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Home My WebLink About2237 JANIS WAY; CS; CBC2017-0234; PermitPrint Date: 04/04/2019 Permit No: CBC2017-0234 Job Address: 2237 Janis Way, Cs Permit Type: BLDG-Commercial Work Class: New Status: Closed - Finaled Parcel No: 1675405200 Lot U: Applied: 05/08/2017 Valuation: $150,000.00 Reference U: DEV2016-0030 Issued: 12/05/2017 Occupancy Group: Construction Type: Permit Finaled: # Dwelling Units: Bathrooms: Inspector: MCoII Bedrooms: Orig. Plan Check U: Final Plan Check #. - Inspection: 4/4/2019 10:34:55AM Project Title: CARLSBAD ELLERY RESERVOIR WCF Description: ELLERY RESERVOIR CELL SITE: INSTALL NEW FAUX TREE WITH ANTENNAS DIESEL GENERATOR /I 10'X 24' PREFAB SHELTER// RETAINING WALLS Applicant: Owner: Contractor: DOUG MUNSON CITY OF CARLSBAD VINCE STANTON CONSTRUCTION P0 Box 2180 LINDSAY LEAHY BORREGO SPRINGS, CA 92004 P0 Box 788 760-390-7727 Sheridan, MT 59749-0788 760-603-7325 406-842-7260 BUILDING PERMIT FEE ($20001-) $803.50 BUILDING PLAN CHECK FEE (BLDG) $562.45 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $89.00 FIRE Special Equipment (Ovens, Dust, Battery) $404.00 GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION $166.00 MANUAL BUILDING PLAN CHECK FEE $225.00 MANUAL BUILDING PLAN CHECK FEE $17.80 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $55.00 5B1473 GREEN BUILDING STATE STANDARDS FEE $6.00 STRONG MOTION-COMMERCIAL $42.00 Total Fees: $2,370.75 Total Payments To Date: $2,370.75 Balance Due: $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." 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/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. 1635 Faraday Avenue, Carlsbad, CA 92008-7314 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov IE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: MPLANNING D ENGINEERING BUILDING 0 FIRE 0 HEALTH 0 HAZMAT!APCD Building Permit Application Plan Check No42C.2.0 ri- 024 Est. Value 11*0 CCity of 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Plan Ck. Deposit CdrIsbid. email: bUiIdingcarIsbadca.gov Date -) www.carlsbadca.gov JOB ADDRESS ,z.2 ,a 27 4ti SUITE#/SPACE#/UNIT#E\ APN /Cc 1 - - 52 -00 CT/PROJECT # LOT C PHASE C # OF 1JiITS I#BEDROOMS C BATHROOMS TENANT BUSINESS NAME CONSTR. TYPE 0CC. GROUP DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) '° KAJ 4— EXISTING USE R OSIED USE GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE AIR CONDITIO RE SPRINKLER YES. NO[—]YES NO LI YES APPLICANT NAME PROPERTY OWNER NAME PrInary c ge~ Contact ADDRESS ADDRESS I $51f5 IJjJ , /O . /1p35 -A-i *tJ CITY STATE ZIP CITY STATE ZIP C PHONE . EMAI r PHON FAX tu EMAIL LU tOlJ$U 1~J1 CFBI DESIGN PROFESSIdNAL AI1e)1r CONTRACTOR BUS. NAME )'&C4vt\It3' (h?L1ZkC77I 512_i_YY),,,J/ ADDRESS ADDRESS CITY brATE ZIP CITY S TE PHONE AX PHONE FAX z9iJ - EMAIL \AVLC EMAIL SELro#E STATE LIC. S'°YBUSUC# ICT (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, Improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($5001). ®Dt3DØ t3OcJPOO?UOGJ Workers' Compensation Declaration: I here by affirm under penalty of perjury one of the following declarations: LII have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. F-11 have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Co.I Policy No. Expiration Date This section need not be completed if the permit is for one hundred dollars ($100) or less. Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure esecure workers' Compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensbtion, da ages as pr ed for in Section 3706 of the Labor code, interest and attorney's fees. )K CONTRACTOR SIGNATU []AGENT DATE ®ouwuato cu®o I hereby affirm that lam exempt from Contractor's License Law for the following mason: EEl I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). IEI I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply loan owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). El I am exempt under Section ______________Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. Eyes LINO I (have / have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address / phone I contractors' license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone I contractors' license number): I will provide some of the work, bull have contracted (hired) the following persons to provide the work indicated (include name / address / phone I type of work): SPROPERTY OWNER SIGNATURE DAGENT DATE UG4 GX 3D17UL DJO[OO@ 91300090 ®JU Is the applicant or future building occupant required to submit a busineds plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 173 Yes 0 No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? DYes 0 No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 13 Yes 0 No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. ®W(1000 U3001@ [).@4tZJ(V I hereby affirm that there is a construction tending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lenders Name Lenders Address K1O OL?UXJ I cartifythatl have read the application and state thatthe above information iscorrectand thatthe information on the plans is accurate. I agree to complywith all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspecton purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY INCONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 50' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued bp'the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such perm or if building orwortc authorized b èrmt is suspended or abandoned at any time after the work is commenced fora period of 180 days (Section 106.4.4 Uniform Building Code). ..APPLICANT'S SIGNATURE DATE 11 . '? / ) Permit Type: BLDG-Commercial Application Date: 05/08/2017 Owner: CITY OF CARLSBAD Work Class: New Issue Date: 12/05/2017 Subdivision: PARCEL MAP NO 00878 Status: Closed - Finaled Expiration Date: 04/15/2019 Address: 2237 Janis Way, Cs Carlsbad, CA 92008 IVR Number: 3571 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 06/08/2018 06/08/2018 BLDG-Electric Meter 060462.2018 Failed Michael Collins Reinspection Complete Release Checklist Item COMMENTS Passed BLDG-Building Deficiency Meter equipment not installed No 06/11/2018 06/11/2018 BLDG-Electric Meter 060644.2018 Failed Michael Collins Reinspection complete Release Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No BLDGFinal 060621-2018 Failed Michael Collins Reinspection Complete Inspection - Checklist Item COMMENTS Passed BLDG-Building Deficiency Not Ready No BLDG-Electrical Final No Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No 06/20/2018 06/20/2018 BLDG-Electric Meter 061522.2018 Passed Michael Collins Complete Release Checklist Item COMMENTS Passed BLDG-Building Deficiency EMR emailed to SDGE Yes BLDG-Building Deficiency Meter equipment not installed No 10/16/2018 10/16/2018 BLDG-Final 073141-2018 Partial Pass Michael Collins Reinspection Incomplete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency 10/16/18, Building Ok pending final Yes approvals from other divisions. BLDG-Building Deficiency Not Ready No BLDG-Electrical Final Yes BLDG-Electrical Final No 04/04/2019 04/04/2019 BLDG-Final 087991-2019 Passed Michael Collins Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Building Deficiency Not ready No BLDG-Electrical Final Yes BLDG-Fire Final 069859.2018 Scheduled Dominic Fier! Incomplete Checklist Item COMMENTS Passed FIRE- Building Final No April 04, 2019 Page 2 of 3 Permit Type: BLDG-Commercial Application Date: 95/08/2017 Owner: CITY OF CARLSBAD Work Class: New Issue Date: 12/05/2017 Subdivision: PARCEL MAP NO 00878 Status: Closed - Finaled Expiration Date: Q4/15/2019 Address: 2237 Janis Way, Cs Carlsbad, CA 92008 IVR Number: 3571 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 06/19/2018 BLDG-Final 061523-2018 Cancelled Michael Collins Reinspection complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Not Ready No BLDG-Electrical Final No 12/07/2017 12/07/2017 BLDG-11 042636-2017 Passed Michael Collins Complete FoundationlFtglPier S (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Monopole caisson footing & steel. Yes 03/27/2018 03/27/2018 BLDG-Il 052932-2018 Failed Michael Collins Reinspection Complete Foundation/FtglPier s(Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency No approved plans on site No 03/28/2018 03/28/2018 BLDG-11 053108-2018 Passed Michael Collins Complete Foundation/Ftg/Pier S (Rebar) Checklist Item COMMENTS . Passed BLDG-Building Deficiency Generator & Shelter pads only Yes BLDG-Building Deficiency No approved plans on site No 03/30/2018 03/30/2018 BLDG-34 Rough 053276-2018 Failed Michael Collins Reinspection Complete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No 04/02/2018 04/02/2018 BLDG-34 Rough 053457.2018 Passed Michael Collins Complete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Conduit only & grounding at generator & Yes shelter pads only BLDG-Building Deficiency Not ready No 04/25/2018 04/25/2018 BLDG-Il 055987.2018 Passed Michael Collins Complete Foundation/Ftg/Pier 5 (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Footing/steel for meter pedestal retaining Yes wall/pad Ok. Ground rod with Cadweld & #4 cu Ok. 04/30/2018 04/30/2018 BLDG-66 Grout 056376-2018 Passed Michael Collins Complete Checklist Item COMMENTS Passed LDG-Building Deficiency CMU layup at meter pedestal Yes April 04, 2019 Page 1of3 Z i'ti. 2/1rya5 / CITY CF 4(/ CARLSBAD INSPECTION RECORD Building Division IZI INSPECTION RECORD CARD WITH APPROVED PLANS MUST BE KEPT ON THE JOB El CALL BEFORE 3:00 pm FOR NEXT WORK DAY INSPECTION El FOR BUILDING INSPECTION CALL: 7606022725 OR GO TO: www.Carlsbadca.aov/Building AND CLICK ON "Request Inspection" j p /j, / _v 7')) CBC20I7-0234 2237 JANIS WAY __#! CS ELLERY RESERVOIR CELL SITE: INSTALL NEW FAUX TREE WITH ANTENNAS II DIESEL GENERATOR II lOX 24 PREFAB SHELTER II RETAINING WALLS DEV2016-0030 1675405200 12/5/2017 CBC20I 7-0234 If "YES" is checked below that Division's approval isrequired prior to requesting a Final Building -06 Inspection. If you have any questions' please calFthe applicable divisions atphone numbers provided below. After all required 760-602-8560, email tobldginspections@carlsbadca.gov or bring ma COPY of this card to: 1635 approvals are signed off- fax to Faraday Ave., Carlsbad. T:I7lY IF F c'((tIIII1F lL]1f!IFYf_f SIi4 f' C • q)fY.I.)P I.!IfIi ft tofu) r3;fu), ii)tf) tfuffi,.....); : ;)Y) . j::i I V fj.I!( :1 V IF MARKED"YES", IT IS REQUIRED PRIOR TO ANY CONSTRUCTION Date Inspector ~Allhq STORM WATER PRECON MEETINfG REQUIRED 760-602-2725 Allow 24 hours IF IVARKED "YES", APPROVAL REQUIRED PRIOR TO REOUESTIN.- BUILDING FINAL Y OF CARD 1I1i- u17 Prevention 760-602-4660 Allow 48 hours IE1I1iar.pAETh!ii.I- 760-944-8463 Allow T:Ihours CM&I (Engineering Inspections) 760-438-38ql Call before 2 pm Type of Inspection , Tve of Inspection #11 FOUNDATION ø Date b)Z2vjIL9, Inspector fr1L. #31 D ELECTRIC UNDERGROUND ,J2FER Date Inspector I #12, REINFORCED STEEL #34 ROUGH ELECTRIC/ EVCHARGER ieYi Ii- #66 MASONRYPREGROUT #33.ECSERVICE #320TEMPORARY 2'ffROUT EJ WALL DRAINS o4(-3çl9. t4' #35 PHOTOVOLTAIC #10 TILT PANELS #38 SIGNS #11 POUR STRIPS , BLDG-FINAL #11 COLUMN FOOTINGS . • Date Inspector #14 SUBFRAME 0 FLOOR 0 CEILING #41 UNDERGROUND DUCTS & PIPING #15 ROOFSHEATHING #44 LI DUCT& PLENUM 0 REF. PIPING #13 EXT. SHEAR PANELS #43 HEAT-AIR COND. SYSTEMS #16 INSULATION ' BLDG-FINAL #18 EXTERIOR LATH. 1:1.11 -i ('il [.) - Date Inspector #17 INTERIOR LATH & DRYWALL #81 UNDERGROUND (11,12,21,31) BLDG-FINAL #82 DRYWALL, EXT LATH, GAS TES (17,18,23) PLUMBING Date Inspector #83 ROOF SHEATING, EXT SHEAR (13,15) -#22 0 SEWER & BL/CO 0 PL/CO #84 FRAME ROUGH COMBO (14,24,34,44) #21 UNDERGROUND I2WASTE LI WTR #85 T-Bar (14,24,34,44) #24 TOP OUT JWASTE DWTR . - BLDG- FINALOCCUPANCY #27 TUB & SHOWER PAN FIRE 0 Date Inspector 423 OGASTEST OGASPIPING , A/S UNDERGROUND VISUAL #25 WATER HEATER A/S UNDERGROUND HYDRO ' #28 SOLAR WATER A/S UNDERGROUND FLUSH BLDG-FINAL A/S OVERHEAD VISUAL - Date Inspector A/S OVERHEAD HYDROSTATIC #51 POOL EXCAV/STEEL .. A/S FINAL #52 PLUMBING F/A ROUGH-IN #53 ELEC/ CONDUIT/ WIRING . , F/AFINAL #54 EQUIPOTENTIAL BOND FIXED EXTINGUISHING SYSTEM ROUGH-IN #55 PREPLASTER / FENCE/ ALARMS FIXED EXTING SYSTEM HYDROSTATIC TEST #57 GUNITE FIXED EXTINGUISHING SYSTEM FINAL BLDG- FINAL MEDICAL GAS PRESSURE TEST MEDICAL GAS FINAL REV 9/17 SEE BACK FOR SPECIAL NOTES cCjY f SPECIAL INSPECTION _."""'C!4uilding Division AGREEMENT 1635 Faraday Avenue Cd1sbad : B-45. AUG 21:2017 760-602-2719 0 c' w.carIsbadca.gov . S . iIyQcr ww w.carisba.dca.gov In accordance with Chapter 11 of the California Building Code the following must be Completed when work being performed requires special inspection, structural observation and construction material testing. . . Project /Permit: Every Reservoir ACS Site Project Address 2237 Janis Way, Carlsbad CA, 92008 A. THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder 3. (If you checked as owner-builder you must also complete Section B of this agreement.) : Name (Please print) Dave - - K Adams (First) . . . (MI ) : (Last) Mailing Address. BWE, 9449 Balboa Avenue, Suite 270, San Diego CA 92123 Email. _dadams@bwesd corn Phone 619 2995550 I am: OProperty Owner DProperty Owner's Agent. of Record DArchitect of Record MEngineer of Record State of California Registration Number: S 4226 . . Expiration Date: 12-31-2018 AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspections notedAW the approved plans and, as required by the California Building Code. Signature. Date- cl!t01) B CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706) This section must be completed by the contractor I builder / owner-builder. : •.... . . . . Contractors Company Name 1X&V bAL2ALClvL , I Please check if rou are Owner -Builder 0 Name (Please print, I A to L4 V Mailing Address: ?o , -~) 0,- L. LXkA Jjj9. . Email J r0W O1 U Phone Z7 (ö ( State of California Contractor's License Number* L_) z):.3 Expiration Date: S. I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; . . . . . . . •• : I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; . I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and : I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. I ill provide a final report /letter in compliance with CBC Section 1704.1.2 prior to requesting final inj3ectlo . 0 • Signature___ Date 12 B45 S : • Page 1 of I . Rev. 08/11 EsGil Corporation In Partnership with government for Building safety ATE: AUG. 29, 2017 I APPLICANT J URIS. JURISDICTION: CARLSBAD Ll PLAN REVIEWER L3 FILE PLAN CHECK NO.: CBC2017-0234 SET: II PROJECT ADDRESS: 2237 JAN15 WAY PROJECT NAME: ELLERY RESERVOIR - Regional Communication System The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. LI 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. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. LII The applicant's copy of the check list has been sent to: EsGil 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 Sillman Wright AlA Telephone #: 619-294-7515 Date contacted Rr (by) Email: jmedina(sillmanwriqht.com Mail Telephone Fax In Person LI REMARKS: By: ALl SADRE, S.E. Enclosures: EsGil Corporation LI GA LI EJ fl MB LI PC 8/22 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In (Partners/lip with government for Building Safety DATE: MAY 18, 2017 JURISDICTION: CARLSBAD PLAN CHECK NO.: CBC2017-0234 I APPLICANT (4 JURIS. PLAN REVIEWER I FILE SET: I PROJECT ADDRESS: 2237 JANIS WAY PROJECT NAME: ELLERY RESERVOIR - Regional Communication System The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. 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. 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: EsGil 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: Siliman Wright AlA Telephone #: 619-294-7515 Date contacted:II41 (by.—) Email: imedina(sillmanwriqht.com Fax In Person LII REMARKS: By: ALl SADRE, S.E. Enclosures: EsGil Corporation El GA El EJ Z MB LI PC 3/09 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD CBC20 17-0234 MAY 18, 2017 GENERAL PLAN CORRECTION LIST JURISDICTION: CARLSBAD PLAN CHECK NO.: CBC2017-0234 PROJECT ADDRESS: 2237 JANIS WAY CONSTRUCTION = V-B; OCCUPANCY = U; STORIES ONE; SPRINKLERS = NO; HEIGHT = 60' (FAUX TREE); SCOPE: (1)-60' FAUX TREE WITH (4)-OMNI DIRECTIONAL ANTENNAS; (1)-MICROWAVE DISH; (1)-1 0'X24' SHELTER; (1)-60- KW GENERATOR & 1-SCADA ANTENNA DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL CORPORATION: 3/09 MAY 18, 2017 REVIEWED BY: AL! SADRE, S.E. 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. GENERAL 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: 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. Bring TWO 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. CARLSBAD CBC20 17-0234 MAY 18, 2017 2. To facilitate rechecking, please 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. 3. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? U Yes U No PLANS 4. A reminder that the non-structural sheets of plans need to be signed by the drafter and the structural sheets by the project engineer. (California Business and Professions Code). STRUCTURAL 5. Specify on the foundation plan or structural specifications sheet the soil classification, the soils expansion index and the design bearing capacity of the foundation. Sections 107.2 and 1603.1.6. 6. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: The pad was prepared in accordance with the soils report, and Any trenches have been properly backfilled and compacted 7. Provide a letter from the soils engineer confirming that the foundation plans have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans. 8. The plans shall indicate that special inspection will be provided for the following work. (Section 107.2): Steel construction. Special inspections for steel elements should be provided in accordance with Section 1705.2. Welding. Welding inspection should be provided in accordance with Section 1705.2. High-strength bolts. Periodic inspection should be provided for installation of high- strength bolts in accordance with AISC specifications. Section 1705.2 Concrete construction. Special inspections and verifications should be provided in accordance with Section 1705.3. Masonry construction. Special inspection should be provided for all masonry construction in accordance with Section 1705.4. Soils. Special inspection should be provided for placement of fill 12 inches or more deep in accordance with Section 1705.6. Pier foundation. Special inspection should be provided for pier foundations in accordance with Section 1705.8. CARLSBAD CBC20 17-0234 MAY 18, 2017 The City requires that their Special Inspection Agreement Form be completed for this project. This Form is available at the building department. 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 1704.3. Please provide complete plans and calculations for the 14' retaining walls. Show seismic component of the lateral earth pressure is taken into account for the design of the retaining walls over 6' high. Additional corrections may be necessary, once complete plans and calculations are submitted for review and approval. MISCELLANEOUS Please see below for electrical corrections. 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 ALl SADRE, S.E. at Esgil Corporation. Thank you. ELECTRICAL CORRECTIONS (2013 CA ELECTRICAL CODE) JURISDICTION: CARLSBAD PLAN CHECK NO.: CBC2017-0234 DATE: MAY 18, 2017 PLAN REVIEWER: Morteza Beheshti Please indicate the ground electrode system for the service pedestal, the 50 KVA transformer and the generator. CEC 250.30,32. Please provide service labeling to indicate type and location of the generator. Please provide a GFI/WP receptacle outlet within 50' of the new service. CEC 210.64. Note: If you have any questions regarding this Electrical and Energy plan review list please contact Morteza Beheshti at (858) 560-1468. To speed the review process, note on this list where the corrected items have been addressed on the plans. CARLSBAD CBC20 17-0234 MAY 189 2017 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: CBC2017-0234 PREPARED BY: ALI SADRE, S.E. DATE: MAY 18, 2017 BUILDING ADDRESS: 2237 JANIS WAY BUILDING OCCUPANCY: U; V-B BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) (1)60' Faux Tree 60-KW Generator Prefab Shelter, 240 Retaining Walls 1400 100'x14' (6) Antennas (1) Dish Air Conditioning Fire Sprinklers TOTAL VALUE 150,000 Jurisdiction Code Icb 113y ordinance Bldg. Permit Fee by Ordinance V I $803.561 Plan Check Fee by Ordinance 1 IS51 Type of Review: El l Complete Review o Structural Only El Repetitive Fee vi Repeats 11 Other Hourly EsGil Fee Hr.©* Comments: Sheet 1ofi macvalue.doc + BNVE STRUCTURAL • CIVIL • SURVEY • LAND PLANNING 9449 Balboa Avenue, Suite 270 • San Diego, CA 92123 Phone (619) 299-5550 • Fax (619) 299-9934 www. bwesd. corn 0 UI C) w ENGINEER: Dave Adams, S.E., Seemant Saxena, P.E DATE: June 21, 2017 PROJECT NUMBER: 12832A STRUCTURAL CALCULATIONS FOR Carlsbad Ellery Reservoir WCF Equipment Shelter Pad and Ice Bridge Anchorage Click here to enter text. / c's1 >(( LU z F7 U.J (i) I- Z (I) LU wWO Z of F- U 9. (0 ci C\! _iLLIW LLJ 0 Prepared for Siliman Wright Architects 7515 Metropolitan Drive San Diego, CA 92108 113NV E STRUCTURAL • CIVIL • SURVEY • LAND PLANNING 9449 Balboa Avenue, Suite 270 • San Diego, CA 92123 Phone (619) 299-5550 • Fax (619) 299-9934 www.bwesd.com TABLE OF CONTENTS BASIS OF DESIGN EQUIPMENT SHELTER PAD EQUIPMENT SHELTER ANCHORAGE ICE BRIDGE ANCHORAGE Carlsbad Ellery Equipment Shelter Pad and Anchorage June 2017 Project Description The scope of this calculation includes evaluation of concrete pad foundations for equipment shelter pad, it's anchorage as well as design of an ice-bridge foundation and anchorage between the shelter and the tower. Applicable Codes ASCE7-lO AC1318-14 Design Criteria Dead Loads: Building DL = 600001bs (Footprint 240SQ.FT) Live Loads: Roof Live Load = 1 50psf (Client supplied value) Floor Live Load = 300psf (Client supplied value) Wind Load: Since it's an equipment loading seismic is assumed to govern over wind. Seismic Load: Design Parameters: (Reference - USGS Summary Report) Site Class D Risk Category IV Ss1.108g S1=0.426g SMs=l.171g SM1=O.671g SDs=O.781g SDI =O.447g Seismic Importance Factor 'e = 1.5 R=5 Deflection Criteria: . L1240 for Dead + Live . L1360 for Dead Structural Materials Concrete Strengths: fc=4000psi Rebar Yield Strengths: fy=60000psi project: Ellery by: 13 V location: Carlsbad, CA date: job no SS : 06/22/17 12832A CHECK SOIL BEARING - EQUIPMENT SHELTER PAD (ALSO GENERATOR PAD) BUILDING DEAD LOAD D = Assumed 8-INCH CONCRETE SLAB ON GRADE D = ROOF LIVE LOAD @ 150 PSF X 240 SQ.FT Lr = FLOOR LIVE LOAD @ 300 PSF x 240 SQ.FT L = VERTICAL EARTHQUAKE (0.2 SDS x D) E = Governing Load Combination D + 0.75L + 0.75Lr+.75*.7E = Service Level Bearing Pressure Under the Foundation q = Allowable Service Bearing Pressure per Geotech Report = CHECK PAD THICKNESS CBC 2016 60000 LBS 24000 LBS 36000 LBS 72000 LBS 9372 LBS 169920.3 LBS 708 PSF 2000 PSF OK STRENGTH LEVEL LOADS ON SOIL 1.41) = 1.2D+1.6L+0.5Lr = 1.2D+L+1.6Lr = 1.2+E+L = Governing = STRENGTH LEVEL DESIGN SOIL BEARING PRESSURE Design shear per foot length Vu = 12" PORTION OF SLAB ON GRADE BEARS ON WALL FOOTING Geotech report suggests 1/2" differential settlement over 40' or 1/8" over 10' Assumed differential settlement 8 = 0.125 in Span of Slab L = 120 in Assume overall depth of slab on grade D = 8 in Effective Depth d = 4.625 in Concrete Compressive Strength f'c = 4000 psi Modulus of Elasticity EC 3605 ksi Moment of Inertia I = 512 in' 117600 LBS 234000 LBS 230400 LBS 182172 LBS 234000 LBS 975 PSF 975 LBS/FT Shear due to differential settlement 12EI8/1-3 = 1602 lbs/ft Shear due to superimposed loads Vu = 975 lbs/ft Total Design Shear = 2577 lbs/ft Concrete shear strength per foot length (IVC = 5265.2 lbs/ft CHECK REINFORCING OK Moment due to differential settlement Mu = 8011.1 lb-ft/ft Yield Stress of Reinforcing fy = 60000 psi Rebar required Ast = 0.41 in2/ft Provide #6 @ 12" O.0 T & B Asprovided = 0.44 in2/ft Minimum Temperature Steel in Other Direction = 0.17 in2/ft Provide #4 @ 12" o.c. TOP in the long direction for minimum temperature/shrinkage steel 0.1728 r3NVE project: Ellery I I I i Iby: I I ss I location: Carlsbad, CA Idate: 06/22/17 Ijob no: I 12832A SHED ANCHORAGE Equipment Description Base Wp = weight of equipment / = overall length w = overall width h = height z--height of attachment h = roof height w.r.t. base ap=component amp factor Rp=component resp factor 1p=component Imp factor Site Class Assumed Ss F0 MS SOS = SHED = New Concrete Pedestal, assumed lightweight f'c = 4000psi = 60000 lb = 288 in (Reference Cut Sheet) = 120 in (Reference Cut Sheet) = 120 in (Reference Cut Sheet) = 0 (At Base) = 120 in (At Roof) = 2.5 (Table 13.6-1 ASCE 7-10) = 6 (Table 13.6-1 ASCE 7-10) 1.5 (Section 13.1.3 ASCE 7-10) = SD (Section 11.4.2 ASCE 7-10) = 1.108 g (USGS.govWebsite) = 1.057 (Table 11.4-1 ASCE 7-10) = 1.171 g (Eq'n 11.4-1 ASCE 7-10) = 0.781 g (Eq'n 11.4-3 ASCE 7-10) Pp = 11711.6 lbs (Eq'n 13.3-1) Pp max = 112431.0 lbs (Eq'n 13.3-2) Fp min 21080.8 lbs (Eq'n 13.3-3) Pp governing = 21080.8 lbs (Minimum Governs) CHECK VERTICAL SHEAR ON BOLTS DUE TO EARTHQUAKE PARALLEL TO SHORT DIRECTION Net Horizontal Shear Pp = 21.1 kips h0 = 80.00 in (Assumed at 2/3rd5 of Full Height) Reduced DL (0.9-0.2S05 )D = 44630.8 lbs (SDS = 0.781) Overturning Moment MOT = 140.5 kip-ft Restoring Moment MREST = 223.2 kip-ft (No Uplift) Net Shear Per Bolt = 5000 lbs (Shear due to Self Wt. Governs) 0.35W CHECK HORIZONTAL SHEAR ON BOLTS Assume the shed loads uniformly along the perimeter. Perimeter Loading q = 882 plf Tributary loading short edges = 8824 lbs Tributary loading long edges = 21176 lbs Assume 5 anchor bolts along the long edge and 2 along the short edge Max Trib Weight per bolt = 4412 lbs Pp governing per bolt = 1550 lbs Amplified £2E per bolt = 3875 lbs Vert shear due to reduced DL = 3719 lbs Provide 3/4" dia Hilti HAS 137 rods with 6' embedment using HIT-RE 500 V3. 1 IBW Lm project: EV Iby:ery I I I ss location: Carlsbad, CA date: 06/22/17 Ijob no: 12832A CHECK FOR OVERTURNING EQUIPMENT DEAD LOAD = 60000 lbs CONCRETE SELF WEIGHT = 23760 lbs (24'x 10'x 8' CONCRETE PAD) NET DEAD LOAD = 83760 lbs RESISTING MOMENT = 3015360 lb-in (0.6 X DL 10/2) OVERTURNING MOMENT = 1180525 lb-in (0.7 x Fp x hcg) FACTOR OF SAFETY OT FACTOR OF SAFETY SLIDING 2.55 1.19 2 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Profis Anchor 2.7.3 BWE Page: 1 S Saxena Project: Carlsbad Ellery Shed 9449 Balboa Ave Suite 270 Sub-Project I Pos. No.: 61929955501 Date: 6/21/2017 ssaxena@bwesd.com Specifiers comments: linput data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [lb, in.Ib] HIT-RE 500 V3 + HAS B7 3/4 hei.opti = 3.500 in. (hef,Iimit = 10.250 in.) ASTM A 193 Grade B7 ESR-3814 1/1/2017 11/1/2019 Design method ACI 316-14 / Chem - (Recommended plate thickness: not calculated) no profile cracked concrete, 4000, f,'= 4000 psi; h = 12.000 in., Temp. short/long: 32132 °F hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: BWE Page: Specifier: S Saxena Project: Address: 9449 Balboa Ave Suite 270 Sub-Project I Pos. No.: Phone I Fax: 61929955501 Date: E-Mail: ssaxena@bwesd.com I I WE ;n Profis Anchor 2.7.3 2 Carlsbad Ellery Shed 6/21/2017 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 5000 5000 0 max. concrete compressive strain: - [%o] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] 3 Tension load Load Nua [lb] Capacity 4 N [lb] Utilization PN = N./4 N Status Steel Strength* N/A N/A N/A N/A Bond Strength** N/A N/A N/A N/A Sustained Tension Load Bond Strength* N/A N/A N/A N/A Concrete Breakout Strength** N/A N/A N/A N/A * anchor having the highest loading **anchor group (anchors in tension) Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Prof is Anchor 2.7.3 Company: BWE Page: 3 Specifier: S Saxena Project: Carlsbad Ellery Shed Address: 9449 Balboa Ave Suite 270 Sub-Project I Pos. No.: Phone I Fax: 6192995550 1 Date: 6/21/2017 E-Mail: ssaxena@bwesd.com 4 Shear load Load Vua [lb] Capacity 4) V [lb] Utilization pv = Vua/4 V, Status Steel Strength* 5000 16305 31 OK Steel failure (with lever arm)* N/A . N/A N/A N/A Pryout Strength (Bond Strength controls)** 5000 6317 80 OK Concrete edge failure in direction y- 5000 5811 87 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa,eq = ESR value refer to ICC-ES ESR-3814 tit Vsteei Vua ACI 318-14 Table 17.3.1.1 Variables Asev [in- fut. [psi] 0.33 125000 Calculations Vsa.eq [lb] 25085 Results Vsa,eq [lb] 4) steel 4) Vsa [lb] Vua [t] 25085 0.650 16305 5000 4.2 Pryout Strength (Bond Strength controls) Vcp —kcpE( ANa ' - W edNa "V cp,Na Nba] ACI 318-14 Eq. (17.5.3.1a) 4) Vcp ~!Vua ACI 318-14 Table 17.3.1.1 ANa see ACI 318-14, Section 17.4.5.1, Fig. R 17.4.5.1(b) ANaO = (2 cNa ACI 318-14 Eq. (17.4.5.1c) cNa = 10 d N 71,36 ACI 318-14 Eq. (17.4.5.1d) 1 'V ecNa ( = i ~e) 1.0 ACI 318-14 Eq. (17.4.5.3) cNa 'V edNa = 0.7 + 0.3 15 .o ACI 31814 Eq. (17.4.5.4b) cNa 'V cp,Na = MAX - camin --, cNa i—) < 1.0 ( Cac ac ACI 318-14 Eq. (17.4.5.5b) Nba = X a t k,c aN,seis de het ACI 318-14 Eq. (17.4.5.2) Variables T k,c,uncr [psi] de [in.] hef [in.] cami. [in.] t k,c [psi] 2 2396 0.750 3.500 4.500 1341 eC1N [in.] ej [in.] cac [in.] X a aN,seis 0.000 0.000 4.976 1.000 1.000 Calculations Cwa [in.] AN. [in .2] Ar,jag [in.2] 'V edNa 11.018 240.81 485.59 0.823 V edNa NI ec2,Na N' cp,Na Nba [lb] 1.000 1.000 1.000 11061 Results Vcp [lb] 4) concrete 4) seismic 4) nonciuctjie 4) Vcp [Ib] Vua [lb] 9024 0.700 1.000 1.000 6317 5000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: BWE Specifier: S Saxena Address: 9449 Balboa Ave Suite 270 Phone I Fax: 6192995550 1 E-Mail: ssaxena@bwesd.com Page: Project: Sub-Project I Pos. No.: Date: Prof is Anchor 2.7.3 4 Carlsbad Ellery Shed 6/21/2017 4.3 Concrete edge failure in direction y- - Ave ( ) cb - N' ed,V N' c,V "If h,V N' parallel,V b 4) V, 2! Vua Avr see ACI 318-14, Section 17.5.2.1, Fig. R 17.5.2.1(b) Av50 =4.5c 1 w ec.v=(1~2ev ')5 1.0 \ 3C1F N' ed,V = 0.7 + 0.3(:jai) 151.0 Wh,V ='1 a ~10 'b ACI 318-14 Eq. (17.5.2.1a ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.5.2.1c) ACI 318-14 Eq. (17.5.2.5) ACI 318-14 Eq. (17.5.2.6b) ACI 318-14 Eq. (17.5.2.8) ACI 318-14 Eq. (17.5.2.2a) Variables Cai [in.] ca2 [in.] ecv [in.] w CY h3 [in.] 4.500 4.500 0.000 1.000 12.000 le [in.] X a da [in.] fc [psi] kV paraiiei,v 3.500 1.000 0.750 4000 2.000 Calculations [in .2] Ao [in .2] I/ ec,V 4J ed,V V h,V Vb [lb] 75.94 91.13 1.000 1.000 1.000 4981 Results VCb [lb] 4t concrete 4) seismic 4t nonductile 4t VCb [I b] V 8 [lb] 8301 0.700 1.000 1.000 5811 5000 5 Warnings The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies when supplementary reinforcement is used. The 0 factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-14, Chapter 17, Section 17.2.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.2.3.4.3 (b), Section 17.2.3.4.3 (c), or Section 17.2.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a), Section 17.2.3.5.3 (b), or Section 17.2.3.5.3 (c). Section 17.2.3.4.3 (b)I Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.4.3 (c)/ Section 17.2.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non-yielding attachment. Section 17.2.3.4.3 (d) / Section 17.2.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by coo. Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors. Reference ACI 318-14, Section 17.8.1. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: BWE Page: Specifier: S Saxena Project: Address: 9449 Balboa Ave Suite 270 Sub-Project I Pos. No.: Phone I Fax: 61929955501 Date: E-Mail: ssaxena@bwesd.com ~ I In= Prof is Anchor 2.7.3 5 Carlsbad Ellery Shed 6/21/2017 Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of 1-IlIti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: BWE S Saxena 9449 Balboa Ave Suite 270 692995550 I ssaxena@bwesd.com Page: Project: Sub-Project I Pos. No.: Date: I ~ I I = Prof is Anchor 2.7.3 Carlsbad Ellery Shed 6/21/2017 6 Installation data Anchor plate, steel: - Profile: - Hole diameter in the fixture: - Plate thickness (input): - Recommended plate thickness: - Drilling method: Hammer drilled Cleaning: Compressed air cleaning of the drilled hole according to Anchor type and diameter: HIT-RE 500 V3 + HAS B7 3/4 Installation torque: 1200.000 in.lb Hole diameter in the base material: 0.875 in. Hole depth in the base material: 3.500 in. Minimum thickness of the base material: 5.250 in. instructions for use is required 6.1 Recommended accessories Drilling Cleaning Setting Suitable Rotary Hammer • Compressed air with required accessories • Dispenser including cassette and mixer Properly sized drill bit to blow from the bottom of the hole • Torque wrench - • Proper diameter wire brush Coordinates Anchor in. Anchor x y c.x c 5 c., c+y 1 0.000 0.000 4.500 13.500 4.500 - 7 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan TIP www.hilti.us Prof is Anchor 2.7.3 Company: BWE Page: 1 Specifier: S Saxena Project: Carlsbad Ellery Shed Address: 9449 Balboa Ave Suite 270 Sub-Project I Pos. No.: Phone I Fax: 6192995550 1 Date: 6/21/2017 E-Mail: ssaxena@bwesd.com Specifier's comments: I Input data Anchor type and diameter: HIT-RE 500 V3 + HAS B7 3/4 Effective embedment depth: hef, opt1 = 5.236 in. (hef limit 10.250 in.) - Material: ASTM A 193 Grade B7 Evaluation Service Report: ESR-3814 Issued I Valid: 1/1/2017 1 11/1/20119 Proof: Design method ACI 318-14 / Chem Stand-off installation: - (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete, 4000, f5'= 4000 psi; h = 12.000 in., Temp. short/long: 32/32 °F Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (C)) Geometry [in.] & Loading [lb, in.lb] Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: BWE Specifier: S Saxena Address: 9449 Balboa Ave Suite 270 Phone I Fax: 61929955501 E-Mail: ssaxena@bwesd.com Profis Anchor 2.7.3 Page: 2 Project: Carlsbad Ellery Shed Sub-Project I Pos. No.: Date: 6/21/2017 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 5371 3719 -3875 max. concrete compressive strain: - IN max. concrete compressive stress: - [psi] resulting tension force in (xly)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] 3 Tension load Load Nua [lb] Capacity $ N. [lb] Utilization JN = Nua/4 N Status Steel Strength* N/A N/A N/A N/A Bond Strength** N/A N/A N/A N/A Sustained Tension Load Bond Strength* N/A N/A N/A N/A Concrete Breakout Strength** N/A N/A N/A N/A * anchor having the highest loading **anchor group (anchors in tension) 111 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor( c) 2003-2009 Hilti AG, FL-9494 Schaan Hitti is a registered Trademark of frlilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: BWE S Saxena 9449 Balboa Ave Suite 270 6192995550 1 ssaxena@bwesd.com Prof is Anchor 2.7.3 Page: 3 Project: Carlsbad Ellery Shed Sub-Project I Pos. No.: Date: 6/21/2017 4 Shear load Load Vua [lb] Capacity 4) V, [lb] Utilization 13v = Vua/4t V, Status Steel Strength* 5371 16305 33 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength (Bond Strength controls)** 5371 12181 45 OK Concrete edge failure in direction y- 5371 5374 100 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa,eq = ESR value refer to [CC-ES ESR-3814 4t Vsteei Vua ACI 318-14 Table 17.3.1.1 Variables AseV [in .2] fut. [psi] 0.33 125000 Calculations Vsa,eg [lb] 25085 Results Vsa,eq [lb] 4) steel 4) Vsa [lb] Vua [lb] 25085 0.650 16305 5371 4.2 Pryout Strength (Bond Strength controls) V - -kcp[(A ) 'Ved,Na'V cpNa Na NbS] ACI 318-14 Eq. (17.5.3.1a) NaO 4t V p ~ V 5 ACI 318-14 Table 17.3.1.1 ANa see ACI 318-14, Section 17.4.5.1, Fig. R 17.4.5.1(b) ANaO = (2 cNa)2 ACI 318-14 Eq. (17.4.5.1c) cNa = lOda f ACI 318-14 Eq. (17.4.5.1d) 1e) :5 1.0 Nlec,Na = ( ACI 318-14 Eq. (17.4.5.3) cNa 'V edNa = 0.7 + 0.3 (oto) 15 1.0 ACI 31814 Eq. (17.4.5.4b) CNa 'Vcp,Na = MAX - ca h min --, cNa -)~ 1.0 ( cac ACI 318-14 Eq. (17.4.5.5b) Nba = X a t k,c aN,seis da het ACI 318-14 Eq. (17.4.5.2) Variables kcp T k,c,uncr [psi] d8 [in.] hef [in.] comm [in.] t k,c [psi] 2 2396 0.750 5.236 4.500 1341 [in.] eC2,N [in.] cac [in.] X a aN,seis 0.000 0.000 8.606 1.000 1.000 Calculations cNa [in.] ANa [in.2] ANaD [in.2] 'V edNa 11.018 310.64 485.59 0.823 'V cci Na 'V ec2.Na V cp,Na Nba [lb] 1.000 1.000 1.000 16536 Results [lb] 4) concrete 4) seismic 4) nontuctime 4m Vcp [lb] Vua [lb] 17402 0.700 1.000 1.000 12181 5371 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 21 www.hilti.us Company: BWE Specifier: S Saxena Address: 9449 Balboa Ave Suite 270 Phone I Fax: 6192995550 1 E-Mail: ssaxena@bwesd.com Page: Project: Sub-Project I Pos. No.: Date: Profis Anchor 2.7.3 4 Carlsbad Ellery Shed 6/21/2017 4.3 Concrete edge failure in direction y- - I Atjc \ Vth - I Avco ed,V 'V c,V 'V h,V 'V paraue!,V Vb 4) Avc see ACI 318-14, Section 17.5.2.1, Fig. R 17.5.2.1(b) Avo = 4.5 C1 'V ec,V = ( + 2e,') 1.0 3c 1 i 'V ed,V = 0.7 + 0.3(_J—) 5 1.0 'Vh.V _j a ~10 Vb = (7 (I)°2 f.c c ACI 318-14 Eq. (17.5.2.1a ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.5.2.1c) ACI 318-14 Eq. (17.5.2.5) ACI 318-14 Eq. (17.5.2.6b) ACI 318-14 Eq. (17.5.2.8) ACI 318-14 Eq. (17.5.2.2a) Variables Ca [in.] ca2 [in.] [in.] 'V c,V ha [in.] 9.000 4.500 0.000 1.000 12.000 le [in.] x a da [in.] f' [psi] 'V parallel,V 5.232 1.000 0.750 4000 1.000 Calculations Avc [in .2] A 0 [in. 2] 'V ecV "V ed,V 'V h,V Vb [lb] 216.00 364.50 1.000 0.800 1.061 15267 Results VCb [I b] 4) concrete 4) seismic 4) nonductile 4) VC, [lb] Vua [lb] 7677 0.700 1.000 1.000 5374 5371 5 Warnings The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001 /Annex C, EOTA TR029, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies when supplementary reinforcement is used. The D factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-14, Chapter 17, Section 17.2.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.2.3.4.3 (b), Section 17.2.3.4.3 (c), or Section 17.2.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a), Section 17.2.3.5.3 (b), or Section 17.2.3.5.3 (c). Section 17.2.3.4.3 (b)/ Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.4.3 (c) / Section 17.2.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non-yielding attachment. Section 17.2.3.4.3 (d)/ Section 17.2.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension I shear obtained from design load combinations that include E, with E increased b' coo. Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors. Reference ACI 318-14, Section 17.8.1. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, 5chaan www.hilti.us Company: BWE Page: Specifier: SSaxena Project: Address: 9449 Balboa Ave Suite 270 Sub-Project I Pos. No.: Phone I Fax: 61929955501 Date: E-Mail: ssaxena@bwesd.com Prof is Anchor 2.7.3 5 Carlsbad Ellery Shed 6/21/2017 Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Page: Project: Sub-Project I Pos. No.: Date: ELM 1111111111 Profis Anchor 2.7.3 Carlsbad Ellery Shed 6/21/2017 www.hilti.us Company: BWE Specifier: S Saxena Address: 9449 Balboa Ave Suite 270 Phone I Fax: 61929955501 E-Mail: ssaxena@bwesd.com 6 Installation data Anchor plate, steel: - Profile: - Hole diameter in the fixture: - Plate thickness (input): - Recommended plate thickness: - Anchor type and diameter: HIT-RE 500 V3 + HAS B7 3/4 Installation torque: 1200.000 in.Ib Hole diameter in the base material: 0.875 in. Hole depth in the base material: 5.236 in. Minimum thickness of the base material: 6.986 in. Drilling method: Hammer drilled Cleaning: Compressed air cleaning of the drilled hole according to instructions for use is required 6.1 Recommended accessories Drilling Cleaning Setting Suitable Rotary Hammer • Compressed air with required accessories • Dispenser including cassette and mixer Properly sized drill bit to blow from the bottom of the hole • Torque wrench Proper diameter wire brush Coordinates Anchor in. Anchor x y c 5 c c., c+ 1 0.000 0.000 4.500 13.500 9.000 - 7 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( C ) 2003-2009 Hilti AG, FL-9494 Schssn Hilti is a registered Trademark of Hilti AG, Schaan BNVE location: project: Carlsbad EVery Reservoir WCF by: SS Carlsbad, CA date: 06/22/17 job no: 11973A. 1.00 EQUIPMENT ANCHORAGE & CONCRETE PAD DESIGN Equipment Description = Ice Bridge Base = New Concrete Pedestal, assumed lightweight f'c = 4000psi Wp=weight of equipment = 300 lbs (2'xlO' bridge @506 lbs fora 3' length + 1501bs rails) I =overall length = 36 in (Reference Cut Sheet) w = overall width = 39 in (Reference Cut Sheet) h = height = 126 in (Reference Cut Sheet) z--height of attachment = 0 (At Grade) h = roof height w.r.t. base = 1 (At Roof) ap=component amp factor = 1 (Table 13.5-1 ASCE 7-10- Access Floors) Rp=componentresp factor = 1.5 (Table 13.5-1 ASCE 7-10 - Access Floors) 1p=component Imp factor = 1.5 (Assume same as Risk Cat IV) Site Class Assumed = D (Section 11.4.2 ASCE 7-10) S5 = 1.108 g (USGS.govWebsite) F 8 = 1.057 (Table 11.4-1 ASCE 7-10) S's = 1.171 g (Eq'n 11.4-1 ASCE 7-10) SDS = 0.781 g (Eq'n 11.4-3 ASCE 7-10) Fp = 93.7 lbs (Eq'n 13.3-1) Fp max = 562.2 lbs (Eq'n 13.3-2) Fp min 105.4 lbs (Eq'n 13.3-3) Fp governing = 105.4 lbs (Minimum Governs) Net Horizontal Shear Fp = 105.4 lbs hc0 = 126 in (Assumed at Full Height) Destabilizing Moment ME = 13281 lb-in Destabilizing Moment MLL = 34800 lb-in Governing Moment MLL~E = 48081 lb-in (Strength Combination for Anchorage Design) Tension Per Post = 1001.7 lbs Shear Per Post = 76.4 lbs Amplified TensionQE = 2504.2 (K2 = 2.5) Amplified Shear QE = 190.9 lbs (K2 = 2.5) Consider 4000 psi concrete pad Length of Pad = 36 in 36" LONG vs 39" Width of Pad = 39 in . WIDE x 15" 4000p5i Thickness of Pad = 15 in N CONCRETE PAD 24" Provide a 15-inch thick 4000p5i normal-weight concrete pedestal with a Tx TV footprint so the respective edge distances for any anchor are minimum of 6". Use (8) 1/2" dia Hilti KB-TZ SS 304 with 3-1/4 Embedment Total Combined Utilization of Anchors in Shear and Tension per attached PROFIS report. I 32.00% 1 (0.7xFpxhcg) (Concrete Compressive Strength) (Pad Dimension) (Overall Depth) (Effective Depth) (For normal weight concrete) r3NVE location: project: Carlsbad EVery Reservoir WCF by: SS Carlsbad, CA date: 06/22/17 job no: 11973A.1.00 CHECK FOR OVERTURNING EQUIPMENT DEAD LOAD = 151.8 lbs CONCRETE SELF WEIGHT = 1828.125 lbs REDUCED NET DEAD LOAD = 1979.925 lbs RESISTING MOMENT - = 35638.65 lb-in OVERTURNING MOMENT = 33072 lb-in FACTOR OF SAFETY CHECK FOR SLIDING (p = 0.35) SLIDING FORCE = 273.7828 lbs RESISTING FORCE = 415.7843 lbs CHECK FOR SHEAR DEAD LOAD (D) = 2128.125 lbs LIVE LOAD (L) = 320 lbs SEISMIC VERTICAL LOAD ( E) = 332.3 lbs Load Combination (9-1) = 2979.4 lbs Load Combination (9-5) = 3398.1 lbs Governing Vertical Load = 3398.1 lbs Design Bearing Pressure = 348.5 psf Required Shear Strength = 1045.6 lbs CHECK PAD THICKNESS FOR SHEAR (4Vn > Vu) ft = 4000 psi bw = 36 in D = 15 in d = 11.75 in = 1 = 0.75 DESIGN STRENGTH (4Vn) = 40129.3 lbs CHECK PAD REINFORCING Design Bearing Pressure = 348.5 psf Cantilever between Curb & Edge = 6 in Moment per lineal foot (Mu) = 2091.1 lb-in/ft Reber Yield Stress = 60000 psi b = 12 in d = 11.75 in Ast REQD = 0.003 in per ft As mm (flex) = 0.00 in per ft As mm (temp/shrinkage) = 0.32 in per ft (0.16 in each face) Provide #4 @ 12" on center, top and bottom in each direction. Ast PROVIDED = 0.20 in per ft I(> Ast REOD) 2 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: BWE S Saxena 9449 Balboa Ave ssaxena@bwesd.com Page: Project: Sub-Project I Pos. No.: Date: Profis Anchor 2.7.3 Carlsbad Ellery 6/22/2017 Specifier's comments: I Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [lb, in.lb] Kwik Bolt TZ - SS 304 1/2 (3 1/4) het act = 3.250 in., hnom = 3.625 in. AISI 304 SAft FEET 6/1/2016 1 5/1/2017 Design method ACI 318-14 / Mech. e, = 0.000 in. (no stand-off); t = 0.125 in. IX x l, x t = 4.000 in. x 8.000 in. x 0.125 in.; (Recommended plate thickness: not calculated no profile cracked concrete, 4000, f = 4000 psi; h = 15.000 in. hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Page: Project: Sub-Project I Pos. No.: Date: www.hilti.us Company: BWE Specifier: S Saxena Address: 9449 Balboa Ave Phone I Fax: I E-Mail: ssaxena@bwesd.com I ~ I I !M Prof is Anchor 2.7.3 2 Carlsbad Ellery 6/22/2017 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 1252 95 95 0 2 1252 95 95 0 max. concrete compressive strain: - [%s] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 2504 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] 3 Tension load Load Nua [lb] Capacity N, [lb] Utilization ON = Nua/$ Nn Status Steel Strength* 1252 8665 15 OK Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength** 2504 5040 50 OK * anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength Nsa = ESR value refer to ICC-ES ESR-1917 4t Nsa? Nua ACI 318-14 Table 17.3.1.1 Variables 'se,N [in .2] f.t. [psi] 0.10 115000 Calculations Nsa [lb] 11554 Results Nsa [lb] 4) steel 4) nonductile 4t Nsa [lb] Nua [lb] 11554 0.750 1.000 8665 1252 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: BWE Specifier: S Saxena Address: 9449 Balboa Ave Phone I Fax: I E-Mail: ssaxena@bwesd.com 3.2 Concrete Breakout Strength ( A. Nthg - - N' ec.N >11 ed,N "If c,N N' cp,N Nb 4> N>92~No AN. see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANcO = 9 het WecN (+1 = 2eN) 1.0 3 her 'I'ed,N =0.7+0.3(j):51.0 N' cp,N - MAX(Ca.mlnl l.5het - Nb kc 'A a 1 ,ef1.5 f7c " Prof is Anchor 2.7.3 Page: 3 Project: Carlsbad Ellery Sub-Project I Pos. No.: Date: 6/22/2017 ACI 318-14 Eq. (17.4.2.1b) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) Variables he> [in.] eC1N [in.] eC2N [in.] Camin [in.] >If c,N 3.250 0.000 0.000 6.000 1.000 cac [in.] K X a c [psi] 6.000 17 1.000 4000 Calculations ANC [in .2] ANCO [in. 21 N' ecl,N N' ec2.N V ed,N N' cp,N Nb [lb] 156.00 95.06 1.000 1.000 1.000 1.000 6299 Results Ncbg [lb] 4> concrete 4> seismic 4> nonducthe 4> NCb9 [lb] Nua [lb] 10338 0.650 0.750 1.000 5040 2504 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor ( c ) 2003.2009 Hilt! AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us ELI 1111111111 Profis Anchor 2.7.3 Company: BWE Page: 4 Specifier: S Saxena Project: Carlsbad Ellery Address: 9449 Balboa Ave Sub-Project I Pos. No.: Phone I Fax: I Date: 6/22/2017 E-Mail: ssaxena@bwesd.com 4 Shear load Load Vua [lb] Capacity 4) V [lb] Utilization Ov = V1J$ V Status Steel Strength* 95 4472 3 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 191 14473 2 OK Concrete edge failure in direction x+ 191 4273 5 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa,eq = ESR value refer to ICC-ES ESR-1917 41 Vsteei 2tVua ACI 318-14 Table 17.3.1.1 Variables As V [in .2] f.ta [psi] 0.10 115000 Calculations Vsa,eg [lb] 6880 Results Vsa,eq [lb] 4t steel 41 nonductile 4) Vsa [lb] Vua [lb] 6880 0.650 1.000 4472 95 4.2 Pryout Strength v — k[(' - ) 'V ecN 'V ed,N 'V c.N V cp,N Nb] NcO 41 Vcpg ~ Vua ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANcO =9h 1 ecN ( 3 he = + 2 eN ) 5 1.0 'l'ed,N =0.7+03()!51.o 1.5hef ( cam15 1.5he1) 1.0 cac 'V 1,N = MAX Cac Nb =k X ,I?h15 a c ef ACI 318-14 Eq. (17.5.3.1b) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) Variables kcp hef [in.] eC1N [in.] eC2N [in.] cams [in.] 2 3.250 0.000 0.000 6.000 'V c,N ca. [in.] k a f [psi] 1.000 6.000 17 1.000 4000 Calculations ANC [in.2] ANCO [in .2] 'V ecl,N 'V ec2,N 'V ed,N 'V cp,N Nb [lb] 156.00 95.06 1.000 1.000 1.000 1.000 6299 Results Vcpg [lb] 0 concrete 41 seismic 41 nonductile 4i Vcpg [lb] Vua [lb] 20675 0.700 1.000 1.000 14473 191 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 20032009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: BWE Specifier: S Saxena Address: 9449 Balboa Ave Phone I Fax: I E-Mail: ssaxena@bwesd.com Profis Anchor 2.7.3 Page: 5 Project: Carlsbad Ellery Sub-Project I Pos. No.: Date: 6/22/2017 4.3 Concrete edge failure in direction x+ - - (Ave ' ) l/ ec.v tV ed,V 41 c,V i1 h,V V parallel,V Vb Vc0 Vcbg 2! Vua Avc see ACI 318-14, Section 17.5.2.1, Fig. R 17.5.2.1(b) Av 0 = 4.5 C 1 'VecV = ( 2 ev 'V ed,V = 0.7 + 0.3(—.__) ~ 1.0 1.5; 'Vh,V =1.0 ha 0.2 Vb (7() )a'f. c5 ACI 318-14 Eq. (17.5.2.1b) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.5.2.1c) ACI 318-14 Eq. (17.5.2.5) ACI 318-14 Eq. (17.5.2.6b) ACI 318-14 Eq. (17.5.2.8) ACI 318-14 Eq. (17.5.2.2a) Variables Cal [in.] ;2 [in.] e.v [in.] V c,v ha [in.] 6.000 6.000 0.000 1.000 15.000 le [in.] a da [in.] f [psi] kV paraiieiv 3.250 1.000 0.500 4000 1.000 Calculations Av0 [in.2] Av 0 [in. 2] 'v ec,V 11 ed,V 41 h,V Vb [lb] 164.25 162.00 1.000 0.900 1.000 6690 Results Vcbg [lb] 4> concrete 4> seismic 4> nonuctiie 4) V5>,9 [lb] Vua [lb] 6105 0.700 1.000 1.000 4273 191 5 Combined tension and shear loads I3N Ov Utilization 13N,V [%] Status 0.497 0.045 5/3 32 OK I3NV+I3/<-1 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan I E-1 ;n www.hilti.us Prof is Anchor 2.7.3 Company: BWE Page: 6 Specifier: S Saxena Project: Carlsbad Ellery Address: 9449 Balboa Ave Sub-Project I Pos. No.: Phone I Fax: I Date: 6/22/2017 E-Mail: ssaxena@bwesd.com 6 Warnings The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies when supplementary reinforcement is used. The 4 factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. Refer to the manufacturer's product literature for cleaning and installation instructions. Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-14, Chapter 17, Section 17.2.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.2.3.4.3 (b), Section 17.2.3.4.3 (c), or Section 17.2.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a), Section 17.2.3.5.3 (b), or Section 17.2.3.5.3 (c). Section 17.2.3.4.3 (b) I Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.4.3 (c)/ Section 17.2.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non-yielding attachment. Section 17.2.3.4.3 (d) / Section 17.2.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by 0. Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: BWE S Saxena 9449 Balboa Ave ssaxena@bwesd.com Page: Project: Sub-Project I Pos. No.: Date: I 7= Profis Anchor 2.7.3 7 Carlsbad Ellery 6/22/2017 7 Installation data Anchor plate, steel: - Anchor type and diameter: Kwik Bolt TZ - SS 304 1/2 (3 1/4) Profile: no profile Installation torque: 480.001 in.lb Hole diameter in the fixture: df = 0.563 in. Hole diameter in the base material: 0.500 in. Plate thickness (input): 0.125 in. Hole depth in the base material: 4.000 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 8.000 in. Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. 7.1 Recommended accessories Drilling Cleaning Setting Suitable Rotary Hammer • Manual blow-out pump • Torque controlled cordless impact tool (Hilti Properly sized drill bit Safeset System) Torque wrench Hammer Coordinates Anchor in. Anchor x y c.x c 5 c., c+, 1 0.000 -3.125 6.000 6.000 6.000 12.250 2 0.000 3.125 6.000 6.000 12.250 6.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan _ www.hilti.us Prof is Anchor 2.7.3 Company: BWE Page: 8 Specifier: S Saxena Project: Carlsbad Ellery Address: 9449 Balboa Ave Sub-Project I Pos. No.: Phone I Fax: I Date: 6/22/2017 E-Mail: ssaxena@bwesd.com 8 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROPS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Waveguide Bridge Applications \ 2 Post Waveguide Bridge Kits, 10' 4 Post Waveguide Bridge Kits, 10' 'LANG Material Plot dip galv steel Design: Two post Included: pipe, channel, bridge design. supports, caps, trapeze and hardware Order Additional Mounts to: n/a Se perate ly: accessories Weight Part # Description (Lbs) '12' Wide Bridge, Kits 104355 Two Post Waveguide Bridge Kit. 12" x 10'. No 267.0 trapeze, two 14' burial posts. 104356 Two Post Waveguide Bridge Kit, 12" x 10'. 287.0 Triple level trapeze, two IN burial posts. 104357 Two Post Wavegulde Bridge Kit, 12" x 10'. No 226.0 trapeze, two 19-6" flange posts. 104358 Two Post Waveguide Bridge KIt, 12" x 10'. 245.0 Triple level trapeze, two 10'-6" flange posts. 24" Wide Bridge Kits 100884 Two Post Waveguide Bridge KO, 24" x 10'. No 30 trapeze, two 14' burial posts. 100131 Two Post Waveguide Bridge Kit, 24" x 10'. 3750 Triple level trapeze, two 14' burial posts. 107623 Two Post Waveguide Bridge Kit, 24" x 10'. 406.0 Triple level tree brackets, two 14' burial posts. 104359 Two Post Waveguide Bridge M 24" x 10'. No 3060 trapeze, two 10'-6" flange posts. 100915 Two Post Waveguide Bridge KIt, 24" x 10'. 333.6 Triple level trapeze, two 10'-6" flange posts. I Material Hot dip galv steel Design: Four post Included: pipe, channel, bridge design. supports, caps, trapeze and hardware Order Additional Mounts to: n/a Sepe rate-ly: accessories PartTE/ ,'ai.IH.Ji Weight 104360 IFour Post Waveguide Bridge Kit, 24" x 10' No 5500 trapeze, posts. _(4)14'_burial 104361 Four Post Vavegulde Bridge KIt, 24" x 10. 5560 Triple level tree bracket, (4) 14' burial posts. Four Post Waveguide Bridge Kit, 24" x 10'. No Four Post Wavegulde Bridge KIt, 24" x 101. 104363 Triple level tree brackets, (4) l0'-6 flange 506.0 posts. 1301 Stahty Dr. P0 Box 376 Noppanee, IN46550 - 800-80-N3.LO - Fax: 574-773-5840 - sales@nelIoinc.com - w.'.wnelloinc.com 55 N co Q Ui C > c4 ~ () - :LL Z LU CD 00 lIt- co Structural Calculations with ' Foundation Design For: 601-0" TALL MONOEUC Location: CARLSBAD ELLERY RESERVOIR 2237 JAN IS WAY CARLSBAD, CA 92008 SAN DIEGO COUNTY Prepared For: SILLMAN WRIGHT ARCHITECTS 10/26/17 Dated: March 22, 2017 Revised: October 26, 2017 DESIGNED BY FCG; CHECKED BY JSP Solar Communication International, Inc. 8885 Rio San Diego Drive, Suite 207 San Diego, CA 92108 phone 619.243.2750 fax 619.243.2749 www.RFTransparent.com - 1, '-i CD (1) 00 LLJ w Ot,wHo 0 - Page 2ot52 PWA- W Y1FJ JOB NO.: U1085-629-171 PROJECT: CARLSBAD ELLERY RESERVOIR Design Criteria: Code: Structural design is based on the California Building Code, 2016 Edition (2015 IBC) Wind: Basic wind speed = 110 mph (3-second gust) per the ASCE 7-10 standard Risk category/ Structure class: Ill Wind exposure: C Topographic category: 1 Crest height: Oft Ice: None per the TIA-222-G standard Seismic: Seismic loads are based on the California Building Code, 2016 Edition (2015 IBC) and the TlA-222-G standard Seismic importance factor, I = 1.5 Risk category / Structure class: IV Mapped spectral response accelerations: Ss = 1.108g Si = 0.426g Site class: C Spectral response coefficients: SDS = 0.739g SDI = 0.39g Seismic design category: D Basic seismic-force-resistipg-system: Telecommunication Tower: Steel Pole Seismic base shear, V = 11.9 k Seismic response coefficient, Cs = 0.739 Response modification factor, R = 1.5 Analysis procedure: Equivalent lateral force General Notes: 1 The contractor shall verify dimensions, conditions and elevations before starting work. The engineer shall be notified immediately if any discrepancies are found. 2 The typical notes and details shall apply in all cases unless specifically detailed elsewhere. Where no detail is shown, the construction shall be as shown for other similar work and as required by the building code. 3 These calculations are limited to the structural members shown in these calculations only. 4 The contractor shall be responsible for compliance with local construction safety orders. Approval of shop drawings by the architect or structural engineer shall not be construed as accepting this responsibility. 5 All structural framing members shall be adequately shored and braced during erection and until full lateral and vertical support is provided by adjoining members. Page 3 of 52 JOB NO.: U1085-629-171 PROJECT: CARLSBAD ELLERY RESERVOIR Structural Steel: 1 All structural steel code checks based on the AlSC-LRFD, 3rd Edition per the TIA-222-G standard -2 All 18-sided, tapered shaft steel to be per ASTM A572 GR. 65, U.N.O. 2 All steel pipe to be per, U.N.O. 3 All steel round tubes (HSS) to be per ASTM A500 CR. B (42 KSI), U.N.O. 5 All other structural steel shapes & plates shall be per ASTM A36, U.N.O. 7 All bolts for steel-to-steel connections shall be per ASTM F3125 GR. A325 U.N.O. 8 All bolted connections shall be tightened per the "turn-of-nut" method as defined by AISC. 9 All welding shall be performed by certified welders in accordance with the latest edition of the American Welding Society (AWS) D1.1 10 All steel surfaces shall be galvanized in accordance with ASTM A123 and ASTM F2329 standards, thoroughly coated with a zinc-rich primer, or otherwise protected as noted on the structural drawings. Foundation I Concrete: 1 All concrete mixing, placement, forming, and reinforcing installation shall be performed in accordance with the requirements of 'Building Code Requirements for Reinforced Concrete", ACI 318-11. Foundation installation shall be in accordance with the requirements of "Standard Specifications for the Construction of Drilled Piers", ACI 336, latest edition I 2 All concrete shall have a minimum compressive strength of 4000 psi at 28 days. 3 Cement for all concrete shall be Type II with a minimum of 6% entrained air. Maximum aggregate size shall be %". 4 Reinforcing steel shall be per ASTM A615 Gr. 60, U.N.O. 5 Foundation design is based upon the project soils report prepared by: Geotech: NINYO & MOORE Report No: 107596005 Date: 21-Mar-17 Page 4 of 52 JOB NO.: U1085-629-171 PROJECT: CARLSBAD ELLERY RESERVOIR Elevations Top of Branches 60 ft Top of Upper Trunks 55 ft Bend in Upper Trunks 30 ft Transition to Lower Trunk 15 ft Bottom of Branches 15 Number of Upper Trunks 3 _ft Dimensions Target Branch Density3.4Ibranches/ft Twe Number Unit Weight Weight(Ibs) 5' Top Crown 3 5 15 4' Antenna Branches 18 15 270 6' Branches 12 20 240 8' Branches 63 24 1512 10' Branches 48 26 1248 3285 Number of Branchs Resulting Branch Density branches/ft M26 OK Upper Trunk Diameter ft Maximum Branch Diameter ft Nominal Weight Diameter Diameter Size 1JMt.1 un) Top Upper Trunk 12 12.75xO.3751 49.56 1 12.75 Bottom Upper Trunk 14 14x0.5 72.09 14 Lower Trunk 36 36x0.375 142.7 36 Loads Length Weight Area Top Upper Trunk 25 1239.0 26.6 Bottom Upper Trunk 15.81 1139.8 18.4 Lower Trunk 14 1997.8 42.0 Transition Pipe 5 360.5 0.0 Branches (Tapered Section) 978.8 281.8 Branches (Top Section) 2306.2 1 664.0 Branches (Total) L 3285.0 1 945.8 Wind Area Reduction I 0.620 I 70 60 UILIUII 50 10% 50% 5 10 15 42.5 22.5 10 7.5 16.25 25.0 44.9 39.0 0 -10 -5 0 -15 55.0 ft $ Page 5 of 52 DESIGNED APPURTENANCE LOADING TYPE I ELEVATION I TYPE I ELEVATION (4) SC479-HF1 LOF (173.4x3.5"x3.5) 53 Branches (Tapered Section) 25 10'-6"T-Ann 53 Bottom Upper Trunk 22.5 Branches (Top Section) 144.9 1 Bottom Trunk Self Weight Offset 122.5 Offset 1425 MATERIAL STRENGTH GRADE Fy Fu GRADE Fy Fu A53-B-42 142 ksi 163 ksi TOWER DESIGN NOTES Tower is located in San Diego County, California. Tower designed for Exposure C to the TIA-222-G Standard. Tower designed for a 115 mph basic wind in accordance with the TIA-222-G Standard. Deflections are based upon a 60 mph wind. Tower Risk Category Ill and IV. Topographic Category 1 with Crest Height of 0.00 ft TOWER RATlNG:94.1% Ee ALL REACTIONS ARE FACTORED AXIAL 6006 lb SHEAR MOMENT 9178 lb 263889 /b-ft TORQUE 67968 lb-ft REACTIONS- 115 mph WIND Vector Structural Engine 'ECTOR 651 W. Galena Park Blvd. flri,rno Draper, UT 84020 Phone: (801) 990-1775 Carlsbad Ellery Reservoir CCL U1085-629-171 it: Solar Communications Internatit TIA-222-G of 10/26/17 ocae: Page 6 of 52 iw tnxJer Job Page Carlsbad Ellery Reservoir (Typ. of 3) 1 of 13 Vector Structural Engineers Project Date 651 W. Galena Park Blvd. U1085-629-171 15:23:29 10/26/17 Draper, UT 84020 Client Designed by Phone: (801) 990-1775 Solar Communications International, Inc. fcastillo FAX (801) 990-1776 Tower Input Data I There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in San Diego County, California. ASCE 7-10 Wind Data is used. Basic wind speed of 115 mph. Risk Category III and IV. Exposure Category C. Topographic Category I. Crest Height 0.00 ft. Deflections calculated using a wind speed of 60 mph. A non-linear (P-delta) analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is 1. Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Pole Section Geometry I Section Elevation Section Pole Pole Socket Length Length Size Grade ft Li 55.00-30.00 25.00 P12x.375 13th A53-13-42 (42 ksi) L2 30.00-17.50 12.50 P14x.5 13th A53-13-42 (42 ksi) L3 17.50-15.00 2.50 P12x.687 13th A53-13-42 (42 ksi) Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mull. Double Angle Double Angle Double Angle Elevation Area Thickness A1 Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Spacing Diagonals Horizontals Redundants ft fit, in . in in in Li 55.00-30.00 0 0 1.08 L2 30.00-17.50 0 0 1.08 L3 17.50-15.00 0 0 1.08 I Feed Line/Linear Appurtenances - Entered As Area 1 Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Leg ft ft2/ft pif 15/8 Coax C No Inside Pole 53.00 - 15.00 8 No Ice 0.00 0.72 15/8 Coax C No Inside Pole 37.00- 15.00 8 No Ice 0.00 0.72 Page 7 of 52 tnxTower Job Page Carlsbad Ellery Reservoir (Typ. of 3) 2 of 13 Project Date Vector Structural Engineers 651 W. Galena Park Blvd. U1085-629-171 15:23:29 10/26/17 Draper, UT 84020 Client Designed by Phone: (801) 990-1775 Solar Communications International, Inc. fcastillo FAX: (801) 990-1776 Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CAAA Weight Section Elevation In Face Out Face * ft fit, fit, ft2 ft, lb Li 55.00-30.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 172.80 L2 30.00-17.50 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 144.00 L3 17.50-15.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 28.80 I Shielding Factor Ka Tower Feed Line Description Feed Line K K Section I Record No. Segment Elev. No Ice Ice User Defined Loads Description Elevation Offset Azimuth Weight F F Wind Force CAAc Frmn Angle Centroid ft ft 0 lb lb lb lb Top Upper Trunk 42.50 -5.00 0.0000 No Ice 1239.00 0.00 0.00 596.09 15.94 Service 1239.00 0.00 0.00 145.16 15.94 Bottom Upper Trunk 22.50 -2.50 0.0000 No Ice 1139.80 0.00 0.00 362.09 11.07 Service 1139.84 0.00 0.00 88.17 11.07 Transition Pipe 16.25 0.00 0.0000 No Ice 360.50 0.00 0.00 0.00 0.00 Service 360.45 0.00 0.00 0.00 0.00 Branches (Tapered Section) 25.00 -6.80 0.0000 No Ice 326.30 0.00 0.00 1947.72 58.24 Service 326.26 0.00 0.00 474.40 58.24 Branches (Top Section) 44.90 -9.00 0.0000 No Ice 768.70 0.00 0.00 5191.50 137.23 Service 768.74 0.00 0.00 1264.41 137.23 Top Trunk Self Weight Offset 42.50 0.00 0.0000 No Ice -1239.00 0.00 0.00 0.00 0.00 Service -1239.00 0.00 0.00 0.00 0.00 Bottom Trunk Self Weight 22.50 0.00 0.0000 No Ice -1139.80 0.00 0.00 0.00 0.00 Offset Service -1139.84 0.00 0.00 0.00 0.00 I Discrete Tower Loads I Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft 0 ft ft, ft, lb ft ft (4) 5C479-HFILDF C From Face 3.00 0.0000 53.00 No Ice 8.16 8.16 87.23 Page 8 of 52 tnxTower Job Page Carlsbad Ellery Reservoir (Typ. of 3) 3 of 13 Vector Structural Engineers Project Date 651 W. Galena Park Blvd. U1085-629-171 15:23:29 10/26/17 Draper, UT 84020 Client Designed by Phone: (801) 990-1775 Solar Communications International, Inc. fcastillo FAX: (801) 990-1776 Description Face Offset Offsets: Azimuth Placement G4A4 CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft o ft ft2 ft2 lb ft (173.4'x3.5"x3.5") 0.00 0.00 10-6" T-Arm C From Face 3.00 0.0000 53.00 No Ice 1.84 1.84 475.00 0.00 0.00 Tower Pressures - No Ice I GH=1.100 Section Elevation ft z ft Kz qz ..iL AG ft2 F a c e AF ft2 AR ft2 Ak.g ft2 Leg CAAA In Face f t2 CAAA Out Face ft2 Li 55.00-30.00 42.50 1.057 34 26.563 A 0.000 0.000 0.000 0.00 0.000 0.000 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L2 30.00-17.50 23.75 0.935 30 14.583 A 0.000 0.000 0.000 0.00 0.000 0.000 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L3 17.50-15.00 16.25 0.863 28 2.656 A 0.000 0.000 0.000 0.00 0.000 0.000 B 0.000 0.000 0.00 0.000 0.000 - - 0.0001 0.000 0.001 0.0001 0.000 Tower Pressure - Service I GH = 1.100 Section Elevation ft z .fl K5 - qz .iL AG ft2 F a c e AF ft2 AR ft2 Akg fig Leg % CAAA In Face f9 CAAA Out Face ft2 Li 55.00-30.00 42.50 1.057 8 26.563 A 0.000 0.000 0.000 0.00 0.000 0.000 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L2 30.00-17.50 23.75 0.935 7 14.583 A 0.000 0.000 0.000 0.00 0.000 0.000 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L3 17.50-15.00 16.25 0.863 7 2.656 A 0.000 0.000 0.000 0.00 0.000 0.000 B 0.000 0.000 0.00 0.000 0.000 0.0001 0.000 0.001 0.0001 0.000 Tower Forces - No Ice - Wind Normal To Face I PaQe 9 of 52 tnxTower Job Page Carlsbad Ellery Reservoir (Typ. of 3) 4 of 13 Project Date Vector Structural Engineers 651 W. Galena Park Blvd. U1085-629-171 15:23:29 10/26/17 Draper, UT 84020 Client Designed by Phone: (801) 990-1775 Solar Communications International, Inc. fcastillo FAX: (801) 990-1776 Section Elevation ft Add Weight lb Self Weight lb F a c e e CF - q psf DF DR AE ft2 F lb w plf Girl. Face Li 172.80 1248.33 A 0 0.6 34 1 1 0.000 0.00 0.00 C 55.00-30.00 B 0 0.6 1 1 0.000 C 0 0.6 1 1 0.000 L2 144.00 908.30 A .0 0.6 30 1 1 0.000 0.00 0.00 C 30.00-17.50 B 0 0.6 1 1 0.000 C 0 0.6 1 1 0.000 L3 28.80 223.34 A 0 0.6 28 1 1 0.000 0.00 0.00 C 17.50-15.00 B 0 0.6 1 1 0.000 C 0 0.6 1 1 0.000 Sum Weight: 1 345.601 2379.97 1 1 OTM 1 0.00 lb-ft 1 0.00 Tower Forces - No Ice - Wind 60 To Face 1 Section Elevation ft Add Weight lb Self Weight lb F a c e e CF q psf DF DR - AF fit, F lb w p/f Girl. Face Li 172.80 1248.33 A 0 0.6 34 1 1 0.000 0.00 0.00 C 55.00-30.00 B 0 0.6 1 1 0.000 C 0 0.6 1 1 0.000 L2 144.00 908.30 A 0 0.6 30 1 1 0.000 0.00 0.00 C 30.00-17.50 B 0 0.6 1 1 0.000 C 0 0.6 1 1 0.000 L3 28.80 223.34 A 0 0.6 28 1 1 0.000 0.00 0.00 C 17.50-15.00 B 0 0.6 1 1 0.000 C 0 0.6 1 1 0.000 Sum Weight: 345.60 2379.97 OTM 1 0.00 lb-ft 1 0.00 Tower Forces - No Ice - Wind 90 To Face I Section Elevation ft Add Weight lb Self Weight lb F a e e CF q psf DF DR - AE ft, F lb w p/f Gtr/. Face - LI 172.80 1248.33 A 0 0.6 34 1 1 0.000 0.00 0.00 C 55.00-30.00 B 0 0.6 1 1 0.000 C 0 0.6 1 1 0.000 L2 144.00 908.30 A 0 0.6 30 1 1 0.000 0.00 0.00 C 30.00-17.50 B 0 0.6 1 1 0.000 C 0 0.6 1 1 0.000 L3 28.80 223.34 A 0 0.6 28 1 1 0.000 0.00 0.00 C 17.50-15.00 B 0 0.6 1 1 0.000 C 0 0.6 1 1 0.000 Sum Weight: 345.60 2379.97 OTM 1 0.00 lb-ft 1 0.00 Paae 10 of 52 tuxTower Job Page Carlsbad Ellery Reservoir (Typ. of 3) 5 of 13 Vector Structural Engineers Project Date 651 W. Galena Park Blvd. U1085-629-171 15:23:29 10/26/17 Draper, UT 84020 Client' Designed by Phone: (801) 990-1775 Solar Communications International, Inc. fcastillo FAX: (801) 990-1776 Tower Forces - Service - Wind Normal To Face I Section Elevation ft Add Weight lb Self Weight lb F a e e CF qz psf DF DR AE ft2 F lb w plf Girl. Face Li 172.80 1248.33 A 0 0.6 8 1 1 0.000 0.00 0.00 C 55.00-30.00 B 0 0.6 1 1 0.000 C 0 0.6 1 1 0.000 L2 144.00 908.30 A 0 0.6 7 1 1 0.000 0.00 0.00 C 30.00-17.50 B 0 0.6 1 1 0.000 C 0 0.6 1 1 0.000 L3 28.80 223.34 A 0 0.648 7 1 1 0.000 0.00 0.00 C 17.50-15.00 B 0 0.648 1 1 0.000 C 0 0.648 1 1 0.000 Sum Weight: 1 345.601 2379.97 1 1 OTM 1 0.00 lb-ft 1 0.00 I Tower Forces - Service - Wind 60 To Face I Section Elevation ft Add Weight lb Self Weight lb F a c e e CF q psf DF DR A fit, F lb w plf Ctrl. Face LI 172.80 1248.33 A 0 0.6 8 1 1 0.000 0.00 0.00 C 55.00-30.00 B 0 0.6 1 1 0.000 C 0 0.6 1 1 0.000 L2 144.00 908.30 A 0 0.6 7 1 1 0.000 0.00 0.00 C 30.00-17.50 B 0 0.6 1 1 0.000 C 0 0.6 1 1 0.000 L3 28.80 223.34 A 0 0.648 7 1 1 0.000 0.00 0.00 C 17.50-15.00 B , 0 0.648 1 1 0.000 C 0 0.648 1 1 0.000 Sum Weight: 1 345.601 2379.97 1 1 OTM 1 0.00 lb-ft 1 0.00 Tower Forces - Service - Wind 90 To Face Section Elevation ft Add Weight lb Self Weight lb F a c e e CF q psf DF DR AE ft2 F lb w plf Girl. Face LI 172.80 1248.33 A 0 0.6 8 1 1 0.000 0.00 0.00 C 55.00-30.00 B 0 0.6 1 1 0.000 C 0 0.6 1 1 0.000 L2 144.00 908.30 A 0 0.6 7 1 1 0.000 0.00 0.00 C 30.00-17.50 B 0 0.6 1 1 0.000 C 0 0.6 1 1 0.000 L3 28.80 223.34 A 0 0.648 7 1 1 0.000 0.00 0.00 C 17.50-15.00 B 0 0.648 1 1 0.000 C 0 0.648 1 1 0.000 Sum Weight: 1 345.601 2379.971 1 OTM 1 0.00 lb-ft 1 0.00 Paae 11 of 52 tnxTawer Job Carlsbad Ellery Reservoir (Typ. of 3) Page 6 of 13 Vector Structural Engineers Project Date 651 W. Galena Park Blvd. U1085-629-171 15:23:29 10/26/17 Draper, UT 84020 Client Designed by Phone: (801) 990-1775 Solar Communications International, Inc. fcastillo FAX: (801) 990-1776 Discrete Appurtenance Pressures - No Ice GH=1.100 I Description Aiming Weight Offset, Offset, z K, q, GAAC CAAC Azimuth Front Side 0 lb ft fit _______ psf ft2 SC479-HFILDF 180.0000 348.92 0.00 3.53 53.00 1.107 36 32.63 32.63 (173.4"0.5"x3.5") 10'-6'T-Arm 180.0000 475.00 0.00 3.53 53.00 1.107 36 1.84 1.84 Sum 823.92 Weight: Discrete Appurtenance Pressures - Service GH=1.100 I Description Aiming Weight Offset, Offset, z K, q, CAAC CAAc Azimuth Front Side 0 lb ft ft ft psf fit, fit, SC479-HFILDF 180.0000 348.92 0.00 3.53 53.00 1.107 9 32.63 32.63 (173 .4"x3 .5x3.5') 10'-6T-Arm 180.0000 475.00 0.00 3.53 53.00 1.107 9 1.84 1.84 Sum 823.92 Weight: 1 1 Force Totals 1 Load Vertical Sum of Sum of Sum of Sum of Sum of Torques Case Forces Forces Forces Overturning Overturning X Z Moments, M, Moments, M, lb lb lb lb-ft lb-fl lb-ft Leg Weight 2379.97 Bracing Weight 0.00 Total Member Self-Weight 2379.97 21091.11 0.00 Total Weight 5004.99 21091.11 0.00 0.00 -9177.51 0.00 WindOdeg - Nolce -213764.11 0.00 Wind 30 deg - No Ice 4588.75 -7947.95 -182299.47 -117427.61 33833.89 Wind 60 deg - No Ice 7947.95 -4588.75 -96336.50 -203390.58 58602.01 Wind 90 deg - No Ice 9177.51 0.00 21091.11 -234855.21 67667.78 Wind 120 deg - No Ice 7947.95 4588.75 138518.71 -203390.58 58602.01 Wind 150 deg - No Ice 4588.75 7947.95 224481.69 -117427.61 33833.89 Wind 180 deg - No Ice 0.00 9177.51 255946.32 0.00 0.00 Wind 210 deg - No Ice -4588.75 7947.95 224481.69 117427.61 -33833.89 Wind 240 deg - No Ice -7947.95 4588.75 138518.71 203390.58 -58602.01 Wind 270 deg - No Ice -9177.51 0.00 21091.11 234855.21 -67667.78 Wind 300 deg - No Ice -7947.95 -4588.75 -96336.50 203390.58 -58602.01 Wind 330 deg - No Ice -4588.75 -7947.95 -182299.47 117427.61 -33833.89 Total Weight 21091.11 5004.94 0.00 Wind 0 deg - Service 0.00 -2235.21 -36108.43 0.00 0.00 Wind 30 deg - Service 1117.60 -1935.74 -28445.15 -28599.77 8240.37 Wind 60 deg - Service 1935.74 -1117.60 -7508.66 -49536.25 14272.75 Wind 90 deg - Service 2235.21 0.00 21091.11 -57199.54 16480.75 Wind 120 deg - Service 1935.74 1117.60 49690.88 -49536.25 14272.75 Wind 150 deg - Service 1117.60 1935.74 70627.36 -28599.77 8240.37 Wind 180 deg - Service 0.00 2235.21 78290.65 0.00 0.00 Wind 210 deg - Service -1117.60 1935.74 70627.36 28599.77 -8240.37 Page 12 of 52 tnxTower Job Carlsbad Ellery Reservoir (Typ. of 3) Page 7 of 13 Project U1085-629-171 Date 15:23:29 10/26/17 Vector Structural Engineers 651 W. Galena Park Blvd. Draper, UT 84020 Phone: (801) 990-1775 FAX: (801) 990-1776 Client Solar Communications International, Inc. Designed by fcastillo Load Vertical Sum of Sum of Sum of Sum of Sum of Torques Case Forces Forces Forces Overturning Overturning X Z Moments, Al, Moments, M. lb lb lb lb-fl lb-fl lb-ft Wind 240 deg- Service -1935.74 1117.60 49690.88 49536.25 -14272.75 Wind 270 deg - Service -2235.21 0.00 21091.11 57199.54 -16480.75 Wind 300 deg - Service -1935.74 -1117.60 -7508.66 49536.25 -14272.75 Wind 330 deg - Service 1 -1117.60 -1935.74 -28445.15 28599.77 -8240.37 Load Combinations I Comb. Description No. 1 Dead Only 2 1.2Dead+1.O Wind O deg -NoIce 3 0.9 Dead+1.0 Wind 0 deg - No Ice 4 1.2 Dead+1.0 Wind 30 deg - No Ice 5 0.9 Dead+1.0 Wind 30 deg - No Ice 6 1.2 Dead+1.0 Wind 60 deg - No Ice 7 0.9 Dead+1.0 Wind 60 deg - No Ice 8 1.2Dead+1.0 Wind 90 deg -NoIce 9 0.9 Dead+1.0 Wind 90 deg - No Ice 10 1.2 Dead+1.0 Wind 120 deg - No Ice 11 0.9 Dead+1.0 Wind 120 deg - No Ice 12 l.2Dead+1.0 Wind 150 deg -NoIce 13 0.9 Dead+1.0 Wind 150 deg - No Ice 14 1.2Dead+1.0 Wind l80 deg -NoIce 15 0.9 Dead+1.0 Wind 180 deg - No Ice 16 1.2 Dead+1.0 Wind 210 deg - No Ice 17 0.9 Dead+1.0 Wind 210 deg - No Ice 18 1.2 Dead+1.0 Wind 240 deg - No Ice 19 0.9 Dead+1.0 Wind 240 deg - No Ice 20 1.2 Dead+1.0 Wind 270 deg - No Ice 21 0.9 Dead+1.0 Wind 270 deg - No Ice 22 1.2 Dead+1.0 Wind 300 deg - No Ice 23 0.9 Dead+1.0 Wind 300 deg - No Ice 24 1.2 Dead+1.0 Wind 330 deg - No Ice 25 0.9 Dead+1.0 Wind 330 deg - No Ice 26 Dead+Wind 0 deg - Service 27 Dead+Wind 30 deg - Service 28 Dead+Wind 60 deg - Service 29 Dead+Wind 90 deg - Service 30 Dead+Wind 120 deg - Service 31 Dead+Wind 150 deg - Service 32 Dead+Wind 180 deg - Service 33 Dead+Wind 210 deg - Service 34 Dead+Wind 240 deg - Service 35 Dead+Wind 270 deg - Service 36 Dead+Wind 300 deg - Service . 37 Dead+Wind 330 deg - Service Maximum Member Forces I Section Elevation Component condition Gay. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. lb lb-fl lb-ft Li 55 -30 Pole Max Tension 2 0.02 0.00 -0.00 Pane 13 of 52 tuxTo wer Job Page Carlsbad Ellery Reservoir (Typ of 3) 8 of 13 Vector Structural Engineers Project Date 651 W. Galena Park Blvd. U1085-629-171 15:23:29 10/26/17 Draper, UT 84020 Client Designed by Phone: (801) 990-1775 Solar Communications International, Inc. fcastillo FAX: (801) 990-1776 Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. fl Type Load Moment Moment Comb. lb lb-fl lb-fl Max. Compression 2 -3440.53 0.00 92271.68 Max. Mx 8 -3411.79 -111802.17 -19545.34 Max. My 14 -3384.08 0.00 -131456.35 Max. Vy 8 6987.74 -59388.23 -18654.35 Max. Vx 14 7008.85 0.00 -70226.41 Max. Torque 8 -53932.11 L2 30- 17.5 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 2 -5209.78 0.00 189302.00 Max. Mx 8 -5201.78 -215105.33 -25857.00 Max. My 14 -5193.86 0.00 -240896.43 Max. Vy 8 9254.83 -176610.08 -25833.59 Max. Vx 14 9264.44 0.00 -202404.13 Max. Torque 8 -67989.93 L3 17.5-15 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 2 -5992.69 0.00 212283.71 Max. Mx 8 -5991.05 -238108.03 -25773.15 Max. My 14 -5989.41 0.00 -263888.62 Max. Vy 8 9203.28 -226616.41 -25827.78 Max. Vx 14 9206.06 0.00 -252403.50 Max. Torque 8 -67969.74 Maximum Reactions I Location Condition Gov. Vertical Horizontal, X Horizontal, Z Load lb lb lb Comb. Pole Max. Vert 8 6005.99 -9177.51 -0.00 Max. H 21 4504.49 9177.51 -0.00 Max. H 3 4504.49 0.00 9177.21 Max. M. 3 217992.17 0.00 9177.21 Max. M, 8 238111.67 -9177.51 -0.00 Max. Torsion 20 67968.44 9177.51 -0.00 Mm. Vert 15 4504.48 0.00 -9177.13 Mm. H 9 4504.49 -9177.51 -0.00 Min. H 14 6005.99 0.00 -9177.40 Mm. M 14 -263888.62 . 0.00 -9177.40 Min. M. 20 -238111.67 9177.51 -0.00 Mm. Torsion 8 -67968.44 -9177.51 -0.00 Tower Mast Reaction Summary I Load Combination Vertical lb Shears lb Shears lb Overturning Moment, M lb-fl Overturning Moment, M lb-fl Torque lb-fl Dead Only 5004.99 0.00 -0.05 21459.80 0.00 0.00 1.2Dead+1.O Wind O deg -No 6005.98 0.00 -9177.12 -212283.71 0.00 0.00 Ice 0.9 Dead+1.0 Wind 0 deg - No 4504.49 0.00 -9177.21 -217992.17 0.00 0.00 Ice 1.2 Dead+1.0 Wind 30 deg - No 6005.99 4588.75 -7947.95 -180411.75 -119031.33 34005.43 Ice 0.9 Dead+1.0 Wind 30 deg - No 4504.49 4588.75 -7947.95 -186226.66 -118610.75 33941.22 Ice Page 14 of 52 tnxTô wer Job Page Carlsbad Ellery Reservoir (Typ. of 3) 9 of 13 Vector Structural Engineers Project Date 651 W. Galena Park Blvd. U1085-629-171 15:23:29 10/26/17 Draper, UT 84020 Client Designed by Phone: (801) 990-1775 Solar Communications International, Inc. fcastillo FAX: (801) 990-1776 Load Vertical Shear Shear Overturning Overturning Torque Combination Moment, M Moment, M lb lb lb lb-ft lb-fl lb-fl 1.2 Dead+1.0 Wind 60 deg - No 6005.99 7947.95 -4588.75 -93292.69 -206185.77 58883.58 Ice 0.9 Dead+1.0 Wind 60 deg - No 4504.49 7947.95 -4588.75 -99409.42 -205452.85 58776.42 Ice 1.2 Dead+1.0 Wind 90 deg - No 6005.99 9177.51 0.00 25738.24 -238111.67 67968.44 Ice 0.9 Dead+1.0 Wind 90 deg - No 4504.49 9177.51 0.00 19203.03 -237257.98 67851.04 Ice 1.2 Dead+1.0 Wind 120 deg - 6005.99 7947.95 4588.75 144799.04 -206237.09 58841.23 No Ice 0.9 Dead+1.0 Wind 120 deg - 4504.49 7947.95 4588.75 137837.63 -205491.02 58745.02 No Ice 1.2 Dead+1.0 Wind 150 deg - 6005.99 4588.75 7947.95 231977.89 -119082.68 33963.04 No Ice 0.9 Dead+1.0 Wind 150 deg - 4504.49 4588.75 7947.95 224699.23 -118648.94 33909.80 No Ice 1.2 Dead+1.0 Wind 180 deg - 6005.99 0.00 9177.40 263888.62 0.00 0.00 No Ice 0.9 Dead+1.0 Wind 180 deg - 4504.48 0.00 9177.13 256484.42 0.00 0.00 No Ice 1.2 Dead+1.0 Wind 210 deg - 6005.99 -4588.75 7947.95 231977.89 119082.68 -33963.04 No Ice 0.9 Dead+1.0 Wind 210 deg - 4504.49 -4588.75 7947.95 224699.23 118648.94 -33909.80 No Ice 1.2 Dead+1.0 Wind 240 deg - 6005.99 -7947.95 4588.75 144799.04 206237.09 , -58841.23 No Ice 0.9 Dead+1.0 Wind 240 deg - 4504.49 -7947.95 4588.75 137837.63 205491.02 -58745.02 No Ice 1.2 Dead+1.0 Wind 270 deg - 6005.99 -9177.51 0.00 25738.24 238111.67 -67968.44 No Ice 0.9 Dead+1.0 Wind 270 deg - 4504.49 -9177.51 0.00 19203.03 237257.98 -67851.04 No Ice 1.2 Dead+1.0 Wind 300 deg - 6005.99 -7947.95 -4588.75 -93292.69 206185.77 -58883.58 No Ice 0.9 Dead+1.0 Wind 300 deg - 4504.49 -7947.95 -4588.75 -99409.42 205452.85 -58776.42 No Ice 1.2 Dead+1.0 Wind 330 deg - 6005.99 -4588.75 -7947.95 -180411.75 119031.33 -34005.43 No Ice 0.9 Dead+1.0 Wind 330 deg - 4504.49 -4588.75 -7947.95 -186226.66 118610.75 -33941.22 No Ice Dead+Wind 0 deg - Service 5004.99 0.00 -2235.03 -36410.87 0.00 0.00 Dead+Wind 30 deg - Service 5004.99 1117.60 -1935.74 -28663.14 -28938.21 8288.17 Dead+Wind 60 deg - Service 5004.99 1935.74 -1117.60 -7480.72 -50123.43 14354.77 Dead+Wind 90 deg - Service 5004.99 2235.20 -0.00 21456.30 -57879.00 16574.25 Dead+Wind 120 deg - Service 5004.99 1935.74 1117.60 50394.79 -50125.96 14352.67 Dead+Wind 150 deg - Service 5004.99 1117.60 1935.74 71580.19 -28940.78 8286.08 Dead+Wind 180 deg - Service 5004.99 0.00 2235.06 79330.14 0.00 0.00 Dead+Wind 210 deg - Service 5004.99 -1117.60 1935.74 71580.19 28940.78 -8286.08 Dead+Wind 240 deg - Service 5004.99 -1935.74 1117.60 50394.79 50125.96 -14352.67 Dead+Wind 270 deg - Service 5004.99 -2235.20 -0.00 21456.30 57879.00 -16574.25 Dead+Wind 300 deg - Service 5004.99 -1935.74 -1117.60 -7480.72 50123.43 -14354.77 Dead+Wind 330 deg - Service 5004.99 -1117.60 -1935.74 -28663.14 28938.21 -8288.17 Solution Summary , I Page 15 of 52 tnxTower Job Page Carlsbad Ellery Reservoir (Typ. of 3) 10 of 13 Vector Structural Engineers Project Date 651 W. Galena Park Blvd. U1085-629-171 - 15:23:29 10/26/17 Draper, UT 84020 Client Designed by Phone: (801) 990-1775 Solar Communications International, Inc. fcastillo FAX: (801) 990-1776 Sun of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb -- lb lb lb lb lb lb 1 0.00 - -5004.99 0.00 0.00 5004.99 0.05 0.001% 2 0.00 -6005.99 -9177.51 0.00 6005.98 9177.12 0.004% 3 0.00 -4504.49 -9177.51 0.00 4504.49 9177.21 0.003% 4 4588.75 -6005.99 -7947.95 -4588.75 6005.99 7947.95 0.000% 5 4588.75 -4504.49 -7947.95 -4588.75 4504.49 7947.95 0.000% 6 7947.95 -6005.99 -4588.75 -7947.95 6005.99 4588.75 0.000% 7 7947.95 -4504.49 -4588.75 -7947.95 4504.49 4588.75 0.000% 8 9177.51 -6005.99 0.00 -9177.51 6005.99 -0.00 0.000% 9 9177.51 -4504.49 0.00 -9177.51 4504.49 -0.00 0.000% 10 7947.95 -6005.99 4588.75 -7947.95 6005.99 -4588.75 0.000% 11 7947.95 -4504.49 4588.75 -7947.95 4504.49 -4588.75 0.000% 12 4588.75 -6005.99 7947.95 -4588.75 6005.99 -7947.95 0.000% 13 4588.75 -4504.49 7947.95 -4588.75 4504.49 -7947.95 0.000% 14 0.00 -6005.99 9177.51 0.00 6005.99 -9177.40 0.001% 15 0.00 -4504.49 9177.51 0.00 4504.48 -9177.13 0.004% 16 -4588.75 -6005.99 7947.95 4588.75 6005.99 -7947.95 0.000% 17 -4588.75 -4504.49 7947.95 4588.75 4504.49 -7947.95 0.000% 18 -7947.95 -6005.99 4588.75 7947.95 6005.99 -4588.75 0.000% 19 -7947.95 -4504.49 4588.75 7947.95 4504.49 -4588.75 0.000% 20 -9177.51 -6005.99 0.00 9177.51 6005.99 -0.00 0.000% 21 -9177.51 -4504.49 0.00 9177.51 4504.49 -0.00 0.000% 22 -7947.95 -6005.99 -4588.75 7947.95 6005.99 4588.75 0.000% 23 -7947.95 -4504.49 -4588.75 7947.95 4504.49 4588.75 0.000% 24 -4588.75 -6005.99 -7947.95 4588.75 6005.99 7947.95 0.000% 25 -4588.75 -4504.49 -7947.95 4588.75 4504.49 7947.95 0.000% 26 0.00 -5004.99 -2235.21 0.00 5004.99 2235.03 0.003% 27 1117.60 -5004.99 -1935.74 -1117.60 5004.99 1935.74 0.000% 28 1935.74 -5004.99 -1117.60 -1935.74 5004.99 1117.60 0.000% 29 2235.21 -5004.99 0.00 -2235.20 5004.99 0.00 0.000% 30 1935.74 -5004.99 1117.60 -1935.74 5004.99 -1117.60 0.000% 31 1117.60 -5004.99 1935.74 -1117.60 5004.99 -1935.74 0.000% 32 0.00 -5004.99 2235.21 0.00 5004.99 -2235.06 0.003% 33 -1117.60 -5004.99 1935.74 1117.60 5004.99 -1935.74 0.000% 34 -1935.74 -5004.99 1117.60 1935.74 5004.99 -1117.60 0.000% 35 -2235.21 -5004.99 0.00 2235.20 5004.99 0.00 0.000% 36 -1935.74 -5004.99 -1117.60 1935.74 5004.99 1117.60 0.000% 37 -1117.60 -5004.99 -1935.74 1117.60 5004.99 1935.74 0.000% Non-Linear Convergence Results Load converged? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 9 0.00000001 0.00005020 2 Yes 9 0.00000001 0.00013934 3 Yes 9 0.00000001 0.00011292 4 Yes 13 0.00000001 0.00004672 5 Yes 13 0.00000001 0.00003772 6 Yes 13 0.00000001 0.00010081 7 Yes 13 0.00000001 0.00008579 8 Yes 13 . 0.00000001 0.00013447 9 Yes 13 0.00000001 0.00011362 10 Yes 13 0.00000001 0.00012046 11 Yes 13 0.00000001 0.00009749 12 Yes 13 0.00000001 0.00006073 13 Yes 13 0.00000001 0.00004617 14 Yes 10 0.00000001 0.00004599 Paqe 16 of 52 tnxTöwer Job Carlsbad Ellery Reservoir (Typ. of 3) Page 11 of 13 Project U1085-629-171 Date 15:23:29 10/26/17 Vector Structural Engineers 651 W. Galena Park Blvd. Draper, UT 84020 Phone: (801) 990-1775 FAX.- (801) 990-1776 Client Solar Communications International, Inc. Designed by fcastillo 15 Yes 9 0.00000001 0.00014454 16 Yes 13 0.00000001 0.00006073 17 Yes 13 0.00000001 0.00004617 18 Yes 13 0.00000001 0.00012046 19 Yes 13 0.00000001 0.00009749 20 Yes 13 0.00000001 0.00013447 21 Yes 13 0.00000001 0.00011362 22 Yes 13 0.00000001 0.00010081 23 Yes 13 0.00000001 0.00008579 24 Yes 13 0.00000001 0.00004672 25 Yes 13 0.00000001 0.00003772 26 Yes 8 0.00000001 0.00011282 27 Yes 11 0.00000001 0.00007338 28 Yes 12 0.00000001 0.00004181 29 Yes 12 0.00000001 0.00006504 30 Yes 12 0.00000001 0.00006625 31 Yes 12 0.00000001 0.00004053 32 Yes 9 0.00000001 0.00011987 33 Yes 12 0.00000001 0.00004053 34 Yes 12 0.00000001 0.00006625 35 Yes 12 0.00000001 0.00006504 36 Yes 12 0.00000001 0.00004181 37 Yes 11 0.00000001 0.00007338 Maximum Tower Deflections - Service Wind I Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. 0 0 Li 55-30 5.959 32 1.0931 0.4699 L2 30-17.5 1.000 32 0.5746 0.1880 L3 17.5-15 0.032 32 0.1218 0.0341 Critical Deflections and Radius of Curvature -Service Wind I Elevation Appurtenance Gov. Deflection Tilt -- - Twist Radius of Load Curvature ft Comb, in 0 0 ft 53.00 (4) SC479-HFILDF 32 5.495 1.0590 0.4477 7422 (173.4"x3.5"0.5") 44.90 Branches (lop Section) 32 3.671 0.9147 0.3574 3674 42.50 Top Upper Trunk 32 3.163 0.8684 0.3305 2969 25.00 Branches (Tapered Section) 32 0.449 0.4209 0.1291 1385 22.50 Bottom Upper Trunk 32 0.253 0.3319 0.0986 1340 16.25 Transition Pipe 32 0.012 0.0617 0.0172 1359 I Maximum Tower Deflections - Design Wind I Section Elevation Harz. Gov. Tilt Twist No. Deflection Load ft in Comb. 0 0 Page 17 of 52 tnxTower Job Page Carlsbad Ellery Reservoir (Typ. of 3) 12 of 13 Vector Structural Engineers Project Date 651 W. Galena Park Blvd. U1085-629-171 15:23:29 10/26/17 Draper, UT 84020 Client Designed by Phone: (801) 990-1775 Solar Communications International, Inc. fcastillo FAX: (801) 990-1776 Section Elevation Harz. Gov. Till Twist No. Deflection Load in Comb. 0 0 Li 55-30 18.059 14 3.1758 1.9266 L2 30-17.5 3.228 14 1.8350 0.7707 L3 17.5-15 0.107 14 0.4017 0.1400 Critical Deflections and Radius of Curvature -Design Wind I Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in 0 0 ft 53.00 (4) SC479-HF1LDF 14 16.689 3.0983 1.8355 2725 (173.4"x3.5"0.5") 44.90 Branches (Top Section) 14 11.288 2.7609 1.4654 1348 42.50 Top Upper Trunk 14 9.779 2.6460 1.3551 1089 25.00 Branches (Tapered Section) 14 1.477 1.3651 0.5292 459 22.50 Bottom Upper Trunk 14 0.840 1.0835 0.4042 426 16.25 Transition Pipe 14 0.041 0.2038 0.0704 418 I Compression Checks I I Pole Design Data Section Elevation Size L L, Kl/r A P. OP. Ratio No. P. ft ft ft in2 lb lb Li 55-30(1) P12x.375 13th 25.00 0.00 0.0 13.5872 -3411.79 513596.00 0.007 L2 30-17.5(2) P14x.5 13th 12.50 0.00 0.0 19.7725 -5193.85 747400.00 0.007 L3 17.5- 15 (3) P12x.687 13th 2.50 0.00 0.0 24.3093 -5989.41 918892.00 0.007 I Pole Bending Design Data I Section Elevation Size M Ratio M, Ratio No. M M00 ft lb-fl lb-fl lb-fl lb-fl om- Ll 55-30(1) P12075 13th 113497.50 129165.00 0.879 0.00 129165.00 0.000 L2 30-17.5(2) P14x.5 13th 240896.67 268442.50 0.897 0.00 268442.50 0.000 L3 . 17.5 -15(3) P12x.687 13th 263888.33 295474.17 0.893 0.00 295474.17 0.000 I Pole Shear Design Data I Section Elevation Size Actual 0V0 Ratio Actual OT. Ratio No. V. , T. T0 ft lb lb 4W lb-ft lb-fl Page 18 of 52 thxTwer Job Carlsbad Ellery Reservoir (Typ. of 3) Page 13 of 13 Project Date Vector Structural Engineers 651 W. Galena Park Blvd. U1085-629-171 15:23:29 10/26/17 Draper, UT 84020 Client Designed by Phone: (801) 990-1775 Solar Communications International, Inc. fcastillo FAX. (801) 990-1776 Section Elevation Size Actual 0 V,, Ratio Actual OT. Ratio No. V __ T. ft lb lb ttiV lb-ft lb-ft Li 55 -30(l) P12x.375 13th 6971.73 256798.00 0.027 53878.75 258330.00 0.209 L2 30- 17.5(2) P14x.5 13th 9221.17 373700.00 0.025 0.00 407983.33 0.000 L3 17.5 - 15 (3) P12x.687 13th 9188.23 459446.00 0.020 0.00 441689.17 0.000 Pole Interaction Design Data 7 Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P. M. M. V L Stress Stress ft 4,P, 4M iV, OT. Ratio Ratio Li 55-30(1) 0.007 0.879 0.000 0.027 0.209 0.941 1.000 V 4.8.2 L2 30-17.5(2) 0.007 0.897 0.000 0.025 0.000 0.905 1.000 V V 4.8.2 L3 17.5- 15(3) 0.007 0.893 0.000 0.020 0.000 0.900 1.000 V V 4.8.2 Section Capacity Table I Section Elevation Component Size Critical P % Pass No. ft Type Element lb lb Capacity Fail Li 55-30 Pole (P121375 13th 1 341179 51359600 (941 Pass L2 30-17.5 Pole 014x.5 13th 2 -5193.85 747400.00 90.5 Pass L3 17.5- 15 Pole P12x.687 13th 3 -5989.41 918892.00 90.0 Pass Summary Pole (Li) 94.1 Pass RATING = 94.1 Pass Program Version 7.0.3.0 - 12/3/2015 File://vectordc.vector.locallprojects$/201 7 Projects/U1085 Solar Communications International, Inc/U1085-629-171 Ellery Reservoir (CA, 60' Monoeuc, G) Special w long upper trunks/ENG/TOWERIEl1ery top.en 0 5000 10000 0 > w Vx Vz Mx Page 49-ef-52Mz Global Mast Shear (lb) Global Mast Moment (lb-ft) 0 500000 Vector Structural Engineers Fob Carlsbad Ellery Reservoir (Typ. of 3) 651 W. Galena Park Blvd. robectU1085629171 Draper, UT 84020 Client: Solar Communications International, Ind Drawn by:fcastilldAppd: Phone: (801)990-1775 Code: TIA-222-G Date: 10/26/17 Scale: FAX: (801 990-1776 Path: Dwg No. TIA-222-G - Service - 60 mph MU&?ues Deflection (in) Tilt (deg) Twist (deg) 0 5 10 0 0.5 1 15 55.00 I I 0 5 I I I I I I I I I I I I I I I I Ill I I I II I II I I •I I I I t.2l I I I II l II 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 I I I I I II Ij I I I Ill II I I t /1 I I t•/I I I I/I II I/I• I/i i/u i tji 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 I lilt I I II II I t I I t I I liii . II i I I i i I i II I I I I I i I I I) H 11/ i I/ I t/I I/I /I i/i I i/i i/I I i/i /u I I/I I I i/I 1.1 I/Ill i i i VIiI I I J i I I I I I I .I I I I Ii I II i I i iii I I i Iii I i I I liii liii i I I III I I i i I I II i i ii I I I I I I II I I I II III I i I I I I III i i III III I i I liii I I i i 0 > W 10.00 17.50 10 0 0.5 1 1.5 0 0.5 Vector Structural Engineers 1,b: Carlsbad Ellery Reservoir (Typ. of 3) VECTOR 651 W. Galena Park Blvd. Project U1085-629-171 Draper, UT 84020 Client: Solar Communications International, Inc Drawn by:fcastiIIApp'd: Phone: (801) 990-1775 Code: TIA-222-G Date: 10/26/17 Scale: FAX: (801) 990-1776 Path: Dwg No. 1 fi fi H Page 21 of 52 DESIGNED APPURTENANCE LOADING 1 TYPE ELEVATION TYPE ELEVATION lj (4)SC479-HF1LDF(173.4x3.5x3.5) 53 Branches fi [J 39.1 10'-6 T-Arm 53 4-0' Standard 35 (2> SC479-HFILDF (173.4'x3.5"x3.5') 53 Coax 29 10-6' T-P,mi 53 Bottom Upper Trunk 3 24.5 10-6' T-Arn, 53 Bottom Upper Trunk 1 24.5 Top Upper Trunk 1 44.5 Bottom Upper Trunk 2 24.5 Top Upper Trunk 2 44.5 Transition Pipes 16.25 Top Upper Trunk3 144.5 MATERIAL STRENGTH GRADE Fy Eu GRADE Fy Fu j A572-65 65 ksi 80 ksi TOWER DESIGN NOTES Tower is located in San Diego County, California. Tower designed for Exposure C to the TIA-222-G Standard. Tower designed for a 115 mph basic wind in accordance with the TIA-222-G Standard. Deflections are based upon a 60 mph wind. Tower Risk Category III and IV. Topographic Category 1 with Crest Height of 0.00 ft TOWER RATING:176.1% Q 0 15.0 ft ALL REACTIONS ARE FACTORED AXIAL 19293 lb SHEAR MOMENT 27566 lby:l 1037442 lb-ft 1.00 TORQUE 4167 lb-ft REACTIONS - 115 mph WIND && 0 = E 0 . - Vector Structural Engine VECTOR 651 W. Galena Park Blvd. Draper, UT 84020 Phone: (801) 990-1775 FAX: (801) 990-1776 !Ieiy base R1085-240-171 Solar Communications International, Ind Drawn by: fcastilk App'd: TIA-222-G Date: 10/26/17 Scale: Dwg No. Page 22 of 52 tnxTower Job Page Ellery base 1 of 13 Project . Date Vector Structural Engineers 651 W. Galena Park Blvd. Ri 085-240-171 15:25:40 10/26/17 Draper, UT 84020 Client Designed by Phone: (801) 990-1775 Solar Communications International, Inc. fcastillo FAX: (801) 990-1776 Tower Input Data I There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in San Diego County, California. ASCE 7-10 Wind Data is used. Basic wind speed of 115 mph. Risk Category III and IV. Exposure Category C. Topographic Category 1. Crest Height 0.00 ft. Deflections calculated using a wind speed of 60 mph. A non-linear (P-delta) analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is 1. Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Tapered Pole Section Geometry I Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius ft ft ft Sides in in in in Li 15.00-1.00 14.00 18 36.0000 36.0000 0.2500 1.0000 A572-65 (65 ksi) Tapered Pole Properties I Section Tip Dia. Area I r C I/C J It/Q w w/t in in2 in in in in in4 in' in LI 36.5554 28.3676 4580.4961 12.6913 18.2880 250.4646 9167.0194 14.1865 5.8960 23.584 36.5554 28.3676 4580.4961 12.6913 18.2880 250.4646 9167.0194 14.1865 5.8960 23.584 Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness A1 Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Spacing Diagonals Horizontals Redundants ft ft, in in in in Li 15.00-1.00 -- 1 1 1 I Feed Line/Linear Appurtenances - Entered As Area I Description Face Allow Component Placement Total C3A4 Weight or Shield Type Number Leg ft ft2/ft plf Paae 23 of 52 tuxTo wer Job Page Ellery base 2 of 13 Vector Structural Engineers Project Date 651 W. Galena Park Blvd. R1085-240-171 15:25:40 10/26/17 Draper, UT 84020 Client Designed by Phone: (801) 990-1775 . Solar Communications International, Inc. fcastillo FAX: (801) 990-1776 Description Face Allow Component Placement Total G4A4 Weight or Shield Type Number Leg ft ft'/fl plf 15/8 Coax C No Inside Pole 24.00-1.00 8 No Ice 0.00 0.72 15/8 Coax C No Inside Pole 24.00-1.00 8 No Ice 0.00 0.72 I Feed Line/Linear Appurtenances Section Areas I Tower Tower Face AR AF C2A4 CAAA Weight Section Elevation In Face Out Face ft ft, ft, ft, ft, lb Li 15.00-1.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 161.28 Shielding Factor Ka 771 Tower Feed Line Description Feed Line I K, K, Section I Record No. I Segment Elev. I No Ice Ice User Defined Loads I Description Elevation ft Offset From Centroid ft Azimuth Angle 0 Weight lb F lb F, lb Wind Force lb C4A Top Upper Trunk 1 44.50 . 5.00 0.0000 No Ice 1040.76 0.00 0.00 505.60 13.39 Service 1040.76 0.00 0.00 123.12 13.39 Top Upper Trunk 2 44.50 5.00 120.0000 No Ice 1040.76 0.00 0.00 505.60 13.39 Service 1040.76 0.00 0.00 123.12 13.39 Top Upper Trunk 3 44.50 5.00 240.0000 No Ice 1040.76 0.00 0.00 505.60 13.39 Service 1040.76 0.00 0.00 123.12 13.39 Bottom Upper Trunk 1 24.50 2.50 0.0000 No Ice 1416.30 0.00 0.00 457.89 13.75 Service 1416.34 0.00 0.00 111.55 13.75 Bottom Upper Trunk 2 24.50 2.50 120.0000 No Ice 1416.30 0.00 0.00 457.89 13.75 Service 1416.34 0.00 0.00 111.55 13.75 Bottom Upper Trunk 3 24.50 2.50 240.0000 No Ice 1416.30 0.00 0.00 457.89 13.75 Service 1416.34 0.00 0.00 111.55 13.75 Transition Pipes 16.25 0.00 0.0000 No Ice 1081.35 0.00 0.00 0.00 0.00 Service 1081.35 0.00 0.00 0.00 0.00 Branches 39.10 0.00 0.0000 No Ice 3285.00 0.00 0.00 21316.07 580.11 Service 3285.00 0.00 0.00 5191.70 580.11 Coax 29.00 0.00 0.0000 No Ice 800.00 0.00 0.00 0.00 0.00 Service 800.00 0.00 0.00 0.00 0.00 I Discrete Tower Loads I Paae 24 of 52 tiixTower Job Ellery base Page 3 of 13 Vector Structural Engineers Project Date 651 W. Galena Park Blvd. R1085-240-171 15:25:40 10/26/17 Draper, UT 84020 Client Designed by Phone: (801) 990-1775 Solar Communications International, Inc. fcastillo FAX: (801) 990-1776 Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustment 0 Placement ft CAAA Front ft, CAAA Side ft2 Weight lb (4) SC479-HF1LDF A From Face 3.00 0.0000 53.00 No Ice 8.52 8.52 87.23 (173.4"0.50.5") 0.00 0.00 10-6"T-Arm A From Face 3.00 0.0000 53.00 No Ice 1.84 1.84 475.00 0.00 0.00 (2) SC479-HF1LDF B From Face 3.00 0.0000 53.00 No Ice 8.52 8.52 87.23 (I73.4"0.5'0.5") 0.00 0.00 10-6'T-Arm B From Face 3.00 0.0000 53.00 No Ice 1.84 1.84 475.00 0.00 0.00 10'-6'T-Arm C FromFace 3.00 0.0000 53.00 No Ice 1.84 1.84 475.00 0.00 0.00 Dishes Aperture Weight Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside or Type Type Hors Adjustment Beam Diameter Area Leg Lateral Width Vert ft 0 0 ft ft ft2 lb 4-0" Standard Paraboloid w/o None 0.0000 35.00 4.00 No Ice 12.57 79.00 Radome Tower Pressures - No Ice 7 GH = 1.100 Section z Kz q0 A0 F AF AR Ak Leg CAAA CAAA Elevation a % hi Out c Face Face ft ft iL ft' e ft' ft, ft, ft2 Li 15.00-1.00 8.00 0.85 27 42.648 A 0.000 42.648 42.648 100.00 0.000 0.000 B 0.000 42.648 100.00 0.000 0.000 C 1 0.000 42.648 100.001 0.0001 0.000 Tower Pressure - Service GH = 1.100 Paae 25 of 52 iO tuxwer Job Ellery base Page 4 of 13 Vector Structural Engineers Project Date 651 W. Galena Park Blvd. Ri 085-240-171 15:25:40 10/26/17 Draper, UT 84020 Client Designed by Phone: (801) 990-1775 Solar Communications International, Inc. fcastillo FAX: (801) 990-1776 Section z Kz qz A0 7 AF AR Aleg Leg C'AAA CAAA Elevation a In Out c Face Face ft ft _iL_ ft e ft2 ft2 ft2 f t2 ft2 Li 15.00-1.00 8.00 0.85 7 42.648 A 0.000 42.648 42.648 100.00 0.000 0.000 B 0.000 42.648 100.00 0.000 0.000 C 1 0.0001 42.648 100.001 0.0001 0.000 Tower Forces - No Ice - Wind Normal To Face I Section Add Self F e CF q DF DR AE F w Ctrl. Elevation Weight Weight a Face c psf ft lb lb e - ft2 lb pt( - Li 15.00-1.00 161.28 1351.41 A 1 0.65 27 1 1 42.648 833.65 59.55 C B 1 0.65 1 1 42.648 C 1 0.65 1 1 42.648 Sum Weight: 161.28 1351.41 OTM 5835.53 833.65 lb-fl Tower Forces - No Ice - Wind 60 To Face Section Add Self F e CF q DF DR AR F w Ctrl. Elevation Weight Weight a Face c psf ft lb lb e ______ - - - ft2 lb plf - Li 15.00-1.00 161.28 1351.41 A 1 0.65 27 1 1 42.648 833.65 59.55 C B 1 0.65 1 1 42.648 C 1 0.65 1 1 42.648 Sum Weight: 161.28 1351.41 OTM 5835.53 833.65 Tower Forces - No Ice - Wind 90 To Face Section Add Self F e CF q DF DR AE F w Ctrl. Elevation Weight Weight a Face c psf ft lb lb e - - ft2 lb plf - Li 15.00-1.00 161.28 1351.41 A 1 0.65 27 1 1 42.648 833.65 59.55 C B 1 0.65 1 1 42.648 C 1 0.65 1 1 42.648 Sum Weight: 161.28 1351.41 OTM 5835.53 833.65 lb-fl I Tower Forces - Service - Wind Normal To Face 1 Paoe 26 of 52 tnx;iower Jcb Page Ellery base 5 of 13 Vector Structural Engineers Project Date 651 W. Galena Park Blvd. ' I R1085-240-171 15:25:40 10/26/17 Draper, UT 84020 Client Designed by Phone: (801) 990-1775 Solar Communications International, Inc. fcastillo FAX: (801) 990-1776 Section Add Self F e CF qr DF DR AE F W Ct,'!. Elevation Weight Weight a Face C psf ft lb lb e ft2 lb plf Li 15.00-1.00 161.28 1351.41 A 1 0.65 7 1 1 42.648 203.04 14.50 C B 1 0.65 1 1 42.648 C 1 0.65 1 1 42.648 Sum Weight: 161.28 1351.41 OTM 1421.29 203.04 lb-ft Tower Forces - Service - Wind 60 To Face I Section Add Self F e CF q DF DR AE F w Ctrl. Elevation Weight Weight a Face psf ft lb lb e ft2 lb plf Li 15.00-1.00 161.28 1351.41 A 1 0.65 7 1 1 42.648 203.04 14.50 C B 1 0.65 1 1 42.648 C 1 0.65 1 1 42.648 Sum Weight: 161.28 1351.41 OTM 1421.29 203.04 lb-ft Tower Forces - Service - Wind 90 To Face I Section Add Self F e CF q DF DR A5 F w Ctrl. Elevation Weight Weight a Face c psf ft lb lb e ft2 lb plf Li 15.00-1.00 161.28 1351.41 A 1 0.65 7 1 1 42.648 203.04 14.50 C B 1 0.65 1 1 42.648 C 1 0.65 1 1 42.648 Sum Weight: 161.28 1351.41 OTM 1421.29 203.04 Discrete Appurtenance Pressures - No Ice GH=1.100 I Description Aining Azimuth Weight lb O/Jset ft Offset ft z ft K psf C'AAc Front fit, ('RAC Side ft, 5C479-I1F1LDF 300.0000 348.92 -3.90 -2.25 53.00 1.107 36 34.08 34.08 (173.4"05'0.5") 10'-6'T-Arm 300.0000 475.00 -3.90 -2.25 53.00 1.107 36 1.84 1.84 5C479-HF1LDF 60.0000 174.46 3.90 -2.25 53.00 1.107 36 17.04 17.04 (173.4"0.5"x3.5") 10'-6"T-Arm 60.0000 475.00 3.90 -2.25 53.00 1.107 36 1.84 1.84 10'-6'T-Arm 180.0000 475.00 0.00 4.50 53.00 1.107 36 1.84 1.84 Pane 27 of 52 tnxl'ower Page age Ellery base 6 of 13 Vector Structural Engineers Project Date 651 W. Galena Park Blvd. RI 085-240-171 15:25:40 10/26/17 Draper, UT 84020 Client Designed by Phone: (801) 990-1775 Solar Communications International, Inc. fcastillo FAX:(801)990-1776 Description Aiming Weight Offs et0 Offset, z K0 q0 GAAC GAAC Azimuth Front Side 0 lb ft ft ft _____ psf ft, ft, Sum 1948.38 Weight: Discrete Appurtenance Pressures - Service GH=1.100 I Description Aiming Azimuth o Weight lb Offset, ft Offs et0 F53.00 ft K0 q0 psf CAAC Front ft, CAAC Side ft2 SC479-HF1LDF 300.0000 348.92 -3.90 -2.25 1.107 9 34.08 34.08 (173.4"x3.5"x3.5") 10-6 T-Arm 300.0000 475.00 -3.90 -2.25 1.107 9 1.84 1.84 SC479-HF1LDF 60.0000 174.46 3.90 -2.25 53.00 1.107 9 17.04 17.04 (173.4"0.5"0.5") 10-6 T-Arm 60.0000 475.00 3.90 -2.25 53.00 1.107 9 1.84 1.84 10'-6"T-Ann 180.0000 475.00 0.00 4.50 53.00 1.107 9 1.84 1.84 Sum 1948.38 Weight: 1 Dish Pressures - No Ice I Elevation Dish Aiming Weight Offset, Offset, K0 AA q0 ft Description Azimuth o lb ft ft ft2 psf 35.00 4-0 Standard 0.0000 79.00 0.00 0.00 1.015 12.57 33 Sum 79.00 Weight: I Dish Pressures - Service I Elevation Dish Aiming Weight Offset0 Offset, K0 AA q0 ft Description Azimuth lb ft ft ft2 psf 35.00 4'-0" Standard 0.0000 79.00 0.00 0.00 1.015 12.57 8 Sum 79.00 Weight: Force Totals Load Vertical Sum of Sum of Sum of Sum of Sum of Torques Case Forces Forces Forces Overturning Overturning X Z Moments, M0 Moments, M. lb lb lb lb-ft lb-ft lb-ft Leg Weight 1351.41 Bracing Weight 0.00 -1177.61 679.89 Total Member Self-Weight 1351.41 Total Weight 16077.60 -1177.61 679.89 0.00 -27566.12 -2081.44 WindOdeg - Nolce -1035250.14 679.89 Wind 30 deg - No Ice 13783.06 -23872.96 -896710.69 -516356.38 -3605.16 Wind 60 deg -NoIce 23872.96 -13783.06 -518213.87 -894853.19 -4162.88 Pafle 28 of 52 tnxiower Job Page Ellery base 7 of 13 Vector Structural Engineers Project Date 651 W. Galena Park Blvd. R1085-240-171 15:25:40 10/26/17 Draper, UT 84020 Client Designed by Phone: (801) 990-1775 Solar Communications International, Inc. fcastillo FAX: (801) 990-1776 Load Vertical Suitt of Sum of Suitt of Sum of Sum of Torques Case Forces Forces Forces Overturning Overturning X Z Moments, M Moments, M lb lb lb lb-ft lb-fl lb-fl Wind 90 deg - No Ice 27566.12 0.00 -1177.61 -1033392.64 -3605.16 Wind 120 deg - No Ice 23872.96 13783.06 515858.66 -894853.19 -2081.44 Wind 150 deg - No Ice 13783.06 23872.96 894355.48 -516356.38 0.00 Wind 180 deg - No Ice 0.00 27566.12 1032894.93 679.89 2081.44 Wind 210 deg - No Ice -13783.06 23872.96 894355.48 517716.16 3605.16 Wind 240 deg -NoIce -23872.96 13783.06 515858.66 896212.98 4162.88 Wind 270 deg -NoIce -27566.12 0.00 -1177.61 1034752.43 3605.16 Wind 300 deg -NoIce -23872.96 -13783.06 -518213.87 896212.98 2081.44 Wind 330 deg - No Ice -13783.06 -23872.96 -896710.69 517716.16 0.00 Total Weight -1177.61 16077.73 679.89 0.00 -6713.94 -506.95 Wind 0 deg - Service -253032.70 679.89 Wind 30 deg - Service 3356.97 -5814.45 -219290.52 -125247.66 -878.06 Wind 60 deg -Service 5814.45 -3356.97 -127105.15 -217433.02 -1013.90 Wind 90 deg - Service 6713.94 0.00 -1177.61 -251175.21 -878.06 Wind 120 deg - Service 5814.45 3356.97 124749.94 -217433.02 -506.95 Wind 150 deg - Service 3356.97 5814.45 216935.31 -125247.66 0.00 Wind 180 deg - Service 0.00 6713.94 250677.49 679.89 506.95 Wind 210 deg - Service -3356.97 5814.45 216935.31 126607.44 878.06 Wind 240 deg - Service -5814.45 3356.97 124749.94 218792.80 1013.90 Wind 270 deg - Service -6713.94 0.00 -1177.61 252534.99 878.06 Wind 300 deg - Service -5814.45 -3356.97 -127105.15 218792.80 506.95 Wind 330 deg - Service -3356.97 -5814.45 -219290.521 126607.441 0.00 I Load Combinations I Comb. Description No. I Dead Only 2 1.2 Dead+1.0 Wind 0 deg - No Ice 3 0.9Dead+I.0 Wind 0 deg -NoIce 4 1.2 Dead+1.0 Wind 30 deg - No Ice 5 0.9 Dead+1.0 Wind 30 deg - No Ice 6 1.2 Dead+1.0 Wind 60 deg - No Ice 7 0.9 Dead+l .0 Wind 60 deg - No Ice 8 1.2 Dead+1.0 Wind 90 deg - No Ice 9 0.9 Dead+1 .0 Wind 90 deg - No Ice 10 1.2 Dead+1.0 Wind 120 deg - No Ice 11 0.9 Dead+1.0 Wind 120 deg - No Ice 12 1.2 Dead+1 .0 Wind 150 deg - No Ice 13 0.9 Dead+1.0 Wind 150 deg - No Ice 14 1.2 Dead+1.0 Wind 180 deg - No Ice 15 0.9 Dead+1 .0 Wind 180 deg - No Ice 16 1.2 Dead+1.0 Wind 210 deg - No Ice 17 0.9 Dead+1.0 Wind 210 deg - No Ice 18 1.2 Dead+1 .0 Wind 240 deg - No Ice 19 0.9 Dead+1.0 Wind 240 deg - No Ice 20 1.2 Dead+1.0 Wind 270 deg - No Ice 21 0.9 Dead+1.0 Wind 270 deg - No Ice 22 1.2 Dead+1.0 Wind 300 deg - No Ice 23 0.9 Dead+1.0 Wind 300 deg - No Ice 24 1.2 Dead+1.0 Wind 330 deg - No Ice 25 0.9 Dead+1.0 Wind 330 deg - No Ice 26 Dead+Wind 0 deg - Service 27 Dead+Wind 30 deg - Service 28 Dead+Wind 60 deg - Service 29 Dead+Wind 90 deg - Service Page 29 of 52 tnxTower Job Ellery base Page 8 of 13 Vector Structural Engineers Project Date 651 W. Galena Park Blvd. RI 085-240-171 15:25:40 10/26/17 Draper, UT 84020 Client Designed by Phone: (801) 990-1775 Solar Communications International, Inc. fcastillo FAX: (801) 990-1776 Comb. Description No. 30 Dead+Wind 120 deg - Service 31 Dead+Wind 150 deg - Service 32 Dead+Wind 180 deg - Service 33 Dead+Wind 210 deg - Service 34 Dead+Wind 240 deg - Service 35 Dead+Wind 270 deg - Service 36 Dead+Wind 300 deg - Service 37 Dead+Wind 330 deg - Service Maximum Member Forces 1 Section Elevation component condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. lb lb-fl lb-fl Li 15-1 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 12 -19277.80 -517086.06 -895619.32 Max. Mx 20 -19277.76 1036624.37 1416.35 Max. My 2 -19277.75 817.73 1037222.76 Max. Vy 20 -27576.86 1036624.37 1416.35 Max. Vx 2 -27576.87 817.73 1037222.76 Max. Torque 6 4168.12 Maximum Reactions Location Condition Gov. Load Comb. Vertical lb Horizontal, X lb Horizontal, Z lb Pole Max. Vert 2 19293.12 0.00 27566.12 Max. H. 21 14469.84 27566.12 0.00 Max. H. 2 19293.12 0.00 27566.12 Max. M. 2 1037222.76 0.00 27566.12 Max. M. 8 1034989.53 -27566.12 0.00 Max. Torsion 6 4167.37 -23872.96 13783.06 Min. Vert 13 14469.84 -13783.06 -23872.96 Min. H. 8 19293.12 -27566.12 0.00 Mm. H 14 19293.12 0.00 -27566.12 Min. Mx 14 -1034391.14 0.00 -27566.12 Min. M 20 -1036624.37 27566.12 0.00 Mm. Torsion 18 -4167.37 23872.96 -13783.06 Tower Mast Reaction Summary I Load Vertical Shear Shears Overturning Overturning Torque Combination Moment, M, Moment, M lb lb lb lb-fl lb-fl lb-fl Dead Only 16077.60 0.00 0.00 -1177.61 679.89 0.00 1.2Dead+1.0 Wind o deg -No 19293.12 0.00 -27566.12 -1037222.76 817.37 -2083.69 Ice 0.9 Dead+1.0 Wind 0 deg - No 14469.84 0.00 -27566.12 -1036431.24 612.74 -2083.10 Ice 1.2 Dead+1.0 Wind 30 deg - No 19293.12 13783.06 -23872.96 -898450.90 -517086.12 -3609.05 Page 30 of 52 tnxTower Job Page Ellery base 9 of 13 Vector Structural Engineers Project Date 651 W. Galena Park Blvd. R1085-240-171 15:25:40 10/26/17 Draper, UT 84020 Client Designed by Phone: (801) 990-1775 Solar Communications International, Inc. fcastillo FAX: (801) 990-1776 Load Vertical Shears Shears Overturning Overturning Torque Combination Moment, M Moment, M lb lb lb lb-fl lb-fl lb-ft Ice 0.9 Dead+1.0 Wind 30 deg - No 14469.84 13783.06 -23872.96 -897717.95 -517072.23 -3608.03 Ice 1.2 Dead+ 1.0 Wind 60 deg - No 19293.12 23872.96 -13783.06 -519319.21 -896217.76 -4167.37 Ice 0.9 Dead+1.0 Wind 60 deg - No 14469.84 23872.96 . -13783.06 -518746.24 -896043.90 -4166.20 Ice 1.2 Dead+1.O Wind 90 deg -No 19293.12 27566.12 0.00 -1415.73 -1034989.53 -3609.05 Ice 0.9 Dead+1.0 Wind 90 deg - No 14469.84 27566.12 0.00 -1061.29 -1034757.13 -3608.03 Ice 1.2 Dead+1.0 Wind 120 deg- 19293.12 23872.96 13783.06 516487.70 -896217.69 -2083.69 No Ice 0.9 Dead+1.0 Wind 120 deg- 14469.84 23872.96 13783.06 516623.63 -896043.85 -2083.10 No Ice 1.2 Dead+1.0 Wind 150 deg - 19293.12 13783.06 23872.96 895619.32 -517086.06 -0.00 No Ice 0.9 Dead+1.0 Wind 150 deg - 14469.84 13783.06 23872.96 895595.29 -517072.18 -0.00 No Ice 1.2 Dead+1.0 Wind 180 deg- 19293.12 0.00 27566.12 1034391.14 817.37 2083.69 No Ice 0.9 Dead+1.0 Wind 180 deg - 14469.84 0.00 27566.12 1034308.55 612.74 2083.10 No Ice 1.2Dead+1.O Wind 2lO deg - 19293.12 -13783.06 23872.96 895619.36 518720.83 3609.05 No Ice 0.9 Dead+1.0 Wind 210 deg - 14469.84 -13783.06 23872.96 895595.32 518297.67 3608.03 No Ice 1.2 Dead+1.0 Wind 240 deg - 19293.12 -23872.96 13783.06 516487.74 897852.51 4167.37 No Ice 0.9 Dead+1.0 Wind 240 deg - 14469.84 -23872.96 13783.06 516623.66 897269.37 4166.20 No Ice 1.2 Dead+1.0 Wind 270 deg - 19293.12 -27566.12 0.00 -1415.73 1036624.37 3609.05 No Ice 0.9 Dead+1.0 Wind 270 deg - 14469.84 -27566.12 0.00 -1061.29 1035982.67 3608.03 No Ice 1.2 Dead+1.0 Wind 300 deg- 19293.12 -23872.96 -13783.06 -519319.25 897852.57 2083.69 No Ice 0.9 Dead+1.0 Wind 300 deg - 14469.84 -23872.96 -13783.06 -518746.27 897269.42 2083.10 No Ice 1.2 Dead+1.0 Wind 330 deg - 19293.12 -13783.06 -23872.96 -898450.94 518720.89 -0.00 No Ice 0.9 Dead+1.0 Wind 330 deg - 14469.84 -13783.06 -23872.96 -897717.98 518297.72 -0.00 No Ice Dead+WindOdeg - Service 16077.60 0.00 -6713.94 -253388.69 680.98 -507.42 Dead+Wind 30 deg - Service 16077.60 3356.97 -5814.45 -219599.07 -125423.63 -878.89 Dead+Wind 60 deg - Service 16077.60 5814.45 -3356.97 -127284.09 -217738.60 -1014.85 Dead+Wind 90 deg - Service 16077.60 6713.94 0.00 -1179.49 -251528.22 -878.89 Dead+Wind 120 deg - Service 16077.60 5814.45 3356.97 124925.11 -217738.60 -507.42 Dead+Wind 150 deg - Service 16077.60 3356.97 5814.45 217240.09 -125423.62 0.00 Dead+Wind 180 deg - Service 16077.60 0.00 6713.94 251029.71 680.98 507.42 Dead+Wind 210 deg - Service 16077.60 -3356.97 5814.45 217240.09 126785.58 878.89 Dead+Wind 240 deg - Service 16077.60 -5814.45 3356.97 124925.11 219100.55 1014.85 Dead+Wind 270 deg - Service 16077.60 -6713.94 0.00 -1179.49 252890.18 878.89 Dead+Wind 300 deg - Service 16077.60 -5814.45 -3356.97 -127284.09 219100.56 507.42 Dead+Wind 330 deg - Service 16077.60 -3356.97 -5814.45 -219599.07 126785.58 0.00 I Solution Summary 1 Pane 31 of 52 tnxTower Job Ellery base Page 10 of 13 Vector Structural Engineers 651 W. Galena Park Blvd. Project RI 085-240-171 Date 15:25:40 10/26/17 Draper, UT 84020 Phone: (801) 990-1775 FAX: (801) 990-1776 Client Solar Communications International, Inc. Designed by fcastillo Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ % Error Comb. lb lb lb lb lb lb 1 0.00 -16077.60 0.00 0.00 16077.60 0.00 0.000% 2 0.00 -19293.12 -27566.12 0.00 19293.12 27566.12 0.000% 3 0.00 -14469.84 -27566.12 0.00 14469.84 27566.12 0.000% 4 13783.06 -19293.12 -23872.96 -13783.06 19293.12 23872.96 0.000% 5 13783.06 -14469.84 -23872.96 -13783.06 14469.84 23872.96 0.000% 6 23872.96 -19293.12 -13783.06 -23872.96 19293.12 13783.06 0.000% 7 23872.96 -14469.84 -13783.06 -23872.96 14469.84 13783.06 0.000% 8 27566.12 -19293.12 0.00 -27566.12 19293.12 0.00 0.000% 9 27566.12 -14469.84 0.00 -27566.12 14469.84 0.00 0.000% 10 23872.96 -19293.12 13783.06 -23872.96 19293.12 -13783.06 0.000% 11 23872.96 -14469.84 13783.06 -23872.96 14469.84 -13783.06 0.000% 12 13783.06 -19293.12 23872.96 -13783.06 19293.12 -23872.96 0.000% 13 13783.06 -14469.84 23872.96 -13783.06 14469.84 -23872.96 0.000% 14 0.00 -19293.12 27566.12 0.00 19293.12 -27566.12 0.000% 15 0.00 -14469.84) 27566.12 0.00 14469.84 -27566.12 0.000% 16 -13783.06 -19293.12 23872.96 13783.06 19293.12 -23872.96 0.000% 17 -13783.06 -14469.84 23872.96 13783.06 14469.84 -23872.96 0.000% 18 -23872.96 -19293.12 13783.06 23872.96 19293.12 -13783.06 0.000% 19 -23872.96 -14469.84 13783.06 23872.96 14469.84 -13783.06 0.000% 20 -27566.12 -19293.12 0.00 27566.12 19293.12 0.00 0.000% 21 -27566.12 -14469.84 0.00 27566.12 14469.84 0.00 0.000% 22 -23872.96 -19293.12 -13783.06 23872.96 19293.12 13783.06 0.000% 23 -23872.96 -14469.84 -13783.06 23872.96 14469.84 13783.06 0.000% 24 -13783.06 -19293.12 -23872.96 13783.06 19293.12 23872.96 0.000% 25 -13783.06 -14469.84 -23872.96 13783.06 14469.84 23872.96 0.000% 26 0.00 -16077.60 -6713.94 0.00 16077.60 6713.94 0.000% 27 3356.97 -16077.60 -5814.45 -3356.97 16077.60 5814.45 0.000% 28 5814.45 -16077.60 . -3356.97 -5814.45 16077.60 3356.97 0.000% 29 6713.94 -16077.60 0.00 -6713.94 16077.60 0.00 0.000% 30 5814.45 -16077.60 3356.97 -5814.45 16077.60 -3356.97 0.000% 31 3356.97 -16077.60 5814.45 -3356.97 16077.60 -5814.45 0.000% 32 0.00 -16077.60 6713.94 0.00 16077.60 -6713.94 0.000% 33 -3356.97 -16077.60 5814.45 3356.97 16077.60 -5814.45 0.000% 34 -5814.45 -16077.60 3356.97 5814.45 16077.60 -3356.97 0.000% 35 -6713.94 -16077.60 . 0.00 6713.94 16077.60 0.00 0.000% 36 -5814.45 -16077.60 -3356.97 5814.45 16077.60 3356.97 0.000% 37 -3356.97 -16077.60 -5814.45 3356.97 16077.60 5814.45 0.000% Non-Linear Convergence Results I Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 6 0.00000001 0.00000001 2 Yes 6 0.00000001 0.00000001 3 Yes 6 . 0.00000001 0.00000001 4 Yes 6 0.00000001 0.00000001 5 Yes 6 0.00000001 0.00000001 6 Yes 6 0.00000001 0.00000001 7 Yes 6 0.00000001 0.00000001 8 Yes 6 0.00000001 0.00000001 9 Yes 6 0.00000001 0.00000001 10 Yes 6 0.00000001 0.00000001 11 Yes 6 0.00000001 0.00000001 12 Yes 6 0.00000001 0.00000001 13 Yes 6 0.00000001 0.00000001 14 Yes 6 0.00000001 0.00000001 Page 32 of 52 tn xTower Job Page Ellery base 11 of 13 Vector Structural Engineers Project Date 651 W. Galena Park Blvd. RI 085-240-171 15:25:40 10/26/17 Draper, UT 84020 Client Designed by Phone: (801) 990-1775 Solar Communications International, Inc. ,fcastiuo FAX. (801) 990-1776 15 Yes 6 0.00000001 0.00000001 16 Yes 6 0.00000001 0.00000001 17 Yes 6 0.00000001 0.00000001 18 Yes 6 0.00000001 0.00000001 19 Yes 6 0.00000001 0.00000001 20 Yes 6 0.00000001 0.00000001 21 Yes 6 0.00000001 0.00000001 22 Yes 6 0.00000001 0.00000001 23 Yes 6 0.00000001 0.00000001 24 Yes 6 0.00000001 0.00000001 25 Yes 6 0.00000001 0.00000001 26 Yes 6 0.00000001 0.00000001 27 Yes 6 0.00000001 0.00000001 28 Yes 6 0.00000001 0.00000001 29 Yes 6 0.00000001 0.00000001 30 Yes 6 0.00000001 0.00000001 31 Yes 6 0.00000001 0.00000001 32 Yes 6 0.00000001 0.00000001 33 Yes 6 0.00000001 0.00000001 34 Yes 6 0.00000001 0.00000001 35 Yes . 6 0.00000001 0.00000001 36 Yes 6 0.00000001 0.00000001 37 Yes 6 0.00000001 0.00000001 Maximum Tower Deflections - Service Wind I Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. 0 0 Li 15-1 0.284 37 0.1799 0.0011 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb, in 0 0 ft 53.00 (4) SC479-HFILDF 37 0.284 0.1799 0.0011 inf (173.4'0.5x3.5") 44.50 Top Upper Trunk 1 37 0.284 0.1799 0.0011 hf 39.10 Branches 37 0.284 0.1799 0.0011 lnf 35.00 4'-0' Standard 37 0.284 0.1799 0.0011 lnf 29.00 Coax 37 0.284 0.1799 0.0011 . lnf 24.50 Bottom Upper Trunk 1 37 0.284 0.1799 0.0011 inf 16.25 Transition Pipes 37 0.284 0.1799 0.0011 Inf Maximum Tower Deflections - Design Wind I Section Elevation Horz. Gov. Tilt Twist No, Deflection Load ft in Comb. 0 0 Li 15-1 1.159 24 0.7355 0.0047 Page 33 of 52 tnxTower Job Page Ellery base 12 of 13 Vector Structural Engineers Project Date 651 W. Galena Park Blvd. R1085-240-171 15:25:40 10/26/17 Draper, UT 84020 Client Designed by Phone: (801) 990-1775 Solar Communications International, Inc. fcastillo FAX: (801) 990-1776 Section Elevation Harz. Gov. Tilt Twist No. Deflection Load ft in Comb. Critical Deflections and Radius of Curvature -Design Wind I Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb, in 0 0 ft 53.00 (4) SC479-i-IF1LDF 24 1.159 0.7355 0.0047 liif (1734'0.5"0.5") 44.50 Top Upper Trunk! 24 1.159 0.7355 0.0047 Inf 39.10 Branches 24 1.159 0.7355 0.0047 Inf 35.00 4-0" Standard 24 1.159 0.7355 0.0047 Inf 29.00 Coax 24 1.159 0.7355 0.0047 Inf 24.50 Bottom Upper Trunk 1 24 1.159 0.7355 0.0047 lnf 16.25 Transition Pipes 24 1.159 0.7355 ,.- 0.0047 Inf Compression Checks 1 Pole Design Data 7 Section Elevation Size L L0 Kl/r A P. 4P Ratio No. P. ft ft ft in' lb lb Li 15 - 1(1) TP36x36x0.25 14.00 0.00 0.0 28.3676 -19277.80 1880650.00 0.010 Pole Bending Design Data Section Elevation Size M0 Ratio M0.. M0. Ratio No. M ft lb-ft lb-ft M0. lb-ft lb-ft iM0 Li 15-1(1) TP36x36x0.25 1037441.67 1383725.00 0.750 0.00 1383725.00 0.000 Pole Shear Design Data I Section Elevation Size Actual Ratio Actual 0 T,, Ratio No. V. V T. T. ft lb lb 4V. lb-ft lb-ft LI 15 - 1(1) TP36x36x0.25 27576.90 940324.00 0.029 0.00 2770833.33 0.000 Paqe 34 of 52 tnxlOwer Job Page Ellery base 13 of 13 Vector Structural Engineers Project Date 651 W. Galena Park Blvd. RI 085-240-171 15:25:40 10/26/17 Draper, UT 84020 Client Designed by Phone: (801) 990-1775 Solar Communications International, Inc. fcastillo FAX: (801) 990-1776 I Pole Interaction Design Data I Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow, Criteria No. P M Stress Stress ft P. Ratio Ratio Li 15-1(1) 0.010 0.750 0.000 0.029 0.000 0.761 1.000 3, 4.8.2 Section Capacity Table I Section Elevation Component - Size Critical P øP 110,. Pass No. ft Type Element lb lb Capacity Fail Li 15 - 1 Pole TP36x36x0.25 1 -19277.80 1880650.00 76.1 Pass Summary Pole (Li) 76.1 Pass RATING = 76.1 Pass Program Version 7.0.3.0 - 12/3/2015 File://vectordc.vector.locallprojects$/201 7 Projects/U1085 Solar Communications International, Inc/U1085-629-171 Ellery Reservoir (CA, 60' Monoeuc, G) Special w long upper trunks/ENG/TOWERJEllery base.eri 0 50000 C 0 > a) III Vx Vz Mx Page -35-of--52Mz Global Mast Shear (lb) Global Mast Moment (lb-ft) 100 0 500000 1e+006 1.5e+006 Vector Structural Engineers IJ0b Ellesy base ECTOR 651 W. Galena Park Blvd. Pli": R1085-240-171 Draper, UT 84020 Client. Solar Communications International, Inc1 Drawn by:fcastjlldAppd: Phone: (801) 990-1775 Code: TlA-222-G Date: 10/26/17 Scale: FAX: (801)990-1776 Path: Dwg No. TIA-222-G - Service - 60 mph Tilt (deg) 0 0.05 01 0 15 0.2 liii Il liii fii IIII iii! lll .1111 Il}1I II liii u/u liii liii i/Ii III IIIHIII iI liii liii Iil III lull .1111 1111/ III liii IIuI iii/ liii liii ill/i liii Ilt i/i liii Iltu u/u liii liii li/li liii liii Il/li liii lIi /111 liii liii /1111 liii liii (liii liii till! liii 1111 ui/i III iii I/iI liii liii lVii liii liii I/Ii lii liii u/IiH.iiil liii /111 liii liii /uuui liii liii Twist (deg) 0 0.05 0.1 15.00 0 4- > W I 1.00 0.5 0 0.05 0.1 0.15 0.2 0 0.05 0.1 Vector Structural Engineers 0b Ellery base Draper, UT 84020 Client. Solar Communications International, InciD by:fcastilldAppd: VECTOR 651 W. Galena Park Blvd. Project: R1085-240-171 Phone: (801)990-1775 Code: TIA-222-G Date: 10/26/17 Scale: FAX: (801)990-1776 Path: I Dwg No. Page 37 of 52 JOB NO.: U1085-629-171 PROJECT: CARLSBAD ELLERY RESERVOIR Seismic Base Shear Calculations: Seismic Parameters: Per California Building Code, 2016 Edition (2015 IBC), ASCE 7-10 Risk category I Structure class= Seismic Design Category= IS Site Class= R=1 S= IV SMS= SM1 Si= Fa=_1.00 _D F=_1.37 1.50 1.11 C 0.59 1.501 1.108 S=_0.74 0.39 Si=I 0.426 Seismic Base Shear: Cs(MIN) = 0.03 0.05 Cs(MIN) = 0.8 X S1 I (RI Is) = (if S1 >= 0.6) CS(MAX) = 5D1 I (Ta X (R I la)) = 0.97 Ta = Ct x hx = 0.40 5 CS =SDS /(R/ls )= 0.739 VCxW= 11.90 kips Total Seismic Shear (Va): 11.9 Kips Total Wind Shear: 27.6 Kips BaseShearFromWindLoadingGoverns ReactionsFromWind: V, (kips): 27.6 Wt (kips): 16.1 StructureHeight 55 12.75 0.375 0.5 17.1 132.0 3.5 7.1 20.5 6 51.5 1.2 A325 1 1/8 67.1 35.8 0.77 77% 6.4375 8.0625 10.25 23.75 0.9 LE 1.75 1.75 (92% 56% UPPER PIPE MATING PLATE BULKHEAD PLATE (WHERE OCCURS) LOWER PIPE PLATE I.D. PLATE O.D. "—B.C. T..u=(2M_u)/(nr_b) t=((Mu (rb-rp ))/(øF rp rb)) Page 38 of 52 JOB NO.: U1085-629-171 PROJECT: CARLSBAD ELLERY RESERVOIR Bolted Annular Plates Plate F (ksi)I 361 Upper Pipe Outer Diameter (in) Upper Pipe Thickness t1 (in) Lower Pipe Thickness t2 (in) Lower Pipe Outer Diameter (in) Moment @ Splice M (kip-ft) Axial @ Splice P (kips) Shear @ Splice V, (kips) Bolt Design Bolt Circle Diameter BC (in) Number of Bolts, n T I Bolt (kips) V1, / Bolt (kips) Bolt Designation Bolt Diameter (in) (kips) V, (kips) Combined Tension and Shear Plate Design Upper Plate Hole Radius, r (in) Lower Plate Hole Radius, r (in) Bolt Circle Radius, rb (in) Plate OD (in) 4pIate Reqd(ppérPlàteThickness, t (in) Req'd Lower Plate Thickness, t (in) Welds Fillet Weld Size F (in) 4/16 Weld Strength, (k/in)_8.4 Weld Stress, R (k/in) 6.2 75% Page 39 of 52 Fit Checks Washer to Pipe Weld Gap (in) 2.50 Washer to Gusset Weld Gap (in) 3.56 Gusset Welds Vert. Weld Size (in) 3/16 36% Horiz. Weld Size (in) 1/4 91% Page 40 of 52 JOB NO.: U1085-629-171 PROJECT: CARLSBAD ELLERY RESERVOIR Gusset Calculation Pipe Steel Grade ASTM A500 Gr. B (42 KSI) I Gusset Plate F (ksi)l 36 Pipe Outer Diameter (in) Pipe Thickness (in) Moment @ Splice M (kip-ft) Axial @ Splice pu Ps Shear @ Splice V (kips) Bearing Plate Information Bearing Plate Connected to Pipes Bolt Circle BC (in) Bolt Diameter (in) Plate O.D. (in) Plate Thickness (in) Weld Size Around O.D. of Pipe (in) Gusset Design Gusset Quantity Gusset Thickness (in) Gusset Height (in) Gusset Width (in) Gusset Notch Vert. (in) Gusset Notch Horiz. (in) 12.75 0.375 132 3.5 7.1 Yes 20.5 1 1/8 23.75 1.75 0.25 6 0.375 15.75 5.25 0.5 0.5 66% of Max 0.5" 15.75" 1" _E o.s" i- 5.25" GUSSET NOT TO SCALE Gusset Loadin Pr' Gusset (kips) 39.7 e (in): 3.7 Gusset Capacity Checks Gusset to Pipe Thickness Check Okay Flexural Yielding Check 19% Okay Shear Yielding Check 37% Okay Gusset Buckling Check 79% Okay Pipe Wall Plastification Check N/A Okay Combined Tension & Shear Check 81% Okay Label: ,Ports Geometry Input Pole Diameter in Pole Thickness' 0.25 Hn Pole Yield Strength 65 1 ksi Effective Reinforcing Rims? Yes Rim Yield Strength I 50 ksi # of Ports' 2 Page 41 of 52 JOB NO.: U1085-629-171 PROJECT: CARLSBAD ELLERY RESERVOIR Port Port Azimuth (°)' 0 180 Height (in) 25 25 Width (in) l 12 12 Depth (in) 4 4 Thickness (in) 0.75 0.75 Projection (in) 0.5 0.5 Port Weight (Ibs) 82 Composite Section Properties Original w/ ports 28 34 in2 4486 5871 in4 4486 4766 in4 249 258 in3 Port Check Pole unity at port location from tower model: 0.761 (optional) Rim Fy Reduction: 77% Result: 96% Anchor Rod Results Rigid Max Rod (Cu+ Vu/r): 207.7 Kips AISCLRFD Allowable Axial, c1*Fu*Anet: 250.0 Kips WTn Anchor Rod Stress Ratio: (83:1% Pass Base Plate Results Base Plate Stress: Allowable Plate Stress: Base Plate Stress Ratio: n/a Stiffener Results Horizontal Weld Vertical Weld: Plate Flex+Shear, fb/Fb+(fv/Fv)A2: Plate Tension+Shear, ft/Ft+(fv/Fv)A2 Plate Comp. (AISC Bracket): Pole Results Pole Punching Shear Check: Flexural Check Rigid 32.3 ksi AISCLRFD 45.0 ksi Fy 71:70/6 Pass Y.L. Length: 20.00 n/a n/a n/a n/a n/a n/a .1 '-----'1 1 1 LII C Page 42 of 52 Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Material TIA Rev G Site Data Project #: U1085-629-171 Site Name: CARLSBAD ELLERY RESI Date: 03/22/17 I_Pole Manufacturer: I_ Other I Reactions Mu: Axial, Pu:_19.3 Shear, Vu: 1037 ft-kips kips kips 27.6 Anchor Rod Data Qty: Diam: Rod Material: Strength (Fu): Yield (Fy): BoltCircle: 6 in ksi ksi in 2 F1554 125 105 42.5 Plate Data Diam: Thick: Grade: Single-RodB-eff: 48 in in ksi in 2 50 15.00 Stiffener Data (Welding atbothsides) Config: Weld Type: Groove Depth: Groove Angle: Fillet H. Weld: Fillet V. Weld: Width: Height: Thick: Notch: Grade: Weldstr.: 0 * <-- Disregard <-- Disregard in in in in in in ksi ksi Fillet 0.25 45 0.25 0.3125 5 18 0.75 0.5 36 70 PoleData Diam: Thick: Grade: # of Sides: Fu Reinf.Fillet Weld 36 in in ksi 0 IF Round ksi "0"ifNone 0.25 65 18 80 0.3125 If No stiffeners, Criteria: I AISC LRFD k-only Applcable to Unstiffened Cases Note: images below are for illustration only and may not reflect actual bolt quantity, etc. * 0 = none, 1 = every bolt, 2 = every 2 bolts, 3 = 2 per bolt ** Note: for complete joint penetration groove welds the groove depth must be exactly 112 the stiffener thickness for calculation purposes CClplate 1.2 - Circular Base G 1.2, Effective October 26, 2009 Analysis Date: 10/26/2017 MIN. TOP ANCH ROD COVER ri / I ty U F. - - - ER BOLT CIRED PIER DIAMETER Required Lap Length + Max distance between anchor and rod + 0.5*Bar diameter + 0.5*Anchor diameter + Top cover VER1 RE Page 43 of 52 EPRIM Mij : JOB NO.: U1085-629-171 PROJECT: CARLSBAD ELLERY RESERVOIR Anchorage Embedment Design Vertical Bar Size: #8 Conc. Comp. Strength: 4000 psi Pier Diameter: 5.5 ft Pier Depth: 29.5 ft Top of Pier Elevation: 6 inches Concrete Volume 26.4 yards Side Conc. Cover: 4 inches Top Conc. Cover: 3 inches Bolt Circle Dia.: 42.5 inches Horizontal Tie Size: #5 # Anchor Rods: 6 Anchor Rod Dia: 2.00 inches Vt (bar loc. factor): 1.0 ACI 12.2.4a We (epoxy coating factor): 1.0 ACI 12.2.4b Vs (bar size factor): 1.0 ACI 12.2.4.c X (concrete type factor): 1.0 ACI 12.2.4.d Bar Diameter: 1.0 in Horiz. Tie Diameter: 0.6 in Min.Clr Dist. Btwn Anchor & Vert: 5.1 in Req'd Lap Length: 37.0 iACli2.2. Mm. Required Embedment Depth: 46.6 in Transverse Reinforcement Design (see IBC Sections 1810.3.9.4.1 and 1810.3.9.4.2) Seismic Design Category: D Site Class: C Type of Transverse Reinforcement: Spiral Transverse f: 60 ksi Seismic Hooks Required? Yes Tie Size OK? Yes Spacing at Top of Pier: 4in Spacing at Bottom of Pier:F]12:] in Total Pier Length 30 ft Top Pier Length: 16.5 ft Bottom Pier Length: 13.5 ft Page 44 of 52 - 'j AW HP-7E JOB NO.: U1085-629-171 PROJECT: CARLSBAD ELLERY RESERVOIR Drilled Pier Design Design Loads (Factored I 4j: Max. Shear, V /0.75 = 1 36.8 k Max. Down, P,-down / 0.75 k Max. Moment, M / 0.75 = 1,383.3 k-ft Max. Uplift, U-UPIift / 0.75 (optI) = 0.0 Ilk Pier Properties: Pier Diameter, b: 5.5 ft Volume of Concrete: 713 Mm. Pier Diameter, bmjn (optI): 4.0 ft Volume of Concrete: ~ft' 26.4 yd Top of Pier Elevation: 0.50 ft Weight of Concrete: 106.9 1k Pier Depth, d: 29.5 ft Mm. Pier Depth, dmin (opt'l): ft Max. Pier Depth, dmax (optI): ft Soil Properties: Allow. Bearing Pressure: 4,500 psf Optional Parameters for Uplift: Factor of Safety: 2 1/3 increase for short term loads? No Skin Friction: psf Ift Bearing, S: Factor of Safety: Lateral 350 pcf Top Length to Ignore: Factor of Safety: 1 1/3 increase for short Max. Lateral Bearing (optI): psf term loads? Top Depth to Ignore: 1 ft Combine w/ Bearing: 1/3 increase for short term loads? No 1/2' deflection at ho pier allowed: No Check Bearing: Bearing Capacity: I 213.8 1k Bearing capacity OK. Check Lateral Bearin Applied Lateral Force, P: 36,755 lb Point of Application, h: 39.1 ft Si max: psf S1: 1,400 psf A = 2.34*P/(Sib): 11.17 Required Pier Depth, dreqd: •291 ft Lateral bearing capacity OK. 198.6%; Title Block Line 1 You can change this area using the "Settings menu item and then using the "Printing & Title Block selection. Page 45 of 52 I itie block Line b Printed: 26 OCT 2017, 3:31 PM Concrete Column natonal, Inc\U1085-629-171 Ellery Reservoir (CA, 60' Monoeuc, G) Special w long upper tninks\ENG\Ener\pier.ecl I ENERCALC, INC. 1983-2017. Build:6.17.3.17, Ver:6.17.3.17 Description : Pier Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information --. - Pc : Concrete 28 day strength = 4.0 ksi Overall Column Height = 30.0 ft E = 3,605.0 ksi End Fixity Top Free, Bottom Fixed Density = 145.0 pcf Brace condition for deflection (buckling) along columns: = 0.850 X-X (width) axis: fy - Main Rebar 60.0 ksi Fully braced against buckling along X-X Axis E - Main Rebar = 29,000.0 ksi Y-Y (depth) axis: Allow. Reinforcing Limits ASTM A615 Bars Used Fully braced against buckling along Y-Y Axis Min. Reinf. = 0.50% Max. Reinf. 8.0% Eiumn Cross Section 1 Column Dimensions: 66.0in Diameter, Column Edge to Rebar Edge Cover = 4.625in Column Reinforcing: 22.0 - #8 bars )olied Loads Entered loads are factored oer load combinations user. Column self weight included : 103,349 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 30.0 ft above base, D = 16.10 k BENDING LOADS Lat. Point Load at 30.0 ft creating Mx-x, W = 27.60 k Moment acting about X-X axis, W = 1,038.0 k-fl rbEsiGN SUMMARY Load Combination +0.900+W+0.90H Maximum SERVICE Load Reactions.. Location of max.above base 29.799 ft lop along Y-Y 0.0 k Bottom along Y-Y 0.0 k Maximum Stress Ratio 0.771 : i Top along X-X 27.60 k Bottom along X-X 27.60 k Ratio = (PuA2+MuA2)A.5 I (PhiPnA2+PhiMnA2).5 Pu = 107.504 k 9 "Pn= 122.998k Mu-x= -1,866.0 k-ft (4) *Mnx= 2,470.10k-ft Maximum SERVICE Load Deflections Mu-y = 0.0 k-ft 9 * Mn-y = 0.0 k-ft Along Y-Y 0.3660 in at 30.0 ft above base for load combination : W Only Mu Angle = 180.0 deg Along X-X 0.0in at 0.0 ft above base Mu at Angle = 1,866.0 k-ft (pMn at Angle = 2,419.86 k-ft for load combination: Pn & Mn values located at Pu-Mu vector intersection with capacity curve Column Capacities... General Section Information. = 0.750 p = 0.850 0 = 0.850 Pnmax: Nominal Max. Compressive Axial Capacity 12,615.8k p : % Reinforcing 0.5080 % Rebar% Ok Pnmin: Nominal in. Tension Axial Capacity -1,042.80 k Reinforcing Area 17.380 in A2 ( Pn, max: Usable Compressive Axial Capacity 8,042.55 k Concrete Area 3,421.19 inA2 ( Pn, mm : Usable Tension Axial Capacity -782.10 k Title Block Line 1 Page 46 of 52 You can the' this area usih the Settings' menu item and then using the Printing & Title Block selection. Title Block Line 6 Printed: 26 OCT 2017, 3:31 PM Concrete Column lational, lnc\U1085-629-171 Ellery Reservoir (CA, 60' Monoeuc, G) Special w long upper trunks\ENG\Ener\pier.eci ENERcALC. INC. 1983-2017, Build:6.17.3.17. Ver:6.17.3.17 Description : Pier I Governing Load Combination Results Governing Factored Moment Dist. from Axial Load Bending Analysis k-ft Utilization Load Combination -. - - - X-X Y-Y base ft Pu u.p * Pn x' x * Mux 6y y * Muy Alpha (deg) 8 Mu Mn Ratio +1.40D+1.60H 29.80 167.23 8,042.55 0.000 0.021 +1.20D+0.50Lr+1.60L+1.60H 29.80 143.34 8,042.55 0.000 0.018 +1.20D+1.60L+0,50S+1.60H 29.80 143.34 8,042.55 0.000 0.018 +1.20D+1.60Lr+0.50L+1.60H 29.80 143.34 8,042.55 0.000 0.018 +1.20D+1.60Lr+0.50W+1.60H Actual 29.80 143.34 468.40 1.000 -933.00 180.000 933.00 3,087.03 0.302 +1.20D+0.50L+1.60S+1.60H 29.80 143.34 8,042.55 0.000 0.018 +1.20D+1.60S+0.50W+1.60H Actual 29.80 143.34 468.40 1.000 -933.00 180.000 933.00 3,087.03 0.302 +1.20D+0.50Lr+0.50L+W+1.60H Actual 29.80 143.34 221.82 1.000 -1,866.00 180.000 1,866.00 2,619.93 0.712 +1.20D+0.50L+0.50S+W+1.60H Actual 29.80 143.34 221.82 1.000 -1,866.00 180.000 1,866.00 2,619.93 0.712 +1.200+0.50L+0,70S+E+1.60H 29.80 143.34 8,042.55 0.000 0.018 +0.900+W+0.90H Actual 29.80 107.50 123.00 1.000 -1,866.00 180.000 1,866.00 2,419.86 0.771 +0.90D+E+0.90H 29.80 107.50 8,042.55 0.000 0.013 [Maximum Reactions Note Only non zero reactions are listed X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k.ft Mx - End Moments Load Combination © Base @ lop @ Base @ Top @ Base @ Base @ Top @ Base © Top +D+H 119.449 +D+L+H 119.449 +D+Lr+H 119.449 +D+S+H 119.449 +D+0,750Lr+0,750L'-H 119.449 - +D'-0,750L+0,750S+H 119.449 +D+0.60W+H 16.560 16.560 119.449 1119.600 622.800 +D+0,70E+H 119.449 +D'i-0,75OLr+0,750L+0,450W+H 12.420 12.420 119.449 839.700 467.100 +D+0,750L+0.750S+0,450W+H 12.420 12.420 119.449 839.700 467.100 +D+0,750L+0,750S+0.5250E+H 119.449 +0.60D+0,60W+0,60H 16.560 16.560 71.669 1119.600 622.800 +0.60D+0.70E+0,60H 71.669 DOnly 119.449 LrOnly LOnly SOnly - W Only 27.600 27.600 1866.000 1038.000 E Only H Only ['Maximum Moment Reactions Note: Only non-zero reactions are listed. Moment About X-X Axis Moment About Y-Y Axis Load Combination © Base © Top @ Base © Top +D+H k-ft k-ft +D+L+H k-ft k-ft +D+Lr+H k-ft k-ft +D+S+H k-ft k-ft +D+0.750Lr+0,750L+H k-ft k-ft +D+0.750L+0.750S+H ' k-ft k-ft +D+0.60W+H 1,119.600 622.800 k-ft k-ft +D+0.70E+H k-ft k-ft +D+0.750Lr+0750L+0450W+H 839.700 467.100 k-ft k-ft +D+0.750L+0.750S+0.450W+H 839.700 467.100 k-ft k-ft +D+0.750L+0.750S+0.5250E+H k-ft - k-ft +0.60D+0,60W+0,60H 1,119.600 622.800 k-ft k-ft +0.60D+0,70Ei-0,60H k-ft . k-ft D Only k-ft k-ft LrOnly k-ft k-ft L Only k-ft k-ft S Only k-ft k-ft W Only 1,866.000 1,038.000k-ft k-ft Title Block Line 1 YOu can change this area using the "Settings menu item and then using the Printing & Title Block selection. Page 47 of 52 I me blOCK Line p Printed: 26 OCT 2017, 3:31 PM Concrete Column iational, In6U1085-629-171 Ellery Reservoir (CA, 60' Monoeuc, G) Special w long upper trunks\ENG\Ener\pier.ecl I ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 Description : Pier [laximum Moment keactions - - . 1 Note: Only non-zero reactions are listed. Moment About X-X Axis Moment About Y-Y Axis Load Combination @ Base @ lop @ Base © Top E Only k-ft k-ft H Only k-ft k-ft r Maximum Deflections for Load Combinations - - Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in, 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.220 in 30.000 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.165 in 30.000 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.165 in 30.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.220 in 30.000 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft LrOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft 1 Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.366 in 30.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft [-Sketches -. . - - - 1 V M.y Loads Loong along X.X &xis Looking along Y.Y oods riiIeraction Diagrams Page 48 of 52 Title Block Line 1 You can change this area usthg the "Settings" menu item and then using the "Printing & Title Block selection. Title Block Line 6 Printed: 26 OCT 2017, 3:31PM Concrete Column iational, Inc\U1085-629-171 Ellery Reservoir (CA, 60' Monoeuc, G) Special w long upper trunks\ENG\Ener\pier.ecl I ENERcALc, INC. 1983-2017, Build:6.17.3.17,Ver:6.17.3.17 Description: Pier Concrete Column P-M Interaction Diagram 8,475.0 Phi • Mn @ Alpha (k-ft) - ;.'' ------- 1 7,627.5 6,780.0 5,932.5 - 4 5,085.0 - 4,237.5- 3,390.0 - 2,542.5- 4 1,695.0- L 847.5 .0 639. 1,27a.e1,9i9.72,559.63,199.53839.44,479.35,1i9.25,759.m,u.( 0 Load Carob. 01.40001.60H, Alpha- 0,0deg, (16723, 0.00) Concrete Column P-M Interaction Diagram 8,475.0 Phi * Mn @ Alpha (k-it) Concrete Column P-M Interaction Diagram 8475.0 Phi * Mn @ Alpha (k-it) 7,627.5- 6,780.0-- 5,932.5- tH 5,085.0 - 4,237.5 , . 3,390.0 . . . ,OL 2542.5 ' a- 1,695.0 , 847.5 0 Load Carob. = 01.20000 5OLrol.60La1.60H, radpha= 0.odog, (143.34, 0.00) Concrete Column P-M Interaction Diagram 8,475.0 - Phi *Mn@ Alpha (kft) - =1 7,627.5 6,780.0 - - - 5,932.5 5,085.0 4,237.5 3,390.0 2,542.5 --'-- ................- 1,695.0 ..........1. 847.5 , 4 7,627.5 - 6,780.0- 5,932.5- 5,085.0 - 4,237.5 , 3,390.0 E 2,542.5 - 1,695.0 ' 847.5 , 0 Load Carob. = 01.20001 60La0.50Sa1.60H, Alpha= 0.0349, (143,34, 0.00) 0 Load Carob, = 01 20001.60Lra0.50L04,60H. Alpha= 0.0deg, (143.34, 0.00) Title Block Line 1 Page 49 of 52 Ycsu can change this area using the Settings menu item and then using the Printing & Title Block selection. Title Block Line 6 Printed: 26 OCT 2017, 3:31 PM Concrete Column iational, Inc\U1085-629-171 EVery Reservoir (CA, 60' Monoeuc, 0) Special w long upper ttunks\ENG\Ener\pier.ecl ENERcALc, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 I Ii. Description : Pier Concrete Column P-M Interaction Diagram 8,475.0 Phi * Mn @ Alpha (k-fl) - 7,627.5 6,780.0 4 - 5,932.5 . - 5,085.0 : 4,237.5 - \\ 3,390.0 ' - .... ....... 2,542.5 1,695.0 -- r 847.5 __- 639.9 1,279.81,919.72,559.63,199.b3839.44,479.35,119.25,759.164,.0 0 10*4 Comb, o1,20Do1,60L,00,50Wo1.60H, Alpho= 180.odeg, (143.34, 933.00) Concrete Column P-M Interaction Diagram 8,475.0 Phi * Mn @ Alpha (k-fl) 7,627.5 6,780.0 5,932.5 5,085.0 '. 4,237.5 ., c 3,390.0 , 2,542.5 . . .. - . 1,695.0 . 847.5 .0 639.9 1,279.81,919.72,55910,1 99.53,839.44,479.T3,119.3,759.16,399.1 0 Lood comb, = o12000050L0160001600 Oiph** 0.odog, 143.34, 0.00) Concrete Column P-M Interaction Diagram 8,475.0 Phi • Mn @ Alpha (k-ft) '0 --. 7,627.5 . - 6,780.0 5,932.5 . . 5,085.0- 4,237.5 3,390.01 -EL - 2,542.5 zz 1,695.0 847.5 zz '0 b39.9 1279.81,919.7d,559.b3,199.53,839.44,479.35,119.25,759.16,399.( 0 Load Comb. ol.20Do1.60000.SOW*1.601'I, Alpha 180.odeg, (143.34,93300) Concrete Column P-M Interaction Diagram 8,475.0 , , Phi * Mn @ Alpha (k-fl) 7,627.5-- 6,780.0 5,932.5 5,085.0 - 4,237.5 3,390.0 11 2,542.5 7- 7 1,695.0- 847.5 0 - 0 . b,49.9 1,279.81 ,919.72,5b9.b3,199.53,839.44,479.35119.25,759.16399.l 0 LOad Comb. ,o1,20Do0 50L100.50LoWo1.BOH, AIphe 180 Odog, (143 34, 1,866 00) Title Block Line 1 You can change this area using the "Settings menu item and then using the "Printing & Title Block selection. Title Block Line 6 Concrete Column iahional, Lic. #: KW-06004714 Description : Pier Concrete Column P-M Interaction Diagram 8,475.0 Phi * Mn @ Alpha (k-fl) 7,627.5 , 6,780.0 - - 5,932.5 - 5,085.0 4,237.5 4 , 3,390.0 2,542.5 , 1,695.0 - .. -.-- 847.5 0 .) 639.9 1,279.91,919.72,559.b3,199.53,839.44,479.35,119.Z5,759.16,Sn9.O 0 toed Comb. = 01 20D+0.50L+0.5000W+1.608, Alpha= 180.0deg, (143.34,1,86600) Page 50 of 52 Printed: 26 OCT 2017, 3:31 PM Ellery Reservoir (CA, 60' Monoeuc, G) Special w long upper trunks\ENG\Ener\pier.ecl ENERCALc. INC. 1983-2017. Build:6.17.3.17. Ver:6.17.3.17 Concrete Column P-M Interaction Diagram 8,475.0 Phi Mn @ Alpha (k-fl) 7,627.5 6,780.0 5,932.5 - I 5,085.0- 4,237.5 7 3,390.0 2,542.5 1,695.0 z 847.5 .4 639.9 1,279.81,919.7,559.b3,199.53,839.44,479.35,119.25,759.16,399.( 0 toed Comb 01 20Do0.50L00.7000EC1.600, Alpha= 0.odeg, (143,34, 0.00) 8,475.0 7,627.5 6,780.0 5,932.5 5,085.0 4,237.5 3,390.0 2,542.5 1,695.0 847.5 Concrete Column P-M Interaction Diagram Phi * Mn @ Alpha (k-fl) 0 Load Comb. = 00,9000WOO,901-1, Alpha= 180.0d8g, (107,50. 1.866.00) Concrete Column P-M Interaction Diagram 8,475.0 Phi • Mn @ Alpha (k-fl) 7,627.5-- 6,780.0 5,932.5 5,085.0 - 4,237.5 °- 3,390.0 . 4- :. ' .., . Q- 2,542.5 -- 1,695.0- 847.5 b39.9 1,279.81,919.72,559.63,199.53,839.44,479.35,119.25,759.16,399.l 0 toed Comb. = 00 9000EOO 900 Alpha= 0.0deg, (107.50. 0.00) 3/22/2017 Design Maps Summary Report LJSGS Design Maps Summary Report User-Specified Input Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 33.1650N, 117.3223°W Site Soil Classification Site Class C - "Very Dense Soil and Soft Rock" Risk Category I/Il/Ill Page 51 of 52 (M0T1 *i Muni 1/4/ AIrjo,1 - - •' I - c• - - - Li Carisba - J cF4. N ,l\ .\ S 4. .1' .1 • • : -I • ;'- - USGS-Provided Output S = 1.108 g S = 1.108 g SDS = 0.739 g S1 = 0.426 g SM1 = 0.586 g SDI = 0.390 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCFR Ressip wise Sadrum Design R st'erise Stirn iza ; 0.72 cLra 0A 0.24 0.12 XI Prod. I (a) Period. T (a) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. 1/1 ASCE 7-10 Windspeeds (3-sec peak gust in mph*): ASCE 7-05 Windspeed: 85 (3-sec peak gust in mph) ASCE 7-93 Windspeed: 70 (fastest mile in mph) Query Date: Mon Mar 20 2017 Latitude: 33.1650 Longitude: -117.3223 Risk Category 1:100 Risk Category II: 110 Risk Category III-IV: 115 MRI** 10-Year: 72 MRI** 25-Year: 79 MRI** 50-Year: 85 MRI 100-Year: 91 Search Results -- - ,,- ---•SOTh OREGON DAKOTA - WYOMING - -* NEBRASKA ( NEVADA V .. United States - ,LTAI'4 San FFancisco-, COLORADO KANSAS CLIrOA gas It - ~KLAHOJ - -: Los Aç: ARIZONA Son Diegc Dallas \ - TEXAS DUB 01 MexIco, \ - Mexico City, .. - Map data S2017 Google, INEGI 3/20/2017 Search Results for Map Page 52 of 52 ASCE 7 Windspeed ASCE 7 Ground Snow Load Related Resources Sponsors About ATC Contact *Mibs per hour Mean Recurrence Interval Users should consult with local building officials to determine if there are community-specific wind speed requirements that govern. ME - Print your results WINDSPEED WEBSITE DISCLAIMER While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the windspeed report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the windspeed report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the windspeed load report. Sponsored by the ATC Endowment Fund . Applied Technology Council 201 Redwood Shores Parkway, Suite 240 • Redwood City, California 94065. (650) 595-1542 1/1 fIfl//O&/OfWtVI : .. . Geotechnical & Environmental Sciences Consultants . . . . C) co October 5, 2017 . . c* Project No. 107596005 CD 0 .. • : .Cq . .• . W >- .. . . . . Mr. Julio Medina Assoc. AlA . . . •:.to Siliman Wright Architects . . . 7515 Metropolitan Dr Suite 400 . . San Diego, California 92108. •• . ... . . Subject: Geotechnical Review of Project Plans Ellery Reservoir Sheriff's Tower Carlsbad, California . . . Dear Mr. Medina: In accordance with your request and authorization, we have reviewed the referenced project plans for conformance with our geoteOhnical evaluation report and addendum reports (Ninyo & Moore, 2017a, 2017b, and 2017c). Based on our review of the project plans, we note the following: , Grading Plan, Sheet 1: Our addendum reports should also be referenced in addition to o r geotechnical report. . ..,. Grading Plan, Sheet 6 and 8: The pile spacing for some of the piles is not in accordance with our recommendation. For example, the spacing of 3 feet diameter piles is shown as 8 feet. In our1 referenced second addendum report (Ninyo & Moore, 2017c), in the Soldier Pile and Lagging Wall Recommendations section, we recommended the center-to-center spacing of piles should be no less than three times the nominal diameter of the pile. .• Grading Plan, Sheet 7: Miradrain is misspelled in several locations. Grading Plan, Sheet 9: Geotechnical report from other consultant for a different project is included. This should be replaced with Ninyo & Moore geotechnical and addendum reports. Grading Plan, Sheet 9: References to 2013 CBC should be replaced with 2016 CBC. Structural Plan, Sheet S5: General Note 6 shows Type II cement. We recommend using Type lIN cement as noted in Section 8.7, Concrete, Of our geotechnical report. Structural Plan, Sheet S5: Soil classification is shown as 'SP'. This should be replaced with 'SM and SC' based on our boring logs. . • . Structural Plan, Sheet S1.0: In seismic design criteria, Site Class D was considered that does not match the Site Class and seismic parameters in Structural Plan SI and our geotechnical report that recommended Site Class C. However, we note that Site Class D is conservative. 5710 Ruffin Road I San Diego, California 92123 1 p. 858.576.1000 www.ninyoandmoore.com Structural Plan, Sheet S1.0:- Soil classification is shown as 'SM' in Foundation Note 3. This should be replaced with 'SM and SC' (Silty Sand and Clayey Sand) based on our boring logs. .- Structural Plan, Sheet S1.0: CLSM and concrete sections show Type II cement. We recommend using Type IIN cement as noted in Section 8.7, Concrete, of our geotechnical report. Based on our review, the project plans generally conform to the recommendations and findings presented in the project geotechnical report, with the exceptions and revisions noted above. We appreciate the opportunity to be of service. - - Respectfully submitted, FIEssIO Ap Madan Senior !IinP rGE ': Ronald 8. Halbert ' PE 0:::~jfESS11 9'Principal Engineer vi MAC/RSH Ca Ui Attachment: References . Distribution: (1) Addressee (via e-mail) - - CM OF C Ninyo & Moore I Ellery Reservoir Sheriffs Tower, Carlsbad, California 1 107596005 1 October 5, 2017 2 REFERENCES City of Carlsbad, 2017, Civil/Grading Plans, Carlsbad Ellery Reservoir WCF, Project No. CUP 16-07, Carlsbad, California, Sheets I through 9 dated August 5 and September 5 Ninyo & Moore, 2017a, Geotechnical Evaluation, Ellery Reservoir Sheriffs Tower, Carlsbad, California, Project No 107596005 dated March 21 Ninyo & Moore, 2017b, Addendum to Geotechnical Evaluation Ellery Reservoir Sheriffs Tower, Carlsbad, California, Project No 107596005 dated May 3 Ninyo & Moore 2017c, Second Addendum to Geotechnical Evaluation, Ellery Reservoir Sheriff's Tower, Carlsbad, California, Project No. 107596005: dated August 21. Sillman Wright Architects, 2017, Architectural and Structural Plans, Ellery Reservoir RCS Site, TO #11, Carlsbad, California: dated February 20, March 21, and June 26. Ninyo & Moore Ellery Reservoir Sheriffs Tower, Carlsbad, California I 107596005 1 October 5, 2017 (JJjABC Acoustics, Inc. LJ_ NOISE CONTROL EXPERTS August 24, 2017 Mr. Larry Sillman Sillman Wright Architects 7515 Metropolitan Dr., Suite 4000 San Diego, CA 92108 Re: Carlsbad Ellery Reservoir, RCS Site, Carlsbad Noise Impact Assessment (ABC Report No: 2430PR1) Larry, This letter is to confirmthat noise abatement recommendations presented in the Noise Impact Assessment Report prepared for the above project (ABC Report #2430R, November 20, 2016) have been incorporated and noted in the Project's Plans. Please do not hesitate to contact me if you have any questions. Sincerely, iarflhnao6 Sharo T. Sanavi Principal STS: sts r2430pr1 Larry Sillman C-7585 August 24 2017 -;5Qt i:-Lr iso. ( 0C - VtD. 1Z5. 7660 Fay Avenue, Suite H-I 50", La Jolla, CA 92037, USA Phone: (858) 550-9055 www.ab.cacoustics.com GENERAC INDUSTRIAL ___________ POWER RE" STATEMENT OF EXHAUST EMISSIONS' :. 2017 GENERAC DIESEL FUELED GENERATOR .. NOV 22 2017 CITY OF C RLSBAD BUILDING DIVISION The measured emissions values provided here are proprietary to Generac and it's authorized dealers. This information may only be disseminated upon request, to regulatory governmental bodies for emissions permitting purposes orto specifying organizations as submittal data when expressly required by project specifications, and shall remain confidential and not open to public viewing. This information is not intended for compilation or sales purposes and may not be used as such, nor may it be reproduced without the expressed written permission of Generac Power Systems, Inc. The data provided shall not be meant to include information made public by Generac. Generator Model: S0050 EPA Certificate Number: HKMC11.3.4043-001 kW, Rating: . 50. ' . , GARB Certificate Number:. . Not Applicable Engine Family: IIKMCL3.41 D43 ' SCAQMD CEP Number: 536263 Engine Model: D34001-Oenl . .. Emission Standard Category: Tier 3 Rated Engine Power (BHP)*: 85 . . ' , , CertificatiOn Type: : Stationary Emergency Cl Fuel Consumption (gaVhr)*: 4.32 . ,. ' , . (40 CFR Part 60 Subpart Ill Aspiration: Turbo/Aftercooled Rated RPM: .. 1800 . . . . *Engine Power and Fuel Consumption are declared by the Engine Manufacturer of Record and the U.S. EPA. Emissions based on engine power of specific Engine Model. (These values are actual composite weighted exhaust emissions results over the EPA 5-mode test cycle.Wr CO ' . NOx + NMHC PM 3.50 .3.7.0 , • 0.15 Grams/kW-hr 2.61 . . 2.78 0.11 ' Grams/bhp-hr The stated values are actual exhaust emission test measurements obtained from an engine representative of the type described above. Values based on 5mode testing are official data of record as submitted to regulatory agencies for certification purposes. Testing was conducted in accordance with prevailing EPA protocol, which is typically accepted by SCAQMD and other regional authorities. No emissions values provided above are to be construed as guarantees of emission levels for any given Generac generator unit. Generac Power Systems, Inc. reserves the right to revise this information without prior notice. Consult state and local regulatory agencies for specific permitting requirements. The emission performance data supplied by the equipment manufacturer is only one element required toward completion of the permitting and installation process. State and local regulations may vary on a case-by-case basis and local agencies must be consulted by the permit application/equipment owner prior to equipment purchase or installation. The data supplied herein by Generac Power Systems cannot be construed as a guarantee of installability of the generating set. F Generac Power Systems, inc. I P0, Box I Waukesha, WI 53187 •MI 1 NI :3Q R. (262) 544-4811 © 2017 Generac Power Systems, Inc. All rights reserved. All specifications are subject to change w o notice. Rev. A 01/09/17 90050 3.4L 150 kW GENERAC I INDUSTRIAL POWER I INDUSTRIAL DIESEL GENERATOR SET •.• RECEVED EPA Certified Stationary Emergency NOV 2 2 2017 - -• '- BUILogr' STANDBY POWER RATING DIVISION 50 kW, 63 kVA, 60 Hz •• I' /\ •• ri:. PRIME POWER RATING* 45 kW, 56 kVA, 60 Hz o 00 . .- 0 0 -A. _K> [ [=0 o[k Built in the USA using domestic and foreign parts EPA Certified Prime ratings are not available in the U.S. or its Territories Image used for illustration purposes only **Certain options or customization may not hold certification valid. . . . CODES AND STANDARDS POWERING AHEAD Generac products are designed to the following standards: . For over 50 years, Generac has led the industry with innovative design and superior manufacturing. cus UL2200, UL508, 1.11-142, UL498 Generac ensures superior quality by designing and manufacturing most of its generator components, including NFPA NFPA70, 99,110,37 . alternators, enclosures and base'tanks, control systemsand • communications software. n Befc NEC700 701 702, 708 • Generacs gen sets utilize a wide variety of options, configurations and arrangements, allowing usto meet the 1S09001, 8528, 3046, 7637, • standby power needsof practically every application. 'I Pluses #2b, 4 Generac searched globally to ensure the most reliable • • • • • • engines power our generators. We choose only engines that NEIIIt4 NEMA ICS10, MGi, 250, ICS6, AB1 have already been proven in heavy-duty industrial application under adverse conditions. • ANSI C62.41 Generac is committed to ensuring our customers' service • • support continues aftertheir generator purchase. • . ii SDO5O 341 50 kW GENERAC INDUSTRIAL -I POWER INDUSTRIAL DIESEL GENERATOR SET EPA Certified Stationary Emergency STANDARD FEATURES ENGINE SYSTEM ALTERNATOR SYSTEM ENCLOSURE (IF SELECTED) General : • UL2200 GENprotect Rust-proof fasteners with nylon washers to Oil Drain Extension 12 leads (3 phase non 600 V) protect finish Air Cleaner Class H insulation material High performance sound-absorbing material Fan Guard Vented rotor Gasketed doors Stainless Steel flexible exhaust connection 2/3 pitch Stamped air-intake louvers Critical Exhaust Silencer (enclosed only) Skewed stator Air discharge hoods for radiator-upward pointing Factory Filled Oil Auxiliary voltage regulator power winding Stainless steel lift off door hinges Radiator Duct Adapter (open set only) Amortisseur winding Stainless steel lockable handles Fuel System Brushless Excitation Rhino Coat'- Textured polyester powder coat Fuel lockoff solenoid Sealed Bearings TANKS (IF SELECTED) Primary fuel filter Automated manufacturing (winding, insertion, UL 142 lacing, varnishing) Cooling System Rotor dynamically spin balanced Double wall Closed Coolant Recovery System Full load capacity alternator Vents UV/Ozone resistant hoses Protective thermal switch Sloped top Factory-Installed Radiator Sloped bottom Radiator Drain Extension GENERATOR SET Factory pressure tested (2 psi) 50/50 Ethylene glycol antifreeze Internal Genset Vibration Isolation Rupture basin alarm 120 VAC Coolant Heater Separation of circuits - high/low voltage Fuel level Engine Electrical System Separation of circuits - multiple breakers Check valve in supply and return lines Silencer Heat Shield IM C:a Textured polyester powder coat : i es ar ware Battery charging alternator Battery cables Wrapped Exhaust Piping Battery tray Silencer housed in discharge hood (enclosed only) Solenoid activated starter motor Standard Factory Testing Rubber booted engine electrical 2 Year Limited Warranty (Standby rated Units) connections 1 Year Limited Warranty (Prime rated Units) Silencer mounted in the discharge hood (enclosed only) CONTROL SYSTEM Power Factor Single point ground kW Hours, Total & Last Run 15 channel data logging Real/Reactive/Apparent Power 0.2 msec high speed data logging All Phase AC Voltage Alarm information automatically comes up All Phase Currents on the display Oil Pressure • Coolant Temperature Alarms Coolant Level oil Pressure (Pre programmable Low u c6 Engine Speed Pressure Shutdown) Battery Voltage Coolant Temperature (Pre-programmed Frequency High Temp Shutdown) Date/Time Fault History (Event Log) Coolant Level (Pre-programmed Low Level Control Panel lsochronous Governor Control Shutdown) Waterproof/sealed Connectors Low Fuel Pressure Alarm Digital H Control Panel - Dual 420 Display Audible Alarms and Shutdowns Engine Speed (Pre-programmed Over Programmable Crank Limiter i Not n Auto (Flashing Light) speed Shutdown) 7-Day Programmable Exerciser Auto/Off/Manual Switch Battery Voltage Warning Special Applications Programmable PLC •• E-Stop (Red Mushroom-Type) Alarms & warnings time and date stamped RS-232/485 •: NFPA1 10 Level I and II (Programmable) Alarms & warnings for transient and steady All-Phase Sensing DVR Customizable Alarms, Warnings, and state dl ions Full System Status I Events • I • Snap shots of key operation parameters Utility Monitoring : • Modbus protocol during alarms & warnings Low Fuel Pressure Indication • Predictive Maintenance algorithm Alarms and warnings spelled out (no alarm 2-Wire Start Compatible Sealed Boards codes) Power Output (kW) Password parameter adjustment protection SD050 341 50 kW GENERAC INDUSTRIAL _________ I POWER INDUSTRIAL DIESEL FNFRATflR SFT EPA Certified Stationary Emergency CONFIGURABLE OPTIONS ENGINE SYSTEM CIRCUIT BREAKER OPTIONS TANKS (Size on last page) General 0 Main Line Circuit Breaker 0 Electrical Fuel Level 0 Oil Heater 0 2nd Main Line Circuit Breaker 0 Mechanical Fuel Level O Industrial Exhaust Silencer 0 Shunt Trip and Auxiliary Contact 0 54 Gal (204.4 L) Usable Capacity 0 Electronic Trip Breaker 0 132 Gal (499.7 L) Usable Capacity • 0 211 Gal (798.7 L) Usable Capacity Fuel System GENERATOR SET 0 300 Gal (1135.6 L) Usable Capacity 0 Flexible fuel lines 0 Gen-Link Communications Software 0 8" Fill Extension O Primary fuel filter (English Only) 0 13" Fill Extensin Engine Electrical System 0 8 Position Load Center 0 19 Fill Extension 0 1 O UL battery charger 0 2 Year Extended Warranty CONTROL SYSTEM 0 5 Year Warranty 0 2.5A UL battery charger 0 5 Year Extended Warranty 0 21-Light Remote Annunciator 0 Battery Warmer 0 Remote Relay Panel (8 or 16) ENCLOSURE 0 Oil Temperature Sender with Indication ALTERNATOR SYSTEM 0 Weather Protected Alarm 0 Remote E-Stop (Break Glass-Type, 0 Alternator Upsizing 0 Level 1 Sound Attenuation Surface Mount) Anti-Condensation Heater 0 Level 2 Sound Attenuation 0 Remote E-Stop (Red Mushroom-Type, 0 Tropical coating 0 Steel Enclosure Surface Mount) 0 Permanent Magnet Excitation 0 Aluminum Enclosure 0 Remote F-Stop (Red Mushroom-Type, 0 150 MPH Wind Kit Flush Mount) 0 Remote Communication - Modem 0 12 VDC Enclosure Lighting Kit 0 RemoteCommunication - Ethernet 0 120 VAC Enclosure Lighting Kit 0 1 O Run Relay O AC/DC Enclosure Lighting Kit 0 Ground Fault Indication and Protection ENGINEERED OPTIONS 0 Door Alarm Switch Functions ENGINE SYSTEM GENERATOR SET TANKS 0 Coolant heater ball valves 0 Special Testing 0 Overfill Protection Valve 0 Block Heaters 0 IBC Seismic Certification 0 UL2085 Tank 0 Fluid containment pans ULC S-601 Tank ALTERNATOR SYSTEM 0 3rd Breaker Systems CONTROL SYSTEM 0 Spare inputs (x4) / outputs (x4) - H Panel Only 0 Battery Disconnect Switch ENCLOSURE 0 Motorized Dampers 0 Door switched for intrusion alert 0 Enclosure ambient heaters 0 Stainless Steel Tank 0 Special Fuel Tanks (MIDEQ and FL DEP/DERM, etc.) 0 Vent Extensions RATING DEFINITIONS Standby 7 Applicable fora varying emergency load for the duration of a utility power outage with no overload capability. Prime - Applicable for supplying power to a varying load in lieu of utility for an unlimited amount of running time. A 10% overload capacity is available for 1 out of every 12 hours. The Prime Power option is only available on International applications. Power ratings in accordanôe with ISO 8528-1, Second Edition flflfl ' ill UIJUIU tI fl L'%AI UV rvv GENERAC INDUSTRIAL POWER INDUSTRIAL DIESEL GENERATOR SET EPA Certiñed Stationary Emergency APPLICATION AND ENGINEERING DATA ENGINE SPECIFICATIONS S General . Cooling System Make Generac : . Cooling System Type ' Closed Recovery 'EPA Emissions Compliance Stationary Emergency Water Pump Pre-Lubed, Self Sealing EPA Emissions Reference See Emissions Data Sheet . Fan Type Pusher Cylinder # 4 Fan Speed (rpm) NA Type In-Line : . ' Fan Diameter mm (in) ' 560 (22) Displacement - L (Cu In) 3.4 (207.48) Coolant Heater Wattage 1500 Bore, - mm (in) 98(3.86) .. . Coolant Heater Standard Voltage . 120 V /240 V Stroke - mm (in) 113 (4.45) : . - .• •. Compression Ratio 18.5:1 ' Intake Air Method Turbocharged/Aftercooled Fuel System Cylinder Head Type , Cast Iron OHV ' Fuel Type ' Ultra Low Sulfur Diesel Fuel Piston Type Aluminium ' , Fuel Specifications ' ASTM Crankshaft Type Forged Steel Fuel Filtering (microns) 10 Engine Governing Fuel Injection . Bosch (yE) Fuel Pump Type Engine Driven Gear Governor Electronic isochronous Injector Type Pintel -2100 PSI Frequency Regulation (Steady State) +/-0.25% ., •. , Fuel Supply Line mm (in) ' 7.92 (0.312) Fuel Return Line mm (in) ' 7.92 (0.312) Lubrication System .. . . . . Oil Pump Type . Gear • • . .. S • S Oil. Filter Type Full Flow Cartridge ' • Engine Electrical System Crankcase Capacity - L (qts) 7(7.4) ' ' System Voltage • 12 VDC Battery Charging Alternator •. 20 A Battery Size UOLUIY 01619705BY Battery Voltage ' 12VDC Ground Polarity ' Negative ALTERNATOR SPECIFICATIONS Standard Model 390 . ' ' . Standard Excitation Synchronous Poles 4 5 5.- .. Bearings Single Sealed Cartridge Field Type Revolving Coupling Direct, Flexible Disc Insulation Class - Rotor H • Load Capacity - Standby , 100% Insulation Class - Stator H Prototype Short Circuit Test Yes Total Harmonic Distortion <3% 5 Voltage Regulator Type Digital Telephone Interference Factor (TIF) <50 ' ' Number of Sensed Phases . All • • . ' Regulation Accuracy (Steady State) . ±0.25% SD050 3.41 150 kW GENERAC I INDUSTRIALPOWER I INDUSTRIAL DIESEL GENERATOR SET EPA Certified Stationary Emergency OPERATING DATA POWER RATINGS Standby Single-Phase 120/240 VAC 1.Opf 50 kW Amps: 208 Three-Phase 120/208 VAC @0.8pf 50 kW Amps: 173 Three-Phase 120/240 VAC @0.8pf 50 kW Amps: 150 Three-Phase 277/480 VAC @0.8pf 50 kW Amps: 75 Three-Phase 346/600 VAC @0.8pf 50 kW Amps: 60 STARTING CAPABILITIES (sKVA) sKVA.vs. Voltage Dip 480 VAC . 208/240 VAC A It. rn,t,r tAA! 11)0/ I LOL OflOL )OL ')flo/ 'ot i no/ 1 rol '5(50/ '50/ '5(50/ OCO/ QSJ/0 .3,5/0 Standard 50 34 52 69 86 103 120 26 39 52 65 77 90 Upsize 1 60 42 63 83 104 125 146 32 47 62 78 94 110 FUEL CONSUMPTION RATES* Diesel - gph (lph) Fuel Pump Lift - ft (m) . Percent Load ,. gph (Iph) 3(1) 25% 1.3 (4.92) 50% .. 2.3 (8.71) Total Fuel Pump Flow (Combustion -i-. RetUrn) . 75% 3.3 (12.50) 5.5 gph 100% 4.3 (16.36) * Fuel supply installation must accommodate fuel consumption rates at 100% load. COOLING Standby Coolant Flow per Minute gpm (1pm) 12.2 (46) Coolant System Capacity gal (L) 2.5 (9.5) Heat Rejection to Coolant BTU/hr 135,900 Inlet Air . cfm (m3/hr) 7500 (212) Max. Operating Radiator Air Temp F° (C°) 122(50) Max. Ambient Temperature (before derate) F° (CO) 104 (40) Maximum Radiator Backpressure in H0 0.5 COMBUSTION AIR REQUIREMENTS Standby Flow at Rated Power cfm (m3/min) 166 (4.7) ENGINE . EXHAUST Standby Standby Rated Engine Speed rpm __.1800 Exhaust Flow (Rated Output) cfm (m3/min) _448(12.7) Horsepowerat Rated kW**hp ____86 Max. Backpressure (Post Silencer) inHg (Kpa) 1.5(5.1) Piston Speed ft/min (rn/mm) _1335 ExhaustTemp(RatedOutput) _°F(°C)1044(562) BMEP Ipsi 169 Exhaust Outlet Size (Open Set) mm (in) 63.5 (2.5) ** Rater to 'Emissions Data Sheet" for maximum bHP for EPA and SCAOMD permitting purposes. Deration - Operational characteristics consider maximum ambient conditions. Derate factors may apply under atypical site conditions. Please consult a Generac Power Systems Industrial Dealer for additional details. All performance ratings in accordance with lS03046, 655514, 1S08528 and D1N6271 standards. L 3D050 I 3 4L I 50kW GENERAC TRIAL I POWER, INDUSTRIAL DIESEL GENERATOR SET EPA Certified Stationary Emergency DIMENSIONS AND WEIGHTS* OPEN SET USABLE ank H :O ±: 76 (1930 4)x38 (914.4) x 45 (1143) 1756(796) lbs (kg) T& Open Set 13 54(204.4) 76(1930.4) x 38(914.4) x 58(1473.2) 2236 (1014) 31 132 (499.7) 76(1930.4) x 38(914.4) x 70 (1778) 2466 (1119) 49 211(798:7). 76(1930.4) X 38(914.4) x82 (2082.8) 2675 (1213) L W 70 300(1135.6) 93(2362.2)x38(914.4)x86(2184.4) 2738(1242) STANDARD ENCLOSURE I RUN TIME USABLE WT lbs (kg) - Enclosure Only 1 HOURS CAPACITY Lx W x H in (mm) GAL (L) Steel Aluminum H NO TANK - 95 (2413)x38 (965.2) x 50 (1270) 13 54(204.4) 95 (2413)x38 (965.2) x 63(1600.2) 31 132 (499.7) 95 (2413) x 38(965.2) x 75 (1905) 334 (152) 115 (52) 49 211 (798.7) 95 (2413) x 38 (9652) x 87(2209.8) W 70 300 (1135.6) 95 (2413)x38 (9652)x91 (23114) LEVEL 1 ACOUSTIC ENCLOSURE / RUN TIME USABLE . WT lbs (kg) - Enclosure Only ID CAPACITY . Lx W x H in (mm) I GAL (L) Steel Aluminum L NO TANK - - 113 (2870.2) x 38(965.2) x 50(1270) H 13 54 (204.4) 113 (2870.2) x 38(965.2) x 63(1600.2) 31 132(4997) 113 (2870.2) x 38 (965.2) x 75 (1905) 435 (198) 150(68) 49 211(798.7) 113 (2870.2)x38 (965.2)x87 (2209.8) 70 300 (1135.6) 113(2870.2) x 38(965.2)091(2311.4) W LEVEL 2 ACOUSTIC ENCLOSURE RUN TIME USABLE WT lbs (kg) - Enclosure Only HOURS CAPACITY LoW x H in (mm) GAL (L) Steel Aluminum NO TANK - 95 (2413) x 38(965.2) x 62(1574.8) 13 54(204.4) 95 (2413) x 38(965.2) x 75 (1905) H 31 132 (499.7) 95 (2413) x 38(965.2)087(2209.8) 520 (236) 179(81) 49 211 (798.7) 95(2413)x38 (965.2) 099(2514.6) 70 300 (1135.6) 95 (2413) x 38(965.2) x 103 (2616.2) *All measurements are approximate and for estimation purposes only. Sound dBA can be found on the sound W data sheet. Enclosure Only weight is added to Tank & Open Set weight to determine total weight. L YOUR FACTORY RECOGNIZED GENERAC INDUSTRIAL DEALER I I Specification characteristics may change without notice. Dimensions and weights are for preliminary purposes only. Please consult a Generac Power Systems Industrial Dealer for detailed installation drawings. Generac Power Systems Inc I P.O. Box 8 1 Waukesha WI 53187 Part No 0K5090 R. (262) 544-4811 © 2015 Generac Power Systems, Inc. All rights reserved. All specifications are subject to change without notice. Rev. C 06/08/15 L~C Zo17 CITY OF CARLSBAD GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE r PROJECT INSPECTOR: DATE: PROJECT ID _- ø2 _Q.£UeRX_ LOTS REQUESTED FOR RELEASE TM3- UCLYT'7U3 _77M WARXYMON ViUY N/A = NOT APPLICABLE -'I = COMPLETE 0 = INCOMPLETE OR UNACCEPTABLE 1st 2nd. 1: Site access to requested lots adequate and logically grouped. 2.. Site erosion control measures adequate. Overall site adequate for health, safety and welfare of public. Letter from Owner/Dev. requesting partial release of specific lots, pads or bldg. 5 :8. 1/2" X 11" site plan (attachment) showing requested lots submitted. Compaction report from soils engineer submitted. (If soils report has been submitted with a previous partial release, a letter from soils engineer referencing the soils report and identifying specific lots for release lots shall accompany subsequent partial releases). EOW certification of work done with finish pad elevations of specific lots to be released. Letter must, state lot (s) is graded to within.a tenth (.1) of the .approved grading plan. Geologic engineer's letter if unusual geologic-or subsurface conditions exist, Fully functional fire hydrants: within 500 feet of building combustibles and an all weather roads access to site is required. Retaining walls installed. Adequate progress on installation of slope irrigation and landscape. Minimum 20'Wide all.. weather road, Sewer installed and available for use. Partial release of grading for the above stated lots, is approved for the purpose of building permit issuance. Issuance of building permits is still subject to all normal City requirements required pursuant to the building permit process. Partial release of the, site is denied for the following reasons: 1414 E1, EAVIOTW4 7F UfMY -WrbW1--7M IV 4-i'V1kKrSQ- A4!IIII*rDI(lh] Municipal Projects Date 'C\UsersljmcmaApDataLocal\Microsofl\Windows\Temporary nternetFiles\ContentOuLIôok\BZTUSG3VPartiaI Site Release.for Grading (2017-11-27),doc 2237 Janis Carlsbad City San Dieao ZipCode 'AP N# 92008 167-540-52-00 Zip Code Plan File# 92123- 823 AUG 2 1 20 Telephone # wflelheryour business WII use, process, orstore any at the following hazard flon Agency with JUrisdiction prior to plan Submittal, Facility's Square Footage (including proposed project): NA Organic Peroxides 9. Water Reactives Oxidizers 10. Cryogenics Pyrophorlcs 11. Highly Toxic or Toxic Materials Unstable Reactives 12. Radloactives 4llallingAcOress 5560 Overland Ave. Suite 410 Project Contact ' Thomas. Hoerstman © The foil' - PART I: FIRE DEPARTMENT— HAi Diego) Indicate by circling the Item F"Applicant must contact the Fire Protec Occupancy Rating: NA Explosive or Blasting Agents Compressed Gases Flammable/Combustible Liquids Flammable Solids BAD ION to Corrosives Other Health Hazards 11 None of These. I SION (HMD) If the answer to any ofAfW quite 110, San Diego, CA 92123. SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE RECORD ID#_ PLAN CHECK # USE ONLY BP DA San Sheriffs Wireless Div. Susan Willy Call (858) 505-6700 prior to the Issuance of a building permit FEES ARE REQUIRED Project Completion Date: 2017-10-31 Expected Date of Occupancy: 2017-10-31 0 CalARP Exempt YES NO (for new construction or remodeling projects) 0 0 Is your business listed on the reverse side of this form? (check all that apply). Date Initials 0 Will your business dispose of Hazardous Substances or Medical Waste in any amount? 0 0 Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 0 CalARP Required pounds and/or 200 cubic feet? 0 0 Will your business store or handle carcinogens/reproductive toxins in any quantity? Date Initials 0 0 Will your business use an existing or install an underground storage tank? 0 Will your business store or handle Regulated Substances (CalARP)? 0 CalARP Complete 0 0 Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? D 0 Will your business store petroleum in tanks or containers at your facility with a total facility storage capacity equal to Date Initials or greater than _1,320 gallons? _(Calilornias. Aboveground _Petroleum Storage Act). PART Ill: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT 1APCD) The following questions are intended to Identify the majority of air pollution issues at the planning stage Your project may require additional measures not identified by these questions Some residential projects may be exempt from APCD requirements For more comprehensive requirements please contact APCD at aacdoomosdcountv Ca oov (858) 586-2650 or 10124 Old Grove Road San Diego, CA 92131. YES NO 1. 0 0 Will the project disturb 160 square feet or more of existing building materials? 2 0 0 Will any load supporting structural members be removed? If yes, contact APCD prior to Issuance of a building or demolition permit. A notification may be required at least 10 working days prior to commencing demolition. 0 0 (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Has an asbestos survey been performed? 0 0 (ANSWER ONLY IF QUESTION 1 or IS YES) Based on the survey results, will the project disturb any asbestos containing material? If yes, contact APCD prior to the issuance of a building or demolition permit. A notification may be required at least 10 working days prior to commencing asbestos removal. 0 0 Will the project or associated construction equipment emit air contaminants? See the reverse side of this form or the APCD factsheet (www,sdeocd,omflnfo/facts/oarniits;odfl for typical equipment requiring an APCD permit. If yes, contact APCD prior to the Issuance of a building permit. S. 0 0 (ANSWER ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located within 1,000 feet of a school boundary? Briefly describe business activities: Briefly describe proposed project: Radio Communications Facility New radio tower - & emergency generator I declare under peraity of perjury that to the best of my knowledge and belief çesponsemade herein are true and correct. 'I /2.017 of Owner or -. Date OFFICAL USE ONLY: FIRE DEPARTMENT OCCUPANCY .Ct.ASSiFlCATiON:_________ BY: DATE: EXEMPT OR NO FURTHER INFORMATION REQUIRED D!,QS UlLDINO PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMD APCD . ijf ' APCD COUNTY-HMD APCD REIIEWD 'J / stamp in this box only exempts businesses tram cornplQ U .8 H dous Materials Business Plan. Other permitting requirements may still apply. .HM-9171 (08/15) County of San Diego - DEH -. Hazardous Materials Division ----- RELEASE (City of Carlsbad Print Date: 04/08/2019 Permit No: PREV2017-0291 Job Address: 2237 Janis Way, Cs Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revisi Status: Closed - FinaFed Parcel No: 1675405200 Lot #: Applied: 12/06/2017 Valuation: $ 0.00 Reference U: DEV2016-0030 Issued: 12/18/2017 Occupancy Group: Construction Type Permit 04/08/2019 Finaled: U Dwelling Units: Bathrooms: Inspector: Bedrooms: Orig. Plan Check U: CBC2017-0234 Final Plan Check U: Inspection: Project Title: CARLSBAD ELLERY RESERVOIR WCF Description: ELLERY RESERVOIR CELL SITE: UPDATE NOTES, GENERAL UPDATES, RELOCATE ELECTRICAL METER Applicant: Owner: DOUG MUNSON CITY OF CARLSBAD P0 Box 2180 LINDSAY LEAHY BORREGO SPRINGS, CA 92004 760-390-7727 760-603-7325 FEE AMOUNT MANUAL BUILDING PLAN CHECK FEE $150.00 Total Fees: $ 150.00 Total Payments To Date : $ 150.00 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov PLAN CHECK REVISION OR Development Services ( City of. DEFERRED SUBMITTAL . Building Division APPLICATION Cailsbad I :- 1635 FaradayAvenue 760-602-2719 B-I 5 V www.carlsbadca.gov V V V. . . .• . V . j Original Plan Check Number CBC201 7-0234 Plan Revision Number Project Address 2237 JAN IS WAY, CARLSBAD CA, 92008 V General Scope of Revision/Deferred Submittal: RELOCATION OF ELECTRICAL METER, V GENERAL NOTES AND BACKGROUND DRAWINGS TO REFLECT REVISED RETAINING WALL CONTACT INFORMATION: V •• • V Name JULIO MEDINA : . Phone 619-241-2049 Fax 619.294.7592 Address 7515 METROPOLITAN DR SUITE 400. City SAN DIEGO Zip 92108 Email Address JMEDINA@SILLMANWRIGHT.COM Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. I . Elements revised: FXJ Plans fl Calculations fl Soils E1 Energy Other V V ..2 .. V. . Describe revisions in detail . V . . : •• 3. List page(s) where each revision is shown Revised background drawings to reflect revised shoring wall per grading permit A-O, A-i & A-2 Revised general notes, B on sheet Si . Maximum factored monopole base reactions . . . • si. General notes, #6 & #11 V . • S5 Revised controlled low-strength material used as controlled fill, note 3 V S1.0 Revised concrete note 2 .. .- S1.0 Revised foundation note 3 V V S1.0 Relocation of electrical meter - V . V E-1, E-2, E-3 & E-4 .4. Does this revision, in any way, alter the exterior of the project?. F1 Yes 1 No 5. Does this revision add ANY new floor area(s)? fl Yes • No .6. Does this revision affect any fire related issues? E1 Yes I No V 7. Is this a complete set? - Yes M No V V V.. £Signature V.. •. Date. 1635 Faraday Avenue, Carlsbad, CA 92008 • Eb: 760-602-2719 E: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov EsGil A SAFEbuiLf Company DATE: DEC. 04, 2017 JURISDICTION: CARLSBAD PLAN CHECK NO.: CBC2017-0234 (REV. #1) SET: I PROJECT ADDRESS: 2237 JAN15 WAY Li APPLICANT ,L4 URIS. Li PLAN REVIEWER Li FILE PROJECT NAME: ELLERY RESERVOIR - Regional Communication System The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. 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. LI 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: EsGil 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: SilImanWf4i4-AL. Telephone #: 619-294-7515 Date contacted: W(— ) Email: jmedinacsillmanwriqht.com Mail Telephone Fax In Person T REMARKS: Owner's revisions are under this permit. Selected sheets are revised. Complete sets are resubmitted for review and approval. By: ALl SADRE, S.E. Enclosures: EsGil Corporation LI GA LI EJ LI MB LI PC 11/28 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 CARLSBAD CBC2017-0234 (REV. #1) DEC. 04, 2017 [DO NOT PAY— THIS IS NOTANINVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: CBC2017-0234 (REV. #1) PREPARED BY: ALl SADRE, S.E. DATE: DEC. 04, 2017 BUILDING ADDRESS: 2237 JANIS WAY BUILDING OCCUPANCY: U; V-B BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) (1)60' Faux Tree 60-KW Generator Prefab Shelter 240 Retaining Walls 1400 100'x14' (6) Antennas (1) Dish Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb IBY Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance I $225.00 Type of Review: El Complete Review Structural Only El Repetitive Fee 0 Other Repeats Hourly 1.5 Hrs. @ * EsGil Fee $120.00 I $180.00I * Based on hourly rate Comments: Plan revisions are under this submittal. Sheet 1 of 1 macvalue.doc + EsGil A SAFEbuittCompany DATE: DEC. 07, 2017 LI APPLICANT JURIS. JURISDICTION: CARLSBAD LI PLAN REVIEWER LI FILE PLAN CHECK NO.: CBC2017-0234 (REV. #1-A) - Prev2017-0291 SET: I PROJECT ADDRESS: 2237 JANIS WAY PROJECT NAME: ELLERY RESERVOIR - Regional Communication System The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. 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. 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: EsGil Corporation staff did not advise the applicant that the plan check has been completed. 1-1 EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Julio Medina Telephone #: 619-241-2049 on Date contacted: 0 (by:__ Email: imedinasillmanwright.com Mail Telephone Fax In Perso REMARKS: Owner's revisions are under this permit. Sheets A-U, A-i, A-2, Si, SlO, E-i E-2, E-3 & E-4 are affected & resubmitted for review & approval. [Revisions to background, shoring, "I" factor, concrete notes & electrical meter location are included in these plan changes]. By: ALl SADRE, S.E. Enclosures: EsGil Corporation 12/06 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD CBC2017-0234 (REV. #1-A) - Prev2017-0291 DEC. 07, 2017 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: CBC2017-0234 (REV. #1-A) - Prev2017-0291 PREPARED BY: AL! SADRE, S.E. DATE: DEC. 07, 2017 BUILDING ADDRESS: 2237 JANIS WAY BUILDING OCCUPANCY: U; V-B BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) PLAN REVISIONS Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code Icb IBY Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance $1 50.001 Type of Review: 0 Complete Review o Structural Only 0 Other 0 Repetitive Fee Repeats El Hourly 1 Hr. @ * EsGil Fee $120.00 I $120.00I * Based on hourly rate Comments: Plan revisions are under this submittal. Sheet I of 1 macvalue.doc + (-City of Carlsbad Print Date: 04/08/2019 Permit No: PREV2018-0011 Job Address: 2237 Janis Way, Cs Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revisi Status: Closed - Finaled Parcel No: 1675405200 Lot #: Applied: 01/23/2018 Valuation: $ 0.00 Reference U: DEV2016-0030 Issued: 02/09/2018 Occupancy Group: Construction Type Permit 04/08/2019 Finaled: U Dwelling Units: Bathrooms: Inspector: MColl Bedrooms: Orig. Plan Check #: CBC2017-0234 Final Plan Check U: Inspection: Project Title: CARLSBAD ELLERY RESERVOIR WCF Description: ELLERY RESERVOIR CELL SITE: REVISE ELECTRICAL DESIGN//RELOCATE METER PEDESTAL//CHAIN LINK FENCE DETAILS Applicant: Owner: Contractor: JULIO MEDINA CITY OF CARLSBAD VINCE STANTON CONSTRUCTION 7515 Metropolitan Dr LINDSAY LEAHY San Diego, CA 92108-4403 Po Box 788 619-241-2049 Sheridan, MT 59749-0788 760-603-7325 406-842-7260 FEE AMOUNT MANUAL BUILDING PLAN CHECK FEE $157.50 Total Fees: $ 157.50 Total Payments To Date: $ 157.50 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700.1 760-602-8560 f I www.carlsbadca.gov PLAN CHECK REVISION OR Development Services k City of DEFERRED SUBMITTAL . Building Division Crrkh,1 APPLICATION 1635 Faraday Avenue '.iCtl [760-602-2719 0 L.JU%L B-I 5 www.carlsbadca.gov Original Plan Check Number CBC20170234 Plan Revision Number PR,VzO V6 -00 t I Pràject Address 2237 JANIS WAY CARLSBAD CA, 92008 General Scope of Revision/Deferred Submittal: REVISED ELECTRICAL DESIGN, RELOCATION OF ELECTRICAL METER & IMPLEMENTATION OF CHAIN-LINK FENCE (FALL PROTECTION) CONTACT INFORMATION: . Name JULIO MEDINA •. Phone 619-241-2049. Fax 619.2947592 Address 7515 METROPOLITAN DR SUITE 400 _City SAN DIEGO Zip 92108 Email Address JMEDINA@SILLMANWRIGHT.COM Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. I . Elements revised: Plans . Calculations Soils Energy Other 2. 3. Describe revisions in detail List page(s) where each revision is shown Revised electrical design and relocation of electrical meter pedestal E-1, E-2 & E-3 Addition of Enlarge Area Plan B/A-2 chain-link fence layout general note #4 A-2 Chain-link fence reference . . . A-4 Chain-link fence elevation 17/A-5 & attachment detail 11/A-5 S A-5 4. Does this revision in any way alter the exterior of the project? I Yes 0 No 5.. Does this revision add ANY new floor area(s)? El Yes 1 NO Does this revision affect any fire related issues? 0 Yes E No Is this a complete set? E Yes nX No £Signature_ Date 1635 Faraday Avenue, Carlsbad, CA 92008 Eh: 760-602-2719 E: 760-602-8558 Email: building@carisbadca.gov www.carlsbadca.gov EsGil Corporation In Partnership with Government for Bui&ing Safety DATE: 2/5/2018 JURISDICTION: Carlsbad PLAN CHECK NO.: prev2018-0011 rev to CBC2017-0234 PROJECT ADDRESS: 2237 JANIS WAY PROJECT NAME: ELLERY RESERVOIR—. Electrical Revisions LI APPLICANT ,l'J URIS. Li PLAN REVIEWER LI FILE SET: I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. El The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. 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. 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: EsGil Corporation staff did not advise the applicant that the plan check hasbeen completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: Email: Mail Telephone Fax In Person REMARKS: By: Morteza Beheshti Enclosures: EsGil Corporation [:1 GA LIEJ Z MB LIPC 1/25 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 CARLSBAD prev2018-0011 rev to CBC2017-0234 2/5/2018 [DO NOT PAY— THIS IS NOTANINVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: prev2018-0011 rev to CBC2017-0234 PREPARED BY: Morteza Beheshti DATE: 2/5/2018 BUILDING ADDRESS: 2237 JANIS WAY BUILDING OCCUPANCY: U; V-B BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) TOTAL VALUE . 150,000 Jurisdiction Code Icb IBY Ordinance I Bldg. Permit Fee by Ordinance V Plan Check Fee by Ordinance vi Type of Review: F1 Complete Review LI Structural Only LI Repetitive Fee Repeats * Based on hourly rate LI Other rn Hourly I 1.51 Hrs.@* EsGit Fee I $105.00 1 $157.501 Comments: Sheet I of I macvalue.doc +