 6.00 2.63 3.04 't ~ "7'c::. B,'/SG; '? x .Z ,P~ 6. E:, ;<.~""'AT 76,036 83,382 97,033 714 759 989 714 . .759 989 0.81 2.02 1.57 7.14 11.39 9.89 8.00 0.00 0.00 15.14 11.39 9.89 16'-0" 14'-0" 16'-0" Page /? 8BARSTRN.WK1 POLE.DESIGNATION: JOB NO: 2013-026 R.L. FOLEY & ASSOCIATES, INC. STRUCTURAL ENGINEERS MANIJFACTORER: LS70-B MOSCO PROuECT: ANA FOOTBALL & SOFTBALL FIELD LAKE FOREST, CA INPUT OUTSIDE DIAMETER, d CONCRETE COVER TO REINF RBINF CIRCLE DIAMETER, r = NUMBER OF REBAR SIZE OF REINF, ,fl: AREA OF REINF REINF YIELD STRENGTH CONC COMP STRENGTH MOD OF ELASTICITY,STEEL MOD OF ELASTXCITY,CONC ASSUME CONCRETE STRAIN DISTANCE TO N .A., c SOLUTION n = Es/Ee BETA a= BETA*e a/d CORVE B FACTOR FOR-AREA COMPRESSION AREA CORVE A FOR ARM TO e.g. DIST. FROM e.g. TO eL. YIELD STEEL STRAIN SPACING OF REINF,THETA DIST FOR THETA 1, d1 DIST FOR THETA 2, d2 DIST FOR THETA 3, d3 DIST FOR THETA 4, d4 DIST FOR THETA 5, d5 CLIENT: LOCATION: CARLSBAD, CA ULTIMATE STRENGTH CHECK OF FdOTING REINFORCEMENT {BY STRAIN ANALYSIS FOR 8 BAR CAGE) 36.00 IN J,50 28.0() IN 8 8 0,79 IN 6.32 · > 60.0 KSI 3.0 KSI 29,000 KSI 3,122 KSI 0.0030 IN/IN MAX 6.52 IN 9.29 0.85 [OBC 2610(c)7C] 5.54 [OBC 2610(c)7A] 0.1538 5,09 IN"2 {MIN As=.005Ag} 0.0738 FROM CHART PG 703 REINF CONC FUND,BY FERGUSON,1965 95. 64 IN"2 0.816 FROM CHART PG 703 REINF CONC FOND,BY FERGUSON,1965 14.69 IN 0.0\)21 IN/IN 45 DEGREEf BENDING STRAIN .STRAND STRESS 32.00 IN el = 0,0117345 J:N/IN fs = 60.0 KSI 27.90 IN e2 = 0.0098461·IN/IN fs = 60.0 KSI 18.00 IN e3 = 0.0052882 IN/IN fs = 60.0 KSI 8.10 IN e4 = 0.0007296 IN/IN fs = 21.2 KSI 4.00 IN es = -0.001158 IN/IN fs = -33. 6 KSI INTERNAL FORCES Fl F2 F3 F4 FS 47.40 94.80 94.80 33.43 -26.53 CONCRETE = -243.89 TOTAL o.oo Ms=phi*Mu/1.6 KIPS KIPS KIPS KIPS KIPS KIPS KIPS Mu= BARSTRAIN DSA BULLETIN 09-06 "DEPTH.GREATER .BASlf.x1s· ULTIMATE MOMENT CAPACITY 100.7 KIP-FT 168.9 KIP-FT 90.7 KIP-FT 4.4 KIP-FT 5.6 KIP-FT 65.1 KIP-FT 435 .4 KIP-FT (ULTIMATE STRENGTH) 244. 9 KIP-FT (WORKING STRENGTH) Page z..:::. POLE FOUNDATION SCHEDULE GROUNDLINE FORC[iS C.I.P. DEEP FOUNDATION (MAXIMUM) TYPE MOMENT SHEAR VERTICAL DIAMETER C.l.P. VERTICAL HOOP TIE PRBCAST (M) (V) (P) INCHES PIER REINFORCING SIZE& BASE FOUNDATION KIP•FT KIPS KIPS• EMBEDMENT (ASTMA6l5,0R SPACING EMBEDMENT DETAIL FEET 60) (ASTM A615,0R FEET 40l LSS70·B 64.13 1.488 1.817 36" 16'-0" 8-#8 #4@6" top 9'· 0",REM.@ 16'-Q11 A 1211 LSS80-A 83,38 1.722 2.311 30" . . 14'-0" NONE NONE . l<l'·O". B LSSSO-B 97.03 -2.012 3.372 36" 16'-0" B . ----·-NONE_~NONE ORCE OOESNC>T INCi.UDE WEIOl;IT OF PREC:AST BASE. SEE PRECAST BASE IDENTIFICATION BELOW FOR WEIGHT 16'-0" m1JC1U~IT1!!Ll'O.E JICOUOHTIHG,l!C, '01.! mlHTR:ATIOII) Ii II II -----, ·a~· l I 1•1.~ CCNQlffl!lll,Cl(flL (IIU1!11111ALIIOTU) -~T1R ti II I (Hl 1'011.fOUNDATION SClf!OUlE) ) ® FOUNDATION DETAIL ~- .:;, POLE IDENTIFICATION LOCATION POLE PRECAST FIXTURE CONFIGURATION FIXTURE MARK TYPE BASETYPE (F!XTIJRES PER EPA CROSSARM) (MAXIMUM) Al LSS70-B 3B 7(4+3) 14.0 S3 LSS80-A 4B 7 (4+3) 15.4 Sl,S2,S4 LSSBO-B 5B 10(5+5) 21.0 PRECAST BASE IDENTIFICATION PRECAST WEIGIIT OVERALL HEIGHT EMBEDMENT OUTSIDE BASE LBS LENGm ABOVE IN Cl.P. DEEP DIAMETER.· f. 3.!' -i lil ii .! i o.,! log~- ':li! f~d Si' .§: ,e J"1M1.-1·uAX.a..,o WJtf. ,.,.., <ft HOOft lKS, TYPE 3B. 4B 5B __ Concrate Pier ~•ler (S1e ~• foun-daUan achediiie) FEET 2670 20'-0" 3,710 22'-0". 5,180 23'-11" © FOUNDATION DETAIL GRADE FOUNDATION INCHES FEET FEET 81-0" 12'-0" 13.375" 8'-0" 14'-0" 15.75" 7'-11" 16~-0" 18.25". ( KXIP DES W/ 135' JlNJ{ @i -NG aNCIQ[ PO: (S"'DCCCRflXIICIDCATOS «J"Mllf.) Yat.M 10,0:,. JCS SJ;CTION fl GENERAL NOTES ~ ~~ fillWi;5\!f CTIQN AND WORKMANSHIP SHALL CONFORM TO 11lE CALIFORNIA BUILDING CODE, WIND-ASCE 7-05, 85 MPH (EXPOSUREC); CATEGORY= II; I= 1.0 . ~fii1i'/.'!i8IJ%1i1~Cc¥1.Af"cfc5R~~;\S;crJs1n8:fuic'liJfil1~6= D; . iiJ'~ SIMILAR TO BUILDINGS; ANALYSIS PROCEDURE• ~LEENDBEARJNG SOIL PRESSURE: IOOOPSFFORMINIMUMEMBEDMEITTOF 10'-0". 1000 FRICTION FOR ISLOLATED POLES EMBEDDED INTO COMPACTED Fll,L AND/OR SANDY ,ONAL SOIL OR 700 PSF FOR ISOLATED POLES EMBEDDED INTO CLAYEY FORMATIONAL ALLOWABLE LATERAL PASSIVE SOIL BEARING PRESSURE: 300 PSF/FT FOR ISOLATED POLES EMBEDDED INTO COMPACTED FILL AND/OR SANDY FORMATIONAL SOIL OR200 PSF/FT FOR ISOLATED POLES EMBEDDED INTO CLAYEY FORMATION AL SOIL. ~~~J:Wm?fu~UWo~~MVBN~.Jfu'\°flWb~ ASSISTANCE IF ANY PROBLEMS ARISE IN FOUNDATION INSTALLATION. • lili82~i~~JJ_~Jxis~T~~Jk~~s'W:f=~j~]l~R ACCORDING TO TIIE SOIL CONDITIONS THAT EXIST. tftPJfitST~~5..°&1fMJEcJl~g~iJj~EAR ON AND AOAINSTFIRM, UNDISTURBED ALL EXCAVATIONS~ OF LOOSE SOIL AND DEBRIS PRIOR TO FOUNDATION ~tkr.\½l~~~E.APPRO~hCW:lH~M~Wc½l~li"~1~~ IFCAV!NG ,CONCRETBSHALLBBPLACEDwrrHA TREMi!! CONCRETE PLACED BY nm TREMlE METHOD OF 1,000 PSI GREATER THANR.EQUIRl!D UNDER CONCRE'l'llBACKFILLSHALLHAVEAMINJMUMULTIMATECOMPRESSIVES'llUlNOTHAT21DAYSOF ~,000 PSL CON11NUOUS SPECW.INSPECl10N ISRJ:QUIRED. ~ BACKF!LLSHALLAlTA!N AMINIMUMSTRENOTII ~~ PSIPR!Oll TO ST!!ELPOLI! USETYPBU/VPORTLANDCEMENTORA8RECOMMENDEDBYmBGEOil!CIINICALENGINEER. MIXINCONFORMANCE:WITHASTM t::-94 AOGREOATESPBRASTMC-33 •• (I"MAXAOG.SIZE) PLACECONCIU!TEIMMEDIAnil.Y AFlllR.COMPLETION OF EXCAVATION AND INSP!lCTION BYTI!E OE01llCIINICALENGINEEll. NOEXCAVATIONSSHALLBELEFTUNPRO!l!CTEDOROPEN OVERNKlHI'. -•~~~BEPLA~~PljllAiuJli,~p~~~~~TO CON~FROM~Wil~h111ESIDES<;JF1HEEXCA,VATION. VIBRATBTOPSFT. • . RICL\L IN8PJCTIQNS ·•SPl:aALINSPl:C110N JSRl:OUDIJ:l)FOJl TIIU'OLLOWINIXfEMS: • · L JOllPLACEMENI' OFm.L 12".0llMOIIJ:Dl!:EP IN ACCORDANCll:WIDISECTION 1704.7 2. JORCAST-IN-PLACEDUP rotlNDA'!10N_ILEMENTSJNACCORDANCZWI1HTABu:17N-' MlSCELLANEOUS ~BB~~IO'.O'~llORJ7.CHr~FllOMANY ~AILATION~~sc:o uoilmio; INC.BASES, AL~ TIOIIS,AND FllCI1JllE: EPA •2.2 MAX SQ FT; WEIOHT• 40.0 LBS (PEil MUSCO UOHTING, INC.) POLE SUPPORT FOUNDATION ARMY AND NAVY ACADEMY FOOTBALL & SOFTBALL FIELD LIGHTING SAN DIEGO, CA MUSCO LIGHTING, INC. 2107 STEWART ROAD MUSCATINE, IOWA 52761 R L. FOLEY & ASSOCIATES, INC. STRUCTURAL ENGINEERS 25652 ASHBY WAY LAKE FOREST, CA 92630 DATE: 04/01/13 SHEET Cl OF! POLE FOUNDATION SCHEDULE GROUNDLINE FORCES C.J.P. DEEP FOUNDATION (MAXIMUM) TYPE MOMENT SHEAR VERTICAL DIAMETER C.l.P. VERTICAL HOOP TIE PRECAST (M) (VJ (P) INCHES PIER REfNFORCING SIZE&. BASE FOUNDATION KIP-FT KIPS KIPS• EMBEDMENT (ASTM A61S,GR SPACfNG EMBEDMENT DETAIL 60) (ASTM A6 IS, GR FEET 401 FEET 64.13 8-#8 #4@6" top 9'· 16'-0" A LSS70-B l.488 l.817 36" 16'-0" 0",REM.@ 12" LSS80-A 83.38 1.722 2.311 30" 14'-0" NONE NONE 14'-0" B LSS80-B 97.03 2.012 3.372 36" 16'-0" NONE B ERTICAL FORCE DOES NOT INfLUDE·WEIGHT OF PRECASYBASE--:-sEE PRECAST BASE IDENflFICA TION BELOW FOR \VEIGHT NONE L.. 16'-0" !if Sl11JC1U!ElittElPOlE iru,COUGHTIIG,flC EPOUIDEMlFICATl<lff) ii -·-·-·· ·-·· ............ , ... ,., .. -... 11.,--····· II i CCNCRETEIACKFLL (SEE ........ NOTES) ......... TER ·-:- ii u ISEE. POl'E FQJt«>.\TION SCHEDUlE) '. ~ i ) ® FOUNDATION DETAIL POLE IDENTIFICATION LOCATION POLE PRECAST FIXTURE CONFIGURATION FIXTURE MARK TYPE B~ETYPE (FIXTURES PER EPA CROSSARM) {MAXIMUM) Al LSS70-B 3B 7 (4+3) 14.0 S3 LSS80-A 4B 7 {4+3) 15.4 Si,S2,l:!4 LSS80-B 5B 10{5+5) 21.0 PRECAST BASE IDENTIFICATION PRECAST WEIGIIT OVERALL HEIGIIT EMllEDMENT OUTSIDE ~ li,l' ., ;; ~i ! :Ii ~:; ,!i ~ 1D C i: j ii 8: ·ue 1.12111 i;,i l"JMt.-lwl.lAX,.0.JllO 'IJ'lf. MlffJ'. O'I HOOP "MS, BASE TYPE 3B 4B SB _ Con~rch Pl~r CMometer (S1e pole ftHJl'ldotion 1chedute) LBS 2,670 3710 5 180 LENGTII ABOVE IN C.I.P. DEEP DIAMETER- FEET GRADE FOONDATION INCHES ~'EEi' FEET 20'-0" s•-0n 12·-0· 13.375" 22'-0" 8'-0" 14~-0n 15.75" 23'-11". 7'-11" 16'-0". 18.2S" { IDCP FIES W/ lll" JQJr ~!CAST II.SC NC> a:»arr£ PO: (STAGC£R HOOt< lDCAftlNS «r MW.) Y at.At JO ICIOfl·Jt:s (f;) ~~UN0A TION .DETAIL Sf:CTION fl GENERAL NOTES ~ ALL CONSTRUCTION AND WORKMANSHIP SHALL CONFORM TO THE CALIFORNIA BUILDING CODE. 2010 EDITION . WIND-ASCE 7-0S, 85 MPH (EXPOSURE C); Cl,TEGORY= II; I= 1.0. ·ii~18~fJ'X.AflcfJR~~i~Js1;jg:JoR~~-~f}trJ= D; :)MILAR TO BUILDINGS; ANALYSIS PROCEDURE• C\iUIVI\Lt:.Nl J.,J\tJ:JVU.t'V.K\..t:.t'KUl,.;1=.UUtu:. REFERENCE POLE LOCATION ORA WING FOR ACTUAL POLE PLACEMENT AND SITE LOCATION. THE CON1RACTOR IS SOI.ELY RESPONSmLE FOR. ALL CONSTRUCTION PROCEDURES AND SAFETY CONDITIONS ATTHEJOB SITE. SOIL DESIGN PARAMETERS • ~~r,~~i1?&CHJ8fil:fi~f'i1.'ifPARED BY CHRISTIAN WHEELER ENGINEERING, DATED !'/fcnl3~PJi?ln\'.ffli~~8~~go,M1Yi!h~~&'ffl8tl/';'Zlr1~ SOIL OR 700 PSF FOR ISOLATED POLES EMBEDDED INTO CLAYEY FORMATJONAL ALLOWABLE LATERAL PASSIVE SOILBEARINO PRESSUllE: 300 PSF/FT FOR ISOLATED POLES EMBEDDED INTO COMPACTED FILL AND/OR SANDY FORMATIONAL SOILOR200 PSF/Ff FOR ISOLATED POLES EMBEDDED INTO CLAYEY FORMATIONAL SOIL. A REPRESENTATIVE OF CHRISTIAN WHEELER ENGINEERING SHOULD BEAVAll.ABLE ATTHETIMB ~sW!l..&~~rf"cMif~l\8~l/?i'fffllWMoillsWf_ff,.f~ANDTO PROVIDE ~g~wwJm.i~~JJ.crtw.t.-T~r!J?m~8'NFffikf~oo%0r1IDJ:&R.~fuOR ACCORDING TO THE SOIL CONDITIONS THAT EXIST. Af>li. ~.M~~tf:&?,.O~~fill'-~=:EAR ON AND AOAINSTFIRM. UNDISTURBED ALL EXCAVATIONS MUST BE FREE OF LOOSE SOIL AND DEBRIS PRIOR TO FOUNDATION ~~-AJl<fuc~t~~W.J:i~BM!fuCMf~rs\lk~IFCAVING {\EA'M1t~.&Jt~~gi~~J\!'~~~ !11,~TESlRENGTH OF 1,000 PSI GREATER lllAN REQUIRED UNDER CONCRETE BACICFILLSHALLHA VEAMlNIMUMULTIMATECOMPRESSIVESlRENGTH AT28 DAYS OF 3,000 PSL CONl1NUOUS SPECIAL INSPECilON IS RJ:QUIRl:D. ~ BACKFILL SHALL ATTAIN A MINIMUM STRENGTH OF2,SOO PSIPRIOR TO STEEL POLE USE TYPE UN PORTLAND CEMENT ORAS RECOMMENDED BY THEGEOTFalNICALENOINEER. MIX IN CQ'IFORMANCE Wl1lf ASTM C-94 AOGREOATESPER.ASTMC-33 .. (l"MAXAOO.SIZE) PLACE CONCRETE IMMEDIATELY AFTER.COMPLETION OF EXCAVATION AND INSPECTION BY THE GEOTF.cHNICALENGINEER. NO EXCAVATIONS SHALL BE LEFT UNPROIECTED OR OPEN OVERNIGHT. . . --,~~~lff{~ONE~~~fffl8}f.mo~~:ro ···-- CON~"FROMSTIUKINOTHESWOFTIIEEXCAVATION. vmMTETOP5FT. SPECIAL JNSP£CTIONS f~~m.~'fsmh,Ulfi~~>,,f111Eifl'.-~~~i:EW1TH CTION179'.7 2. ,toRCAST•IN-PLACEDIZP1'0lJNDA~E~~INACCORDANC£~TABLE179'-' MISCEU.ANf.OUS FIXTIJRESMUSTBELOCATEDTOMAINTAINIO'-O"MINIMUMHORIZONTALCLl!ARANCEFROMANY OBSTRUCTION.PO~,.\'IXTURES. PROCAST BASES, ELECJRICAL ITEMS,SPECIJICATJONS, AND INSTAILATKlN PER MuSCO L!OlmNO, INC. ., FIXTIJRE: EPA• 2.2 MAX SQ FT; WEIGIIT •40.0 LBS (PER MUSCO LIOIITING, INC.) POLE SUPPORT FOUNDATION ARMY AND NAVY ACADEMY FOOTBALL & SOFTBALL FIELD LIGHTING SAN DIEGO, CA MUSCO LIGHTING, INC. 2107 STEW ART ROAD MUSCATINE1 IOWA 52761 R. L. FOLEY & ASSOCIATES, INC. STRUCTURAL ENGINEERS 25652 ASHBY WAY LAKE FOREST, CA 92630 DATE: 04/01/13 SHEET Cl OF! ·> POLE FOUNDATION SCHEDULE GROUNDLINE FORCES C.I.P. DEEP FOUNDATION (MAXIMUM) TYPE MOMENT SHEAR VERTICAL DIAMETER C.l.P. VERTICAL HOOP TIE PRECAST (M) (V) ' (P) INCHES PIER REfNFORCING SIZE& BASE FOUNDATION KIP-FT KIPS KIPS* EMBEDMENT (ASTM A6 I 5, GR SPACfNG EMBEDMENT DETAIL FEET 60) {ASTM A6 Is. GR 40) FEET 64.13 8-#8 #4@6" top 9'-LSS70-B 1.488 l.817 . 36" 16'-0" O",REM.@ 16'-0" A 12" LSS80-A 83.38 1.722 2.311 30" . 14'-0" NONE NONE 14'-0" B LSS80-B 97.03 2.012 3.372 36" 16'-0" NONE NONE B I 16'-0" VERTICAL FORCE DOES NOT IN~LUDE WEIGHf OF PRECAST BASE. SEE PRECAST BASE IDENTIFICATION BELOW FOR WEIGHT 1 ,Hf SlRlJClllRE. STEEL POlE f 11uscoUGHTING,NC. cE POLE IOENllFICATION) :i ~~ ~~ IE ~ . _...,. ... ,\ ----·-··· ---··-·······~--·--l~ -········· ··--...... ······· LIGHT STRUCI\JRE PRECAST p 3 ~ BASE BY t.lJSCO LIGH~. IHC. : • ~ ll;! {SEEPO..EIIEHTFlCATION'I :' -~ . C1. :!; fNISHEDGRAOE~· ii ;; V. ~ §' ~@ c., X z <.> w rn _, i5 ~~ ~ ~ ::: a :E .... w uJ ~ uJ w .!!? COICRErE SACKFll..l (SEE GENERAL NOTES) • DIAMETER ,. ~ ... hJ (SEE PCitE FOUNDATION SCHEDULE) .. \·.I . .::t1·--.-1;; .. , b • ,1 , ·•. 1 ·: ~--. j F4 :if r~l ) 1· ·Ii UNOISTURBED.IN-SITUSOll : I ;/lt ·( (SEE GENERAL NOTES} •· iP, . . •. ,... 1-...... ~ ® F'oUNOATION DETAIL .. .:: :S 0 c~ u u J :i ~-i u .c E ~ "Cl • U C 0 O E,;:: ILi 0 .., '-C .!!! g a.._'4:'" u u POLE IDENTIFICATION LOCATION POLE PRECAST FIXTURE CONFIGURATION MARK TYPE BASETYPE (FIXTURES PER CROSSARM) AI LSS70-B 3B 7 (4+3) S3 LSS80-A 4B 7 (4+3) S1,S2,S4 LSS80-B SB 10 (5+5) · PRECAST BASE IDENTIFICATION PRECA,s'r WEIGHT . OVERALL HEIGHT . E:t;,{BEDMENT · 7;1; t_.,=!£ t.i~h BASE TYPE 3B. 4B. SB LBS LENGTH ABOVE IN,:C.I.P. PEEP FEET GRADE FOUNDATiON. FE£T FE£T 2,670 20.'-0" 8'-0" ·, 12'-0" 3,710 • .. 22'-0" 8'-0" · 1°4'-0" 5,180 23'-l l" · 7'-lf" 16'-0" l"SS7>nrc0at Base l;lon by· Musco Lighting, Inc. (Sea pole schedule) CUT 8 ACK SP ALL &: ADO Pl:. YWOOO 1 IN ADDITION TO 01HER ·woRK NEEDED TO· INSURE .CLEAN EXCAVATION P.RIOR TO ANO DURING PLACING Or CONCRETE Hoop Ties {AS1'M A615, Gr. -40) &Vertlcol Reinforcing (ASTM A615, Gr. 60) -See pole foundation schedule. (No Spllca) SEC fl ~- ~ AST IN ·PLACE CONCRETE . , .. . \1BRATE CONCRETE F~ FULL HEIGHT POUR AGAINST UNDISlURBEO SOil. . AS APPROVED ·ey GEOTECHNICAL ENGINEER). · ~ . FIXTURE EPA (MAXIMUM) 14,0 15.4 21.0 .. OUTSIDE DIAMETER·· INCHES 13.)75" 15.75" . · IS.25" J" """'· -a· 11AX.. cJl--,.m-.J-,.--====_=:J:I::::;:-==~-l!mt!::== 'l . HOOP 11£:S W/ IJ5' J-OOK ~ECAST ~[ AICl CONCRETE PiE:R \SIT. REIN~. OR HOOP TIES. (STAGG[R HOOK LOCATIONS . Concrete Pier Diameter .go· MIii.) · (See pole louodotio.n schedule) J" CtE:AII ro llOOP ll£s (i;) FOUNDATION DETAIL SECTION HJ GENERAL GENERAL NOTES ALL CONSTRUCTION AND WORKMANSHIP SHALL CONFORM TO THE CALIFORNIA BUILDING CODE. 2010 EDITION. WIND-ASCE 7-05, 85 MPH (EXPOSURE C); CATEOORY= II; I = 1.0. SEISMIC-Si= l.3J]i ~1= 0.504; Sp~ 0.89~ Sm= 0.SQ_t OCCUPANCY CATEGORY= II; I= LO; SITE CLASS= D; R= I.t Ca=u.126 MR.JI. ( ASD LEVEL); Sl::.ISMIC Du.IGN CATEGORY= D; SEISMIC-FORCE-RESISTING SYSTcM= NON-BUILDING STRUCTUREJIOT SIMILAR TO BUILDINGS; ANALYSIS PROCEDURE= EQUIVALENT LATERAL FORCE PROCEuURE. REFERENCE POLE LOCATION DRAWING F(;>R ACTUAL POLE PLACEMENT AND SITE LOCATION. j THE CONTRACTOR IS SOLELY RESPONSIBLE FOR ALL CONSTRUCTION PROCEDURES AND SAFETY CONDITIONS AT THE JOB SITE. . ' SOIL DESIGN PARAMETERS REFERENCE GEOTECHNICAL REPORT PREf ARED BY CHRISTIAN WHEELER ENGINEERING, DATED ~CH 12, 2013; CWE JOB NO. 2120311.12. ALLOWABLE END BEARING SOIL PRESSURE: 8000 PSF FOR MINIMUM EMBEDMENT OF 10'-0". 1000 PSF SKIN FRICTION FOR ISLOLATED POLES EMBEDDED INTO COMPACTED FILL AND/OR SANDY FORMATIONAL SOIL OR 700 PSF FOR ISOLATED POLES EMBEDDED INTO CLAYEY FORMATIONAL SOIL. ALLOW ABLE LATERAL PASSIVE SOIL BE.ARING,PRESSURE: 300 PSF/FT FOR ISOLATED POLES EMBEDDED INTO COMPACTED FILL AND/OR SANDY FORMA TIONAL SOIL OR 200 PSF/FT FOR ISOLATED POLES EMBEDDED lNTO CIA YEY FORMA TIONAL SOIL. A REPRESENTATIVE OF CHRISTIAN WHEELER ENGINEERING 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 lHAT WILL REQUIRE SPECIAL DESIGN CONSIDERATIONS OR EXCAVATION PROCEDURES MAY EXIST. POLE FOUNDATIONS MAY NEED TO BE REANALYZED ACCORDING TO THE SOIL CONDITIONS THAT EXIST. I ALL PRECAST BASES· AND CONCRETE BACKFILL MUST BEAR ON AND AGAINST FIRM, UNDISTURBED SOIL OR AS APPROVED BY A GEOTECHNICAL ENGINEER ALL EXCAVATIONS MUST BE FREE OF LOOSE SOIL AND DEBRIS PRIOR TO FOUNDATION 'INSTALLATION AND PLACEMENT OF CONCRETE BACKFILL. CASING MAY BE REQUIRED IF CAVING OCCURS. IN SUCH A CASE, APPROVAL BYIAGEOTECHNICAL ENGINEER IS REQUIRED. ALL EXCAVATIONS MUST BE FREE OF WATER OR CONCRETE SHALL BE PLACED WITH A 1REMIE PIPE IN ACCORDANCE WITH ACI STANDARD 336. CONCRETE PLACED BY THE 1REMIE METHOD SHALL HA VE A MINIMUM ULTIMATE STRENGTH OF -1,000 PSI GREATER THAN REQUIRED UNDER "CONCRETE BACKFILL" BELOW. i . . . CONCRETE CONCRETE BACKFILLSHALL HA VE A MINIMUM ULTIMATE COMPRESSIVE STRENGTH AT 28 DAYS OF 3,000.PSI. CONTINUOUS SPECIAL.INSPECfION IS REQ:cmu;D~ CONCRETE BACKFILL SHALL ATIAIN A MINIMUM STRENGTII OF 2,500 PSI PRIOR TO STEEL POLE ERECTION. ' . · USE TYPE IlN PORTLAND CEMENT OR AS)ffiCOMMENDED BY THE GEOTECHNICAL ENGINEER. ·1 ' . :MIX IN-CONFORMANCE WITH ASTM C-94 I AGGREGATES PER ASTM C-33 .. (1" MAX AGO. SIZE) PLACE CONCREI'E IMMEDIATELY AFTER COMPLETION OF EXCAVAT'10N AND INSPECTION BY THE GEOTECHNICAL ENGINEER. NO EXCAVATIONS SHALL BE LEFT UNPROTECTED OR OPEN OVERN):GHT. . . .. ,.CONCRET-E SHALL..BE P.I-..ACED-IN··ONE CON-f.INUOUS-0P-BRA-llON{N0 f:ONS1Rt:JGTI0N-JOIND TO · ··-·· -· GRADE. WilHSPECIAL EOUIPMENT WITH A MAX1MUM FREEF AU. OF 5 FT AND TO PREVENT , CONCRETE FROM STRIKING THE SIDES OF THE EXCAVATION, VIBRATE TOP 5 FT. §PECIAL INSPECTIONS SPECIAL INSPECTION IS REQUIRED FOR 1HE FOLLOWING-ITEMS: l. FOR PLACEMENT OFFll,L 12" .OR MORE DEEP JN ACCORDANCE WITH SECTION 1704.7 2. FOR CAST-IN-PLACE DEEP FOUNDATION ELEMENTS JN ACCORDANCE WITH TABLE 1704.9 I MISCELLANEOUS FIXTURES MUST BE LOCATED TO MAINTAIN 10'-0" MINIMUM HORIZONTAL CLEARANCE FROM ANY OBSTRUCTION.POLE§1 FIXT~JRECAST BASES, ELECIRICAL ITEMS.SPECIFICATIONS, AND INSTALLATION PER MUSCO LlGn11NG, INC. FIXFURE:. EPA= 2.2 MAX SQ FT; WEIGH!';,, 40.0 LBS.(PER MUSCO LIGHTING, INC.) POLE SUPPORT ' FOUNDATION ARMY AND NAVY ACADEMY FOOTBALL & SOFTBALL FIELD LIGJ.-ITING SAN DIEGO, CA \ MUSCO LIGHTING, INC. 2107 STEW ART ROAD MUSCATINE, IOWA. 52761 R. L. FOLEY & ASSOCIATES, INC. STRUCTURAL ENGINEERS 25652 ASHBY WAY LAKE FOREST, CA 9_2630 . -. -,..~JA. ·.i' I DATE: I 04/01/13 SHEET I Cl ·1 OF I ,, .: Turner Army Navy Academy Site Prep Work Project# 121340 2605 Carlsbad Boulevard Car!sbad, CA 92008 Tel~phone: Fax: Submittal Transmittal [For Reviewer] March 26, 2013 Date: 3/26/13 Transmittal No: 0118 transmitted To: Kevin Hallock House & Dodge Design 1929 Hancock Street \ Transmitted By: M.Cicero Rodriguez Turner-Construction Co. Suite 200 ( 9330 Scranton Road SUITE 300 San Diego, CA92121 San Diego, CA 92110 Tel: 619-557-0575 Fax: 619-557-0577 . Tel: 858-232-5758 Su.bmltt.11l,Pac~11ge No. ,0013 -033000 -0 Qty ·spec Sub Section 0001 0~47.13 l CC:_: . Company: Name Army & Navy Academy Arf!!y & Navy Academy Army & Navy Academy Army & Navy Academy Turner Construction Co. Turner Construction Co. Remarks Kevin/ Justin - 1.4 C Fax: -Descr.lptlol'l Tilt-up Wall Panel Uft Point-Connection _Shop ~rawing ,Item # ltev Type 00152 0 Shop Drawings Contact Name Ed Roe Frank Monteleone James Callaghan Jr Lt. Col. David Witwer Jason Falco John Travis Tilt-up Wall Panel Lift Point Connection Shop Drawing Fax Number Coples 760.683.3660 1 1 1 1 1 :o.1,1e,.Date 3/28/13 ,ltei:n Action .. :Notes AP AN RR RJ -~ ... · ....,_. ___ , ' ,,,.,.,.,,...,,. ' ' Tilt-up Wall Panel Lift Point Connection Shop Drawing by Hub Fab 03.26.2013 (Total of 23 Sheets). Notes AP=Approved AN=Approved as noted SJ RR=Revise and resubmit RJ=Rejected .... , ... , .. ' I See attached Tilt-up Wall Panel Lift Point Connection Shop Drawing prepared by Hub Fab for RC Construction Services. RECEIVED APR O 1 2013 CITY OF CARLSBAD BUILDING DIVISION Please EXPEDITE review. Thanks, Cicero Rodriguez RECJ:IVED APR O 1 20i3 City of Carlsbadrv oF c~~:~~ Building DivisiGV,JlLDING TCCO -Submi!lal Transmittal -For Rev!Al'l"l'-'¥4isi-(et1E-D BY· P<( RPTRevised: 5/23/12 Flt"t"'t'\VV ·--1~;:,,i,,.~--------- fSSUEQ BY: 7SV::2 03/26/2013 SPECIAL INSTRUCTIONS: TURNER CONSTRUCTION COMPANY Reviewed for General ~eptaiice only. This l't!Vl&W does not relieve the Subcontractor of the rasponslb!7rty for making the • work contOfrrl to the requirements of the contract. The SUbcontractof Is responsible for all dimensions, correct fabrication and accurate fit. With the work of other trades. SUBJECT TO ARCHITECTS APPROVAL ' BY: C Rodriquez I SPEC NO. PARAGRAPH ----·· Oil/034713Part1.4C DATE· Qal,26/2013 I SubmlttaW0013-033000-CI I -~r-· Construction SuppJfes ond Equipment M EmploJ"ttOWtrtil Conip<llf1' The Real Contractor's Cltoicel" · Project: ./«P-M;'1 ,JAi.J'{ ~&M-:( Location: ~1--70~ 1 {Jc.- Job No.: ----~--=---:2-;.;.__ ___ _ Date: -----~-i_-2._t,_._1_?2~--- Bldg. No.: _____ -______ _ Contractor: -,---___.fZ..___L-. __ ~__,,__-~=-_.......-L, _,,_· __ P,ANEL CONTRACTOR 1. Panels are viewed as noted on the panel layout sheet. . . 2. Concrete modules of rupture ( as determined by test beam break) shall be at least ~ P.S.I. prior to erecting panels, corresponding approxi- 4. BrL.ing designs are based on wind load pressure oflf*) t~ lbs. per square foot. If :this wind load pressure does not satisfy local conditions or code requirements contact Hub Construction Spe- cialties, Inc. for additional recommendations. -mately to a compressive strength of -1.•f26JO P .S .I. Test specimens shall be truly representativ~ 5. Maximum applied brace load V.!10!? lbs. per brace. of the actual condition of the concrete in the panel 6. at the time of erection. 3. Panels layout~ are based on concrete having a unit weight of l;P lbs. per cubic foot. All reinforcing steel shown on attached panel lay- outs shall be grade VO , and is in addition to the reinforcing steel shown on the Architect/ Engineer's Plans unless other wise noted. CRANE CONTRACTOR 1. Maximum panel weight ·4:9·;-J tons. Maximum insert load t.,. ~ tons. 2. Maximum panel height ~·, .. 3. Use spreader beams of such length that rigging is at a 90° ±. 5° angle with the spreader beam, unless shown or noted otherwise on panel layout sh~et. Rigging must be modified when called for on panel lay~mt sheet. CORPORATE HEADQUARTERS 379-SouthIStreet, San Bernardino, CA92410 . (909) 379-2100 • Fax(909) 885-0983 • (800) 966-4482 • (888) HUB-HASIT ONTARIO (800) 229-2482 INDIO (800) 486-4482 SAN MARCOS MURRIETA . (800) 252-5482 (866) 482-4274 (866) HUB-Hasit HESPERIA (800) 229-~2 BAKERFIELD FRESNO (®~~> •• , SANTAANA (800)482-4274 (800) HUB-Hasit RANCHO CORDOVA . (80_0) '755.2266 SANDIEGO (800)441-7255 GLENDALE (800) 889-4482 SANTA CLARITA (800) 801-4866 · Rtb~r F.-brl~.ati~n,. E8'.lm•lln,u,. &-Det.alll.ng LAKE HAVASU CITY, AZ (800) 369-9509 1359 West Rialto Street (909} 884-6706 San Bernardino, CA ·92410 "Our ·Reputation is BuHt on Service01 TURNER CONSTRUCTION COMPANY Reviewed for General Acceptance only. Thi$ review dou not . relieve the Subcontraclor of thtt responslblllty for making the 'Mlrk conform to the requirements or the conlract. The Subcontractor 1s responsible for au d1menmns, correct fabrication' and accorate lit with the work of othef' lrades SUBJECT TO ARCHITECTS APPROVAL BY,. ~ I 6~~~~;:~~RAPH DATE: 03{26/2013 ·I ~~0013-033000-0 TILT WALL CONSTRUCTION General Instructions and Desjgn Criteria· . f. Candrudlon Sup~llu and Xqulpmtnl .A11&,,,JOJ-.•Ou11r,IC°"'po,,r TJ,e Real Co11tractor's CJ,olceJ• . 1. THESE DRAWINGS ARE FURNISHED BY HUB CONSTRUCTiON ENGINEERING. SOLELY FOR INSTALLING LIFTING HARDWARE AND IS TO BE USED ONLY IN CONJUNCTION WITH ENGINEERS PLANS, IN NO WAY ARE THEY TOBE USED AS SHOP DRAWINGS FOR PANEL FABRICATION. 2. ALL INSERTS SHOULD BE FREE OF RESTRICTIVE DEBRIS AND/OR FOREIGN MATTER. 3. INSERT PATTERN CONFIGURATIONS ARE DEPENDENT UPON THE RIGGING DETAIL SPECIFIED. 4. · TO PROPERLY SECURE BRACES AND STRONGBACKS, THE BOLTS MUST PENETRATE THE INSERT COIL AND EXTEND 1/2" BEYOND THE BOTOM OFTHE-COIL;HOWEVER, THE BOLTS SHOULD NOT BE ALLOWED TO BOTTOM OUT OR BEAR ON THE CONCRETE AT THE BOTTOM OF THE VOID. 5. INSERT AND BRACE LAYOUT DEPENDS UPON PANEL CONFIGURATION. HUB CONSTRUCTION SPECIAL- TIES MUST BE ADVISED IMMEDIATELY IF ANY PANEL IS REDSIGNED OR CHANGES IN ANY WAY FROM THE CONFIGURATION SHOWN, 6. PANEL ANALYSIS AND LAYOUT ASSUMES NO DISCONTINUITIES DUE TO SHRINKAGE CRACKS. THE PANEL CONTRACTORS IS ADVISED TO PROPERLY STRONGBACK ANY SIGNIFICANT CRACKS WHICH MAY DEVELOP PRIOR TO THE LIFTING SEQUENCE. 7. PANEL ANALYSIS ASSUMES ZERO IMPACT BOND BETWEEN CASTING SURFACE AND PANEL. A BOND BREAKER SHALL ALWAYS BE USED. . 8. PANEL ANALYSIS ASSUMES ZERO IMPACT (NO SUDDEN LOAD APPLICATION) DURING PANEL ERECTION. INSERT DESIGN PROVIDES A SAFETY FACTOR FOR NORMAL DYNAMIC ERECTION LOADS ONLY. · 9. PANEL ANALYSIS ASSUMES TRIM-BAR AROUND ALL OPENINGS AND AT LEAST MINIMUM CODE STEEL IN ALL PRECAST SECTIONS, 10. ALL REINFORCING STEEL.SHOWN ON THE PANEL LAYOUT SHEETS IS FOR ERECTION PURPOSES ONLY AND IS IN ADDITION TO THE REINFORCING STEEL SHOWN ON ARCHITECT/ENGINEER'S PLANS, UNLESS OTHERWISE INDICATED. ADDITIONAL REINFORCING STEEL CALLED FOR ON THE PANEL LAYOUT SHEET SHALL BEASTM GRADE 40 OR GRADE 60 AS NOTED AND MUST BE PROVIDED, PROPERLY LOCATED AND WITH CONCRETE COVER AS NOTED. · 11. STRONGBACKS, WHEN REQUIRED, Sf.{ALL BE EITHER #1 DOUGLAS FIR LUMBER WITH MINIMUM FS OF 1500 PSI, FREE OF KNOTS AND DEFECTS; OR ASTM A-36 STEEL MEMBERS AS SPECIFIED ON THE PANEL LAYOUT SHEETS. . . _ 12. RIGGING CONFIGURATION.AND MINIMUM CABLE LENGTHS MUST BE AS INDICATED AND UNLESS OTH-· ERWISE NOTED SHOULD CONFORM TO THE RIGGING CONFIGURATION SHOWN ON THE "RIGGING".IL- LUSTRATION SHEET. 13. ALL INSERTS SHALL BE ACCURATELY LOCATED AND FIRMLY WIRED IN PLACE SO THAT THE CENTER- . LINE OF THE INSERT IS PERPENDICULAR TO THE LIFTING SURF ACE EXCEPT AS OTHERWISE NOTED. 14. ALL BOLTED HARDWARE SHALL FULL BEARING ON THE CONCRETE SURFACE AND ALL ATTACHMENT BOLTS BEAR FULLY ON THE HARDWARE. CUT WASHERS MUST BE USED WITH ALL LIFTING PLATES. 15. ERECTION AND ATTACHMENT BOLTS SHALL BE PROPER LENGTH AND WELL TIGHTENED TO PREVENT SLIPPAGE. BOLTS SHOULD PROJECT AT LEA.ST 3/4" BEYOND THE BOTTOM OF THE INSERT COIL, BUT MUST NOT BEAR ON CONCRETE AT THE BOTTOM OF THE VOID. 16. THE PRECAST ELEMENTS MUST BE TILTED TO NEARVERTICAL POSITION BEFORE ANY MOVEMENT OF THEBOTIOM. 17. IN THE EVENT WELD PLATES, BEAM POCKETS, OR OTHER MISCELLANEOUS ITEMS INTERFERE WITH IN- SERT PLACEMENTS OR PANEL ERECTION, CONTACT HUB CONSTRUCTION SPECIALTIES FOR RECOM- MENDATIONS. 18. PRIOR TO LIFTING ANY PANEL APPLY INITIAL CABLE TENSION MAKING CERTAIN THAT THE BAIL OF THE LIFTING HARDWARE IS ALIGNED IN THE DIRECTION OF THE LOAD AT ALL TIMES. 19. SWIVALS OR DOUBLE CLEVIS ARRANGEMENT IS RECOMMENDED TO ALLEVITE ANY CABLE TWIST. 20. CONTRACTORS MUST FRNISH ALL CRAFTS CONCERNED COPIES OF ALL DETAILS. RIGGING CONSIDERATIONS RESPONSIBILITY: The erector must ensure that all lifting equipment is operated by trained,. competent operators. He must also select and provide lifting equipment suitable for the loads to be lifted and be able to direct the movement of crane and load to en- sure personnel safety. RIGGING/HOISTING SAFE PRATJCES: 1. Know the safe working loads of the lifting equipment and never exceed those limits. 2. Carefully examine all hardware, equipment, tackle, slings, etc., before use and discard defective component components. -R-21 Min.Cable 'Length -.80H .Min.Cable Length -1.0125H Min.Gable · Length -2.9822H Min. Upr. Cable Length -.99H Min. Lwr. Cable Length-.66H F.M:>2-·or-R-12 R-2-2 R-32 TURNER CONSmUCTION COMPANY Rev1ewedforGeneralAcceptanceonly. Thlsrevlewdoesnol ~ , rebeve the Subcontractor of the responsibdity for making the •• ., I, , : : : '•· • ~- work conform to the requirements of the contract. The ' • ·•; /' -® - Subcontractor Is responsible for all cllmensJons, correct i fabrication end accurale fit with the work of other trades, SUBJECTTOARCHlTECTSAPPROVAL • BY. ~yg_ I :~~~~~3·:~~RPPH DATE· 03!2Af20lil l Submlttlll 0013-033000-0 C:0n11ru<1J0n Suppl!cs nnd Jlqulpmcnt An&tplfl>•ttDMtttr/CtfflJNIIIJ Tl,e Reul Co11tructor'., Cltolcet• 3. Never rig,or hoist in hazardous weather conditions. High winds, cold weather and standing water, for example, can sub- ject workers to extreme danger when handling a wall panel. 4. Exercise extreme caution when lifting near electric power lines. 5. Safe working loads, of rigging and hoisting equipment, are based on ideal working conditions. Lifting panels out of plumb, rapid movement of a panel, equipment in poor work- ing conditions, etc., are examples of factors that can reduce the capacity of the equipment and can result in structural fail- ure, A-24 R-34 -' Typical Bracing ·: :i· ·f, !J .. ,,,~ . '. ,·!,, '-':-5 . '. . . . : f· 1. .3: ',· . ,. :·· ( Any panel requiring knee bracing also requires lateral and end bracing. Lateral and end bracing should be installed as soon as possible. Cross bracing is an acceptable alternative to lateral bracing where continuous lateral bracing is not possible. TURNER CONSTRUCTION COMPANY Ra..-iewed for General Acc9ptance only. This review does not relieve the Subcontractor of the respons1b1Uty for making the work conform to the requirements of the contract. The Subcontractor Is responsible for all dimensions, correct fabrJcaUon and accurate fit with the work of other trades. SUBJECT TO ARCHITECTS APPROVAL -~r- Con11ructlon Suprilies and J!qulpmcnl An Etr11tfuJtt' OH'Ittd CtlfltJHU)' Tlte Reul Co11tmctor's C/111foe/~ NOTE: All panels require 2 braces unless noted otherwise. Bracing recommendations are based on cast-in brace anchors in 4" minimum concrete slab with 2000 psi compressive strength. HUB Construction does not rec- ommend the use of expansion -type inserts for brace points and assumes no responsibility if used. Locating brace anchors at least 12" away from the edge or openings. t:::::;::;::;;::::;:::;:::J....,_ P~Nl:I. ., :991/ BRACE ·BRA.CE.~ BRACING PLANES MUST BE AT 90°:1: 5° TO PLANE OF PANEL "D" Elevation -Top of panel above floor slab (not necessarily same as panel height). "W" Wall Insert Dimension "F" Floor Insert Dimensions "B" Brace Length :I KNEE BRACE MUST BB FIRMLY FIXED AT BOTTOM END TO PREVENT POSSIBLE UPWARD BUCKLING OF MAIN BRACE. : :• .. •j ! • I i ,j ! i I ! ,i . ' Bracing Instructions and Warnings I' . . , ,'• ~o/·\i'11tiHI . ! • ' • ' \ • r ,• ~ • '/ t I , I i To prevent accidental removal of the . alignment pin, insert a 10d double-headed nail through the hole in the _alignment pin bending protruding portion of the nail to a TURNER CONSTRUCTION COMPANY Reviewed for General Acceptance only This review does not reaeve the Subcontractor of the respons1b1hty for making the work confonn to the requlrenients of the contract The Subcontractor 1s responsible ,for all dimensions, colT8Ct fabncaUOl1 and accurate frt with the work of other trades SUBJECTTOARcHITECTSAPPROVAL BY: C Rggnguez I SPEC NO-PARAGRAPH 1-------11 0JV034713Part14C CATE: q;m:6J2Q~3 . , SUbrnlltalt0013-033000-0 -=<~ft -Rlt'nt~ Construction Supplies and llqulpnusnt An Ell¢)tt 0-tl CWllpQII)' The Reul C1mtr11cttll''.~ Choice!• 45° min angle. Failure to properly install l;J:'Ei(i\C!l>Pir.\g;, nail in alignment pin may allow braces to , '--~!!.: -,. '----L, . .;/J.e.13 1 , . : collapse resulting in property damage, n11>---.. ,, .. ~rP.Qi:1: serious ittjury or death. :~: Due to circumstances beyond control, maximum brace .lengths and styles may very from location to location. Also, · actual brace lengths may be longer or shorter than that shown in the chart. The 2-1/2" pipe sizes listed are nominal diameters; ac- tual diameters are approximately 3/8" larger than.normal. . The telescoping pipe braces can be rough adjusting in increments of 6" by aligning the pin holes in the two pipes using the special "L" shaped alignment pin. Finer adjustments can be attained by simpie rotating the entire pipe assemble clockwise or counterclockwise as required. Ease of rotation is guaranteed by the ball bearing coupler attached to the pipe at the.wall bracket. The Jumbo Brace is a heavy duty fixed length brace with 18" of adjustment for minor fi.el4 variations. The Jumbo Brace is a full swivel brace that can be rotated on its own ax.is for EJ,ccurate plumbing of panels. The following is a quick rule of thumb to use in deter- mining-if a brace is installed 90°* 5 degree angle to the panel. The brace may be skewed left or right 1" for every 1 ' that the · brace anchor is located away from the wall. For example: If your dimension "F" is 15 ft., then your braces may be skewed 15" left or right and still stay within the required 5° tolerance. See panel layout sheets for proper "F" dimensions. ! I I I,, I! f' I l II I i Bracing must be· installed a 90°± 5 degree angle to plane of panel or t)l.e brace safe working load will be greatly redt.1ced and allow a panel to fail -, ___ c_E!.U.S.i!lg.p_r_o,p.e.rty_damage,..s.etlo.usjnj.ury.:.o.c..dt.r:Jth.~~ -------;--'--------------------,-------- Bracing Instructions and Information Bracing to Cylindrical Dead man · Use the chart at the right'to select the proper size dead man if your project requires the use of a dead man for brace attachment in lieu of an anchor cast into a floor slab. How·to select the proper size dead man. 1. See Special Information and Instructions for the maximum applied brace load Jor this product. 2. The proper dead man must weight at least as much as the maximum individual brace.load~ 3. Find a number on the dead man chart that i~ equal to or greater than TURNER CONSTRUCTION COMPANY Reviewed for General Acceptance only. This review does not relieve the Subcontractor of the respon&b!11ty for making lhe work conform to lhe requirements of the contract. The Subcontr_actor Is responsible for a!l dimensions. corroct fabrication and accurate fil with the work of other trades, SUBJECT TO ARCHITECTS APPROVAL SY: Q...Bml!ll_ I SPEC NO -PARAGRAPH 1------1 DIV034713Pan1.4C DATE. P3/26/2Q13 I Su~ltta1#0013-033000-0 2'-0" .94 1.47 2'-6" 1.18 1.84 3'-0" 1.41 2.21 3'-6" 1.65 -2.58 yolJr·required dead man weight. Follow the column that number is in 4'-0" 1.89 2.95 to the t<;>p of the chart and to the left of the chart for the prop~r di- 4'-6" 2.12 3.31 ameter·and height of the dead man, Example: Maximum applied ,, 5'-0" 2.36 3.68 brace load= 3,200 lb. 5'-6~' 2.59 4.05 Acceptable dead man sizes are:_ Diameter Height 6'-0" 2.83 4.42 24" 7'-0" 30" 4'-6" 6'-6" 3.06 4.79 36" 3'-6" 42" 2'-6" 7'-0" 3.30 5.15 48" 2'-2" 7'-6" 3.54 5.52 Notes! 8'-0" 3.77 5.89 Always hand or auger excavate hole for tI:ie dead man. 8'-6" 4.01' 6.26 Minimum allowable soil bearing pressure is to be 1,500 psf. 9'-01' 4.24 6.63 Minimum concrete compressive strength fc shall be= 2,500 psi at 9'-6" 4.48 6.99 use. 1 Kip equals 1,000 lb. 10'0" 4.71 7.36 Right Oeadm1n T Dndm1n PIP' lllaco. 'fyplcally a 3 IO 5 fl. lJl1ve-Oul ·=<~;;· . -11rtt~ Conslrucllon Supplies nnd llqulpmcnt Ill\ Ettyit,1u Owt1td Cun,pa11r The Reul C1111tr11ctm·!1· Choice{'" 2.12 2.65 3.18 . 3.71 4.24 4.77 5.30 5.83 6.36 6.89 7.42 7.95 8.48 9.01 9.54 10.07 10.60 Skewed BIBCB8 2.89 3.77 3.61 4.71 4.33 5.65 5.05 6.60 5.77 7.54 6.49 8.48 7.22 9.42 7.94 10.37 8.66 U.31 9.38 12.25 10.10 13.19 10.82 14.14 11.54 15.08 12.27 16.02 12.99 16.96 13.71 17.91 14.43 18.85 The proper method of bracing corner panels is shown above. Attachment of braces to dead man in leave-out area allows the braces to be properly located without having to skew the braces for attach- ment to t~e floor slab. Corner brace lengths must be adjusted to eliminate pipe interference. Warning! Braces must be installed at 90° :I: 5° to plane of panel or brace safe working load will be drastically reduced. Panel stability may be jeopardized when braces are skewed. Brace Maintenance: During the construction process braces may be exposed to ~dverse conditions that could damage or render them unusable. Braces should be inspected for proper operations, damage and wear after each use. This inspection is typically performed by HUB _Construction when the braces are returned. However when braces are.transferred from one job to another without being returned to HUB Construction for maintenance, the user must inspect all braces prior to their being reused. This inspection should check for missing parts, parts, wear, dings, kinks, straightness, indication of any application of heat and/or other damage. Any brace that shows· signs of wear, has missing parts, damage, or is ques- tionable should be set aside and not used. Bracing Information and Warnings Brace Loading TURNER CONSTRUCTION COMPANY Re111ewed for.General Acceptance only. Tius review does not relieve lhe Subcon!ractor of the responsibility for making the work conronn to the requirements of the contract The ~ I- S-ubco_,ua_d_"'_"_'"_''°_"'_ib18_,_"_'"_'_'m_'"'_'°"_'· -co~rrect .~i!/ .: . : r·,~®" , ... fabncabon and accurate fit With the 'NOrk of other trades. \ 'r ---. SUBJECT TO ARCHITECTS APPROVAL BY. ~l.WL.-1 SPEC NO-PARAGRAPH 1-----·· DIV034713Part14C DATE. 03(26/2013 I subm1t11110013-033000-0 Constru~tlon Supp1lc.s and Equfpmenl .tbEny,/,,)TtChmtdCMflKIIIJ The Reul C1111tr11ctm•\r ChuieeJ'* Bracing recommendations shown in these instructions are for th.e sole purpose of temporarily bracing fully erected tilt- up panels against wind loads only. Hub Construction Specialties uses the wind load provisions described in the American Society of Civil Engineers (ASCE) Minimum Design Loads for Building and 0th.er Structures and the Tilt-Up Association Gui4,elines for Temporary Wind Bracing to determine the wind loads that are applied to an erect tiltMijp panel. For areas of the country having a basic wind speed dif- ferent than 90 mph, the following construction period wind speed will be used for the design of the temporary bracing. i:!~;::.1-~.,,.~,--,:~,,_ :'_.,_~-~l~~tt~~'.~i ,iiitj~;i~f ;~~:.,~1.~Ij 90 mph 72 mph minimum The ASCE standard specifies a basic wind speed of 90 mph for most areas of the United States. This 90 mph basic wind spe~d is based on the fiftyMyear mean requrrence interval for a three second peak gust speed at thirty-three feet above ground level. Parts of the United States that are in the Special Wind Regions shown on the ASCE Basic Wind Speed Map will require However, the ASCE standard allows and the TiltMUp a higher construction period design wind speed than normal. The Association recommends, that the 90 mph basic wind speed be construction period design wind speed used in the design of the multiplied-by a factor of0.80 for a five year recurrence int~rval. bracing;for this project is shown in the_Io~er left hand ~orner of This allows the use ofa construction period design wind speed of e~ch panel layo~t sheet: If the !ocal ~utldmg code requires a 72 mph in calculating brace loads for most areas of the United higher construction period design wmd speed, DO NOT erect any States. panels before contacting Hub Construction Specialties for addi- tional bracing recommendations . . • • 3 StCONIH,usr WINUSi'Elll~ 51 :&5Ml'.li D ~M!'tt • ·OO··IGOMPn • lOD•l10 M/'K Ill l1O-l20 J.l?tl · 'Ei:Il 120,130 MPH .IJll !30,140-MPH 11!!1 l4O·1~MP.H • t60-100 MPH I . · .. -. . . ' \', :,,,11'!'~1 . . . ' ._. :· :··.1 ,. ' • • ' • • J l L , • I' I I If wind loads-of the 35 mph occur, an inspection of all braces connections s.hould be made. Loose connections can cause panel to fall. If local codes require a. higher construction period design wind speed, contact Hub Construction SpecialM ties for additional bracing recommendations, [ ,--·. ·. -..•. --1N° -, .. ,...,,..:~:*·~·1E~ :--;· ;-·_,_.; :'·...,/, , ' . , l !~1/.;ill,':'i-~.JIL I~ '" .,, ~:. ~ ' ! •, ~~• ~ _ '• L-::. ,~ <.>.' ,J',<,._•,_, .L'-•.,_,.>f._ ___ ,,I I a\ -•' •lJ '• -~~ '...._" •,.•-<.,.! L. ; Brace Removal This bracing system Is designed to temporarlly support tilt-up panels against wind loads until the building structure is complete and self supporting. The bracing system should never be disconnected or removed until the panels are secured by the permanent-structural connections and all lateral load resisting systems are in place. If the structural documents do not indicate when the temporary bracing system can be removed, the engineer of record should be consulted. Strong bac·k Instructions and Warnings . Strong backs Wheri strong backs are specified, they must' be of the proper number, size and located as shown on the Panel Layout Sheet. Strong backs, depending on the type specified, m11st meet the following requirements: • Aluminum strong backs • Lumber strong backs must be free of knots or defects, have a minimum fb (allowable bending) stress of 1,500 psi. • Steel strong ~acks must meet ASTM Sta11dard A-36. Bolts used to attach strong backs must be securely tight- ep.ed to resist movement of the strong backs during erec- tion. process. · Maximum space between strong backs is the bolt diameter plus 1/2". Strong backs Using Coil Inserts, Coil Bolts and Flat Washers "'11----0011 llole ·or OOil Rod .t. ·Nut J--12" -~ntt~ TURNER CONSTRUCTION COMPANY Reviewed for General Acceptance only. This review does not reneve the Subcon!ra<:tor of lhe rospons1blhty for making the work conform to the requirements of the contract. Tho Subcontractor Is responsible for all dimensions, correct fabrication and accurate fit v.-ith the work of other trades, SUBJECT TO ARCHITECTS APPROVAL BY: C Rodr1g119z J SPEC NO -PARAGRAPH 1-----------t-DIV034713Part 1.4C DATE: 03126/2013 I 5ubmlttall0013--03:JOOO-O Cons1ruc1i0n SuppUts and Equlpmenl ,tnEny,/rt;tr(/QtdCtllilplmJ' Tlte Reul Co11/ructr1r\1• C/1aice/0 Strong back Using Quick Release Strong back Inserts and Quick Release Strong back Bolts .QUi ck Relaa.sa Bol T:-·n ,Irise]?t Single Quick Release Strong back Insert and Bolt Diractional---"el! Handle Bolt Assembly 1--12• Cealera -I Cut. Washer St.rongback Plat.e ~-1:1---St.rongback Insert. Double Quick Release Strong back Insert and Bolt c;:::d~:=-......... .L.::;;;~5§;~= ·Dolll>l• aei:a,gback -Plato m4 c:ii~ ~her . Note: Jn~tall the insert''s horizontal load canying wire perpendicular (90°) to the center line of the strong backs as shown above. · To prevent failures resulting in property damage, serious injury or death: • Prope~ly install strong backs of the specified size and material at the specified locations. • Properly install all specified strong back blocking, bracing, shore post or end foot. [/p~ble '$li'ong.~}!Clt Jnrilil'l anil'B,(111, 11 Properly install all specified "bum-out" bars. Bracing Information TURN~R CONSTRUCTION COMPANY Reviewed for General Acceptance only This ~view does not relieve the Subcontractor of the respons!b1!1ty for making the work confonn to the r&qU1rements of the contract The Subcontractor is iesponSible for all dimensions, correct fabncallon and accurate fit with the work of other lrades SUBJECT TO ARCHITECTS APPROVAL -~~-1® ..,,BY,,.., --:-C-,,.Rod..,.n-gue-, --r_ 1-=s=PEC:-,N,:,-0-""'PARA=GRAP"'°'""H -i • 1-------f DIV034713Part 14C Consl~!~°r:,~~~~l!:J~:!;!~!1nne111 DATE: 03'26/2013 I Su~ltllll. 0013-033000-<I -The Re11f c,m1r11i:t1Jr's ClwiccJ" T-13 COIL-ANCHOR" 3/4"· Diameter x 4-1/2" Long Application Sequence 1 Drill a 3/4" diameter hole • perpendicular to the floor surface with a new carbide tipped drill. Depth of the hole must be a minimum 4". Holes drilled through slabs that are 5" or greater are acceptable. R Do not use core bits for TR13 anchor holes. 4"Minimum· Depth R Minimum compressive strength of the concrete must be 2,50() psi prior to installation ofT-13 anchors. New 3/4" Diameter Carbide Tipped Drill Bit .,:• J , ...• !'·: , ,·... . . , . . , • ."', ... , .t I R Minimum edge distance for the T-13 anchor is 12". Warning! Do not use TR13 (4-1/2") anchors in slabs less than 5" thick. The Insufficient embed depth will not allow required load capacity. 2 Thoroughly clean the drilled • hole with compressed air. TR13 COIL-ANCHOR Bolt Palent#S,006,023 Thread the Tang onto 3. the T-13 bolt. Finger tight is. sufficient, no more than 1/4 turn. 3/4" Dia. x 4R1/2" Long \:iii....,.._4 Turn Tang -.: .740" ·I·· I-Maximum TangO.D. Caution! Do not attempt to pre-expand the Tang. For proper load. capacity, -the Tang must not be installed over 1/4 turn on the bolt. · Warning! Do not attempt to use a standard coil bolt with the T-13 Coll-Anchor Tang. The Coll-Anchor Bolt Is a tapered bolt and Is n9t Interchangeable with standard coll bolts. T-13-G Thread Gauge []] Note: TR13RG Thread Gauges are recommended, to check T-13 bolt thread wear, when reusing TR13 Coll-Anchor Bolts. 4. Insert the T-13 anchor • through the foot plate of the wall brace and into the properly drilled hole. Drive the bolt down un1!1 the cut washer rests on the foot plate. 5 Tighten the T-13 • anchor with a 3/4" impact wrench, then use a torque wrench to insure correct tightness. Refer to the chart for proper torqu- ing values. Warnirml If wind loads over 35 miles per hour are experienced on the Job site, all T-13 anchors should be checked with a torque wrench to verify proper torque values are maintained. . . .. .. -..:, ... ~ ·:· "··· ... ~ .--: . 6 The tension safe working load (SWL), as well as the maximum • brace load perT-13 COIL-ANCHOR is shown below: Notes: Safe working loads are based on an approximatE! factor of safety of 2:1. This assumes a minimum slab compressive strength of 2,500 psi and a properly installed T-13 anchor as detailed above. Warning: When using T-13 Coll-Anchor Bolts, always clean and,lubricate the bolt with T-13-L SETREEZ. Failure to do so wlll result in bolt wear, lower than expected load capacity and possible premature failure. T-13-L SET•EEz™ Dry Film Lubricant The Dayton Superior T-13-L Set-Eez Dry Film Lubricant is designed to facilitate the reuse of the T-13 CoilRAnchor bolt. The T-13-L lubricant is available in 6 oz. bottles. -·------------------------------------------------------- Superior Lifting System T-11 O Superior Lift System The Dayton Superior T-i i O Superior Lift Insert consists of a forged foot anchor, 4-leg wire base and plastic void former .. The insert is positioned with the void direction toward the top of the panel and then is tied in place to the rebar cage. The T-120 Superior Lifting Hardware allows quick attachment to the insert and remote ground release after panel has been erected and braced. The T-i 10 Superior Lift Inserts are shipped assembled, ready to go and are sized i/8" less than the panel thickness. Insert Selection Chart /·=;<:_;;;,; :·,:5:5"::}: ·>:iJ '.,·y;\it:si0.60,mlis'.~.;~:,;.J :' :.;::, !:'.:<-' :.i-~sr<id,0;lllis'ffttic1l s• 14,300 Ltis 14,400 Lbs ~,;;r,t/{eisr·r. ,: ,,,_..,? 1 ::,:-'l'\::.f!!;i}7.QQ.<ll~/i,;:;~·:/:l '.:%':\:·~~'; :'.·'~·5~30;6;~1is+·.1:2p~ 7' 17,000 Lbs . 16,200 Lbs :, \\'(:,1;:;, ;1,,1:;201:,:t 1·.,,:: ':. =i .~ :11::;::;,1t1ii'lQ'0J~~iit:e\;1 ;\ ;r'.:f itla\to0::u6~)1. ;.,_;:,J.,1 7.5" 18,400 Lbs 17,100 Lbs t:t\·--·:.:. .• a~:,/>->0;"::1 :::;ti:='f20;~1'Pli.:ba·::;.,r:I,i ,:\·.i:)',:::1:a:l<!0i.Ul:is.fi.t'.:,::;1 a.s· 21,soo Lbs 19,200 Lbs i,f.'.~,::, :c::,J-·!9.N:,;:.'.·;·.',,:·;~:., ~ , !°;·.·:;}2a·:0001t1_b~1-,.~,~J:,-~ t~lq,1•,,,,,~201i1.0b,U~11:::{ ·, _ _..,,~ 9.25" 23,700 Lbs 20,900 Lbs ;:lf ,\:fo;.itfs:i;~?=I·W~i! 1 ff-'~ ~~:;i~:qo:¢.1~~iif~;~ :t ;1 ?ifc~~i;::;:.'1-2t1sdofh6~~il-~~f :;i~i 1 o•. 24,000 Lbs 22,900 Lbs ~;,;:·:1:;;,:~:i>.i&~¥\\~·;\oi (l'i\~\!2~1oo.61!i11lf?t{·~l t:t,}·st.:,22:e:s.ol(~if'.;.:\/;l;;;,~! · 11• 24,000 Lbs 23,000 Lbs %•l::?:.,j~;2&f\:ti-Kia ;.,:,,,/,;i2Mowi~b'.$:~~?tl-l /,?·\?,J2s1ijoo'ilfuir,t\r/\~ 11.5" 24,000 Lbs 23,800 Ltis ** Safe working load provides approximate safety factor shown in the chart.with minimum 2500 psi normal weight concrete. T-120 Superior Lift Hardware The Dayton SuperiorT-120 Superi.or Lift Hardware is designed to easily attach to the insert by engaging the curved clutch handle into the opening in the anchor. The bail of the hardware is designed to readily align itself to the pull of the rigging. Once engaged and under load, it can not be dis- engaged by remote ground release untU the load has been removed in lowering the rigging. The T-120 is used for both face and edge lift system conditions. ROVJewed for General Acceptanco only, This review does not re1!evetheSubcontracloroftherespons1bmtyrorma!ungthe ~ work conform to the requlremon\s of the contract The Subcontractor Is responsfble for all dimensions, correct ~;_b~-~~TT~~~~~~-'~-~-~~~-~-~_:_~_,_''_lli•_,~_'~" .® BY• ~J.!ll..._ SPEC NO• PARAGRAPH t----------1 DIV034713Pas114C DATE. 03126/2013 Construcdon Suppl!"-' un~ Equipmcnl · "" Employe~ o,uitd c~mpn,sr Tile Real Co11tracl(Jr 's Clloicel" T-110 Superior Lift System Bail Clutch/Release Arm Body T-120 Superior Lift Hardware Superior Lifting System TURNER CONSTRUCTION COMPANY Reviewed for General Acceptance only. This review does not relieve the Subcontractor of lha· responslb1lrty for making the work conform to the requirements of the contract. The ~ Subcon.tractor Is responsible for all d!mensions, cortoct /i , • :\ f~btlcauon and accurate rrt wrth the work of other trades. ,:::c:::i\1 ? • • jQ=• SUBJECTTOARCHITECTSAPPROVAL ~ 1® BY· Q..BruWg!l!!L.......,I SPECNO-PARAGRAPH .,. --· I DIV 034713 Part 1.4 c Cons1ruc1ion Supplies nnd !?quipmcin DATE· 03/26/2013 _ I submlttal•OOt3-033000-0 Anl.Jtvlfv)uOtt't1fllCt11H11611)" TIie Jlaal Co11tractor's Cl,o/ce/0 How to Remove the T-11 O Plastic Recess Plug JJI -. .; -j\_ _ -D: .. . ~r. . ~= .::.:.~ --' ·--.. -.. .. ....-... :tr. "':" .._ ~-.... --.. 1 The T-110 lnsert's location .in the panel is easily found by locating the antennae which will project through the surlace of th13 concrete. 4 Pry up on the end of the recess .plug until one half of it pops up to a point where it is about one third of the way out of the concrete. For the time being, leave it as It is and proceed with step #5. 7 Both halves of the recess plug .should now be ec:1.sily removed, exposing the insert Proper Hardware.Usage . ~ . 0 ..:.-.. &; • a;)i::?b~ 2 Using an ordinary claw hammer,tap • lightly around the antennae, breaking through the thin skin of concrete to expose the insert Avoid strlldng the concrete too hard so as not to break through the plastic recess plug. 5 Repeat steps #3 and #4 to • loosen the opposite half of the · recess plug. 8 If one half of the recess plug • should be hard to remove, drive the claws of the hammer as deeply as possible between the recess pli.ig and the top of the insert, as shown above. Push forward on the hammer with one quick motion. This will remove the-recess plug. 3 Drive the claws of the hammer a down about 3/8" between the end of the recess plug and the con- crete. ,'•. 6 Grasp both halves of the recess • plug between the thumb and finger and squeeze. 9 Use a blower to remove all • debris from around the insert and the recess plug. The insert is now ready to receive the lifting hardware. Note: For proper hardware release do not "round" out void holes. Prior to lifting any tilt-up panel, apply an· initial load to the crane lines, making certain that the hardware is proper!~ Warning! Do not apply a sideward load to the bail of the lifting hardware: he lifting hardware is aligned with the crane line. Load+ g TURNER CONSTRUCTION COMPANY ~llvl~wed for Gene?al Acceptance only. This review does not relleve'tho Subcontractor of the responslblllty for making lhe " WOrk conform to the requirements of the contract The Subcontractor Is l'&spons1bie for all d!menslor\S, correct fabrication and accurate" fit with U,e work. of other trades. SUBJECT TO ARCHl~CTS APPROVAL BY: C 89ddauez DATE: 03/26/2013 SPEC NO~ PARAGRAPH DIV 03-4713 Part 1.4 C Submlftal.t0013-033000--0 " N ....... .... .... I 0, N ii, .... ....... .., 00 .! .... ~ ....... .-I en .! .., " \0 .! 0 ,-f .. ~ I N, .-f fu I .... -13·1 711 41-011 61-2.11 2'-0" 91-711 .,,,,-~ .,,.,,. ~ I~ ~~ . ... - V ~~ ... )( + ~ , ( I l Floor File: C: \Program Files\Tupan\Army Navy Academy {2472) .pan (Date: Mar 25 2013) Rectangular Openings, Depressions, and Thickenings: Bottom Height · Left Width Right 'Thick Side 11-5 1/1611 81-2 3/811 21-10 9/1611 7'-4 11/1611 3.1-3 3/411 -9 1/411 T .,,.,,. f I 31-511 21-011 i:-J ........ .-I co .! en #4&-,G,, If,:?.?' m s. ff,F>~ Project:# Panel: Thickness: Weight: ~ .! en .-f Cone. Volume: Floor Anchor: ·Brace Anchor: Lift Insert: = ~~, 'f 'o., co .-I 12 1-811 DB Brace Max Load: 3864 lbs Ave. Load: 3864 lbs. / 2472 Army Navy Academy 1 91/4" 35060 lbs (15901 kg) 8.66 cu/yd (6.62 cu/m) Dayton T13x4.5" Dayton 3/4" Coil )i( Center Of Lift: X: 7'-1" Y: 18'-1" + Center Of Gravity: X: 7'-1" Y: 15'-0" TURNER CONSTRUCTION COMPANY ijevlewed for General Acceptance only. Ths review does not relieve the Subcontractor of the responsibility fof making the work confoim, to the requirements of the contract. The Subcontracto'r Is responsible for all dimensions, correct fabricaijon and accufate fit "Nlth the work o( other trades, SUBJECT TO ARCHITECTS APPROVAL ev: c Rodriquez DATE. 03/2612913 SPEC NO. ,PARAGRAPH DIV~4713Part14C. Subrnltll.ll0013.Q33000.0 to I ii, 15' 1111 - 31-711 -91-411 . 21-011 51·-011 51-1111 ~ I,' ~-.! in . __,,,. ~~ . .. /".:f = ~ 0\ I Ill ; , ... --- = <"I )( .! r-- " a, .! + .... <"I -- " 0 I Ill -- .~ / ~ I ~ ( I IA I .! .-1 ..-t = Ill I r-1 Floor File: C: \Program Files\'rupari\Amy Navy Academy (2472) ,pan (Date: Mar 25 2013) Rectangular Openings, Depressions, Bottom Haight Left 11-5 1/16" 81-2 3/811 41-311 and.Thickenings: Width 71-4 ~l/l61i Right .4 1-3 5/1611 Thick Sida -9 1/411 T , v ·l 7 0 ' =~:;>, ~ "~ 151-811 DB-5 Brace Max Load: 3951 lbs Ave. Loaa: 3518 lbs . ... =:-::· ?J:;:;;::;;;.::.YB~CES REQ'D 31-011 21-01f - #4-et~~t>V ff,~ Project:# Panel: Thickness: Waight: Cone. Volume: Floor Anchor: Brace Anchor: Lift Insert: CT} .! r-1 r-1 in I co e. 1i-, .! CT} N 2472 Army Navy Academy 2 9 1/4" 51733 lbs (23462 kg) 12.77 cu/yd (9.77 cu/m) Dayton T13x4.5" Dayton 3/4" Coil )( + Center Of Lift: X: 8'-3" Y: 19'-10" Center Of Gravity: X: 8'-3" Y: 17'-5" TU~NER CONSTRUCTION COMPANY Rc'llowed for General 'Acceptance only This review does pot rolleve lhe Subcontractor of the respons!blllty for making the work conform lo the 'requirements of the contract. The Subcontractor Js responslb!e for all dimensions. correct fabrication and accuraie fit with the work of other trades. SUBJECT TO ARCHITECTS APPROVAL BY. C Bodd9uez DATE, 03&612013 SPEC NO-PARAGRAPH DIV031713Part14C • Submlttl,1#0013-033000-0 ' 51-711 ~ 21-911 ..... .-1 .-1 .... , I ~ I i:-- " 0 I 0 .-1 i:-- 41.711 .. '? .-i-Floor 21 1-511 11.1-1011 6 -5" 21-01 71-611 l l l6 I ' ~ )s( 12 1-10 11 .L' ·T . /' File: C:\Program Filas\Tupan\Army Navy Academy .(2472).pan (Date: Mar 26 2013) -Rectangular Openings, Daprassions, and.Thickenings: Bottom Height Left Width Right Thick Side 23'-5 1/1611 41-1 7/1~" 41-111/211 31-011 13 1-5 1/211 -9 1/411 T 23 1-5 1/1611 41-1 7/1611 121-5 1/211 31-011 51-111/2" -9 1/411 T 23•-s 1/1611 41-l 7/1611 191-111/211 11-5 1/211 QII -9 1/411 T ... i.- ~ - , r )( + 21-911 41-0 11 41-011 Project:# Panel: ·Thickness: Weight: Cone. Volume: Floor Anchor: Brace Anchor: Lift Insert: = ~{,, 'f "'~ «> _N 18 1-8 11 DS-10 Brace Max Load: 3597 lbs Ave. Load: 2963 lbs. = 00 I ... ,-I §" I 00 a -~ I i:--N 2472 Army Navy Academy 3, 13 (as), 4, 14 (oh} 9 1/4" 91508 lbs (41501 kg) 22.59 cu/yd (17.27 cu/m) Dayton T13x4.5" Dayton 3/4" Coil Center Of Lift: X: 11'-0" Y: 22'-4" Center Of Gravity: X: 11'-0" Y: 19'-0" TURNER CONSTRUCTION CO~PANY Rovlewed for General Acc&ptance only, This revli!W does noi rellev~ lhe Sub£00!ractor of the "i-espons1bibty for making Ute work confonn to· the requirements of the contract The • Subcontractor Is responslble for aH dimensions, correct fabrlc.atlon and ataJrale flt with Ute work Of other trades SUBJECT TO ARCHITECTS APPR(?VAl. C Rod~uez I SPEC NO~ PARAGRAPH 1-------1· DIV034713Part14C . -I SUbmltl#OOt3-003000-0 BY• DATE: 03126/2013 " ex, I· ... .., 31-011 21-011 = ex, I "' = "' .! "' • .., I .,.. = 0 I "' ~ .! ..... .... = "' .! ,-t. Flo'Or 151 1111 - 91-2 11 51-1111 61-0 11 ' r--,.... ~~ ~~ ~~,- - -- )( + -- ,.. , .:~ / I I I A File: C:\Program Files\Tupan\Army Navy Academy (2472).pan (Date: Mar 25 2013) Rectangular Openings, D~pressions, and Thickenings: Bottom Height Left Width Right Thick Side 11-5 1/1611 81 -2 3/811 51-311 71-4 ll/1611 31-3 5/1611 -9 i/411 T w< 31-911 21-011 ~ .! "? 0 ' = LS::;>, ~ ~~ 151-8 11 D8-5 Brace Max Load: 3951 lbs Ave. Load: 3518 lbs. ............ --'.---;;, .! ..... I #-4-@.tl~~ ff fj=)f:> Project:# Panel: Thickness: Weight: Cone. Volume: Floor Anchor: Brace Anchor: Lift Insert: ..-1 in I ex, .e. = "' .! "" <N 2472 Army Navy Academy 5 91/4" 51733 lbs (23462 kg) 12.77 cu/yd (9.77 cu/m) Dayton T13x4.5" Dayton 3/4" Coil )( Center Of Lift: X: 7'-7" Y: 19'-10" + Center Of Gravity: X: 7'-7" Y: 17'-5" =·l-;~iiiiiiiaiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii __ iiiiiili ________ -------· --------ii· - • TURNER CONSTRUCTION COMPANY ' Roviewod for General Acceplence only. This review does not renave tho Subconlraclor of the responsibility for making the work conform to the requlremenls of the contract. The Subcontractor ts reiponsible for all dimensions, correct fabrlcaUon and accurate fit With the work of olher trades SUBJECT TO ARCHITECTS APPROVAL BY: ~~ 1 SPEC NO-PARAGRAPH • _ OIV034713Partt4C DATE: 03(26/201:3, • I Submlttal#oot3-o33000-0 I = <"l .! i-1 .-1 • "' ...... .-1 ,-.j I - 0, ON ~ I "' .-I 19 1-111/2" 4'-0" 11 1-5-1/211 31-011 11 1-111/211 )( + ~ ri Floor File: C:\Program Filas\Tupan\Aimy Navy Academy (2472).pan (Date: Mar 25 2013) Rectangular Openings, Depressions, and Thickenings: Bottoni Haight Left Width Right Thick Side l.1-5 1/1611 81-2' 3/811 41-311 71-4 11/1611 81-3 13/16" -9 1/411 T ~ t$:· 12 1-811 D8 Brace Max Load: 6246 lbs Ave. Load: 5677 lbs. =-=·'J-===reRACES ~EQ'D 41-611 <"I 0 ,-j I "' Project:# Panel: Thickness: Weight: Cone. Volume: Floor Anchor: Brace Anchor: Lift Insert: a, I "" a, e. U) .! O'I .-I 24 72 Army Navy Academy 6 9,1/4" 52303 lbs (23721 kg) 12.91 cu/yd (9.87 cu/m) Dayton T13x4.5" Dayton 3/4" Coil )( Center Of Lift: + Center Of Gravity: X: 9'-9" Y: 17'-7" X: 9'-9" Y: 13'-11" TURNER CONSTRUCTION COMPANY Reviewed for General Acceptance only. This review does not reneve the Subcontractor of the responsibility for making the work conform to the reqwements of the contract. The Subcontractor is responsible fot all dimensions, correct fabrlcat1on and accurate fit wi!h the work of other trades, SUBJECTTOARCHJTECTSAPPROVAL ' Q..fiQ.Qrlg.1,!R_' J SPEC NO· PARAGRAPH 1-------,11 D\V034713Part1,49- DATE: 03'26/2013 · I 5ubmlttlll0013-033000-0 BY. 41-011 51-011 = .-I .-I .} ~ ~ I ... ;.. ..-1 2 ..-1 "" ~ ..! ..-1 ..-1 ~ .} ..-1 Floor 28 1-4 1/2" 71-611 7'-4 1/211 181-4 1/211 - )( .._ ---..,. File: C:\Program Files\Tupan\Army Navy Academy (2472).pan (Date: Mar 25 2013) Rectangular Openings, Depressions, and Thjckanings: Bottom Haight Left Width Right Thick Side 1'-5 1/1611 81-2 3/811 11-3 5/811 71-4 11/~611 19 1-8 3/1611 -7 1/411 T 71-611 = rs:<', :f '{),, ~ 14 1-011 DB Brace Max Load: 2905 lbs Ave. Lead: 2905 lbs, 'f-... f-"BMCES REQ'D - Project:# Panel: Thickness: Waight: Cone. Volume: Floor Anchor: Brace Anchor: Lift Insert: 21-011 51-011 fc ..! "" a, e. 1;,, I a, ..-1 2472 Army Navy Acad_emy 7 7 1/4" 50868 lbs (23070 kg) 12.56 cu/yd (9.6 cu/m) Dayton T13x4.5" Dayton 3/4" Coil )( Center of·Lift: + Center Of Gravity: X: 15'-2" Y: 14'-0" X:15'-2" Y:11'-7" TURNER CONSTRUCTION COMPANY ' RevleWfld for General Acceptance only This review does not ral!ava the Subcontractor of"the respansibd1ty f0r making the work conform to the r8qu1ramerits of Iha contract. The Subcontractor is responsible for all d1mens101\S, correct rabricat!on and accurate fit with the work' of,olher trades SUBJECT TO ARCHl-fECTS APPROVAL I SPEC NO~ PARAGRAPH l-----'---,-1 DIV034713Part1.4C ' ,I Sul)m~tta1100t3-033000-0 BY: C Bodriauet DATE. 03/26/2013 31-011 51-011 " .-t . .-I .! ~ " 0 .! "' ::.i .-c .! .-c ('I = O· .! .-I ~ :;, I ·.-I Floor . 281-511 71-011 71-211 .18'-5" - )( ,I, I Fila: C:\Program Filas\Tupan\Army Navy Academy (2472).pan (Data: Mar 25 2013) Rectangular Openings, Depressions, and Thickenings: Bottom Height . Left Width Right Thick Side 11-5 1/1611 . 81-2 3/8" 24 1-9 1(411 3'-7 3/4" 0" -7 1/411 T 71-0 11 ' )( + = ~~, 2 '(),, !::; . 141-0 11 DB Brace Max Load: 2909 lbs Ave. Load: 2909 lbs. ==~=-:.::..YB~CES REQ'O Project:# Panel: Thickness: Weight: Cone. Volume: Floor Anchor: Brace Anchor: Lift Insert: 41-311 51-011 f., .! M 00 e. ;:;, I a, .-I 2472 Army Navy Academy 8, 18 {as}, 9, 19 (oh) 71/4" 53733 lbs (24369 kg) 13.27 cu/yd (10.14 cu/m) Dayton T13x4.5" Dayton 3/4" Coil Center Of Lift: X: 13'-7" Y: 14'-0" Center Of Gravity: X: 13'-7" Y: 11'-3" TURNER ':=ONSTRUCTION COMPANY ' Reviewed for General Acceptance only. This review dOBS not relieve the Subcontractor of the responslblllty for ffiaklng the work conform to the requirenienls or the contract. The • Subcontractqr Is respons.ble for all d1mellslons, correct fabrication and accurate fit with the work of other trades SUBJECT TO ARCHITECTS APPROVAL BY: DATE: C ~odctguet • '· I ~~~~~~-:~iRAPH 03~612013 I Submlltall0013-Q3300G,0 I = .... ... I 'qi " 0 I <D- !:.t ..-i .! .... N 0 I .... ..-i ~ I 31-7" 51-011 .... Floor 28 1-4 1/211 71-611 ·1 1-9 l/211 is•-4 l/211 )( -4---~ File: Ci\Program Files\Tupan\Army Navy Academy (2472) .pan (Date: Mar 25 2013) Rectangular-Openings, Depressions, and Thickenings: Bottom Height Left Width 11-s 1/1611 81-2 3/811 1'-9 1/411 61-3 15/1611 Right 20 1-3 5/1611 Thick -Side -7 1/411 T 71-611 , ~" 'I" Project:# Panel: Thickness: Weight: Cone. Volume: = ~<?, J 'o~ ... ..-i 14 1-011 DB Brace Max Load: 2905 lbs Ave. Load: 2905 lbs. Y&RACES REQ'O 21-011 s•-011 fo I ;:;., a, e ::0 .! CX) ..-i 2472 Army Navy Academy 10 71/4" 51657 lbs (23428 kg) 12.75 cu/yd (9.75 cu/m) Floor Anchor: Dayton T13x4.511 Brace Anchor: Dayton 3/4" Coil Lift Insert: )( Center Of Lift: X: 15'-0" Y: 14'-0" + Center Of Gravity: X: 15'-0" Y: 11'-5" TURNER CONSTRUCTION COMPANY , Reviewed for General Acceptance only. This review does not rellev8 the S1tbcontractor of the responsibUrty for making the work conform to the requirements of lhe COntract. The Subcontractor Is responsible for a'11 dimensions, correct fabrlcahon aild accurate fit with the work of other trades. SUBJECT TO ARCHITECTS APPROVAL BY: C Rodriguez DATE. 03/26/ZQH, SPEC NO-PARAGRAPH OIV034713Part14C SUbmlttlW0013-033000-0 = N ...... .... . .... J ai N 41-611 ~ 51·0" ...... <"l 0 .... I ~ Floor. I 19 1·111/2" 111-3 1/?" 11 1-11 1/211 )( + . l I File: C:\Program Files\fupan\Al:my Navy Academy (2472).pan (Date: Mar 25 2013) Rectangular Openings, Depressions, and Thickenings: Bottom Height Left Width Ri\j'ht Thick Side 11-S 1/1611 81•2 3/811 81-611 71·4 11/1611 41·0 13/1611 •9 1/411 T 0 ' = LS:.:', ~ ~~ 12 1-811 DB Brace Max Load: 6246 lbs Ave. Load: 5677 lbs. =~=:=:::..trBAACES REQ~D 4'·211 3'·011 -t ~ ...... .... ex, I "' 00 a in I °' .... Project:# 2472·Army Navy Academy Panel: 11 Thickness: 9 1/4" Weight: 52303 lbs (23721 kg) Cone. Volume: 12.91 cu/yd (9.87 cu/m) Floor Anchor: Dayton T13x4.5" Brace .!\nchor: Dayton 3/4" Coil Lift Insert: )( Center Of Lift: X: 10'"2" Y: ·17'-7" + Center Of Gravity: X: 10'"2" Y: 13'"11" TURNER CONSTRUCTION COMPANY Reviewed for General At¢eptance only This review does not rebeve the Subcontractor of the responS1blbly ror making the work confonn to the requirements of the conlracL The Subcorltractor is responsible for all dimenSronS, correct fabncallon and accurate Iii wllh lhe work of olher trades. SUBJECT TO ARCHITECTS APPROVAf. av: C Rodnguez ~PEC NO-PARAGRAPH 1--,--------f DIV034713Part1.4C DATE: 03126/2013 SubmUtall0013-033000-0 • a:, .! ... ..., " <o .! Ill = 00 I ii, a, .! Ln .. ..., I ,,.. " 0 I ii, " 0 I ,-f ,-f " LO I ,-f -15' 1111 '3'-511 91-611 21-011 61-011 51-1111 ' ~ 1---~ ~ ·. >f --~ )( .1. i - , I Floor File: C: \Program Files\:l!upan\Army Navy Aoademy (2472) .i;ian (Date: Mar 25 2013) i,..-l..---'" I 31-011 21-011 -:#-,4-@, I~ ",v v?,i::-~ Project:# Panel: Thickness: Weight: · Cone. Volume: Floor .Anchor: Brace Anchor: Lift Insert: 0 ' = ~:>, ~ ~~ 151-811 DS-5 Brace Max Load: 3951 lbs Ave. Load: 3518 lbs. ~BRACES REQ~D ~ I ,-f ,-f in I 00 e. ii:, .! ..., N- 2472 Army Navy Academy 12 (as), 15 (oh) 91/4" 58738 lbs (26639 kg) 14.5 cu/yd (11.09 cu/m) Dayton T13x4.5" Dayton 3/4" Coil )( + Center Of Lift: X: 8'-2" Y: 19'-10" Center Of Gravity: X: 8'-2" Y: 16'-0" TURNER CONSTRUCTION COMPANY Reviewed for General Acceptance only This review does not relieve lhe Subcontractor of lhe responsibmty for makll\9 lhe work conform to the requirements of the con!ract. The Subcontractor Is rosponslble for all dunenstons, correct fabrication and accurate fit with the work of other trades, ' SUBJECT TO ARCHITECTS APPROVAL. . I SPEC NO-PARAGRAPH. 1-------i-• ON0347f3Pant.4C · I Submltta~~13:-033000-0 BY: C Rodnguez; DATE: 03(26{2013 .. .,.,., ...... ... ... l 0, "" = "" ...... ... O'I .! LO • "' .! ~ ~-... .! "" ... ~ I ~ 13 I 6 1/211 - 31.711 51-111/2" 21-0_11 91-6 1/211 .......... ........ ~ I"---. ~&-- )!( .... , . '( Floor File: c:\Program Files\Tupan\Army Navy Academy (2472).pan (Date: Mar 25 2013) r---.... ,, r 0 ' = ~~-~ ~~ 12 1-811 DB Brace Max Load:, 3852 lbs Ave. Load: 3852 lbs. _2:;_.tr BRACES REQ'D 41-011 ,2 1-0 11 ...... M CD .! .... c-1 ...... ... --'.--co l ;;, - -CD e LO .! 0\ ... ~ -1c/ ~v Gf i,f'P Project:# Panel: Thickness: Weight: Cone. Volume: Floor Anchor: Brace Anchor: Lift Insert: 2472 Army Navy Academy 16 9 1/4" 41925 lbs (19014 kg) 10.35 cu/yd (7.91 cu/m) Dayton T13x4.5" Dayton 3/4" Coil )!( Center Of Lift: X: 6'-7" Y: 18'-1" + Center Of-Gravity: X: 6'-7" Y: 13'-5" TURNER CONSTRUCTION COMPANY :. Re'viewed for General ACC8plance only. This review does not reHeve the ~~~r of the rasponslbl11ty for makln9 the work conform to the requirements of lhe contract. The Subcontractor Is responsible for all dimensions, correct fabncaUon and accurate fit with the work of other trade$ SUBJECT TO ARCHITECTS-APPROVAL • BY C _B?4rinuez · I ~~ivE0~~3-:~~RAPH DATE! 03/26/2013 , I Submittal# 0013-033000-0 51-811 51-011 = OI .! M r., .! .., ;.i .... I .... N fu .! N .... ii, .! rt Floor 28'--4 1/211 71-011 71-2 1/211 181-4 1/211 - )( .. -+ File: C:\Program Filas\Tupan\Army Navy Academy (2472) .pan (Date: Mar 25 2013) Rectangular Openings, Depressions, and Thickenings: Bottom Height Left Width Right Thick Side 0" 111-511 0" 91-111/411 18'-5 1/411 -7 1/4" T = ,~~',oQ l~ 141-011 DB Brace Max Load: 2905 lbs Ave. Load: 2905 lbs. =·:::~::=::.:.."BRACE·S REQ'D 71-011 11-611 51-011 "' I M ;.;-s ii-) .! <XI .... Project:# Panel: 2472 Army Navy Academy 17 (as), 20 (oh) Thickness: . 7 1 /4" Weight: 46077 lbs (20897 kg) Cone, Volume: 11.38 cu/yd (8.7 cu/m) Floor Anchor: Dayton T13x4.5" Brace Anchor: Dayton 3/4" Coil Lift Insert: )( Center Of Lift: X:'16'-3" Y: 15'-5" + Center Of Gravity: X: 16'-3" Y: 12'-2" ,., ·lilmer Army Navy Academy Site Prep Work P,:ojec0'121340 ~(>()5 Carlsbad BQulevarg C~rli;bad, CA 92008 Telephone: Fax: Submitt.al Transmittal [For Reviewer] March 25, 2013 Date: 3'25/13 Transmittal No: 0116 Transmitted.to: Kevin Hallock House & Dodge Design 1929 Hancock Street Suite:200 $an Diego, CA 92110 Tel: 619-557-0575 ·. Fax; 619-557-0577 Transmitted Sy: -..,..Mi&al bl?; •• M;Cicero Rogriguez Turner Construction Co. 93~0 Scranton Road SUITE 300 San Diego, CA92121 Tel: 858-232-5758 Fax: 0008 • 260000 • 0 Musc_o Pole,Base Found~tlon Deisgn Cales/Drawings ·item 0001 265600 00151 0 Calculation~ ~acriptlon · M!'JSCO Pple !3ase Musco Foundation Calcs!Drawlngs Cales-and Drc!wlng submitted by laser Eleqtrlc prepcjred·by Richard Foley CA PE for Musco. fo1,mdation Design , Drawing Design ~ ---------- , cc: · come•1,1Y.Ji11m1e;;-.;, "* . Army & Navy Academy An:ny & Navy,Academy Al'JllY & Navy Academy Army & Navy Academy : :§a&J;Jiam,,.. '""~ .. -· . f.~x Nµm~·er Ed Roe Frank Monteleone James Callaghan Jr Lt. Col. David Witwer 760.683.3660 Turner Construction Co. Jason Falce;, Turner C,;mstruction Co. John Travis KEVIN- , ~~f:?l~S 't{Otes..,, 1 1· 1 1· 1 1 AP=Approved - AN=Approved as noted cl RR=Revlse and resubmit . RJ=Rejected $ee-atfched Musco Foundation Drawing Design Cales and Drawing submitted by laser l;:Jectric prepared by Richard Foley CA PE for Musco . Please atia~h this to the MUSCO' Deferred Submittal package for the City of Carlsbad. Th'anks, CicerQ·Rodriguez f~.IBJ:£arlsbad ac,..,~ "'Division APR 1 o 2011 t. na ure t'~ ISSUED BY: ___ ,:;, ___ _ RECEIVED APR ·o 1 'Z.Gi3 CrfY OF CARLSBAD . ILD\NG D\V\S\ON 03/25/201$ Si ned Date DATE~ March 20, 2013 FROM : R.L FOl,.EY & ASSOCIATES, INC. TO : JACK LARABEE LASER ELECTRIC INC. RE : ARMY AND NAVY ACADEMY FOOTBALL & SOFTBALL FIELD LIGHTING ENCLOSED PLEASE FIND: 0Structural Calculations • Ostructural Drawings 0Letter 0Report Oother COPIES: BY : RICHARD L. FOLEY --- JOB NO: 142222 201~-026 Description ,· 0 FWldic::J ~ D ~cm1tbmm1t a SWmtlt ~pocr.:c 11:;:m . Thlo.rov!OWill only for ~t Ol'.ini~ ~th tho . . ¢~ conecpt of'tili proJOOfantt f3.."n...4'Ct#.lfflp!!cnce . \iilh tha-lnl'olfflcifong~n.ln the Contmct Oooumcnt.B, · CotTcmlona or a>mments mEide on fhQ MOP dl'OWlngs dunng tl'lloffN,GW do not roUove ecmtroc(or from mis,ltsnco with ttie requirements of thO P~ end tpcclfl!!atloo:). Appr'OYol of. a· spociiic Item cl'18U not incllidia approval oho aoocmbly of wh!ch tho Item 13 : CGmporiSAt Contnrotor-la.~Slb?o for: · . d!m61')siom to b~ ®nflmisd BM con'clot;i ot tm : job$ila; inform.atton that pertQlna colciY to ~ fobr!cQtton p~ or to tno mc::ro.~. 1 ~quos, ~~andproccdUte3"0f : . ~-«JOrdfnat1ot,:oftl1t,or t'lorWam Wli2l m::it '. of CU Olt'iOF ~~; .md far potf~fl!l ~ In D . ,. caro and .sath$Ct01Y mcnncr. . ·. . Mouao a l)qdgo OoolOo/~~ /. JA ~ ~~ ~~z~~:. . ; MUSCO LIGHTING, INC. Light Structure Pole and foundation Standard This confidential report is provided exclusively for th~ use of engineering approval. The technical infonnation provided her~in is the confidential property of Musco Lighting, lhc .• and reprQduction of this report or use of this informati9n for anything other than its limited,. intended purpose as ~o this project,. wlthoutcthe written pi;!rtnlssion of Musco Lighting, Inc.,. is prot,ibited. ITEM .: Structural Calcutat!ons Pote. Foun~at!on standard PROJECT : ARMY AND NAVY ACADEMY FOOTBALL 8' SOFTBALL FIELD LIGHTING PROJECT NO : 142222 2013-028 DATE: 3/20/2013 ENGINEER : R.L Foley & Associates, In~. Structural Engineers 25652 Ashby Way Lake Forest, Ca 92630 ',. CONTENTS: 5-7 8 9-11 12 13 14 C1 CODE REFERENCE: 2010 CBC AC1318-08 MU$CO LIGHTING, INC. Light Structure Pole·and Foundation Standard Calculation IJ'l!iex LSS70-B (wn Fixtures) Precast base by CRETEX LSS80-A (wfl Fb4Ur~) Precast base by CRETEX LSSSO-$ (W/10 FixtUres Max) Precast base by CRETEX foundatiQn. Check: Pier Reinforcing strain Analys'8 Foundation Schedule and General Notes Building Code Requirements tor Structural Concrete AISC 360-05 Specifications for Structural Steel Buildings ,, I· ' CII a D 1:1 .....,_,, ,. ... -... A A • ,,., ilf Is • fl I .. ; r .. ... 8 ·;-.. :.. l 1· i l • I r j I I 6 I 0 ~ I i I I I I J I 0 0 0 Cl \,ii tot . ;. ~ .. :. ;. au•o•o .......... .,.. i 1 .. ~ .. .. .. t .. ~ N ... .. ... · N·O .. . ii !! --.. .. I ' .. N ~-~ ...aooaaooalc w111 I O O O OlC O O OiC O O I ~ § .... == tit: ... lu w ~! i ... 0• IU 0 00 lftO !v;. • 0 '" g ... .. 0 :r Iii 0 .,...,..,.,.)4..,.,.Jol,..,... ... ,,.n w;,,00000~1:: oo .. .. .. i :I t: w o :o o o o a o Cl U1 ct I · W N .. ... -:.. I : = Q o a o o o olc ~ ~ i ~ oO 00 ~ .. .. i .. .. .. .. Nia .... !! !! ...... ,, .... ~:! I 11~ y ~-' ~ ,. !I • I I ............. 00000••··--············~~~~J~~-------~~·-··-·------i~~~~~~~~~~i~~~~~~~~~~~~~~~~~~~~~~~~.~~~~~~~~~~~~~~ ==~s==:~~==::::~:t~:t::~•=~t=r:~=~=it~~~~:::~=~==== ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~L~~~~~~~~~~~~~~~~ . . 00~00000000000000000000000~00000~~~~~~~~~~~~~~~~~~~ ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~LLLL~~~ M~NNNNNNNNNNNN~NNNNNNNN»NNNNNN~NNNN~NNNNNNNNNNNNNNN ~~~~~~~~~~~~~~~~•~~~i~~~-~i~~~~~~~~~~~~~~~~~~~~~~~~ ~~~~~~~~~PPPPPPPPPPPPPPP~PPPPPPtt~tttttt~~~~~PPPPPP ~~===~=t===~===~==~====~~===-~~==~~~t~~:=~~===::::: ••••·~--~~FF~PFFP~~p~pppp~p~;,p~;PF~;,pp~~,FF~PF,~P ~~~~~~~~-~••••ow~~••••~J•o~•••~•••••N•~•~••••o••••N ••••••••••••••••••WWWWWWW~NNNN~NN~~~~~~~~OOOOOOOOOO ~~~~~~~~~~~~~~~~L~~~~~;~~~~~~~~~~~~~~~~~~~~~~~~L~~~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ r r r r r r·r ~ ~ ~ ~ !"'"'~ ~ ~ ~ ~ ~~ ~ ~ ~·~ r r ~ ~ r r r ~ r r-r ~ r r ~&•~~~~~~~kk~~:::~~=~~~~~~====~:~~:==:~=~~==::::::: ~ ~ ~ ~-~ ·~ ~ ~ ~ ~ ~ ~ ~ ~ = = ~ ~, t = ~,= ~ ~ ~-~'~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~-~ r ~ ~ o o o o o o =:====::g~=~~~~~~k·~~~b~=:=======:~=~d~g:::~~~~~~~~ ooooo~~~oooooooooooooooooOoooooooOooooooGoo~~~~~~~~ ~~~~~---~~~~~~~~~~~~~~~~~~~-~~~~~~~~~~LLL~LLw"~""ooo, ===~==~=~=~=~~:=:::;t===~=t~~=~:~=t~~~====~i::~i=~g· ~~~~~~~~~t~~~~~=~~==~~~~~t~~=~~=~~~~~~~~~~~~~~~~~~~ ==~::::~-~-:k~~~~~~~~t~~b~~~~~~~~i~~~~:~=~=::~:~~~~ . -,,, -1• :a,_; =-ji i .. -.. i: !i 2., i: .. l j!: :c~ 'I II .:. :I nl ~ ~ =i ' .. J :I ;. ,.. . :i :i ' L ,. fi ~i :t i :t i 3' ~ a ~ i; ;. :t -.. :r .... : ~ ~ ;. ~ In . i I ,. • .!!. ~la gJ .. .. Iii ii if · 1h ~ r N ,c ::: • :i I r ll ' ii: ,. rr " K ti 0 ' ~ • c! ; ~ lil Bi .!. ... ~, Iii !il bi ~ GI . ' 11-1, -----------------~--~ ~~~~~~~~~~~~rrrr~~~~, a~N~o•~••w~o•~••w~ow •w••o••••~••••o•~••o -.. ~~~~~~~~---~------~-· •••••••~•••~•••••••oo •o~·~-~WW~ON•~•ow~~-~ 000000000000000000000 ••••• , •• 'I' ••••••••••••• ~~~~~~*~~~~~~~~~~~~~~ NNNNNN~N~NNNNNNNNNNN~ ~~~~~~~~~~~~~~~~~~~~~ ~~~~~~~~~~~~~~~~~~~~~ ~~~~~~~~~~~pppp~pppp~ ~=:j:=~~:~a,:~=::~=:= ~~~ff~~f~~~,~~~~~~f~~ 555ES5~i5iiEE~S5iESi~ ~~r~r~~~r~rrrr~~~~r~~ 000000000000~~~~~~~~~ ~;::::;c:~~=~a2~::~t= rrrrrrtrrrrrrrrrrr~~~ •••~•••wwwwwwwoooooww -~~.W~Q·~-~w~o~~WN~~-••••N•••~•o••••o~wo~- o O O O o O O O O O )ol '"' to.a .,. ,N N N.W W W • ooo~uw•~~~~~a•~••~~w~ ~~~~~~~~~~~~---ft·~~~~ •••••WWNN~~OW9~--~·WN ---~--~---······~----.N~~--~WN~---~•WN~O-~ ~~N~w-•wa~~W-~WN~OO~W 000000000000000000000 owwwwwwwwwwwwww~wwwww o••••••••••••ww•••••~ a~~~~~~••vw~o-~aw•-~l m oo~ooooooo•~~~~NNNWWa ~~~~~~~~~~~~~~~~~~~~~ o~•~-~~oaww••w~~»~~o~ . ' CRETEX CONCRETE PRODUCTS MIDWEST. INC •. SCOPE: PROJECT: Analysis of an aruuar presbessed concrete pole-member based on compatible strain procedt.n per Aehl18-08* with an ultimate .con·crete strain of 0.003. Musco standa'd PoleBase DATE: Jan-11-2011 2.1>1 PM POLElYPE• 3B . PROGRAM VERSION 2.1 Revised ID reference ACI 318 USER DEt=INED INPUTS CROSS-SECTION OUTER OIAIITER = D" = HOLLOW CORE INSIDE DIAMETER• 0.: . TENDON CIRCLE. DIAMETER= Di= NUMB~ OF TENDONS= N (56 or less ~nd even) TENDON DIAMETER= dt = NOMINAL. TENDON AREA= A,.= -ULTIMATE TENDON STRENGTH= t,., = TENDON YIELD STRENGTH = fn =-• CONCRETE COMPRESSIVE STRENGTH=-Pc= MODULUS OF ELASTICITY -STEEL= E. = INITIAL PRESTESS FACTOR= IPF = PRESTRESS LOSS FACTOR= PLF = *PHI FACTOR CALCULATED PER.ACJ 318 :1999 .OR 2008 PHI FACTOR=+ ;::c · PRESTESSING STRAIN IN TENDON = s. = . CONCRETE SERVICE STRESS DlJETO PRESTRE$S = . · ... CROSS SEGTiONAL AREA= GROSS MOMENT OF INE~TIA = DISTANCE TO NEUTRAL AXIS FROM COMP. SIDE=· c =. , ,QQNCRETE COMPRESSIVE·FORCE = ·. . . , ·-AREA OF BONDED R~INF,ORCEMENT = · .. -MINIMUM BONDED REINFORCEMENT AREA (ACI 1_8.9.2) = -~l;INFORCEMENT RATIO-= Pp= REINFORCEMENT INOEX = a,= MAXIMUM REINFORCEMENT INDEX (ACI 318-99, 1.8.8: 1)'= S'J'.~.D Dt=YEL(?PMENT lENGTH = ~ = . RESULTS NOMINAL MOMENT CAPACITY= Mn= DESIGN MOMENT CAPACITY= +Mn = CRACKING lOAP MOMENT (ACI 18.8.2) = 13.32 INCHES 6.125 INCHES 10.625 INCHES 12 0.5 INCHES 0.1,31 IN2 ·270 KSI 230 KSI 9500 PSI 210·00 KSI 0.64 0.82 A(:11999 · 0.90 0.0049 ·2359 PSI 110 IN2 "1476 IN4 -~.15 INCHES . 274 KIPS · 1.84 IN2 • 2 · ·. 0.22 IN SATISFIED 0.0206 Q.3747 .0.2340 EXCEEDED 39JNCHES 130 FT-KIPS 117 FT-KIPS 57 FT-KIPS SATISFIED <;oNFJDENTIAL: The fnfonnatlon contained In this daslgn-11 praprlelmy to The Cretex Companies, Inc. and Is being furnished for the use of the designer in connection with th IS particular project; The Information oontainedheraln is not to ba transmitted to any other orgl=!nlzati~n unless spaclffcally ~tl)orlzed In Writing by The Cretex Companies, Inc. .. ' ··. ·. . ' 3120/2013 •• ':!· -... ASSO!'l:l\ftS, ,Dia. ftllUCTUMI, --LAU ,o~ ~. fMca:_ 7-•OS ~Clt~IA 15 -,DP C DA/•lll'IWr, Af_ ,D,!.,(l'lftlla&tt ~ 2,:i •••• D.i../~•• • 50,0_ "t,A~~-o,:ualir-~-----o "AL•==~'=' "'0.&.•~UMOO,:,IAU.Mt Hl!MlltCO; IHl,IIOAT ,.,,,,,AIOl,'f_ - I 'ftz u.. 1ba •> 1 • 11.n tc. 111t. rial lld:I. ,xi,di,> .,, 1. 11.17 tt. , ... •lrc>M fnda) -,tA ,. 0.11 ia. (pole tllk, • top) •MIA·• s.JO iA, (poi., dl• .• top) ..... 11,75 :ill, (pole .U-, _o lol:IOI •'>t.S • 0,·171 iA• ,..,..,.. tl,k •• t.t.) ·•P>J • Jl,O bi (tixt -t Met. • ,,Py • 51,0 k•i coci.r po~• NCt .-1 ·> •• 2',000 bi ... ,ut. :I. ,,.,, .. :,Jed .. o.,s (2"abl•-f·f) ·>Ka• 1.au Hllll•IIIP Ce 12,0 "· •> I• 1.ao (,rabJ• f•ll ->Cf. 1.00 L'Itlft· PU'NIUI (::otCUIDIID XII W,.) -,,OLii D~(INI\T.t<lllt ~leA N/ -· -PIIOOJICr 110~ _ __ 142222•11 I l' • ~--ID lff -· J'OUI lff V ,7 nnul\D- -~ M Iii fvl· <·· !( .... , '<··-· ,,,.,__ qs ... f"Ct •---~ qs •• ,ou1••1tzt•11,uv1"x - 111 M 111 l M I_ ., I ., I ., I V v..J.J!... LOM-DXAmM ,.a, tt> (,rabJe f•J) <·· c•-- <·· <·· <•• C•• <·· C•• C•• C•• ~--· C•• C•• •·· C•• < ...... ,.,.._ -'ftl'JI -••• -· 3.0 ... -- ... -1.o -1 •• -1.0 -••• ·-~ o.o' ~-o.o -7.0 -· .,,,.,_ .. ,.,"Cf - -~ 4"•,00IH~-,C,,t ... lY)1:r • •>Cf. 1,200 '81K 1vAJ1m o.s-1.2 l'0R --.al r ,1gure ~-211 POLS .D»ODIIO, betil• ·0.025 i>er HuAN:o t .. c ,ounvr -------------l/r2_,r•IDtlL'l'A/JlfJAo.sJ 111!ez'e r.tttA 1• clue to •U Wll1glll; 25,44 Pli11Mllt n.u n,,wt DIST.- '!OP1'Cl(aft o.s 3.0 ..... 1.1 11.5 1J .. I 15.5 11.0 20., u., _ .... ,1.s, --- 11,;u_ -- l11•t••-VlJ?r,1tica Prol>l.,.. ill llDf#Dffr1D!J by ,i,1...-1111:0, ftb fl_D. pg.JI/ ,.,,a JI0•0I .-0JtJi:i1Uoa ,rabJ• lf,1, CU. U tar Py • H.O Ml u b./ft. .In. Jn2 .1n, .. , Mr:11 a/fa, Cwlllmtk.2.11 Mlt (MIU!) ., •. .z., lf•U) l'A aan , ... ,,-;,,, (f-15/ .-IIOI IOIS•HI PJioacoio, Ni. ,oc:rnw. 1. aarriw, nu UICA'f.19!11 -~L~ POLK m, .t!l --. ·er •11 Jta qa -,P llllClftf'JI 80 ft --IM IM 1.0 2.2• 1.2u 21.·~· 22' 1H 1.0, 2 .. 2• 1 .. 2o& 21.15 117 120 1,u ~.n ,..u• n.az u -. 1.0 2 .. 20 .1 .. 1•• 20 •• , 0 • 1.1 2,20 1.11,· ao.,2 I 0 1.0 2.2D 1.1"70 :aii.57 • • 1.0 2 .. 20 1.111 21.,1 0 I 1.0 a.so 1.152 _20.24 0 • 1.0 -2.20 1.1.a 20.07 0 0 1.• 2.20 1.UI »-~· • • 1.J 11,70 .... , 1,.,~ 2H no l'l'D'rAUI -,,.. HD .seat1ca ,.s.,.:,, auar:-11LL-" ,...e.,.. ccmatat eps~ipa, e, • 0,2 Lz ., 541.$ c~tant l .. 500 Nf . 2.,,. Vs -H.;tl Rn . ·o,0:75 4.6n1h/Vz -1.17? 4.!lfl1BNz -0.020, Ii . 1.0&f f!,!.4n11:N; . o.o,. "" . l.913 C -0.2~0 Rh -O.lH lz -0.197 RB -o.,a7 Q . Q.916 RL --o.ssc 0 -o .••• Of• 1.113 D/t c .oa/r, • u, HJ 0/t • ,)H/r, • 10 U7 -COlll'i'Ct !IIDAU" 1.m an MOMINr,M• 13.31 ,:-rr ••1111 • <1u2 n-iiiAti• uu ms ~roifrootINGOIE@. I '0/t c ,071/,Y • 37 SJ C-11<¢ M c -,1,S • ,, X•ft Pnca•t -o.x. P/t c ,1111/py • H '•• •loader •l-t 11aetica tor llllifono coopnNica Lllo-~ ..... ,. I: l! ~! .. _..; .. ,.....-f,...:..-.;.... ________ ...,. _______________________ '--_______________________ _ .. ---11------------------------,-----------------------------~ ~ .. 1:1 . ,a ., .. .. -... ~ ~i ,: ;·;,;,:: ~ ~; ~ =·= ~ = = ,.: ; ; ; ; ;~ = =::. :-; t ~ = ~ ~ ·: ~ :·::; ;· ~ ,g:; ~ ·=· ~ ~:; ~~~~~~ •••• ~~~~~iinnfl•••iii~i.~~~~~~~~~i•a•i~iiii.i~ ; ~-~::::::::: ;·; ~·::::: i':::::::::::::::::::::: :.: : : : : I: ~·"'"ft ft ft ,N, N N ft -ft"-"" Na" M 8 N N ti~ N ft ft ft ft N," N N,ft ff N ft N N ft N ft.ft ft N N N ff ft N ft :r ~ ~ := = ::-: ~ ~ ;:--~~:~I.:·::·::·::::::~:::~:=~~ t :=:: :: :: ·:.:~~a-R::: i:;:?:::: ,~i~dd~ii~~=~j~~~ii~i~iiiiii~~iiiiijiiiiiiiii,~iii~ ., ., •• a.• NO.~~~~~ w ft O e ••~a ~ -~ ft a•~ ft~~~ M "'~' ~ ~ ~ 0. ~ ~ ~ ~ ~ ~ ~ 0 • ~d~d~~~i~~~~===iij~ji~~~~=~~i=~::i~~ij~i~~m:j~~-=i• : :; I =: :I I : :: : ; ~-~ : : : : = : : : : : : : I : : : : g ;: : : ~ : ; := ~ : : ;: : : : : : =: = : : : .; .; .; in ~ .; ~ .; ia • ·• • • • ~ .:. ,: .:. .:. .;, i:. i •;, ·• • • • a .; ~it .;. a .;, .; :i :i = ~ ~ ~ ~ a = = ;i· ~ ~ -:: :i :i • a l ·--~~,·····-~---~~~·~~,~r:,~~,~t, i: ~ :1 :; =~ = i ~-~ j ='i ~ = ='= =-=:: ~ ~ =: ~ ~ :·:: ~---.. --,~~,,~ ....................... .. .. ~·. ··-. ~ ~ ~ ~ ~·~ ~ ~ ~ ~ ." ..........•. -.. , o~•••·~~,~-·~••r<••,~~~t,,,~~~~~~ 9 ~-~ • W·i n ~•·•~~ft~~~~~-~ rl ~ • ~ o o • • • o • o • .. :; ~ .. .. • 0 .. 0 ~ .. . .. .. . .. .. ". . . .. Eiiii!55!~ . ·-= ~ ::I . ... . 0 .. ;::.i = ,:; ==~1= 0 0 0 ... ... .. .. " .. " " " .. pf rt .; " " " .. .; .. .; ri .; .; .; ;; ,. .; ~ ,i.;,;.;.;..;.;.;~.; )I )I )I )I ,. >! ,. )I )1,)1)1)"-)t )l•)I )I ,. )I ), ,. ), ), )I ), ,. ,. ,. ,. ,. )I )I ,., ACc~•ccc~cc~c~~ccc•icc•cc~~•cc•c ~i~iii~iiiiii••iiii~iiiiii~iiiii =::;-~~I, f·~ a=-~ I~~= IR~~:=::::.;;·~;;~, =·=·= = =:: ~ ~ i ~ ~ i: =:: .:-:: = ~:::: ~ s as.:= S!$!!!!5i!$~!a5Si!~iEii!ial~iS!i .;.;.;.;.;.;.;.;.;.;.;.;.;,..;.;.;.;.;.;.;.;.;~ .. ~ .......... ~ ~~;~;;;~;~;;:=~;;;==~~=~:=:~;=== ~-·~-~-·====iii==~ddddddd~d=;ddd :~:::::::::~t::::::::::::::::::: ·~~~~~·~··~~·~~~·~~~~~~·~~ .. ~···· • . . . • ... . . -· . • • . • • = .. .. .. .. .. .. .. ... .. ... .. .. .. .. .. .. ... .. .. ..... .. .. .. .. .. .. .. ... .. .. .. .. t ,c-; .. .. .. ": r: .. ": .. .. .. .. .. .. .. o• .. .. .. . 0 .. • 000 ,; -=i~=:i::s==~~:=~ :; ~ ~-t; = :i ~: =-~ = = = :i :i ~ • = • . . .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ,; N .. .. N .. "l ': "l "l "l . :; :; ;; ;; .. : .. .. .. .. : : . . . . . .. .. .. • 0 • .. • ,i . . . • • • . .. .. .. .. .. .. .. .. .. .. .. .,, .. .. .. .. .. .. .. .. .. .. '"; r: ': .. j,, .. .. .. .. ": .. o .o· o • .. • • • .. 0 .. .. .. .. .. .. .. .. .. .. .. .. ': ': "l "l ': "l . "l .. -:·-: ;; ~ ;; :; ;; ;; . ;; ;; :$ :: .. .. .. .. .. .. • .. .. .. • : ... : : : .; : : . . • • ... ~ o• .. • .. -. .. •• . ~•N•,-~~rl•••HOO~~ .. -~ ........... ~~~~-~iiiiiiiidi~iii~ii~d~~di~ii~tiii CRETEX CONCRETE PRODUCTS MIDWEST, INC. SCOPE: Analysis of ali annular prestressed conaete, pole member based_ on compatible strain procedure per ACl-318-08* with an ultimate ooncr~te strain of 0.003. PROJECT: Musco Standard Pole Base DATE:. Jan-11-2011 2:0.t PM POLE TYPE• 48 PROGRAM VERSION 2.1 Revised to reference ACI 318 USER DEFINED INPUTS CROSS-SECTION OUTER DIAMTER = D0 = HOLLOW CORE INSIDE DIAMETER= Di= TENDON CIRCLE DIAMETER= Dt = NUMBER OF TENDONS= N (58 or less and even) iENOON DIAMETER= dt = NOMINAL TENDON AREA= A,.= ULTIMATE TENDON STRENGTH= f PII = TENDON YIELD STRENGTH = fpy = CONCRETE COMPRESSIVE STRENGTH= F'c = MODULUS OF ~LASTICJTY -STEEL= E. = INITIAL PRESTESS FACTOR= IPF = PRESTRESS LOSS:FACTOR = PlF = *PHI FACTOR CALCULATED PER ACI ~18 1999 OR 2008 .OUTPUT PHI FACTOR=+= . PRESTESSING STRAIN IN TENDON= s .. = ·.' 9ONCReTE SERVl~E STRESS DUE TO PR~STRESS = ·. ·CROSS S1:;CTIONAL AREA= · ·<;;ROSS MOMENT OF INERTIA= QISTANCE TO NEUTRAL AXIS FROM COMP. SIDE=~-~, :q9NCRETE COMPRESSIVE FORCE= · AREA OF BO.NDED REINFORCEMENT= . .=:MINIMUM BONDED REINFORCEMENT AREA (ACI 18.9.2) = · '.R~INFORCEMENT RATIO= Pp= . ·. REINFORCEMENT INDEX= en= MAXIMUM REINFORCEMENT INDEX.(ACI 318-~, 18.8.1) = SJRANO DEVE.LOPMENT LENGTH = lei= . ··. . . . . . . 'RESULTS . ·,··-·. 15.67 INCHES 8.375 INCHES 12.62. INCHES 12 0.5 INCHES · 0.1531 IN2 270 KSI 230 KSI 9500 PSI 29000 KSI 0.64 0.82 AC~ 1999 0.90 0.0049 . '1890 PSI . ~138 IN2 27'18 IN4 . 6.Q6 INCHES 29.8 KIPS 1.84 IN2 ·:0.28 JN2 SATl~Fl!=P 0:0166 0.3345 0~2a40 EXCEEDED '. 49 INCHES NOMINAL MOMENT CAPACITY= Mn= ·1Tt FT-KIPS DESIGN MOMENT CAPACITY= +Mn= 159 FT-KIPS ·CR,ACKING LOAD MOMENT (ACI 18.8.2) = . 76 FT-KIPS SATISFIED CONFIDENTIAL:' The 'lnfonnatlon contained In this deiG'n is pn,pnetaiy to The Cratex Companies, Inc. and ls belng·furnlshed for the use of the ·designer ln connection with this pa~lar project. The lnfomration contained herein ls not to be traitJm~ l9 any other organization ul!fess s~lly authorized In wrtllng by The Cretex Companlet~ Inc. " · · .. ... ··. . . : .. :· . ·.· ... .. '• ·-... · 3/211120\:l R, II; FOLIY 6 IIIIOCIIITU, Illa. .,ftllUOTUIIAL oo:iwspa · L_IIH FORIIT, ,:,,' POLS ·llUiGIIATIOIU HMUr.\C'lWIIRI PROJJICT• J!.OJ LSsto-a w/ NUSl:O 1,~:;iaaa-11 l~ FIXT!JRIS AKI ?•Ot RlllD C:RXTIRJ/1 ••-!!t11,m:c: l P • IIWPl!IP0.1111 WT + POLS WT •A-•-,-,,----_, ,------' IIIGI.WIMICIIOIS-.NIIIIUICO "Ot.•~U)AOO,:~& ~-A!I/KO "'0 L • DfAO tOAO ~IAUAIT, MI-C:0.-Ar IU-"TAIOl/f- lNPUr 2.1 fta ll•• ll•• .... 1 • 11,H ft, (ht• fl"OII •dj, ,rade) .,. l • 11151 t1; ... Ult .. 1%'0a , ..... , -1>tA ·• o.us in, (pole tllk, • top) -adA • ,.oo ill', (po~e dhM, • top) ..... "' U;U in, (pol• dhM, • Itta) ••U • o .u, in, (pole tllk, • .,,.., ... ,,, . u.o k•1 (U,ct. aou.nt seot, •--~,, . H,O kd (oth..-pc,la oMt,) •• I• '9,0DO kol. ••X•C.• 1 ,,.~, ••Kd • o,,, . fraoJ• , •. ,, •>Ka .. l ,~)4 NAX•lllP C: • ..., ff. ., I• 1.00· (f'.,.l• l•ll' ... -~ 1-lvl I Ill I lvl I \' I v I 1 y I y I. y I.I .... II v( ... _L.I.!!_ ~DIO lllMJHII 5,21 ft) I :r.itJ• ,-JI .,er• 1,00 ~lOIIT rum1111 (IIICLIJDlll l" IJA) -l'Cf. l,iDO MIIX (YMlU 0,S•1,Z fllll 11111 INILI) .,,,,.,..,. ,-111 '9~1 DMl•l"O, l>,U•, o.,a• Ptr IIIIHO tHC OUT,1/T ------ ~--•·· •·· •-... c-.:. •.. •·· ··--- '----... -·· ----.. -·•1----.1---• ---·---· AIIC' uo .. os s,•o.ification Tilbl• ••-l, for Fy • ,55,0 UI c ••• 25 31 l!SI 343 IMAX) •--rxmau . .,,,.r-•••Of"!'c:J • C'!'•Whaff .... 002s,·1~•X11t•ltl(Y)1I I! ...... ll'JTM:JIIIIIIT .lffllA!I POl,S• 'I/Af• 1••ilf•Cf • vl!i-~~ .-~ .. 0025S• .... •••t.•Ut"l)11,• -----. 34.51 Jff MAX :11,H ,sr IIAX DUT. ~OIi 17,15 Hr NU 21,H HF >WI li-:aJ 1,-isJ PA ,,.,,., lir,25) Cf \JOII 1101 Pllo.nc"l'I L<>C/ITIOlh 2013_002, l\Jlll"10CJDJILL l.. SOFTBALL FISLI> CUl,QIID ,, C/1, . . POL~-lD; Sl1 sa, ,54 xa. qa IIlll>,r HIIIIIT,P, LU LI# itf iJ .Jioo .. i i i ?ll! HD .il•otjon ,.s.,.~ OU.t••Etaet.lAato'r aOl\iitan~ •pei.l~;ii . o,a !,Z • sn.o conwt1nt 1 ~ soo N1 . .3·.u, VJ! . 11,10 Rn' . o.·ou . 4.6n1hNz . 2,334 ~.en1111Vi . 0,0Jl • • o.,u 15.41111.M . 0,105 1111 . ·4,0H C .• o.:zoo Ila . o.:a~, 1% . 0,U? RB . 0,11, Q . O,Uf Rl . o.tn 0 . .... ,· Of • 1,131 D/t. c .45S/Fy • 23'1 D/t C ,l1J:/Fy • lU D/t c ,071/Fy • 37 237 lloncoepact §##• 2.t1Z an · MOMDff,N• '7Al IC·IJ' .-IW • 4t.» n-· 3.3'11 JCfflS ia'iiiiouiY"IOJl'POOtiNGCHiciq I 53 Coap•ot. M c tJttn/1.5 • 15!!5 c .. rr Pr•c••t. ·b•• o:-.. D/t. c •. us/rr • ,, 14 Slender eluant-section for UnU'oxa capr•••ion t.sio-8 Paae "f. -~ :. ~ ::-~ »'& . "--.. -+---------------------------------------------------- ... -. ... .. .. 0 ~ '~ . ii ... .. .. •-M a .. A:-: ti::: < -,1:.: ~~ :. J: > :iii • .. .. u 0 "' i~~ii~~ii~~~~~i~~ii~~~~i~~iiii~~~~~-~~~~i~~~~~~~~~~~ iiii~~ii~~iii~iiii~iiii~iiiiiiiiii~iiiiii~iiiii~i,i ~ ; ;:: ~ ;: ;: : =. =' : = :: ~ ~· ; ; ~ : ~ = !; ~ : :: ~ ~ ~' ; ~ ~ ~· ~ ~ = : : ·:-:4 .:, ~ :; ; ; .;, ; ; ~ ~ ; ~ ; ~i~ii~d~ij,~~=~~:ij~~iji~~:;:::a:iiiiidi~:S!i!~a~~~ ~::t~:,~;~;;~~;;~·~-~=,~=~=;:~::;:=~=~w::::~~=::R~~ ;;;~;;~~,=====~~~~~~ci~~ci~iiiiiiiiiiidiiiiij~~~jdddd ;~===:==============;;~f;;;;;~,~~=~~1~;-~;;,::::;;~ .;;;;;;;;~;~~;;;~;;; ....•........ ~ ........ ~.;;;; .. . •••••• ~~~,~,~~~·~,,~~~~,~~,,~.,~~2l~1 ~•~,,~,,·~~~,~ ==~:::;:::::::i===~============~=--~~~~=~=:==~~==== ~---R·------------------~--~--~-------ka&•a•••••••• ~~~~~~==============;;;;;;;=;============:::::::::: -~~~~~~~;~~~~~;;~~~~---····--;~~~~~~J~~~~~;;;~;~;~~ . : a : ~ = :;,~ t = ;, :-i!. :: ;, : :: : !; = = : ,: .~ =·~ .,; ~ ; ~ : = :· ~ g ~~~~~;;~;~;-;;J~J~~;;;;;;ooo;;;;; ;;t~~;~~~;;;~;;~~;;;~~;;;~~!;;~~ :;~:;::::::::=~~~~~:=:~:~!S!;a~~ ~. ~ ~---~ ~. -~ ,_ "~'". -• ~~ •• ~ft~ 1 0 0 •• ~. ~~i~~~j~~~~d~~·~ji~iii~~==~i~dii ~-• a o.~ ft~•••• Pa a~ o ~ N N'~ • • ~ ~ • • ~ ~ ~ ~ ~ ~ .~;~~~~~~~~~~~~;;;;~;~~;;~;~; ... • ~ ~ ~.~ "~ ~ •" ri • ~ • • ~ 1 ~ • ~ • ~ •, ~ ~ ~ ~ o•o ~ ~ ~;~;~~;;;;;~~~~~~o;;;;; •••• ;;;oo ~~~i~cc~~~~~~~~~cc~i~J~~~~Ji~iii iii,iiiiiiiiiiiiiiiiiiiiiiiiiii~ :,t: :·: ~ ~ ~ ~ ~ ~ ~ = f:. ~ ~::::: = =·= =: =:: ~:: GO~~~~~~~~~-~~~~~~,~~~'~~~~-~~~~~~ ft ;;00~00000000000•••••••••••~;;~; ft~~ 0 ~ • O • • N -O • 0 ~ 0 • N 0, • • • ~ ~ e • •. ~ ~ ~ ~ d:i~i~id~iiiiddi~~iidiiii~,~~=~= =;•~~~~;~;;q;;~,~~~·~;;;~;;,;;;; i~~-1~~~~;;;;~~~~~;;;;;;::~===t• ~~~~~~~~•~~~~~~~~~~~~~~~~~~~~~~~ 0•0~;;;;;;;0000000•••••0•••••••• --~-~----~~--~-~··~·-·-------··· ~ ~ ~ ~ _'4!• ~ ~ ~ ~ ~ ~ • • • • N" • ~ • • "• • •••·••••a -~~~~~~~~~-;;~;~;~~~~~~;;;;;;;~; riMN~riNNMMN"M~M~NMMN••M~NMNNN••·•• 0 • • N·• a M ~ ~ N ~ ~ 0 N ~ ~ W ~ -a~~•• a••··-•• a ~NNNOaa•~~-~--~NNO••-••••••••••• 0 0 0 ~ ~ ~ ~ ~ ~ ~ ~-~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~"" 0 0 0 0 ~ 0 0 0 9 0 0 0 0 0 0 0 ... e e O O O O O O 0 ~W·~-,~-~~A••~~~-~••••••••~••••• ai~ad::~:jii~~~iiiiidiiiiiiiiii~ ======~========================= ~NNNNNNNNNNNNNftftftft"ftftNRNftftftftftft"ft ~;~;~~~;~;;~~;~~~;~~;~~~~;~~;;;; ~~~"~-~~"~-~~"··"~"-·ft~~~-~~"·· ~~-OMNW~·-~~~,~~~~~~,~~~~~~~~~~ ;;~~~~~~~~~-------~·~~.~~---··· ~~~~"""""~""~""~"~~~~~~~~~~"~~" CRETEX CONCRETE PRODUCTS MIDWEST, INC. SCOP~: Analysis of an amular prestressed concrete pol~ merobertased on ~patible slrain procedure per ACl-318-08* with an ultimate ~e ~ Qf 0.003. PROJECT: Musco SlandardPole Base DATE: Jan-11..2011 2:00 PM POLE TYPE• 5B PROGRAM VERSION 2.1 Revised to reference· AC! 31 a USER DEFINED INPUTS CROSS-SECTION OUTER DWITER = Do= HOLLOW·CORE INSIDE DIAMETER= Di= TENDON CIRCLE OWAETER = 0t = NUMBER OF TENDONS= N (56 or Jess and even) · TENDON DIAMETER= <It= NOMINAL TENDON AREA= A,.= ULTIMATE TENDON STRENGTfl' = t,. = TENDON YlELO STRENGTH= fpy = CONCRETE COMPRESSIVI: STRENGTH = F'a = MODULUS OF ELASTICITY'-STEEL = I;= INITIALPRESTESS FACTOR= IPF = PRESTRESS LOSS FACTOR= PLF = *PHl FACTOR CALCULATED PERACI 3181999 OR 2008 .OUTPUT PHI f=AGTOR = t = PRESTESSING ·STRAIN IN TENDON = s.. = C9NCRETE SERVICE STRESS DUE TO PRESTRESS = . C8OSS-SECTIQNAL AREA= GROSS MOMENT OF INERTIA= DISTANCE'TO NEUTRAL AXIS FROM COMP. SIDE= c =· CQNCRf:TE COMPRESSIVE FORCE = AREA.OF BONDED REINFORCEMENT= . MINIMUM BONDED REINFORCEMENT AREA (ACf 1$.9.2), = R~l~FORCl;MENT RATIO= Pp= REINFORCEMENT INDEX= a,= ~IMUM RelNFORCEMENT INDEX (ACI 318~99, 18;8.1)= .STRAND DEVELOPMENT LENGTH= lei= -RESULTS 18.18 INCHES 10.5 INCHES 15~125.INCHES 18 0.51NCHE$ . ().1531 IN2 270 KSI 230 KSI 9500 PSI ,29000 KSI 0.84 0.82 ACl.1999 0~90 0.0049 2265 PSI ·112 IN2 4742 (N4 7.82 INCHl;S 426 KIPS '.2.76 IN2 . 0.34 IN2 0.0187 0.3578 0.?~40 · ,44 INCHES NOMINAL MOMENT CAPACITY= Mn= 293 FT-KIPS DESIGN MOMENT CAPACITY= +Mn= 284 FT-KIPS SATISFIED EXCEEDED CRACKING LOAD MOMENT {ACI 18.8.2) = 130 FT-KIPS SATISFIED CONFIDENTIAL: the·informatlon contained in thla design la proprietary to The Cretex Companies, Inc. and Is belng·fumlshed for the use of lhe designer In connection with this pa~cular project The lnformatlcn contained herein Is not ~ b.e tran~mltt!!d to any other organ~a_tlon unless · speciflcallY authorized Jn wr,ttlng by The Cl'Blex Companies, Inc. · .... -~ . . .... . ' .. DESIGN OF EMBEDDED POLE FOOTING- NONCONSTRAINED 2010 C8C Section 1807A.7.3.2.1 Mark/Type INPUT Shear, P lbs.= heiaht of P above grade, h ft = allow lateral bra Pressure, s osf/ft = max allow lateral bra pressure osf/ft = Effective Pier Diameter, b ft = OUPUT Moment at arade, M · ft-lbs,= • acting lateral ',brg pressure, S1 psf =. allow later$! brg pressure, S1 psf = A=2.34P/(S1b). = Min req'd e,nbedment, d ft·= =A/2{1.+(1+4.36h/A) 112} Add depth ignored ft = Total embed rea'd 'ft = . USE 30-IN DIAMETER--> USE 30 IN DIAMETER -> USE 36 IN DIAMETER --> R. L. FOLEY ASSOCIATES, INC. STRUCTURAL ENGINEERS LS70-B LSB0-A LSB0-B A1 S3 S1, S2,.S4 " 1,488 1,722 2,012 51.1 . 48.4 48.2 300 200 300 3000 2000 . 3000 5.00 '5.00 6.00 76,036 83,382· 97,033 . 761 605 780 761 605 780 0;91 1.33 1.01 7.61 . 9.08 7.80 8.00 0.00 0.00 .. 15.61 9 . .08 7.80 16'-011 14'-01 '· 16'-011 Page· 13 8BARSTRN,Wlti JOB NO:' 201~~026 R, L. ,OLSY r.. ASSOCIA'fFlS , IHC, STRtlC'l'tlJW,, ElllGlNBBRS POLE DESIGNATION; . MJWUPACTORBR: LS70-B MOSCO· PROJECT: JiNA FOOTBALL & SOFTBALL FIELD ~ P.OR_E:ST I CA. CLIE?rr: LOCAT.ION: CARLSBAD,~ ULTIMATE: S~GTH ~HECK OP, FOOTil)lG RBINFOR~ (BY STRAIN ANALYSIS FOR 8 BAR CAGB) INPUT OUTSIDE ~IAMBTER, d CONCRETE COVER TO REINF 36.00 IN 3.SO RBINP CIRCLE DIAMBTBR, r = 28. CIO IN NUMBER OF REBAR "' 8 8 Sl:ZB OP RBI.NP,# AREA OP RBI.NP 0.79 IN 6.32 > 5. 09 IN"2 (Mil)l As•. Q0SAg) RBINF YIELD STR,BNGTH CONC ~ STRENGTH MOD OP BLABTICITY,STBBL MOD OF E:t.ASTICITY,CONC AHOMB CONCDTB STRAIN DISTANCB 'l'O N ,A, 1 C SOX.VJ'ION = 60.0 ltSI • 3.0 ltSI ., 29, 000 ltSI • 3,122 ltSI • 0,0030 IN/'1.N MAX • 6,52 IN n ,. Ea/Ee • 9.29 BBTA • • • BBTA*c • a/d "' o:as [OJaC 261o(c)7cl 5.54 (OBC ·2610-(c)7A] 0.1538 CURVE B FACTOR POR AREA • COMPRESSION AREA a (l .• (1?38 FROM CHART Pc,; 703 RBINF CONC FOND,BY PBRGUSON,1965 95.64 IN ... 2 CURVE A FOR~ TO e.g. DIST.·PROM C:g. TO·cL, YIELD· STEEL STRAIN SPACING OF REINP ,,THETA DIST FOR THETA i, dl DIST FOR THETA 2, d2 DIST FOR THETA 3, d3 DIST FOR THETA 4, d4 DIST FOR THETAS, dS = 0.816 PllOM CHAR~ PG 703 RBINF CONC POND,BY :PERGUSON,.1965 1-4.69 IN ~ 0.0021 IN/IN 45 DBGREBf BENDING STRAIN STRAND STRESS 32.00 IN el =-0. OU:734$. IN/IN fs -60.0 l<SI .. 27.90 IN e2 ,. o. 009&46·1 IN/m fs .. 60.0 l<SI 18.00 IN e3 • 0. 0052882 IN/IN' fs = 60.0 l<SI 8.10, IN e4 • O. 000729.6 IN/IN fs = 21.2 KSJ: 4.00 IN es ,. ~o. 001:158 IN/IN fi;; -= -33.6 ~I INTERNAL FORCES Pl = 47.40 F2 -94.8'0 P3 -94.80 F4 -33,43 ,ps -~26.53 CONCRETE = -243.89 TOTAL .. o.oo Ms=phi*MU/1.6 = BARSTRAIN DSA BOLLBTIN 09-06 DEPTH GREATER BASE.xls KIPS KIPS KIPS lCIPS XIPS· KIPS KIPS Mu= OLT;tr,µ\'tB MOM8NT CAPACITY 100,7 KIP-"'PT 168.9 ltIP-PT 90,7 lCIP-PT 4.4 ltIP-PT 5.6 KIP-Fl' 65.l KIP-PT 435.4 KIP-FT ( OLTIMATE STRENGTH) . 24'4,9 KIP-FT (WORKING STRENGTH) P•ge /,,_. ,, _, ,;?:, .. f, POLE FOUNDATION SCHEDULE GROUNDLINE FORCES C.I.P. DEEP FOUNDATION (MAXIMUM) TYPE MOMENT SHEAR VERTICAL DIAMETER C.I.P. . VERTICAL HOOP TIE PRECAST {M) (V) (P) INCHES PIER REINFORCING SIZE& BASB FOUNDATION KIP-FT KIPS KIPS* EMBEDMENT (ASTM A6l5, GR SPACING , ,EMBEDMENT -DETAIL FEET . 60) (ASTM A6I5, GR , FEF:r . . 40) #4@6" top 9'-I ,, LSS70-B 64.13 1.488 1.817 36" 16'-0" 8-#8 0;', REM.@ ;-., 16'-0" B ,I . ' ! .. 12" . . LSS80-A , , ~~.38 1.722,, ' 2.3 I ·i .. ')0" 14'-0" NON_E NONE \ 14'-0" ,· A ' r.,.sS80-B 97.03 , 2~012 3.372 J6" 16'--0" NO~ NONp I' 16'-()" A I .. VERTICAL FORCE DOES NOTJNCLUDE WEIGHT OF PRECASTBASE. SEEPRECAST BASE IDENTIFICATION BELOW-FOR WEiq~T LIGHT S1RlJCIURE STEEL PCU: BY NUSCO LIGHTING, INC • . {SEE POU! EE!llFICATIOH) i ~a ·~-~ If ~ LIGHT srrucnnie !'RECAST BASE BY r,usco LIGHTING, INC. • (SEE POLE ICENTIFICATIOtf1 ~gi ~ ;;§ t; t; ii Ill ~ ~ISl-£DG/lADE · iii 5 i= fil • C) :,:: 'Z u ~ ~ !z'Q w ~ :::E 0 0 Z w::::, mo :::E lL w, ~ ~ IU w ~ CONCRETE BACKFILL (SEE GEHERALNOTES) . DIAMETER •~.. ·i"iJ (SEE PO\.E FOUNDATION SCHEDULE) ·.-1-·-1. ·";J.o·,.-j: !L ' 1·· ~ .. 'Jf t1 ) I · li UNOISTURBEO, IN.SITU SOIL _ 1. -::1·,. ( (SEE GENERAL NOTES) I)' •• . _. 'il',11 ,. .. . ' .. + .,,. ;;. (B) FOUNDATION DETAIL ~ . ( . POLE IDENTIFICATION ' ' . ~ ' ' ' l. ! LOCATION POLE PRECAST FIXTURE C0:NFIGURATION MARK TYPE· BASETYPE (FIXTURE$PER CROSSARM) I Al LSS70-B , ·3B 7 (4+~) S3 . LSS80-A 4B 7 (4+3) · Sl. S2, S4 LSS80-B 5B 10-~5+5} ul ~;~; J~g:c ~::li,:~ PRECAST BASE ""'""' .... 3B 4B 5B J>RECAST BASE IDENTIFICATION i: WEIGHT I' OVERAU, I HEIOHT EMBEDMENT LBS, , LENGTH , ABOVE ~1C.I.P. DEEP Y.'l""T"'T" r,"n, A "l"'"lrr,.T' ir,l""\.T ~ A 'T"T,.....-,.,T FEE-T • -~FEET. 2,670 20'-0" , 8'-0" I !2'-0" 3,710 22,---0" • 8~-0" 'l~-':-0" 5~180 23'-1 I'" 1·~11" 16;-0" ":i:ss-Pn,cas\· Base Bass b)• ~usco Ughting, Inc. (See pole schedule) CUT BACK SPALL &; ADD PLYWOOO IN ADDITION TO OlHER , WORK NEEDED TO INSURE CLEAN EXCAVATION P.RIOR· TO AND DURING PLACING OF CONCRE!E Hoop Ties (ASlM A615, Gr. 40} \ . \ ~ &· Vertical Reinforcing (ASlM A615, Gr. 60) "' . -See pole foundation schedule. ~ (No Splice) "' ~ SEC fl ~ Q. CAST IN PLACE CONCRETE (VIBRATE CONCRETE FOR FULL HEIGHT & POUR AGAINST UNDISlURBED SOIL ·· · AS APPROVED BY GEOTECHNICAL f.'NGINEER). / . FIXTURE EPA _{MAXIMUM) ~4.0 15.4 21.0 . OUTSIDE DIAMETER n..Tr,r;n:,C' 13.375" · 15.75" 18.25" 3" MIH. -6" l,IAJI, a.R 10 VERT. REIHF. at HOOP· TIES. Concrete Pier Diameter (See pole foundation schedule) ® FOUNDATION DETAIL { fOOP 7JfS fl/ 1.15" llOOK J' • PRECASr BASE AHO CONCRETE PIO! (STAGGER HOOK lOCAOOHS f_ 00" NIH.} .· . , . J° Cl.£NI TO HOOP TIES . J ~ECT/ON #1 GENERAL NOTES GENERAL ALL CONSTRUCTION AND WORJ{MANSHIP SHALL CONFORM TO THE CALIFORNIA BUILOiNG CODE, 2010 EDITION. · WIND-ASC::E 7-05, 85 MPH (EXPOSURE C) REFERENCE PQLR LOCATION DRAWING FOR ACTUAL POLE PLACEMENT AND SITE LOCATION. THE CONTRACTOR IS-SOLELY RESPDNSIBLE FOR ALL CONSTRUCTION PROCEDURES AND SAFETY CONDITIONS AT THE JOB SITE. . SOIL DESIGN PARAMETERS REFERENCE GEOTECHNICAL REPORT PREPARED BY CHRISTIAN WHEELER ENGINEERING, DATED MARCH 12, 2013; CWE JOB :tiO-2120311.12. . . -. ALLOWABLE END BEARING SOIL PRESSURE: 8000 PSF FOR MINIMUM EMBEDMENT OF 10'-0" .. HI00 PSF SKIN FRICTION FOR ISLOLATED POLES EMBEDDED INTO COMPACTED FILL AND/OR SANDY FSOORMAIL TIONAL SOIL OR 700 PSF, FOJUSOLATED POLES J™BEDDED INTO CLAYEY FORMATIONAL I ' ' ' ' . . ' ' ALLOW ABLE LATERAL P ASSIVE'SOILBEARING PRESSURE: 300 PSF/Ff FOR ISOLATED POLES EMBEDDED INTO COMPACTED FILL ANDIOR SANDY FORMATIONAL SOIL OR 200 PSF/Ff FOR ISOLATED POLES EMBEDDED INTO q.AYEY FORMATIONAL SOIL. A REPRESENTATIVE OF CHRISTIAN WHEELER ENGINEERING SHOULD-BE AV AlLABLE AT TI1E TIME OF TI-IE.FOUNDATION.INSTALLATION TO VERIFYTIIE SOIL DESIGN PARAMETERS AND TO PROVIDE ASSISTANCE IF ANY PROBLEMS ARISE IN-FOUNDATION ~STALLATION. ENCOUNTERING SOIL FORMATIONS TIIAT WILL REOUIRE SPECIAL DESiGN CONSIDERATIONS OR EXCAVATION PROCEDURES MAY EXIST. POLE FOUNDATIONS MAY NEED TO BE REANAL Y2ED 'ACCORDING TO THE SOIL CONDmONS THAT EXIST. . IF ANY DISCREPANCIES OR.INCONSISTENCIES ARISE. NOTIFY THE ENGINEER OF SUCH DISCREPANCIES. FOUNDATIONS WILL 1lIEN BE REVISED ACCORDINGLY. ALL PRECASt BASES AND CONCRETE BACKFILL MUST BEAR ON AND AGAINST FIRM, UNDISTURBED SOIL OR AS APPROVED BY A Gl;OTECHNICAI, ENGINEER. ALL EXCAVATIONS,MUST BE FREE OF LOOSE SOIL AND DEBRIS PRIOR TO FOUNDATION INSTALLATION AND PLACEMENT OF CONCREIEBACKFHL. CASING MAY BE REQUIRED IF CA VINO OCCURS. IN SUCH A CASE, APPROVAL BY A GEOTECHNICAL ENGINEER. IS REQUIRED . ALL EXCAVATIONS MUST BE FREE OF WATER OR CONCRETE SHALL BE:PLACED WITH A TREMIE PIPE IN ACCORDANCE WITH AGI STANDARD 336. CONCRETE PLACED BY THE TREMIE ME"IHOD SHALL HA VE A MINIMUM ULTIMATE STRENGTH OF 1,000 PSI GREATER TilAN REQUIRED UNDER "CONCRETE BACKFILL" BELOW. . I , •CONCRETE CONCRETE BACKFILL SHALL HA VE A MINIMUM ULTIMATE COMPRESSIVE STRENGTH AT 28 DAYS OF 3,000 PSL CONTINUOUSSPECIALINSPECDON IS REQUIRED. · • tU.P-IL.Rblb YAW1LL YHALL A111l1Al.N A MINIMUM S'l'trnNGTH OF ~JOO Mr [>~QR TO s~~L POLE 'ERECTION. . , . -. .. · . . USE TYPE IIN,PORTLANP C~ORAS RECO~Ep BY THE GEOTECHNICAL ENGINEER. MIX IN CONFORMAN€E'WITH ASTM C-94 'AGGREGATES PER ASTM C~33. ,.(l" MA){ AGG. SIZE) PLACE CONCRETE IMMEDIATELY AFTER COMPLETION OF EXCAVATION AND INSPECTION BY THE GEOTECHNICAL ENGINEER. NO EXCAVATIONS'SHAl.L BE LEFT UNPROTECTED OR OPEN OVERNIGHT. CONCRETE SHALL BE PLACED IN ONE CONTINUOUS OPERATION-<NO CONSTRUCTION JOOO) TO GRADE WITH SPECIAL EQUIPMENT WITH A MAXIMUM FREEFALI:. OF 5 FT AND TO PREVENT CONCRETE FROM STRIKING TJiE SIDES OF 11IE EXCAVATION. VIBRATE TOP 5 Ff. MISCELLANEOUS FIXTURES MUST BE LOCATED TO MAINTAIN 10'-0" MINIMUM HORIZONTAL CLEARANCE FROM ANY OBSTRUCTION. · POLES.,_FIXTIJRE~ PRECAST BASES, ELECTRICAL ITEMS,SPECIFICATIONS, AND INSTALLATION PER MUSCv LIGHTINu, INC. FIXTURE: EPA= 2.2 MAX s6n; WEIGHT= 40.0 LBS (PER MUSCO LIGHTING, INC.) POLE SUPPORT FOUNDATION ARMY AND NA VYI ACADEMY FOOTBALL& SOFTBALL FIELD LIGHTING SAN DIEGO, CA MUSCO LIGHTING, INC. 2107 STEWART ROAD MUSCATINE. IOWA 52761 R. L. FOLEY & ASSOCIATES, INC. STRUCTURAL ENGINEERS 25652 ASHBY WAY LAKE FOREST, CA 92630 DATE: 03/20/13 SHEET Cl OF 1 Turner Army Navy Academy 'Site Prep Work Project# 121340 Submittal Transmittal [For Subcontractor] 2605 Carlsbad Boulevard Carlsbad, CA 92008 Telephone: Fax: March 05, 2013 Date: 3/5/2013 Transmittal No: 0070 Transmitted To: Jack Larabee Laser Electric, Inc. Transmitted By: M.Cicero Rodriguez Turner Construction Co. 7626 Miramar Road Suite.3300 San Diego, CA 92126-4216 Tel: 858-348-8984 9330 Scranton Roag SUITE 300 San Diego, CA92121 Tel: 858-232-5758 Fax: 858-348-8990 Fax: :Submittal Package No 0003 -260000 -0 !Items Qty Spec · 0001 265600 0002 265600 ( Cc: ·Company ·Name !Remarks Jack-· Item# 00059 00060 Description MUSCO Field Lighting Package Submittal Rev. Type. O Product Data I Cut Sheet 0 Shop Drawings Contact Name .Description Exterior Lighting -MUSCO - Field !-,ighting -Product Data Exterior Lighting -MUSCO - Field Lighting -Shop Drawing Copies . . Fax Numb~r This Musco submittal was returned to you on 02/27/2013. This is a foraml submittal transmittal for your record/use. Submittal package reviewed and APPROVED BY CORY P. MURPHY, ELEN CONSULTING. NO EXCEPTIONS TAKEN; RESUBMITTAL NOT REQUIRED. Cory Murphy noted "Submittal indicated a maintained average foot candle level instead of a minimum." ,Please note accordingly. Thanks, Cicero Rodriguez Turner Construction Co. 858.232.5758 . Signature ·Notes MUSCO Field Lighting package - Light-Structure Green Product MUSCO Field Lighting - Light-Structure Green Product - Drawing#142222-A, . 142222R . N'otes ·Item-Action, Approved Approved 03/05/2013 Signed Date TCCO-Submittal Transmittal -For Subcontractor_V4xi.rpt RPT Revised: 5/23/2012 Turner Construction Co. Page 1 of 1 l ELEN CONSULTING ELECTRICAL ENGINEERING :: LIGHTING DESIGN Date: February 27, 2013 Project: Army Navy Academy Submittal: 0003-260000-0 MUSCO Field Lighting Package to HDD ELECTRICAL SUBMITTAL REVIEW The above referenced submittal has been reviewed for conformity and completeness with the project specifications and drawings. The below is our review comment(s): fZI NO EXCEPTIONS TAKEN, RESUBMITTAL NOT REQUIRED. 0 MAKE CORRECTION$ NOTED, RESUBMITTAL NOT REQUIRED. 0 RESUBMITTAL REQUIRED, SEE COMMENTS BELOW 0 SUBMITTAL REVIEWED FOR ELECTRICAL COORDINATION ONLY. This review is for compliance with the contract documents and does not address incomplete product or material data or substitutions not labeled as such. This review does not address dimensional conflicts with the specifications or drawings. All dimensional conflicts in submitted upon product or material shall have been addressed and coordinated with the project Owner and or Architect prior to submitt!ng upon as directed in the electrical specifications. EIEn Consulting Reviewer: ____________ _ Date Reviewed: February 27, 2013 Please note: Submittal indicated a maintained average foot ca_ndle level instead of a minimum. 3456 Camino Del Rio North • Suite 101 • San Diego, CA 92108 · Tel: 619. 550.1085 • Fax: 619. 450.7920 www.elenconsulting.com Turner Army Navy Academy Site Prep Work Project# 121340 2605 Carlsbad Boulevard Carlsbad, CA 92008 Telephone: Fax: Submittal Transmitt,d [For Reviewer] February 20, 2013 Date: 2/20/13 Transmittal No: 0047 Transmitted To: ,:tubmlttal' Package No 0003 -260000 -0 Item Qty spe:c Kevin Holiack House & Dodge Design 1929 Hancock Street Suite 200 San Diego, C_A 92110 Tel: 619-557-0575 Fax: 619-557-0577 Description Transmitted By: M.USCO Field Lighting Package Submittal Sub Section Item # Rev Type . Descr'iptijon M.Cicero Rodriguez Turner Construction Co. 9330 Scranton Road SUITE 300 San Diego, CA92121 Tel: 858-232-5758 Fax: Notes Due,Date 2/27/13 Item ,Action ~P.AN R~ :R.,r 0001 265600 1.2A 00059 O Product Data / Cut Sheet Exterior Lighting -MUSCO -MUSCO Field Lighting .. ! ___ ..__I _ _. 0002 265600 !cc: Company Name Turner Construction Co. Turner Construction Co. Remarks Kevin - 1.2 B 00060 0 Shop Drawings Contact Name Jason Falco John Travis Field Lighting -Product package - Data Light-Structure Green Product Exterior Lighting -MUSCO -MUSCO Field Lighting Field Lighting--Shop -Light-Structure Drawing Fax Number Green Pro!Juct - Drawing#142222-A, 142222R · Coples. · Notes. AP=Approved AN=Approved as noted RR=Revise and resubmit RJ=Rejected Please see attached MUSCO Field Lighting package submittal prepared and submitted by Laser Electric from Musco "Light-Structure Green Product". Please review and -forward to appropriate consultant for review. Thanks, Cicero Rodriguez Turner Construction Co. 858.232.5758 Signature 02/20/2013 Signed Date J TCCO-Subrriitlal Transmittal -.For Reviewer_V4xi.rpt RPT Revised: 5/23/12 Turner Construction Co. Page 1 of 1 Project Submittal: February 15, 2013 Jack Larabee Laser Electric Inc 7626 Mirama·r Road #3300 San Diego, CA 92126 RE: Army and Navy Academy Project #142222 Dear Jack Larabee, I have enclosed six submittal packages outlining the Light-Structure Green TM product for the lighting project as referenced above .. Karin Anderson requested we send this to you to confirm what we will be supplying. If you have any questions regarding this information, please feel free to call me at 800-756-1205. · $incerely, Amber Schulte Sales Coordinator Enc. TURNER CONSTRUCTION COMPANY Reviewed for General Acceptance only. This review does not relieve the Subcontractor of the responsibility for making the work conform to the requirements of the contract. The .Subcontractor is responsible for all dimensions, correct fabrication and accurate fit with the work of other trades. SUBJECT TO ARCHITECTS APPROVAL BY: C. Rodriguez SPEC NO -PARAGRAPH Spec 265600 Part 1.2 A-B DATE: 02/20l201 ;3 Submittal# 0003-260000-0 Army and Navy Academy, 142222 Project Submittal: Approval February 15,.2013 Jack Larabee Laser Electric Inc 7626 Miramar Road #3300 San Diego, CA 92126 RE: Army and Navy Academy Project #142222 Dear J_ack· Larabee, Thi~ letter is to serve as approval for submittals-provided by Musco Sports Lighting, LlC. for the above referenced project. Please review the following items for accuracy. Upon your approval, we can begin fabrication of the materials for your project. Any changes may result in delay of productio·n, delivery and additional costs. Musco Sports Lighting, LLC .shall qeliver equipment to the job site 4 -6 weeks after submittal approval or release of order. • Light levels shall be held constant for 25 Years at an average of 30fc for Soccer ; 50fc .infield, 30fc outfield for Softball ; 30fc for Football • Voltage to pole requirements of 480 • Phase to enclosure, 3 phase • Controls and Monitoring for 25 years • Scheduling operations for 25 years • Preventative and spot maintenance for 25 years, including parts and labor • at the end of the lamp's rated life, 5000 hours • Corifirm pole locations as shown on equipment layout or scans Please indicate your approval of these submittals .in their entirety by signing below. Authorized Signature Date Printed Name Company Name Please return one copy of this form to: MUSCO SPORTS LIGHTING, LLC. Attn: Amber Schulte · 2107 Stewart· Road · Muscatine, Iowa 52761 Phone: 800-756-1205 Fax: 800-374-6402 Army and Navy Academy, 142222 MUSCO LIGHTING PROPOSAL PREPARED F'OR: Army· and Navy Academy Football/Softball Field Lighting Project Carlsbad, CA . Fe~ruary 15, 2013 · Project #142222 TURNER CONSTRUCTION COMPANY · Reviewed for General Acceptance only. This review does not Submitted by: Musco Sport$ Lighting, LLC 2107 StewartRoad Muscatine, Iowa 52761 LocalPhone:563-263-2281 Toll Free: 800-756-1205 Fax:800-37 4-6402 relieve the Subcontractor of the responsibility for making the work conform to the requirements of the contract. The Subcontractor is responsible for all dimensions, correct fabrication and accurate fit with the work of other trades. SUBJECT TO ARCHITECTS APPROVAL BY: DATE: C. Rodriguez SPEC NO -PARAGRAPH Q2/20L2Q1~ Spec 265600 Part 1.2 A-B Submittal# 0003-260000-0 CXXX) mus~~® ~ We Make It Happen® This information is provided by Musco exclusively for this project. Reproduction or distribution of the enclosed documents or information withough the written permission of Musco Sports Lighting, LLC is prohibited. M-1164-enUS-5 Table of Contents A. EQUIPMENT LAYOUT. Drawing#· 142222-A B. ON FIELD LIGHTING DESIGN Computer Model -Light Level Scans Drawing# 142222-A .C. LIFE CYCLE COST SAVINGS D .. STRUCTURAL INFORMATION Drawing # Structural Information E. CONTROLS AND MONITORING · Control Link Contact Information Control System Summary -Drawing# 142222R, 142222-:A Control Link Sample Usage . Control Link Brochure · . F. PERFORMANCE GUARANTEE G. WARRANTY Light-Structure Green -25 Year Warranty H. PRODUCT INFORMATION Manufacturers Model Number UL Letter Pole Configuration Drawings LSG Luminaire Drawing LSG Concrete Base Drawing LSG ECE Drawing LSG Pole Top Drawing LSG Pole Drawing LSG Wire Harness Drawing Enhanced Corrosion Protection Smart Lamp 1 SOOW _ 60Hz Datasheet Arrriy and Navy Academy, 142222 A. EQUIPMENT LAYOUT Army and Navy Academy, 142222 ,. __ if ,,, SCALE IN FEET 1 : 100 NOTES: Poles located outside of glare zones for best playability. Pole A 1 is on independent circuit. ,I) ilJ .,J Hffi Pole locatlon(s) -$-dimensions are relative to 0,0 reference point(s) .(8) W~. (. ~ INCLUDES: • Football · Soccer • Softball Electrical System Requirements: Refer to Amperage Draw Chart and/or the "Musco Control System Summary" for electrical sizing. Installation Requirements: Results assume+/-3% nominal voltage at line side of the ballast and structures located within 3 feet (1ml of design locations. QTY LOCATION CLASS GRADE-MOUNTING ------LAMP ELEVATION HEIGHT TYPE 1 Al LSS70B 10' 80' lS00WMZ 2 51'-52 LSS80B 7' 87' 1S00WMZ 1 S3 LS580B -80' lS00WMZ. 1 S4 LSS80B -80' lS00WMZ 5 TOTALS PERAGE DRAW CHART ~Hast Specifications Line Amperage Per Luminaire (,90 min -facto,) ,.,.,. 'draw) . Single Phase Voltage 208 220 240 277 347 380 (60) (60) (60) (60) (60) ' (60) 1500wattMZ 8.6 8.3 7.5 6.5 5.1 4.7 TURNER CONSTRUCTION COMPANY QTY/ I ' POLE 7 10 7 10 44 480 (60) 3.7 Reviewed for General Acceptance only. This review does not relieve the Subcontractor of th,e responslblllty for making the work conform to the requirements of the contract. The Subcontractor Is responsible for all dlmens~ns, corr~ fabrication and accurate fit with the work of other trades. SUBJECT TO ARCHITECTS APPROVAL BY: C Rodriquez SPEC NO -PARAGRAPH Spec265600 Part 1.2A·B DATE: Q212Ql201~ Submlll•!•~26:()000-0 B. ON FIELD LIGHT,ING DESIGN Army and Navy Academy, 142222 ' .. ·,:~ 1:19 IN ll?JlTJl..1l1a1,.u:ii&.""\llfl!II n,1.1,wu_..i ......... . . : D,lo· ' . QTY LOCATION SIZE GRACE MOUNTING ELEVATION HEIGHT 2 S1-S2 80' 7' 87' 1 S3 80' -80' 1 S4 80' -80' 4 TOiALS ... , / / I······· "! ~--·r 7.-"' . ~ r~--~J , ...... J--J' ': ' > ,..,-~, 'F, Luminilires LAMP QTY/ TYPE POLE 1S00WMZ 10 lS00WMZ 7 1S00WMZ 10 " 37 THIS GRID 10 7 10 37 , .. __ , . OTHER GRIOS 0 0 0 0 TURNER CONSTRUCTION COMPANY RevlewedforGenemlAceeptaneeonly, Thlsrevlewdoesnot re!!eve the S11bcon\111,etorofllia respons!blhtyfQtm!lklnglhe WOllc ct111form IQ the reqtllrements oflhe C(lnlmct, The Subcontractor Is rosponslblo for an d1mensk>ns, eorrect febrlcatloo elld eceurale fit wllh thQ worll; of other trades SUBJECT TO ARCHITECTS APPROVAL BY: ~ SPECNQ.PARAGRAPH SP<)C:USG00Pll.rtt2AB DATE ~ Submlll•ll0003-250000-0 ~ r CTUJ mus~ ... '/. ;,: ,. ~ lfllf!,}l!ll!ll::t!CH '. . · . Name: , Army And Navy Academy Football And Softball Field Location: Carlsbad,CA @mj)l,.,'1iil ····"•11"1'.'l'.I ,, Name: Soccer Size:· 330' x 185' Spacing: : 30.0' x 30.0' Height: 3.0' above grade .. . .. . ~ SUMMARY HORIZONTAL F00TCANDLES Entire Grid Guaranteed Average: 30 -,, __ , .. ....,,,... ......... .,....,,,, ..... ,._~----.... ~ .. -.-..... """'.-~-..~.-.. --~ Scan Average: 32.2 Maximum: 44 ' Minimum: 20 Avg./Min: 1,63 Ciuarantee~ Max ( Min: 3 __ ...,_,_,._,.._~ Max/Min: 2.22 UG (adjacent pts): 1.28 CV: 0.18 No. of Points: · 66, .LUMINAIRE INFORMATIO}i---~---·--~ ~~ - Luminaire Type: Green Generation Rated Lamp Life: 1 s;ooo hours Avg:Lumens / Lamp: 134,000 Avg Lamp Tilt Factor: · 1.000 No. of.Luminaires: 37 Avg KW: 57.87 (62.9 max) Guaranteed Performance: The· Guaranteed Average CONSTANT ILLUMINATION described above is guaranteed for the rated life of the lamp. Field Measurements: Illumination measured in accordance with IESNA LM-5-04 and CIBSE LG4. Individual values may vary. See the Warranty document for details. Electrical System Requirements: Refer to Amperage Draw Chart and/or the "Musco Control System Summary" fpr electrical sizing. Installation Requirements: Results assume +/-3% nominal voltage at line side of the ballast and structures located i,vithin ,3 feet (lm) of design locations. 1:ce11m.11,1i:rnqr11u.,r1::io •11• 1:f"'~ .. ,~ QTY LOCATION 1 Al 2 S1-S2 1 53 1 S4 ~ Pole SIZE · 70' - 80' 80' 80' J ,I ,<')J~ GRADE ELEVATION 10' 7' -- TOTALS --'"'""' -- MOUNTING HEIGHT 80' 87' 80' 80' --'" . Luiriinaires . LAMP QTY/ THIS TYPE POLE GRID lS00WMZ 7 7 lS00WMZ 10 10 lS00WMZ 7 7 lS00WMZ 10 10 44 44 ,. OTHER GRIDS 0 0 0 0 0 TURNER CONSTRUCTION COMPANY Reviewed ror General Acceptance only. This rG\llew does not ral,evetheSubeonlracto(ofth&r&sponslbil1lyformalilrtglh& work confonn to !he requirements of the contract The Sul!Gontraclor 1$ rosponslbl<, for an d'rrmt11s1ons, com,ct fabrtcatlon and aeeura!e fit w.lh tM work of other trades, SUBJECT TO ARCHITECTS APPROVAL BY: ~ SPECNO-PARAGRAPH Spec:2G5GOOPartl2,\-B DATE: ~ SubmlttallOQ03.260000-0 ,.38 ,.31 ,.34 ~~G '/, '/, (. ,. . lMflH..~ : lliame: Army And Navy Academy Football And Softball Field Location: Carlsbad,CA tC1:u,iio.,,11•11 .. , .. ,~,1,,,· .. -.-,: ·' .: .. Name:· Softball Size:· Irregular 310' / 350' / 307' Spacing: 30.0' X 30.0' Height: 3.0' above grade 'tlXI • llllllll!ITJll,'f.•ll!U[Dn"' SUMMARY HORl,ZONTAl FQOTCAND~ES WH Infield Outfield · Guarant)!ed Average: ___ ..A!!,.,.,.,.__-.....19 ____ ~-----~ Scan Average: 50:2 33.7 Maximum: 63 45 Mlni111um: 36 _ 20 _ . Avg-/ Min: 1.40 1.68' I Guaranteed Max/Min:· ___ 2_ _____ .. __ }:~ _____________ ·"--· · Max/ Min:. 1.76 2.27 UG (adjacent pts): . 1.41 1.68 CV: 0.16 0.18 I No. of Points: : 25 86 ·---~---....... ------------·~ ---' LUMINAIRE INFORMATION Luminaire Type:, Gre~n Generation i Rated Lamp Life: : 5,000 hours Avg Lumens / Lamp: 134,000 Avg Lamp Tilt Factor: : 1.000 ' No. ofluminaires: · 44 I Avg KW: 68.82 (74.Smax) ~// a: l/iMtA1 _) r;1,·r;·' '; for the rated·Jife of-the lamp; l!l J,,,------.. Field Measurements: Illumination measured In accordance with . / 11 Q -IESNA LM-5-04 and-CIBSE LG4. lncjivldual values may vary. -~-. See the Warranty document for details. 1 ~uaranteed Performance: The Guaranteed Average CONSTANT ILLUMINATION described above is guaranteed = .Electrical_System Requirements: .Refer to Amperage Draw Chart and/or the "Musco Control System Summary" for electrical sizing. Installation Requirem1;1nts: Results assume+/-3% nominal voltage at line side of the ballast and structures located within 3 feet (1m) of design locations. QTY LOCATION SIZE 2 S1-S2 80' 1 S3 80' 80' lS00WMZ 1 S4 80' 80' lS00WMZ. 4 TOTALS , / / 7 _l,Q 37 OTHER GRIDS 0 7 I o 10 I _g_ 37 I o nJRNER CONSTRUCTION COMPANY R0'Vlllwed for General Acceptance only, This review does not reliova the Subconlractor of the responsibility ror making the wolk confonn to th11 requlre~nt1 of the eonlfact. The Subeontrador Is re-.pomlblo f« 1!111 d.-nenslons, corr&ct fabrleallon and accurate flt 'Mth the work ol other trade,. SUBJECT TO ARCHITECTS APPROVAL BY. DATE ~ SPECNO-PARAGRAPH 51)11<'26S6QOPMt12AB Submrtt.llOOO:J..2600004 ~· ~~· .• z z . ~-'(, Entire Grid -• Guaranteed Average: .......... 3.~ ...... "" ,_ .. . ... . . . ~ - Scan Average:. · 30.3 Maximum: 41 Minimum:: 17 AVg /Min:: 1.78 Guaranteed Maxi Min:· ___ ,,,3 __________ , Max/ Min: 2.38 .. - UG (adjacent pts): ' 1.45 . . CV: 0.19 No. of Points: 60 LUMINAIRE INFORMATION · Luminaire Type: Green Generation · Rated Lamp Life: 5,000 hours Avg Lu mens/ Lamp: 134,000 Avg Lamp Tilt Factor: . 1.Q00 No. of Luminaires: · 37 Avg KW:. 57.87 (62.9 max) ~uar<1nteed Performance: The Guaranteed Average ¥//' . , '/ 1-----CONSTANT ILLUMINATION described above is guaranteed ~~Q.--for the rate_d life of the lamp. i~ \ Field Measurements_: Illumination measured in accordance with IESNA LM-5-04 and CIBSE LG4. Individual values may vary. . \ See the Warranty document for details. -l Elect;rical System Requirements: Refer to Amperage Draw Chart and/or the "Musco Control System Summary" for electrical sizing. Installation Requirements: Results assume+/-3% -nominal voltage at line side of the ballast and structures located within 3·feet (lm) of design locations. C. LIFE CYCLE COST SAVINGS Army and Navy Academy, 142222 Army And Navy Academy Football And Softball Field Carl'sba~, CA Hours 02/15/13 Typical Floodlighting Equipment 20,000 Average kW ~~t;j>1''.;f ~t;iil~l.'5 ~,~ ::;i,. ii' --t . .-"-, Cl.: ,, • ' Energy $121,500 Group Relamp $62,500 Lamp Maintenance $3,750 Controls -Energy $6,075 25-Year Life-Cycle Co.st $193,825 NOTE: Field Name All Fields Football Soccer Softball Assumptions Annual Energy Typical Floodlighting Operating Cost ,Equipment Hours per kWh Fixtures Avg kW 800 75 121.5 Your Savings 20,000 ,, '.6'8.8' $68,816 $52,684 $0 $62,500 $0 $3,750 $0 $6,075 $68,;8116 i $;1,25;-009 , Musco Controls Green Energy Fixtures Avg kW Savings 44 68.8 5.0% Life-cycle costs are based upon the assumptions given bythe customer above. Any variation in this data will change the life- cycle cost proportionately. Group Re/amp calculates using a per lamp replacement cost of $125, including parts, equipment, and labor. Useful lamp life of typical floodlighting equipment is 3000 hours. Musco guarantees the average Green Generation Lighting system ,kW and 5000 hours useful life of the lamp. © 2005, 2009 Musco Lighting SD-7156-5 -Patent Pending 142222 PV27 Crystal Niebaum <:xXX) mu~.· We Make It Happen .. D. STRUCTURAL INFORMATION Army and Navy Academy, 142222 Army and Navy Academy Carlsbad, California Foundation designs will be prepared and provided by a certified structural engineer of the State of California. Certified foundation drawings will be based upon CBC 2010, 85mph,.Exposur~ C. ~- E. CONTROLS AND MONITORING ~o. Army and Navy Academy, 142222 Control-Link Central™ · Control-Link Central™ has trained staff available 24/7 Contact Information: · Internet -www.control-link.com Fax -800-853-8847 Phone -877-347-3319 Email -schedule@musco.com · Army and Navy Academy, 142222 CXXX) ffl~---~---C_o_n_tr_o_l~S_ys_t_e_m_S_um_m_a_~ __ Project Specific Notes: 480v 3ph has been assumed for this service. -----~-----........ -. -------~--- , Mate.rials C_hecklist Contractor/Customer Supplied: i ·o A single control circuit must be supplied per distribution panel location . ..,... If the control voltage is NOT available, a control transformer is required. q Electrical distribution panel to provide overcurrent protection for circuits _... Thermal/Magnetic circuit breaker sized per full loa_d amps on Circuit Summary by Zone Chart O Wiring: -Dedicated_ control power circuit -:-Power circuit to and from lighting . contactors -Monitoring circuit from surg,e protection device to Control and Monitoring cabinet 1 -Harnesses for cabinets at remote locations -Means of grounding, including lightning ground protection O Electrical conduit wireway system .....:Entrance hubs rated NEMA 4: must be die-cast zinc, PVC, or copper-free die-cast aluminum Q Mounting hardware for cabinets O Control circuit lock-on device to prev~nt unauthorized power interruption to control power O Anti-corrosion compound to apply to ends of wire, iJ necessary Call Control-Link Central(TM) operations center at 877/347-3319 to schedule activation of the control system upon completion of the installation. Note: Activation may take up to 1 1/2 hours T:\142\14~P1V2-021457711.pdf Project Information Project#: Project Name: Date: Project Engineer: Sales Representative: Control System Type: Communication Type: Scan: 142222 Army And Navy Academy Football And Baseb 02/14/13 Colton Hicks Karin Anderson Control and Monitoring · Digital Cellular 142222R, 142222-A Distribution Panel Location or ID: Total# of Distribution Panel Locations for Project: 1 480/60/3 120 Design Voltage/Hertz/Phase: Control Voltage: Equipment Listing DESCRIPTION APPROXIMATE SIZE 1.Control and Monitoring Cabinet 2.Surge Protection Device Total Contactors Total Off/On/Auto Switches: IMPORTANT NOTES QTY 5 2 24X48 6X 10 SIZE 30AMP 1. Please confirm that the design voltage listed above is accurate for this facility. Design voltage/phase is defined as the voltage/phase being connected and utilized at each lighting pole's ballast enclosure disconnect. Inaccurate design voltage/phase can result in additional costs and delays. Contact your Musco sales representative to confirm this item. 2. In a 3 phase design, all 3 phases are to be run to each pole. When a 3 phase design is used Musco's single phase luminaires come pre-wired to utilize all 3 phases across-the entire facility. 3 .. One contactor·is required for each pole. When a pole has multiple circuits, one contactor is required for each circuit. All contactors are UL 100% rated for the published continu9us load. All contactors are 3 pole. 4. If the lighting system will be fed from more than one distribution location, additional equipment may be required. Contact your Musco sales representative. 5. A single control circuit, must be supplied per control system. 6. Size overcurrent devices using the full load amps column of the Circuit Summary By Zone chart-Minimum power factor is 0.9. NOTE: Refer (o Installation Instructions for more details on equipment information and the installation requirements @1999,2013 Musco Sports Lighling,LLC Form: T-5030-1 ·CCXX) . m~·-~---C~on_t_ro_l_S_y_s_te_m_S_u_m_m_a_~ __ -~ Army And Navy Academy Football And Baseb / 142222 -142222R, 142222-A ©,1999,2013 Musco Sports Lighting,LLC . -Page 2 of 4 Form: T-5030-1 r----------------------------~------- 1 I I I I I I I I I I I I. I I I I I I I I I I I I I I I r I I Control•L1nk. Control and Monitoring System -Digital Cellular Transform!)r (provided by customer for control-voltage supply if not available) Electricat,distribution panel (provided by customer for overcurrent protection) . Surge,protection .device Equipment ground bff.,.on-auto keyed switches Control and monitoring cabinet Digital cellular antenna .. u to lighting circoits # of Typ. Wire Max. Wire Wire from Wire Description Wires Size (AWG) Length (FT) Musco Notes :_; ___ . Line power to cootactors,and equipment gr01mdlng conduct~r, ____ ·-·•-· _N_ot_e A.,..__,_ ~~e B -·· _.,_2_1 __ 1 ---~<:._., .. _ ·-·--~-: .. __ _! ______ L~?,~~_:rto lig~!~~~ir~u~~~-"-" ·--------· ___ 11 __ No_te_A __ 1 __ N_9_te_B_· -1--N_I_A __ 1 ____ ~~~---. ___ A_--_-0_ ••• 3 Control power (dedicated, 20A) 3 12 NIA No C, D -... ~~-..--,--=---~. ~--~---~-· ,-"-" ,. _.,. ...... ,.-.~ .. ~-~ .. , ~-"'" ~·,•"•-· 4 -~~r~~ P!:ot!°~ion_devi:e to-~l~ri~ut_io~ ~~~I-_.·_ •. _ . __ ~ .. _ ·---_______ ,& • ~---_ .. _, ___ :N!~.----~ _ _ ~es_____ • _ F__ -... 5 Notes: Surge protection device monitoring A. Voltage and phasing per the notes on cover-page. a. Ca!cul~te.per load.and voltage drop. C. All conduit diameters should be per code. 3 14 N/A Yes C,D,F R60·25·00_0 D. Refer to control and monitoring system installation instructions for more details on equipment information and the installation requirements. · E. Contact Musco if maximum wire length from circuit breaker to contactor exceeds value in·chart. F. Refer to.·surge protection device installation instructions for more de.tails on equipment information and the installation requirements. IMPORTANT: Control {3) and monitoring (5) ·wires must bein separate conduitfromJine and toad power wiring (1, 2). L----------------------------.--------r:\142\142222Pw2-0214sn11 pdf CXXX) mu~~~·----~c_on_t~ro_1_s_y_s_te~m_s_u~m_m_a_~ __ -~ Army And Navy Academy Football And Baseb / 142222-142222R,142222-A (1)1999,20)3 Musco Sports Lighting,LLC . -Page 3 of 4 Form: T-5030-1 SWITCHING SCHEDULE Field Type Baseball-Softball Football Zones 1,2 1 Zone Description Softball Football CONTROL POWER CONSUMPTION 120V Single Phase VA loading INRUSH: 1310.0 of Musco Supplied SEALED: 215.0 Equipment BALLAST SPECIFICATIONS VOLTAGE: 480v THREE PHASE .90 Minimum Power Factor BALLAST.OPERATING VOLTAGE 208 220 240 277 347 380 480 1500 Watt Metal Halide Lamp 8.6 8.3 7.5 6.5 5.1 4.7 3.7 Operating line a_mperage per fixture-maximum 1000 Watt Metal Halide Lamp 6.5 6.4 5.8 · 4.9 4.0 3.6 2.9 . Operating.line.amperage per fixture-maximum CIRCUIT SUMMARY BY ZONE POLE CIRCUIT DESCRIPTION #OF FULL CONT ACTOR CONT ACTOR FIXTURES LOAD SIZE (AMPS) ID AM_PS S1 Football 10 25.9 30 C1 S2· Football 10 '25.9 30 C2 .. S3 Football 7 18.5 30 C3 S4 Football 10 25.9 30 C4 .A1 Softball 7 18.5 30 cs .. f.\142\142222P1V2--02145n11.pdf ZONE 1 1 1 1 2 ·Control System Summary CXXD. mu~. "'· . z z---------------------~------------r r. Army And Navy Academy Football And Baseb / 142222 -142222R, 142222-A @1999,2013 Musc.o Sports Lighting,LLC . -Page 4 of 4 Fonn: T-5030-1 PANEL SUMMARY CABINET CONTROL CONT ACTOR CIRCUIT DESCRIPTION FULL DISTRIBUTION CIRCUIT # MODULE ID LOAD PANEL ID (BY BREAKER LOCATION AMPS OTHERS) POSITION (BY OTHERS) 1 1 C1 · · Pole S1 25.90 1 . 1 C2 Pole S2 25.90 1 1 C3 .Pole S3 18.50 1 1 C4 Pole S4 25.90 1 1 C5 Pole A1 18.50 ZONE SCHEDULE CIRCUIT DESCRIPTION ZONE SELECTOR ZONE DESCRIPTION POLE ID CONT ACTOR SWITCH ID Zone 1 1 Football S1 C1 S2 C2 S3 C3 S4 C4 Zone2 2 Softball A1 cs T:\142\142222P1V2-0214577~1.pdf SD-5010-1 Summary by Facility Facili Land O Lakes Complex Wesley Chapel District Park Pasco County Summary by Facility, Field Facility Larid O Lakes Complex Land O Lakes Complex Land O Lakes Complex Land O Lakes Complex Land O Lakes Complex Land O Lakes Complex . Land O Lakes Complex . Land O Lakes Complex Land O Lakes Complex Land O Lakes Complex Wesley Chapel District Park Wesley Chapel District Park Wesley _Chapel District Park Wesley Chapel District Park Wesley Ch~pel District Park Wesley Chapel District .Park Wesley Chapel District Park Wesley Chapel District Park Wesley Chapel District Park Wesley Chapel District Park Wesley Chapel District Park Wesley Chapel District Park Wesley Chapel District Park Wesley Chapel District Park Wesley Chapel District Park Wesley Chapel District Park Wesley Chapel District Park Wesley Chapel District Park W~sley Chapel District Park Wesley Chapel District Park Wesley-Chapel District Park -Pasco County Musco Control-Link Usage Report (Auto Only) By Facility, Field Usage Type of Light Usage Sun 08/29/2010-Mon 08/29/2011 Owner: Pasco County Land O Lakes.FL Total Auto Hours Usage . 4478:06 10313:33 14791:39 Total Hours Saved from Early Offs 117:36 504:00 621:36 -. Export To File Total Hours Saved Field Total Auto Hours Usage from Early Offs Baseball 7 354:42 28:31 Baseball 8 328:29 19:01 Baseball 9 325:48 20:47 Courts 1 1210:39 · 0:46 Courts 2-3-4 1210:39 0:46 Football 1 238:35 4:52 Football 2 187:22 4:52 Soccer5 150:35 0:23 Soccer6 103:54 9:40 Softball 10 367;23 27:58 Baseball 1 ·392:22 19:53 Baseball 2 413:39 17:04 Baseball 3 390:27 23:59 Baseball 4 364:57 15:00 Basketball C 1233:36 2:58 Basketball D 1233:36 2:58 FbsoA 429:06 42:46 FbsoB 424:42 44:02 Practice C 52:18 0:24 So Field #1 325:40 34:27 So Field#2 364:49 40:23 So Field #3 253:31 45:43 So Field#4 205:31 33:33 So Field #5 375:59 42:57 So Field #6 330:22 27:36 Sp Field #7 217:15 36:15 So Field #8 189:57 38:23 Softball 452:49 . 18:01 T-ball 247:45 11:42 Tennis A 1207:36 2:58 Tennis B 1207:36 2:58. 14791:39 621:36 Control• Link® Flexible control and solid management --of your facility - saves operating cost and improves service Get fingertip control of your facilities from your desk your field your home your phone ... from anywhere ~ \...A_A_A_I ·mus;Q. ~ We Make It Happen® Musco's Control-Link® System for new and existing sports facilities With cities and recreational needs growing faster than ever, it's critical to maximize your available resources and make solid decisions about managing and expanding your facilities. Control-Link@ is the reliable, cost-effective system that helps control, monitor, and manage your new recreational facility lighting. In addition, it can control your existing lighting systems and·other_electrically-operated equipment. Whether for new lighting systems or to upgrade existing lights, the Control-Link System includes our Control-Link Central"" team, the . on-site Control-Link equipment, and an industry-leading warranty. Our exclusive Control-Link Central team is staffed 24/7 to assist with your ~cheduling and reporting needs. Reduce energy cost and staff legwork Control-Link reduces energy usage by operating lights and equipment only when needed. This helps curtail taxpayers' concerns about lights operating when fields are not in use. The automated system does not require staff to travel from field to field to turn lights on and off. It also eliminates distributing and tracking multiple sets of keys and reduces tiine · coordinating staff and facility schedules. Flexible control .simplifies operational needs Lighting schedules are entered into an easy-to-use Control-Link Central website or by email, phone, or fax. User passwords have varying access levels that you specify. Passwords, unlike keys, can be issued or cancelled a~ any time -making seasonal personnel or volunteer changes easier to manage. Emergency schedule changes can be made through Control-Link Central, and on-site manual controls are provided for your maintenance staff. Solid management tools reduce hassle Control-Link saves you time overseeing facility operations, scheduling staff, and planning routine maintenance. Control-Link Central accumulates information for you about your facility usage, including operating history by facility and user group. The Conti:ol and Monitoring System provided with new lighting systems provides proactive monitoring of your lighting system, reporting fixture outages to help plan routine maintenance. A preseason light check helps assure your fields are ready for play. Our Control-Link Central team can assist you in generating reports ~d analyzing your data to provide tools for efficient operations, allocation of costs, assessment of user fees, proactive m~ntenance, and facility expansion planning. These capabilities provide for significant long-term cost savings and the potential for providing better customer service and innovative uses of your facilities without adding staff. 2 . . . . ' ' ".1 M'•·· ...... .,._ •a· .·n: ·a· ··.-.·g· ·e· ·· -··y .. ,.·o-·., ' : ' l ~ ' ' ' ' 1, ,_ I ' . '' ' ' ' ,.: '. '' '' ' ····1 ' ' ' / i Enter sc.hedules at· . you,r c·()nvenien·ce Enter schedules from any location via our easy-to-use : Control,-Link Central w~b · site,. or 1;,y ,email, .phone, · orfax. • Saves Energy and Staff Costs • Allows Flexible Control • Provides Usage Data • Increases Security • Provides Reliable Operation • Monitors System Performance I . . . . . . . . . . . . . . . . . . . . . . . . . • . . ·. r lights withoUt the late-night :hours I Sch.edules are stored on-site, backed-up at . ·control-Link Central™ Schedules are transmitted from · Contro1-Link Central via digital cellular technology and stored in .tµe on-site equipment controller. 3 "Thank you so much for providing such an effective and advanced system for scheduling our lights; it has truly revolutionized the way we work." -KelliBarker Athletic Field Permit Coordinator Dept. of Parks, Recreation and Marine City of Long Beach, CA \ I Eadtt:Nlnl ........ .,.,,., 7 CHIIINl11111 ti ntlcfan 2one1 Baseball 1 Zortez Bas,eba!I 2 Zone3 Baseball 3 Zone4 Seem 1 Zones Soccer2 Zone6 soceer 3 Zo~ 7 Concessions ' Equipment is controlled auto.maticaUy ,, 4.. , Controhlink' Central™: . · ·· · provides supp·ort, .. · Lights and other equipment such as door locks, concession stands, and security lights are operated· per your schedules. "It's like being an umpire. If people don't know you're there, you did a great fob. If there aren't any complaints about the lights, I know the system is doing its job." -Roger Russomanno Ballfield Operations St1pervisor Denver, CO, Parks and Recreation Dept . n,ionitoring, and usage data · Control-Link Central supports yoq. · every step. of the Way, Traip.e;d $taff . provide scheduling StJpport and veiificatiorr~· and monitor your lighting ' syste111 for :fixtute outages~ Control-' Link Ceritral' s database siotes field ' " '> ' ' 'I ,-"1. usage ,data by facility-ap.d USyf .groUJ?,, "I use Control-Link Central™ to enter the weekly schedules so I can spend my time taking care of other things ... They do a great job, week after week." -John Banks Park and Recreation Supervisor Laguna Niguel, CA 3 ·Control• Link CentralTM Efficient Management Tools Operations Support Control-Link Central provides three options fot management and control of your facilities: • Directly control your fields via an easy-to-use website • Enter, edit, and update your schedules from your web-enabled smart phone • Contact Control-Link Central's team of trained operators 24/7 to enter your schedules and request last minute changes Data Management Control-Link Central offers effective tools t<;) manage and analyze the extensive amount of stored information. Standard reports include usage reports by facility, field, and/or end-user. System and Schedule Monitoring The Control-Link Control and Monitoring System provided with new lighting systems checks your system performance each time your lights are turned on. If the system detects fixture outages that affect playability, your warranty specialist is notified · and will contact you. Preseason checks can be a part of your proactive maintenance program to help make sure your .Jights are operating properly before the first game. Control-Link Central staff monitors all schedules entered to make sure they are successfully received by the controller. In addition; they monitor the status of the system on a daily basis to ensure it is ready to run your schedules. If any system issues are detected, the Control-Link Central staff will contact you to resolve them before they become a problem. Control-Link Activation Once the on-site equipment is installed, a Musco technician will call the installing contractor and assist them in commissioning the system. The technician will send sample schedule commands to the Control-Link system to test each lighting zone and its associated control and lighting equipment. The technician will also collect baseline diagf1ostic data, allowing the lighting system to be mqnitored for correct operation from that point on. Customer Training Control-Link Central staff provides customer training via telephone, conference, or on-line tutorial covering Control-Link operation, scheduling, website access, and all user functions. "We greatly appreciate your super-friendly service." Kelly Barker Athletic Field Permit Coordinator Dept. of Parks, Recreation and Marine. City of Long Beach, CA .socctrlZ 1999, 2003 usco Ughlm ! This is a partial sample of a customer's weekly schedule as entered on Musco's Control-Link website. The current day is always highlighted. Musco Control-Link Unga Report (Auto Only) By.Facility, Field Usage Type of Ught Usage June, 2010 Summarv by Facllltv Total Hours Saved ~ !21511 ~!.!12 !:12!.!r§ !.!~slgi ll'..Qm ~51r~Qfm Cowley 112:50 17:08 Dunbar 64:53 29:46 Garland Parkle1 49:48 0:00 Herschel Field 256:47 26:05 Total: . 484:18 72:59 ... Summarv bv.Facllltv. Field Total Hours Saved Fi!!,lli!Jl Fi~ld. Tglal Au!Q Hours Uss!g~ from E~rl;tOffs Cowley Baseball 63:04 17:08 Cowley Basketball 49:46 0:00 Dunbar Baseball 64:53 29:46 Garland Parklet Courts 49:48 0:00 Herschel Field (Lower) Baseball-FB 81:22 10:23 Control-Link Central's database stores usage data by field and user group. Repo.rts 11 -,Schididar S.cuiity Controt•Ll,ik'"·Creat(!s C9st Savings; Eliminates Errors and Con;ipfaln~ · . .. F0<1Sy~ .... llgoisaf0e<iy~stll'O-<lo:m,;riu{'(c/i>Dlball· .•. tjf11fMOl!b W'llrtt rMl'!Ually ""'8ted ~ tt fJ!'fyate e«itract "'1th , =~ahl;atloo le<! i,yv.iumooi, In ~cliaogo ,.,.wa1vor,of : . ,Le~ h~ C4ntrol•Ul'tkcn-aced <:01-t savtOg1 and ~at~ · effic1enc)'tart~OaiwetPm1<.s..and~l!t'realhmprqjetL ·----~---- The Control-Link website provides easy and efficient scheduling of fields, reports, and control over the access levels of your Control-Link website users. 5. New Lighting Systems New System: On-Site Equipment Overview The Control-Link Control and Monitoring System provides reliable,. cost-effective control, monitoring, and management of Control-Link® Control and Monitoring System · your new recreational facility lighting, Your factory-built and tested Control-Link equipment includes • Digital cellular communication equipment • Control and_ Monitoring cabinet(s) • Surge protection device Optional Equipment • Remote Manual Switches cabinet Supplied by Contractor • Main disconnect (electrical distribution panel), conduit, and power wiring • 20A control circuit • Transfonner if control voltage s~pply not available • Mounting hardware for cabinets ·•Conduit and NEMA Type 4 hubs · Transformer -if needed (provided by contractor) Surge- Protection Device Electrical Distribution Panel (standard equipment provided by contractor) Control .and Monitoring Cabinet Control and Monitoring Cabinet Enclosure ----------------------------... --.. ------------------.. ------ Large Enclosure Small Enclosure 6 73 25". 72.00' -24.00"-.r-18.00' --i,, ; ~ ,, ' _ij ,i ''- ~': ii -- 12.86'3 11.38" 0.44' lf-10.00· Technical Feature-s Assembled Cabinet • Entire assembly UL 508.LISTED (Industrial Control Equip.) #E204954 ~ Meets FCC Part 15 Class A • Factory wired, programmed, and tested • Controls up tQ 7 zones per cabinet • Operating temperature -20°C to +60°C (-4°F to +140°F) • Internal time· clock with battery 'back~up · • Database memory pt9tected from powl;!r outages· or fluctuations • Typical enclosure and component weight: 72 inch -1:50 lbs., 48 inch-125 lbs .. Project sp(!cific details available upon request Enclosures • NBMA Type 4, 5052 H32 aluminum • Powder-coat finish after fabrication • Extern;al mounting feet • Lockable, 3-point latching assembly - • boor grounded enclosure . Manual Off-On-Auto Switches _ • Keyed, maintain position • Make-before-break contacts. · • Factory wired to terminal blocks • Moµ~1ted to maintain NEMA 4 rating • Legend plate dearly identifies zone . • Switches may be placed in optioual remote Manual Switches cabinet, see -page 10 for details Manual Off-On-Auto Switch detail l. I Control and Monitoring Ca.binet The on-site Control and . Monitoring cabinet operates and monitors your new lighting system. It allows you to manage your ~chedules and· facility usage from your home, office, or anywhere. On/Off Control Module Receives and stores schedules from Control-Link Central to operate your equipment and verify that schedules were carried out. Monitoring Module Monitors your lighting system and reports any fixture outages to help plan routine maintenance and keep your facilities operating. Contactor Switching Modules Switches your equipment on and off based on schedules stored in the control module. Communication Modem Module. Reliable, high-speed integrated communication system provides two-way communication to Control- Link Central. (Small Enclosure shown) Contactor Modul_e Options Rated Lighting Line Side Load Side Maximum Per Capacity Wire Size Range* Wire Size Range* Small Cabinet 30amp 3-10AWG 2/0-14AWG 6 60anip 2-10AWG 2/0-14AWG 6 100 amp 2/0-14 AWG 350mcm-6 AWG 3 * Stranded cable, single conductor, without catile end ·.~ Maximum Per Large Cabinet 12 12 6 New Lighting Systems Technical Features. Panel • 5052 H32 aluminum • Pre-punched, modular configuration • Powder-coat finish after fabrication · Communication Modem • Digital cellular technology • No additional' monthly charges · Contactors • Sized for 30, 60, or 100 amp lighting loi;i.ds _ • Electrically held • 120 volt or240 phase to neutral volt coil options Ground Bar • 15 grounding terminals provided • Holds size #14 to #4 gauge wires Internal Control Wiring · •· Fuse holder 600 volt 3() amp :$:C type • Control termjnal blbeks mounted to DIN rail • Plug~in wire harnesses for mqltiple capjnets (if required) 7 .,{ I l l ' ' . ' l I l , l I Retrofit of Existing Lighting Systems Retrofit System: On-Site Equipment Overview The Control-Link Control System provides reliable, cost effective control of your existing recreational facility lighting and other electrically-operated equipment. Your f8;ctory-built and tested Control-Link equipment includes • Digital cellular communication equipment • Control cabinet(s) • Rem:ote Manual Switches cabinet Supplied by Contractor • Main disconnect (electrical distribution panel), conduit, and power wiring • 20A control circuit • Transfo1mer if control voltage supply not available • Mounting hardware for cabinets • Conduit and NEMA Type 4 hubs Control Cabinet Enclosure 0:44' -11.69" 1 1-;: 9.88' , , 8.63" ·f' 20.99" , '. 19.75', l_'' ,, 8 Control Cabinet --11.69" 1 1-;: 9.88" , , 8.63" Manual Switches Cabinet Control-Link® System Manual -Switches Tec'hnical Features Assembled Cabinet (To existing contactors) • Entire assembly UL 508 LISTED (Industrial Control Equip.) #E204954 • Meets :FCC Part 15 Class A · • Factory wired,. programme~, and tested • Controls up to 7 zones per cabinet • Operating temperature -206C to +60°C (A°F to +140°F) • Internal time clock with battery back-up • Database memory protected from power outages or :fluctuations - • Typical enclosure arid component weight: 28 lbs. Project specific details available upon request. Enclosures • . .NEMA Type4, 5052 H32 ~luminutn enclosure • Powder~coat finish after fabrication • Extem&l mounting feet • Lockable door • Door grounded enclosure Con,trol Cabinet The on-site Control Cabinet operates your existing sports facility's lights and equipment, allowing you to manage your schedules and facility usage from your home, office, or anywhere. On/Off Control Module Receives and stores schedules from Control-Link Central to operate your equipment and verifies schedules were carried out. Communication Modem Module Reliable, high-speed integrated communication system provides two-way communication to Control-Link Central. 0 Control Cabinef QQCICICICICI Manual Switches Cabinet (connections behind .. switches) Retrofit of Existing Lighting Systems Techn·ical Features P~nel • 5052 H32 aluminum • Pre-punched, modular configuration • Powder-coat finish after fabrication Communication Modem • Pigital cellular techri<>logy_ • No additional monthly charges -Intern~! C_ontrnl Wiring ·• Cop.trol terminal blocks mounted to DIN rail • Plug-in wire hamc:,ss~s for multiple cabinets Ma11uai Off-On-Auto Switch Detail ,(Remote Manual Switches. Cabinet) 9 ! i l l . l ! j I I l l l Remote Manual Switches Cabinet The remote Manual Switches cabinet comes standard with the Retrofit System for operating your existing facility lighting. Optional for the Control and Monitoring system, it provides for special switching requirements or for more convenient Off-On-Auto switch location for maintenance staff. Lockable cabinet helps prevent tampering for outdoor mounted equipment. 10 16.99" Manual Switches Cabinet 11.69" 19.88"-:I 118.63"-=i Technical Features Remote Manual Switches Cabinet • NEMA Ty,pe 4, ~052 H32 · aluminum enclosure • Operating temperature -20°C .to +60°C: (-4°F to +140°F) • Powder-coat finish after fabrication • External mounting feet • Lockable, latching assembly • Door electrically bonded to enclosure • LoGate up to 300 feet from Ccmtrol Cabinet • Typical enclosure and component weight 33 lbs. ,Project specific details. available upon request. I 1 ! I · Manual Off-On-Auto Switches I ·• Factory wired to terminal blocks . I • Mounted to maintain 1 1 · · NEMA 4 ra~g •. Legend plate clearly j identifies zone l I What Ou.r Customers Have to Say Usage Data is Great "It's been great. It's ten times better than anything we've tried before. The field usage data is great Our monthly . reports needed for financial planning are more 'accurate and . easy to do, That makes setting user fees much easier .. The custoIIler service we continue to get from Musco is excellent. I know I can call them anytime, from anywhere, and they're right there to help, 24 hours a day, 7 days a week." .Judy Flynn Former Recreation Supervisor City of Corona, California Neighbors Appreciate. Control Link "We used to get calls from neighbors every once in a while that th~ lights had been left on, and someone would have to go out in the middle of the night to tum them off. Neighbors have called us saying how much they appreciate the lights being on only when someone is actually using the field." · · Scott Whitaker Park & Recreation Director City of Carrollton, Texas Easy to Operate "Musco's Control and Monitoring System is definitely a more proactive approach than our previous system. When there is a· problem, the monitoring system allows a warranty specialist to immediately notify us. This is a huge asset, as problems are resolved right away. The system is user friendly, very efficient, and easy to operate. Using a phone to call Control- Link Central is much easier than our previous system; which required a laptop to dial in and make changes to a particular facility. The simplicity of this system is very refreshing." · Joe Ross Recreation Programmer . City of Rialto, Recreation and Community Servic(Js Rialto, CA .. Corona Park, California Customer Service Second to None "We enjoy the great customer service. The staff answering the phones are so polite and we really appreciate that. We value being able to monitor the usage of the facilities through the website. Control-Link helps ensure that field lights are turned off when they are supposed to be. We no longer receive calls at 1:00 in the morning that the lights were left on. The monitoring system has also been impressive. We received a call during the day that there was a problem with one of the fixtures. After checking the fui,es, we replaced one and the system was back to go. The problem was resolved before we would have even beeri aware there was a problem." · Stephen Cooke Sports Manager, Greenville County Recreation Dept. Assistant District Administrator SC District 7 Little League Greenville, SC 11 Light-Structure Green"' Outdoor: New Lighting Applications Still engineered as 5 Easy Pieces'", Light-Structure Green™ offers unequaled performance for your budget, for the erwrronment. • Cuts operating costs in half • Reduces off-site spill light by 50% • Eliminates 100% maintenance costs for 25 years, including lamp replacements • Provides guaranteed Constant Light"' levels SportsCluster Green'" Outdoor & Indoor: Retrofit Applications A modular photometric unit, factory aimed and tested, to perform from your choice of structures, making retrofit of old equipment easy. • Cuts operating costs in half • Reduces off-site spili light by 50% • Eliminates 100% maintenance costs for 10 years, including lamp replac~ments . • Provides guaranteed C_onstant Light™levels Light-Pak™ Indoor: New and Retrofit Applications Energy-:efficient, indoor sports lighting that operates at your choice of two energy levels for improved cost control. • Saves energy costs over alternative systems CXXX) m~. We Make It H~ppen® www.musco.com email: lighting@musco·.com United States Patents: D411096, D567422, D567433, D573752, D574098, D577149, D593883, 5398478, 5426577, 5600537, 6036338, 6203176, 6250596, 6681110, 6969034, 7059572, 7176635, 7209958, 7452108, 7500764, 7527393,,7547118, 7675251, 7600901, 7736024, 7740381. Chinese Patents: ZL200530139426.7, ZL200680008460.2, ZL200680008829.X, ZL200680008830.2, Zl.200680008832.1. U.S. arid foreign patents pending. [033R40_ 101510] F. PERFORMAN'CE G,UARANTEE Army and Navy Academy, 142222 Performance Guarantee Musco hereby guarantees compliance with the following specifications for your project. Furthermore, Musco guarantees the constant light levels for 25 years . Field . Constant Average· Uniformity Illumination Lamp Til Average kW Factor Demand Softball 1.0 68.82 Field Constant Average Uniformity Lamp Tilt Average kW Illumination Factor Demand .Soccer 30fc 3.0:1.0 1.0 57.87 Football 30fc 3.0:1.0 1.0 57.87 This·guarant~e is dependent_ upon the following: • All test stations matched ex_actly to the number and location of points supplied with the Musco computer generated light scan for constant light levels. • Pole placement must be within 3 feet of Musco recommendation. • Voltage supply to the ballast of all fixtures must be no less than 97% of the designed secondary voltage . . In the unlikely event that these performance specifications are not met, Musco shall provide necessary corrective action at no expense to the owner. We trust this meets with your approval. Musco Sports Lighting, LLC -~ ~-·· .. · Luann Ferreira Vice.:President Sales · Army and Navy Academy, 142222 . ' G. WARRANTY ~o. Army and Navy Academy, 142222 25-Year Product Assurance & Warranty Program Musco Sports Lighting, LLC will provide all materials and labor to maintain operation of your lighting system to original design criteria for 25 years, or until maximum hours of coverage have accumulated, whichever comes first. Musco products and services are guaranteed to perform on your project as detailed in this document. Light Average Constant LighC illumination levels are guaranteed through Musco's Smart Lamp® power regulator and service technology. Musco will electronically monitor lamp operation and operating hours, and will group re-lamp as described in the Project Details on the following page. Individual lamp outages that occur during the lamp warranty and maintena"nce perio.d are repaired when the usage of any field is materially impacted. If actual usage exceeds the maximum hours of coverage, the customer will be required to purchase lamp replacements in order to maif'!tain the warranty to the end of 25 years. Energy Consumption Average and maximum energy c;onsumptions for your lighting system are guaranteed. Exhibit A provides a 25-year energy cost model based upon the customer provided utility rate and anticipated hours of usage. Changes in rates or usage will proportionately change the costs. Monitoring, Maintenance and Control Services Musco-shall monitor the performance of your lignting system, including on/off status, hours of usage and lamp outages. If fixture outages that affect playability are detected, Musco will contact you and proactively dispatch technicians. On-off control of your lighting system is provided via an easy-to-use web site sc::heduling system, phone, fax, or email. Our trained Control-Link Central™ service center staff is available toll-free 24/J. Regular usage reports are always-available on Control-Link Central's web site. . . Spill Light Control Spill light readings at identified locations are guaranteed to be controlled to the values provided in Musco's design documents for your project, shown in Exhibit B. Structural Integrity Your project bas been designed to CBC-C, 2010, 85 MPH Windspeed Structural integrity of equipment manufactured by Musco is guaranteed. Musco has a team of people to ensure fulfillment of our product and services warranty (Exhibit C) and maintains financial reserves dedicated to support our.fulfillment of this warranty. Please keep this document as your signed contract guaranteeing comprehensive service for the 25 year period. -Page 1 of 3- ©2005, 2012 Musco Sports Lighting, LLC M-1291-<mU8-8 25-Year Product Assurance & Warranty Program Project Details Project Name: Army and Navy Academy Football & Softball Field Project Number: _,_1...,..,42=2=22~-- 0wner: Army and NayY Academy ·city: ...:C=a"'""rls=b=a ..... d ________ State:-=C""'A,___ Product(s) Covered: Light-Structure Green™ System Date Issued: date of shipment Expiration: date of shipment + _25 years or maximum hours of coverage noted below, whichever occurs first Total Average kW per hour: 68._8 Total Maximum kW per hour: 7 4.8 . Musco prod~cts and services are guaranteed t~ perform on your project as follows: Average Estimated Target Total Annual/25-Maximum Fixture Lamp Type/ Constant Uniformity Relamps Year Estimated Hours of Field/Zone Quantity Lamp Hours Light Level Max/Min Included Usage Hours Coverage . Softball/ 44 1500WMZ/5,000 50fc/30fc for 2.0:1.0/2.5:1.0 • 3 800 / 20,000 20,000 Football/Soccer Softball; Baseball 30fc for FB/SO 3.0:1.0 for FB/SO I .. ©2005, 2012 Musco Sports Lighting, UC M-1291-<!0US-S 25-Year Product Assurance & Warranty Program Terms and c·onditions · Service under this Contract is provided by Musco Sports·Lighting, LLC ("Muscq") or an authorized servicer approved by Musco. Services performed under this Contract shall consist of furnishing labor and parts necessary to restore the operation of· the ~overed Product(s) to original design criteria provided such service is necessitated by failure of the Covered Product( s) during normal usage. This Contract covers Product(s) consisting of Musco's Green Generation Lightingf) with Control-Link@ and any additional Musco manufactured product as listed on page 2. "We", "us• and "our" mean Musco. "You· and "your'' mean the purchaser of tne CoveredProduct(s). No one has the authority to change this Contract without the prior written approval of Musco. Musco shall not assume responsibility for their agents or assignees other than as described below. If there is a conflict between the terms of this Contract and information communicated either orally or in writing by one or more of our employees or agents, this Contract shall·control. Additional Provisions 1. Availability of Service: Control-Link Central operators shall be available 24/7 via web site, phone, fax, or email. Maintenance service specialists shall be available 8AM to 5PM Central Time, and services shall be rendered during these same hours in your local time _zone, Monday through Friday (with the exception of national holidays). Hours of operation are subject to change without notice to you. Musco will exercise all reasonable efforts to perform service under this-Contract, but will not be responsible for delays or failure in performing such services caused by adverse weather conditions, acts of any governmel')t, failure of transportation, accidents, riots, war,:labor actions or strikes or other causes beyond its control. 2. Determination of Repairs: Musco will utilize the field monitoring system and any information provided by the customer to determine when the usage of the field is materially impacted. From this.information, Musco will determine needed repair and/or replacement of Covered Product(s) and parts. Repair will be with product(s) of like kind and quality. . 3. Your Requirements Under this Contract: You ml!st meet all electrical and installation requirements as specified by the manufacturer. In addition, you promise and assure: full cooperation with Musco, Musco's technicians and authorized servicers during telephone diagnosis and repair of the Covered Product(s); reasonable accessibility of the Covered Product(s); a non-threatening and safe environment for service. You agree to check fuses and to replace fuses as needed. Musco provides spare fuses in the lowest alpha-numeric numbered enclosure. Musco will replenish spare fuses used. · You agree to keep your Green Generation Lighting system online. This means keeping the required control voltage to the control system at all times. ,.Any deviation from this practice must be disct,1ssed with Musco's • Warranty Department. 5. Contract limitations: a. EXCLUSIONS FROM COVERAGE: IN NO EVENT WILL MUSCO BE LIABLE FOR ANY SPECIAL, INDIRECT, INCIDENTAL OR CONSEQUENTIAL DAMAGES WHICH INCLUDE, BUT ARE NOT LIMITED TO, ANY DELAY IN RENDERING SERVICE OR LOSS OF USE DURING THE REPAIR PERIOD OF THE COVERED PRODUCT($) OR WHILE OTHERWISE AWAITING PARTS. . b. Limitation of Liability: To the extent permitted by applicable law, the liability of Musco, if any, for any allegedly defective Covered Product(s) or components shall be limited to repair or replacement of the Covered Product(s) or components at Musco's option. THIS CONTRACT IS YOUR SOLE EXPRESS WARRANTY WITH RESPECT TO THE COVERED PRODUCT($). ALL IMPLIED WARRANTIES WITH RESPECT TO THE COVERED PRODUCT(S) INCLUDING, BUT NOT LIMITED TO, IMPLIED WARRANTIES OF MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE, ARE HEREBY E~PRESSL Y EXCLUDED. c. For the purposes of and by your acceptance of this Contract you acknowledge and agree that if a surety bond ("Bond") is provided the warranty and/or maintenance guarantee provided for in this Contract and any corresponding liability on behalf of the issuing surety under the Bond is limited to_ the first twelve (12) months of said warranty and/or maintenanc;e guarantee coverage period. Any warranty and/or guarantee coverage period in excess of said initial 12 month period does not fall within the scope of the Bond and shall be the sole responsibility of Musco. d. Musco requires reasonable access for a crane or man lift equipment to service the lighting system. Musco will not be responsible for damage from operating the vehicle on the property when the equipment is operated in the prescribed manner over the designated access route. 6. Transfer and Assignment: Except to owners, you shall not have the right to assign or otherwise transfer your rights and obligations under this Contract except with the prior written consent of Musco; however, a successor in interest by merger, operation of law, assignment or purchase or otherwise of your entire business shall acquire all of your interests under this Contract. 7. Governing Law: Unless otherwise governed by applicable state law, the Contract shall be interpreted and enforced according to the laws of the State of Iowa. 8. Subrogation: In the event Musco repairs or replaces any Covered Product(s), parts or components due to any defect for which the manufacturer or its agents or suppliers may be legally responsible, you agree to assign your rights of recovery to Musco. You will be reimbursed for any reasonable costs and expenses you may incur in connection with the assignment of your rights. You will be made whole before Musco retains any amounts it may recover. · 4. Service Limitations -This Contract does not cover: Maintenance, repair_ or replacement necessitated by loss or damage resulting from any external causes such as, but,not limited to, theft, environmental conditions, negligence, misuse, abuse, improper electrical/power supply, unauthorized Signature: _______________ _ repairs by third parties, attachments, damage to cabinetry, equipment modifications, vandalism, animal or insect infestation, physical damage to Covered Products parts or components, failure of existing structures, supporting electrical systems or any non-Musco equipment, or acts of God/ nature (including, but not limited to: earthquake, flood, tornado~s. typhoons, hurricanes or lightning). · -Page 3 of 3- Vice President of Sales M-1291-enUS-S Life Cycle Cost Savings Exhibit A Army And Navy Academy Football And Softball Field Carlsbad, CA Hours Average kW Energy Gro~p Relamp Lamp Maintenance Controls -Energy 25-Year Life-Cycle Cost -. NOTE: Field Name All Fields Football Soccer Softball Annual Operating Hours 800 02/15/13 Typical Floodlighting Equipment ~o.ooo f(, .. ,.q~',21 s '=· _"t_{',,,_'r~ ,-. $121,500 $62,500 $3,750 $6,075 $1·93 825 . . ' .. Assumptions Energy Typical Floodlighting Cost Eguiement per kWh Fixtures Avg kW $0.05 75 121.5 Your Savings 20,000 6,8.8 $68,816 $52,684 $0 $62,500 .$0 $3,750 $0 $6,075 ssa~a1s:· ' ' st2s· o:o.9 · · .. -' ' Musco Controls Green Energy Fixtures Avg kW Savings 44 68.8 5.0% Life-cycle costs are based upon the assumptions given by the customer above. Any variation in this data will change the life- cycle cost proportionately. Group Re/amp calculates using a per lamp replacement cost of $125, including parts, equipment, and labor. Useful lamp life of typical floodlighting equipm€Jnt is 3000 hours. Musco guarantees the average Green Generation Lighting system kW and 5000 hours useful life of the lamp. © 2005, 2009 Musco Lighting SD-7156-5 -Patent Pending 142222 PV27 Crystal Niebaum o::xD m~ We Make It Happen .. Spill Light Control -Exhibit ·a Exhibit B Spill Light Control Your project has no specifiG spill light control requirements. ©2005, 2009 Musco Lighting SD-7160-1 CXXX) mu~q~ ~ We Make It Happen .. Exhibit C UNEQUALED. ACCESSIBLE. KNOWLEDGABLE. ACCOUNTABLE. : · Over 120 ·team members dedicated to operating and maintai hing· your:sports Ugbting Cont ol•Link Central™ • (877) 347-3319 · . www. ontrol-llnk.com • schedule@musco.com, • FAX (800) 853-8847'. · • Staffed 24/7 with several easy ways to contact us · . . . . . • Trained operators provide scheduling and reporting assistance and one-on-one phone. training. • Conducts proactive nightly tests to assure your control. system ifoperatihg prppeny, even when the lights aren't in use Easy access to field usage data • Field operation monitoring "We strive to provide a level of service where every customer reaches a live op~rator, rather than a voice mail system, when they call in. We can make your last minute schedule changes happen in just afew minutes." -Ryan Tighe, Control-Link Central™ Manager Lighti. g Services Team • (80.0) 825-6020 · warra ty@inusco.com • FAX (888) 397-8736 .. . ~-,--...,.....- Trained technicians specializing in sports lighting provide field maintenance, warranty work; consulting, and temporary lighting · • Regionally based to effectively provide lighting services in every state plus a network of over 1800· contractors • Ongoing field inspection program "Our technicians have an unequaled expertise in sports lighting. With our field monitoring, we'll contact you within one business day of detecting a fixture outage on your field ... often before you even know about it." -Jeff McNulty, Director of Field Operations '-' Control-Unk Central™ operators oversee the on/off control of over 3700 fields per night nationwide and have experience with contra/ling over 1.4 million schedules per year. Our lighting services team travels over 1 million miles each year. They inspect, fine tune, or provide yearly maintenance on more than 4000 fields and supply temporary lighting for over 250 hours of live If you could stack every pole that our technicians go to the top of each year, they would be ovf)r 182 miles high! That is equivalent to 465 times the height of the world's tallest building, Burj Dubai. television broadcasts annually. Specific funds are set aside to provide solid financial resources to fulfill the maintenance-and warranty needs for every Musco Lighting project.- Musco Service ... We Make It Happen® © 2005, 2009 Musco Lighting • Patent Pending SD-7170-3 H. PRODUCT INFORMATION Army and Navy Academy, 142222 Manufacturer's Model Number Army and Navy Academy Football/Softball Field Lighting Project Carlsbad, CA # of Poles PiGle ;Designation 1 A1 3 S1_,S2,S4 1 S3 c~~al_og#. ' - LSG -70 -1500W MZ -7 LSG -80 -1500W MZ -10 LSG -80 -1500W MZ -7 Army and Navy Academy, 142222 Manufacturer's Model Number Army and Navy Academy Football/Softball Field Lighting Project · Carlsbad, CA Controls and Monitoring Catalog# . CM-KIT, 48" ENCLOSURE ASSY -5 ~o. Army and Navy Academy, 142222 Safety: UL Product Certification UL Product Certification for: fy1usco Sports lighting, LLC 1001stAveW POBox808 Oskaloosa, IA 52577 USA ® UL Category Covers UL Number 1 l High-Intensity Discharge Surface-Mounted Lumlnaires Management Equipment, Energy I Industrial ControlPanels I . . f I i I Emergency Lighting and Power Equipment I Luminaire Fittings , I I Luminaire Pole in Excess of 12 ft ~o. SportsCluster Green™ and Light-Structure·Green™ luminaires,and, remote ballast assemblies Sports Cluster., and Si:,ortsCluster~2 .. luminaires and remote ballast assemblies Light-Structure 2™ and light-Structure Sy.stem™ luminaires ar:id remote ballast assemblies , · i OOOW ~ight-PakTI• and Light-Pak indoor luminaires, with Multi-Watt™ control system · · 1000 W Show-Light":' and Show-Light Gree,n™ luminafres with hooded light actuator system and, remote ballast assembHe$ , 2000W Mirtran™ luminaire Stadium 2K Fixture™ 2000 Wluminaire and . HotReWike Green™ 2000 W'hot restrike luminaire Lighting control systems for: Control-Link., Control and Monitoring System Control-Link Retrofit Control System Control panels and enclosures for: Control-Urik Control and, Monitoring System Control-Link Retrofit Control System Lighting Contactor Cabinets Multi-Watt control systems Control-Link Automatic Transfer Switch (ATS CL) Galvanized steel poles 12 ft or less for: Poles for Mirtran luminaire mounting Rooftop poles Special applications Galvanized steel poles greater than 12 ft for: Light-Structure Green System luminaire mounting Light-Structure System luminaire mounting Sportspole™ structure or mounting system and special applications E333;1(5 E139944 · E204954 R311491 1:132445 E325078 www.musco.com · lighting@musco.com ©1997,2012MuscoSportslighting,LLC · SD-1000-8 Safety: UL Product Certification UL Category Covers UL Number Lightning Conductors, Air Terminals, and Fittings Service platforms for: Light-Structure Green System luminaires and remote ballast assemblfes Light-StructureSystem luminaires and rem0te.ballast assemplies SportsCluster Green System luminaires. and remot~ bc!ll,;1st assemblies Sports Cluster System luminaires and .remote ballast assemblies Light-Structure Green pole structure concrete base .SA7004 E337467 A copy of the UL Certificate of Compliance is available upon your request. CXXX) rnusco. www.musco.com · lighting@musco.com ©1997, 2012 Musco Sports Lighting, LLC · SD-1000·8 ti --------Poletop luminaire -------assembly · --Galvanized steel pole -- --·Electrical·components -- enclosure I 10ft (3m) _I 211 a (600 mm) .Ground level -----------------------T-- --Precast concrete base Musco Light-Structure _System™ pole (7) metal halide Green Generation™ luminaires Typical configuration o PRELIMINARY ~- ·~ CORPORATE OFACE· PO.Box808 100 tstAvonueWast Osknloosa, lowa 52577 + 1-800-825-6020 +HMt-673-0411 --------Poletop luminaire ______-: assembly Galvanized steel pole -- • _, -Electrical components -- enclosure I 10ft (3m) Ground level ----------. -__ _J ~ ; -------- 0 --Precast concrete base Musco Light-Structure System™ pole {10) metal halide Green Generation!M luminaires Typical configuration CORPORATE OFFICE: PO Box808 1001st Avenue Wost Oskaloosa. Iowa 52.STl + 1-800-825-6020 +1-641-673-0411 Aluminum spill Md glare light control visor Left View Lamp Silicone glass edge seal gasket Silicone "O" ring rim seal Tempered glass lens Aluminum lens rim Stainless steel chain Repositioning stop (factory set) Viton "O" ring seal Knuckle positioning bolt Silicone "O" ring seal Lamp leveling gear drive Vertical aiming adjustment/lock (factory set) Patents issued and pending._ © 2005, 2011 Musco Lighting . SLA2 Luminaire Assembly Luminaire wireway: 2 x 4 inch nominal, 1/8 inch thick, high strength steel tubing Horizontal aiming adjustment (factory set) Die-cast aluminum mounting plate Die-cast aluminum knuckle Mogul lamp socket Geared tilt adjustment Die-cast aluminum lamp cone Teflon centering/sealing ring Silicone "O" ring seal Joint seal overlap Die-cast aluminum reflector housing -------+------+--3/8 inch activated carbon filter Right View CXXX) mu~. 800/825-6030 www.musco.com lighting@musco.com Datasheet: Precast Concrete Base Wireway · Tapered - upper section for slip-fit Lifting hole Finished-- grade .,..__ __ pole grounding connector Hand hole, above grade ©2012 Musco Sports Lighting, LLC . U.S. and foreign patents pending. • Ullisting number E337467 • T-2015-1 www.musco.com , lighting@musco.com Data sheet: Light-Structure Green ·v Lighting System Electrical Components Enclosure Smart Lamp® control unit ---l-l!H,-1-""'-7'-t-+--h-<'::_._~-IH---J.,1...\ ,,.._....__..._,... Pole alignment ---HH-+:;1,£--+--r==-.---~-1-Hl~~~ beam switch Spare fuses ---W~fB;t-117 --11----Powder-coated aluminum enclosure Wire access hub/ captive stainless steel attachment screws (not shown) ,___~--Grounding bar Terminal blocks Landing lugs ~1!9-~1,1---1-1--1---Disconnect switch ©2005, 2012 Musco Sports Lighting, LLC • Smart Lamp• Is;, registered trademark in United States and Canada, trademarked in all other countries. U5. and foreign patents issued and pending. · M· 1309-en04-4 www.musco.com · lighting@musco.com Crossarm Luniinaire ~ mounting plate"-): Km1ckle assembly......__ ~ Reflector housing~ ......,. Lamp....._~ Patents issued and pending. Spill and glare control visor © 2005, 2011 Musco Lighting , T-2005-3 Enclosed quick connect matching plug-ins on luminaire assembly · and mounting plate {not shown} Pole shaft-- Jacking ears-- Pole alignment_~ __ beam Set screw-+-<, Poletop Luminaire Assembly Crossarm wiring 800/825-6030 www.musco.com lighting@musco.com © 2005, 2011 Musco Lighting • SGSP2 Electrical Components Enclosure attachment brackets Electrical components enclosure hub with.stainless · steel screw threads Slip-fit attachment to Precast Concrete Base I r~: '' ,~ LJ~ / l : ... ~ .... I j) I '1---r' I I : i I I I r:1: I l I ~Jl I I I ·1 I I l I I I. l I I I, I I I 1-· I I I I I I J, I I I I I I I I I I I I I" I I I I I I I I I I I I I I I I I l , I '-'.:=:::--··/ Galvanized Steel Pole Jacking ears Grounding lug (inside pole) Wire access handhole CXXX) mu~. 800/825-6030 www.musco.com lighting@musco.com L1ght·S1J!'Cture · __________ w_ire_H_a_rn_es_s ~fZ..t:e~TM. Top plug-in ---~• • connector Spiral wound cable ----• consisting of 14 gauge copper wire Flexible protective ----- sleeve Lower plug-in ----i connector © 2005, 2011 Musco lighting • SWH2 ---,...,_;._ Pole cap fastener , ' ' '' '1 Wiring to Electrical Components Enclosure ' ' CXXX) mu~. 800/825-6030 www.musco.com lighting@musco.com Enhanced Corrosion Protection Manufacturer's Certification of Enhanced Corrosion Protection for Light-Structure Green TM and SportsCluster Green TM Lighting Systems Environmental conditions in corrosive environments such as coastal regions may accelerate the corrosion rate of equipment. Careful selection of m_aterials and coatings can provide protection in these corrosive environments . . Musco conducted over 150,000 hours of testing to study the effects of highly corrosive environments. Salt spray testing of aluminum-components was condu.cted per ASTM 8117 at an independent laboratory and Musco's in-house test chamber to evaluate various selectio_ns of alloys and coatings. All salt spray testing was conducted to minimum 3000 hours duration. Evaluation of various installation sites was also conducted to study actual field conditions. The results of Musco's research and development allowed selection of materials and coatings that significantly outperform the control sample, representing typical materials in the lighting industry. The following standard corrosion protection is proviqed on your equipment: All 'exposed components are constructed ~f corro~ion:-resistant material and/or coated to protect against.corrosion. All exposed carbon ~teel is hot-dip galvanized, meeting ASTM A123 and ISO/EN 1461. All exposed aluminum is powder coated with high-performance polyester or anod_ized. All exterior reflective inserts are anodized, coated with a clear, high-gloss, durable fluorocarbon, and protected from direct environmental exposure to prevent reflective degradation or corrosion. All exposed har~ware and fasteners are stainless steel of 18-8 grade or better, passivated,and coated with an aluminum based thermosetting epoxy resin for protection against corrosion and stress corrosion cracking. Alternately, for hardware in non- stressed applications, ah electroless nickel coating meeting ASTM 8733 may be used. Pole strapping used to mount certain equipment to light poles is annealed stainless steel (grade 304) ~nd passivated. Certain structural fasteners are carbon steel, galvanized meeting ASTM A 153 and ISO/EN 1461 (for hot-dip galvanizing), or ASTM B695 (for mechanical galvanizing). This corrosion protection package only applies to equipment manufactured by Musco. · In addition, these enhanced c~rrosion protection features are provided to address the specific challenges of your corrosive environment: · Poletop Luminaire Crossarm Assembly is constructed of carbon steel and hot dip galvanized per ASTM A 123. A proprietary galvanization process ensures minimum 5 mil average thickness. Exposed Die Cast Aluminum components are constructed of low copper aluminum alloy, type II anodized per MIL- STD-8625, and sealed with proprietary coating before application of high performance polyester powder coating. Exposed Extruded Aluminum components are constructed of low copper aluminum alloy, type II anodized per MIL- STD-8625; and coated with high performance polyester powder coating. Musco Sports Lighting, LLC Tim Boyle Research and Development Manager www.musco.com · lighting@musco.com T!31UJ ;;. June . .?l'l 11 @2011 Musco Sports Lighting, LLC • 5D-2650-2 Datasheet: Smart Lamp® Operating System Z-LampTII Lamp and Ballast ---1500 Watt, 60 Hertz 15.38 in (391 mm) Lamp Data .Physical Characteristics Lamp typ~ ......................... Z-Lamp™ HID metal halide (MH 1500/MZ) Lamp designation ........................................ M48 Bulb designation ..... : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . BT-56 Bulb finish .............................................. Clear Operating position ................... · ..... Arc tube horizontal Base ............................ Mogul screw position oriented Smart Lamp® Operating System Characteristics1 Constant lumens2 ; •••••••••••••••••••••••••••••••• 134 000 Im Useful lamp life3 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 5000 h CIE correlated color temperature (approximate) ........ 4200 K Color rendering index (CRI) ........................ R. = 65 -70 Warm-up time (80% output) ......................... 3 -5 min CIE chromaticity coordinates {X, Y) ............... (0.370, 0.390) -2 Average lamp wattage ............................... 1450 W Restrike time for hotlamp ......................... 1 O -15 min Maximum operating lamp current ....................... 6.0 A 6·25in Minimum ambient starting temperature ......... -20 °F (-30 °C) (159mm) I Footnotes: 1) Operating.characteristics are per the Musco Smart Lamp0 operating system on a.commercial ballast with arc tube horizontal. Lamp lumen measurements in accordance with IES LM-51-00. Lamp color data in accordance with IES LM-58-94. Lamp operating cycle of five hours per start to reflect expected field use in the sports lighting industry. 2) Lamp starts out at a reduced wattage and increases over life to offset lumen loss as lamp ages. Power dissipated by auxiliary equipment such as ballast, is not included in the lamp wattage shown. 3) Beyond 5000 hours is the time when constant lumens are no longer maintained by the Smart Lamp operating system. Average rated lamp life -before failure is substantially greater than SOOO hours as tested and defined . per IES LM-47-01 with five hours per start. ~co~2012 Musco Sports Lighting, LLC • Patents issued and pending. • Smart lamp• Is a registered trademark in United States, trademarked in all other countries. M-1357-enUS-5 www.musco.com · lighting@musco.com Datasheet: Smart Lamp® Operating System Z-La_mp™ Lamp and Ballast -1500 Watt, 60 Hertz Ballast Data Physical Characteri~tics Ballast type ......... Constant Wattage Autotransformer {CWA) Ballast designation ....................................... M48 Line volts Ballast approvals .................. UL Recognized Component, CSA Certified Line volts Electrical Data Line volts Power factor ...............................•.............. 97% Line volts Line volts regulation* .................................. ± 10% Lamp watts regulation* ................................ ± 10% Nominal input power ..................... ; ........... 1564 W Qom UL ins1.,1latioli class .................................. N (200 °C) UL coil temperature code 1029 ..................... ~ ........ A *Musco req·uires line voltage within± 3% to maintain light levels. ,: .. Typical Wiring Smart Lamp® control Capacitor Com • Lamp !Maximum pperatl!!9ll,.n:.::.•.z;;cu::.::.rrc.::•c..nt"--___ s'-.6_A _______ -:..::;..;..;. ______ .....::.:;::;..;..:..;---...... ----=------------ starting line.current 7.41:, 2.9A !Fuse.rating 20A 20A •. : ~ lSA 15A warning These lamps can cause serious skin burn and eye inflammation from short wave ultraviolet radiation if outer envelope of the lamp is broken or-punctured. Do not use where people will remain for more than a few minutes unless adequate shielding or other safety precautions are used. Certain lamps that will automc3tically extinguish when the outer envelope is broken or punctured are commercially available. This lamp complies with FDA radiation performance standard USA:21CFR 1040.30 Canada:SOR/DORS/80-381. Caution Arc tubes of metal halide lamps are designed to operat~ under high pressure and at temperatures up to 1832 °F (1000 °C). If the arc tube ruptures for any reason, pieces of extremely hot glass might be discharged into the surrounding environment, with an associated risk of personal injury, property damage, burns, and fire. To reduce the possibility of arc tube rupture, turn lamps off at least once per week for at least 15 minutes, in systems which are otherwise operating on a continuous basis (24 hours/day, 7 d~ys/week). Clean exterior luminaire lens when replacing lamp. Hg -LAMP CONTAINS MERCURY Manage in Accord with Disposal Laws See www.lamprecycle.org or call 1-800-825-6020 or+ 1-641-673-0411. ~ 0 ~2012 Musco Sports Lighting, LLC • Patents issued and pending. · Smart Lamp• is a registered trademark ir, United States, trademarked in all other countries. M· 1357-enUS-5 www.musco.com · lighting@musco.com 2 PCR13040 2600 CARLSBAD BL ARMYNAVY: DEFERRED FOUNDATION DESIGN FOR FIELD LIGHTS IN NEW ATHLETIC Lf/1 I 1'1 0..-r"-f J~ "F=u\---(:::G-<L-1 o~ .u eS011 L-== CkLCs A, 'S\--lof p~ ,~> % ~6dL, f-t~ 6(2..,lGJ. G6 I 2. . l--1 o l./ _ Pv~S ~ / PL-~ t ~a ~g peP. 'f)Ll.,,<;. S-¾ 4-/ u / 1-=& q/1111??~ e,~CrH..-~ ~ re +v f sc,,'L,.-v ,'A A--prt. Criv{ U-~-+oltiw '-l/1.:i.J,~ A-,""TJ: -1-J ~-vf\-~ q I 1\ / ,-,, J_?C,,~ ------~~ -~· ----- Flnaflnsp. Approved Date BUILDING .'-}/ ID 13 PLANNING _:.--:.- ENGINEERING - FIRE Expedite? y N --AFS Checked by. HazMat APCD -Health For~s/Fees Sent Rec'd Encina Fire HazHealthAPCD PE&M School Sewer Stormwater Special Inspection CFD: y N LandUse: Density: lmpArea: FY: Annex: PFF: y N Comments Date Date Date Building 4/v-/,3 Planning Engineering Fire Need? , SW DCV - By .4--<:_ . , Due? By y N y N y N y N y N y N y N y N Factor: Date DDone DDone DDone DDone DDone D Issued