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HomeMy WebLinkAbout1986 LA COSTA AVE; ; CBC2018-0709; Permitk(rcity Of Carlsbad Commercial Permit Print Date: 11/20/2019 Permit No: CBC2018-0709 Job Address: 1986 La Costa Ave Permit Type: BLDG-Commercial Work Class: Tenant Improvement Status: Closed - Finaled Parcel No: 2165901600 Lot #: Applied: 12/31/2018 Valuation: $185,000.00 Reference #: DEV2018-0175 Issued: 07/15/2019 Occupancy Group: Construction Type: Permit Finaled: # Dwelling Units: Bathrooms: Inspector: Bedrooms: Orig. Plan Check #: Final Plan Check #: Inspection: 11/20/2019 11:16:10A Project Title: AT&T OMNI RESORT N50060 Description: OMNI RESORTS: NEW WIRELESS FACILITY // 35' MONOTREE // EQUIPEMENT ENCLOSRE& BACKUP GENERATOR Applicant: Owner: Contractor: DEPRATII INC L C INVESTMENT 2010 LLC X3 MANAGEMENT SERVICES INC TIM HENION 2707 Tiburon Ave 2128 Auto Park Way Carlsbad, CA 92010-7908 Escondido, CA 92029-1344 503-519-8591 214-283-8500 760-445-7689 BUILDING PERMIT FEE ($2000+) . $927.75 BUILDING PLAN CHECK FEE (BLDG) $649.42 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $89.00 FIRE Aboveground Storage Tanks (First tank) - $722.00 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL • $55.00 5B1473 GREEN BUILDING STATE STANDARDS FEE $8.00 STRONG MOTION-COMMERCIAL $51.80 Total Fees: $2,502.97 Total Payments To Date: $2,502:97 • 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 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov D DEV21019-011S Building Permit Application City of 1635 Faraday Ave., Carlsbad, CA 92008 Plan Check Est. Value Calsbad Ph: 760-602-2719 Fax: 760-602-8558 email: building@carlsbadca.gov Plan Ck. Deposit 1P4'L Date t 2.- - I 9 Iswppp I www.carlsbadca.gov JOB ADDRESS 1986 La Costa Ave I 5UrTE#/SPACE#/WIITD I APN I 216 - 590 - 16 - 00 T/PROJECT# IL0T E # a OF UNITS # BEDROOMS BAThROOMS CONSTR. TYPE OOO. GROUP NA I NA ITIRWouSiMMMMM AT&T Mobility I V-B U DESCRIPTION OF WORK: Include Square Feet ofAf(actedsflrea(s) Installation of a new wireless communication facility, new 35' monotree for antenna and ancillary equipment. CA Approved Pre Fabricated equipment enclosure and emergency back up generator .XIS11NO USE I PROPOSED USE I GARAGE (SF) PATIOS (SF) I DECKS (SF) FIREPLACE lAIRCONDONING FIRE SPRINKLERS Golf Course Golf Course WCF I NA NA I NA IyE D NOD I YESDNODI YEsOFIoD APPUCANT NAME- •. — AT&T Mobility PROPERTY OWNER NAME Omni Resorts, Eric Myer ADDRESS 7337 Trade St ADDRESS 4001 Maple Ave, Suite 300 CITY STATE ZIP CITY STATE ZIP San Dieqo CA 92121 Dallas TX 75219 PHONE PHONE 503-519-8591 I 760-804-7434 1 EMAIL thenion(deprattiinc.com EMAIL eric.myerOmnihotels.com I)ESIGN PROFESSIONAL MSquared _ CONTRACTOR B NAME US. determind eyla f £. LAI _ITobe ADDRESS ADDRESS 1387 Calle Avanzado z.i 21_4u.fri p4< uJ CITY STATE ZIP San Clemente CA 92673 CITY ___STAR ZIP PHONE PHONE Ip __________________ ___________________ 503-519-8591 I 'L1D (.12 _3(L.f I EMAIL MAIL thenioncdepraftiinc.com I_•ro _ear ps i.SeJ- ISTATE UC. # I_C50547 LTATE UC.# CLASS_CRY BUS. Li)_;3 Itn-? (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any stRicture, 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 70315 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). - (®6(A)17O®() Workers' Compensation Declaration: I hereby aMen undarp wtyofperp,r/one dthe ftllow*rg dedaretions: -8I have and will maintain a certificate of consent to self.lnsu workers' compensation as provided by Section 3700 of the Labor Code, for the perfonnance of the work for which this permit is issued. I have and will maintain workers' compensation. asreouired by Section 3700 of the Labor Code. for the performance of the wodrforwt this peimitsIssued. Myworkeis' compensation Psunlincie owner and policy number are: Insurance Co, €.rfr'i,r .tJRe) PollsyNo.47iC.. _Ao ZA 9 ExplrationDate là_I section need not li be completed the permit is for am hun "Mis died (S100)& less. CeitfflcateofExentptlon: I cortif>' that in the perkemancoof theworic for wIdth this permit is issued, I shell not employanyposoninanym ier so as to become subject to the Workers' C,uLawoof California. WARNING: Failure to secure workers' compensation coverage Is unlawful, and shall subject an employer to cnmlnal penalties and civil fines up to one hundred thousand dollars (4400,000), In addition to the cost of compensation, as provi Sectio of the Labor code. Interest and attorney's fees. Atf CONTRACTOR SIGNATURE / DAGENT DATE Z//61/9 aOJ l hereby effinn that lain exempt from Con rentor's License Law for the (ofiowbrg reason: 0 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 asia (Sec. 7044, Business and Professions Code: The Coniradol's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or llvcugh his own employees, provided that such Improvements are not hitended 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 ormiprove for the purpose of sale). 0 I, as owner of the property, am exclusively ormnkaclirig 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 conliacis for such projects with contractor(s) ilcensed pursuant bile Conliactor's License Law). lam exempt under Section_BusIness and Professions Coda for this mason: 1.1 personally plan to provide the major labor and materials for osnstnrcfion of the proposed property improvement Dyes Qio 2.1 (iave! have not) signed an applicelion fora building permit for the proposed work. 3.1 have contracted with the following person (firm) to provide the proposed construction (Include name address ! phone !contractive license number): 4.1 plan to provide portions of the WOIk, but I have hired the following person to coordinate, supervise and provide the major wink (include name! address I phone !contiactors' license number): 5. Iwill provide some of the work, but have contracted (hired) the following persons to provide the work Indicated (include name/address! phone/type of work): £PROPERTY OWNER SIGNATURE '' DAGENT DATE Dec 26, 2018 IYC003 3@(0®) O®(D 0)9I) e)ol®o1)@ R@00036 ®( Is the applicant or future buulthng occupant required to submit a business 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? Yes No lathe applicant or future building occupant required to obtain a permit from the air pollution control distrIct or air Quality management distrIct? Yes No ls the Willy tobe constructed wlthln 1,000 feet of the outer boundary ofa school site? Yes 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. 10()®06I® ®131 I hereby affirm that there is construction lending agency for the performance of the work this permit is issued (Sec. 3097 (I) CM Code). Lender's Name Lender's Address O?&7 ooco®i lcentlythntl hoe m reapplication and statethattheaborrei Is ectandthatthe information onthe plaesisacauate. lagruetucomptyatth all OfoomdInanrand Slate lows relatingllndructlon. I hereby authrepresenlaliveoftheClyof Carlsbad beniorupm the above rmty for inspection puiposes ALSO AGREE TO SAVE, ft1DEMNIFYAND KEEP HARMLESS THE CITY OFCI4JI.SBAD AGAINSTALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAYACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA An OSHA pant is mq*W for elicovalons over 5V deepand dwmgbm orconshuction of'stnuchuesaw1l sbies in heigft EXPIRATIOPt Everypernflissuedbythe Buildling Orecial urder the pwosionsof to Code shall eqke bylin Nab and' - ini and void Ift buildling orwork suithorboad bysuch permitis notooi ... a Win 180 days liorn the date of such permit orifthe buildiiing orwork fara poW of 180 days (Section 108.4.4Ur4brnBuIAigcode). ,-, \ ,x_______ LAPPUCANT'S SIGNATURE -. DATE f ) I (() (a - STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. CERTIFICATE OF OCCUPANCY (Commercial Projects Only) Fax V60)602-8!i60, Email buiIdingcadsbadca.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. COC: (Office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS BUILDING ADDRESS CITY STATE ZIP CITY STATE ZIP Carlsbad CA PHONE FAX EMAIL OCCUPANTS BUS. UC. No. DEUVERYOPITONS PICK UP: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On P. 1) MAIL TO: CONTACT (Listed above) OCCUPANT (Listed above) ASSOCIATED CB# CONTRACTOR (On P& 1) NO CHANGE IN USE/ NO CONSTRUCTION MAIL/ FAXTO OThER: CHANGE OF USE/ NO CONSTRUCTION APPLICANTS SIGNATURE DATE Permit Type: BLDG-Commercial Application Date: 12/3112018 Owner: L C INVESTMENT 2010 LLC Work Class: Tenant Improvement Issue bate: 07/15/2019 Subdivision: Status: Closed - Finaled Expiration Date: 04/01/2020 Address: 1986 La Costa Ave Carlsbad, CA 92009 IVR Number: 16245 Scheduled Inspection Type Date Start-Date Inspection No. Inspection Status Primary Inspector Reinspection Complete November 20, 2019 Page 2 of 2 ) Permit Type: BLDG-Commercial Application Date: .12/31/2018 Owner: L C INVESTMENT 2010 LLC Work Class: Tenant Improvement Issue Date: 07/15/2019 Subdivision: Status: Closed - Finaled Expiration Date: 04/01/2020 Address: 1986 La Costa Ave Carlsbad, CA 92009 IVR Number: 16245 . Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 08/2812019 08/28I2019 BLDG-11 10241 5-2019 Passed Paul Burnette Complete Foundatlon!FtglPler s(Rebar) . Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 09113/2019 09/1312019 BLDG-Electric Meter 104144.2019 Failed Paul York Reinspection Complete Release . . Checklist Item COMMENTS . Passed BLDG-Building Deficiency No 0912012019 09/2012019 BLDG-34 Rough 104874-2019 Partial Pass Paul York Reinspection Incomplete Electrical Checklist Item . COMMENTS Passed BLDG-Building Deficiency Yes Complete Complete 0912312019 0912312019. BLDG-34 Rough 104931-2019 Passed Paul York Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 10101/2019 10/0112019 BLDG-al 106008-2019 Passed Paul York Underground Combo(1I,12,21,31) Checklist Item COMMENTS Passed BLDG-Building Deficiency . Yes BLDG-il Foundation-Ftg-Piers . Yes (Reber) BLDG-12 Steel-Bond Beam . Yes BLDG-21 . Yes Underground-Underfloor Plumbing BLDG-31 . Yes Underground-Conduit Wring 10/04/2019 10104/2019 BLDG-34 Rough 106601-2019 Passed Paul York .. . Complete Electrical Checklist Item COMMENTS . Passed BLDG-Building Deficiency Yes 11/20/2019 11120/2019 BLDG-Final 111534-2019 Passed Chris Renfro Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency . Yes . BLDG-Plumbing Final • Yes . BLDG-Mechanical Final Yes • BLDG-Structural Final Yes BLDG-Electrical Final Yes November 20, 2019 • Page 1 of 2 EsGi l A SAFEbuflttompany DATE: 1/31/19 U APPLICANT RIS. JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2018-0709 SET: II PROJECT ADDRESS: 1986 La Costa Ave. PROJECT NAME: AT&T OMNI RESORT 14537127 CAL01996 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. L1 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. 11 The check list transmitted herewith is for your information. The plans are being held at EsGil 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 staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted..._-_--- iison Telephone #: Date contacted: Email: Mail Telephone Fax III REMARKS: By: Kurt Culver for DY Enclosures: EsGil 1/23/19 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 V EsGil A SAFEbuilt Company DATE: 1/9/2018 JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2018-0709 SET: I PROJECT ADDRESS: 1986 La Costa Ave. PROJECT NAME: AT&T OMNI RESORT 14537127 CAL01996 APPLICANT U JURIS. Lii The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. LIII 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 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: AT&T LI EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: AT&T (Tim) Telephone #: 503-519-8591 Date contacted: (by: ) Email: thenion@deprattiinc.com Mail Telephone Fax In Person LI REMARKS: By: David Yao Enclosures: EsGil 1/2/19 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad CBC2018-0709 1/9/2018 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK #.: CBC2018-0709 JURISDICTION: City of Carlsbad OCCUPANCY: B USE: cell phone eq. pre-fabric shelter TYPE OF CONSTRUCTION: VB ACTUAL AREA: -64 sf ALLOWABLE FLOOR AREA: STORIES: HEIGHT: SPRINKLERS?: REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 1/9/2018 OCCUPANT LOAD: DATE PLANS RECEIVED BY ESGIL CORPORATION: 1/2/19 PLAN REVIEWER: David Yao FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. 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, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2016 CBC, which adopts the 2015 IBC. 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. Per Sec. 105.4 of the 2015 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, Please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. City of Carlsbad CBC2018-0709 1/9/2018 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2018-0709 PREPARED BY: David Yao DATE: 1/9/2018 BUILDING ADDRESS: 1986 La Costa Ave. BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) new cell site per city 185,000 Air Conditioning Fire Sprinklers TOTAL VALUE 185,000 Jurisdiction Code ICb IBY Ordinance I Bldg. Permit Fee by Ordinance V Plan Check Fee by Ordinance Type of Review: 0 Complete Review El Structural Only Repetitive Fee lvi Repeats El Other El Hourly Hr. @ * EsGil Fee I $566.961 Comments: Sheet 1 of 1 City of Carlsbad CBC2018-0709 1/9/2018 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 and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 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 only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. Provide a Building Code Data Legend on the Title Sheet. Include the following code information for each building proposed: Occupancy Classification(s) B Description of Use Type of Construction VB Floor Area 2. Provide a statement on the Title Sheet of the plans, stating that this project shall comply with the 2016 California Building Code, which adopts the 2015 IBC, 2015 UMC, 2015 UPC and the 2014 NEC. 3. Provide a fully dimensioned site plan drawn to scale. Sec. 107.2. Include the following: Clearly dimension building setbacks from property lines, street centerlines, and from all adjacent buildings and structures on the site plan. Property lines/easements. Streets/alleys. Existing and proposed buildings and structures. 4. Provide a statement on the site plan stating: "All property lines, easements and buildings, existing and proposed, are shown on this site plan." The California Building Standards Commission has adopted the Green Building Standards Code and must be enforced by the local building official. The following mandatory requirements for commercial construction must be included on your plans. The following Green Building Standards apply only to newly constructed buildings. CGC 101.3. Provide a sheet on the plans labeled City of Carlsbad CBC2018-0709 1/9/2018 "Green Building Code Requirements" and include the following notes as applicable. Storm water pollution prevention. Note on the site plan that for projects which disturb less than one acre of land and are not part of a larger common plan of development or sale shall prevent the pollution of storm water runoff from the construction activities through one or more of the following measures (Section 5.106.1): a) Storm water pollution prevention. (One acre or more) Compliance with NPDES is required. See the CGC 5.106.2 for compliance requirements. Light pollution reduction. Note on the plans that exterior light pollution must comply with CGC section 5.106.8. Grading and paving. Note on the plans that the site grading or a drainage system will manage all surface water flows to keep water from entering buildings. CGC Section 5.106.10. Moisture control. Note on the plans that landscape irrigation systems shall be designed to prevent spray on structures. Exterior entries subject to foot traffic or wind-driven rain shall be designed to prevent water intrusion into the building. CGC Section 5.407.2.2.1. Waste management. Note on the plans that the contractor must submit to the Engineering Department or other Agency that regulates construction waste management a Waste Management Plan that outlines the items listed in CGC Section 5.408.1.1. Recycling. Note on the plans that a minimum of 65% of construction waste is to be recycled and/or salvaged. CGC 5.408.1. Documentation shall be provided to the enforcing agency which demonstrates compliance. CGC Section 5.408.1.4. Waste reduction. Note on the plans that 100% of trees, stumps, rocks, and associated vegetation and soils primarily from the construction will be reused or recycled. CGC 5.408.3. Note on the plans that prior to final inspection the licensed contractor, architect or engineer in responsible charge of the overall construction must provide to the building department official written verification that all applicable provisions from the Green Building Standards Code have been implemented as part of the construction. CGC 102.3. The soils engineer recommended that he/she review the foundation excavations. 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: a) The building pad was prepared in accordance with the soils report, City of Carlsbad CBC2018-0709 1/9/2018 The utility trenches have been properly backfilled and compacted, and The foundation excavations comply with the intent of the soils report." Page 12 of the structural calculation (VECTOR ENGINEERS) shows the mat width is 3.8 feet square. Sheet A-2 shows 6 feet in one direction and no dimension on the other direction and appears to not match the calculation. Please clarify. Provide calculation to show the flat tie-down connection (3/D-2) for pre-fabric shelter is adequate to support the design load. The RISA run for the 1-arm analysis from SCI shows kicker (page2) L4x4x4 angle. The plan does not show any angle. Detail 5/S4 shows different information. Please clarify. The RISA run for the 1-arm analysis from Sci appears to not include all the member stress under "ASD steel code check". Page 6 and 7 shows some of the member check. (?) not include the kicker? Please clarify. To speed up the review process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. 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 in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: U Yes U No The jurisdiction has contracted with EsGil, 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 David Yao at Esgil. Thank you. ECTOR EflGIflEERS Project Number: U1085-194$8 January 10, 2019 City of Carlsbad Esgil Corporation 9320 Chesapeake Drive, Suite 208. San Diego, CA 92123 ATTENTION: David Yao REFERENCE: AT&T OMNI RESORT Plan Check Response Dear Mr. David Yao: The following is written in response to the plan check comments dated 1/9/2018, review # C8C2018-0709. Our responses are limited to structural concerns related to the monopine structure only. STRUCTURAL REVIEW COMMENTS Comment 16: The RISA run for the T-arm analysis from SCI shows kicker (page2) L4x4x4 angle. The plan does not show any angle. Detail 5/S4 shows different information. Please clarify. Response: The Kickers are unused members, which are now deleted. Please see attached revised calculations. Comment 17: The RISA run for the T-arm analysis from Sci appears to not include all the member stress under "ASD steel code check". Page 6 and 7 shows some of the member check. (?) not include the kicker? Please clarify. Response: See response for comment 16. We hope this meets your needs. If you have any questions or require additional information, please contact us at your convenience. VECTOR STRUCTURAL ENGINEERING, LLC I\'/? Al N. Russell Emery, P.E. Senior Engineer RNE/haz Enclosures 01/10/2019 651 W. Galena Park Blvd., STE 101 I Draper, UT 84020 1 T (801) 990-1775! F (801) 990-1776! www.vectorse.com 34A 48 44 - N38 28 2 N37 N55 N4IA 59 N45 38 52 50 20 29 N27 N39A A N15 N26 N23 N34 31 35 A 18 N Envelope Only Solulfon VSE SK-1 BRF Omni Resort Jan 10, 2019 at 2:32 PM. U1085-194-181 Mount.R3D -2731b -2131b -2131b 34A - •273b 48 -273b -2131b j, 28 42 27b 37 / \ 55 58 .2131b N 41 N4IA 59 -2714 45 38 52 50 -213th 20 N29 N27 N39A A Is N8 N34 N31 2731b N35 A NIB N Loads: BLC I, Doad Load Envdopo Osly Scj8on VSE SK-3 BRF Omni Resort Jan 10, 2019 at 2:33 PM U1085-194-181 Mount.R3D Al . 34A -9.51bift..- .500 b .509b 48 N38 5001b - - 11Ibfft7 28 2 N37 2. N55 5001b .5COIb 47 N41A 59 -WMb 45 38 52 -500 so 20 N29 .500W N27 N39A N26 N23 N34 N15 -500lb -- q . -N31 N35 -500W N18 N .500W Loads: 8LC 3 NO boa 50nd Sdo Enanlopo Only Solution VSE SK-4 BRF Omni Resort Jan 10, 2019 at 2:34 PM —] U1085-194-181 Mount.R3D Company : VSE Jan 10, 2019 IIIRISA Designer : BRF 2:31 PM Job Number : U1085.194-181 Checked By: ANEMETSCHEKCOMPANY Model Name : Omni Resort (Global) Model Settings Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation? Yes Increase Nailing Capacity for Wind? Yes Include Warping? Yes Trans Load Btwn Intersecting Wood Wall? Yes Area Load Mesh (in A2) 144 Merge Tolerance (in) .12 P-Delta Analysis Tolerance 0.50% Include P-Delta for Walls? Yes Automatically Iterate Stiffness for Walls? Yes Max Iterations for Wall Stiffness 3 Gravity Acceleration (ftlsecA2) 32.2 Wall Mesh Size (in) 24 gensolution Convergence Tol. ME-) 4 Vertical Axis Y Global Member Orientation Plane XZ Static Solver Sparse Accelerated namic Solver Accelerated Solver Hot Rolled Steel Code AISC 14th(360-10): ASD Adjust Stiffness? Yes(Iterative) RlSAConnection Code None Cold Formed Steel Code None Wood Code None Wood Temperature <IOOF Concrete Code None Masonry Code None Aluminum Code None - Building Stainless Steel Code None Number of Shear Regions 4 Region Spacing Increment (in) 4 Biaxial Column Method Exact Integration Parme Beta Factor (PCA) .65 Concrete Stress Block Rectangular Use Cracked Sections? Yes Use Cracked Sections Slab? No Bad Framing Warnings? No Unused Force Warnings? Yes Min i Bar Diam. Spacing? No Concrete Rebar Set REBAR SET ASTMA6I5 Mm % Steel for Column I Max % Steel for Column 8 RISA-31D Version 17.0.1 [NA ... \...\ ... \ENG\Mount.R3D] Page 1 IIIRISA' ANRIETSCHCI( COMPANY Company : VSE Designer : BRF Job Number : U1085-194-181 Model Name : Omni Resort Jan 10, 2019 2:31 PM Checked By: (Global) Model Settings. Continued Seismic Code ASCE 7-10 Seismic Base Elevation (ft) Not Entered Add Base Weight? Yes CtX .02 CtZ .02 T X (sec) Not Entered I Z (sec) Not Entered X 3 Z 3 Ct Exp. X .75 Ct Exp. Z .75 Dl I_________________________ DS 1 I I TL (sec) 5 Risk Cat lorli Cat Other ZX Z E DHIft 4 CdX 14 Rho I I_______________________ Rho 11______________________ - Hot Rolled Steel Properties I tt C n.n f rI.11 Id.. Th...., MC N ... h,fIkIf I4rI.1 D, C..rI;i of _j. A992 29000 _11154 .3 .65 490 56 - .._J.t_1 6-5 - 1.1 .L A36 Gr.36 29000 _11154 .3 .65 490 36 ......j,_.. 58 1.2 ...a... A572 Gr.50 29000 _11154 .3 .65 490 50 _1.1..._.. 65 1.1 4 A500 Gr.B RND 29000 _11154 .3 .65 527 42 _1.4. 58 1.3 . A500 Gr.B Rect 29000 11154 .3 .65 527 46 1.4.._. 58 1.3 6 A53 Gr.B 29000 11154 .3 .65 1 490 35 1.6 60 1.2 _L. A1085 29000 11154 .3 .65 1 490 50 1.4 65 1.3 - Hot Rolled Steel Section Sets I .,k.I r. i ;, ni,.., D A r,&i i... rinAl I. r;,A1 I r;.,A1 I Cross Arm I PIPE 3.0 1 Beam I Pine A53 Gr.B TvDical 2.07 2.85 2.85 f 5.69 2 Stand Off ArmsI HSS4X4X4 I Beam I SauareTube A500 Gr.B Rect Typical 3.37 I 7.8 7.8 1 12.8 3 Tie Backs I PIPE TO I Beam I PiDe A53 Gr.B TvicaI 1.02 I .627 .627 1 1.25 - Joint Boundary Conditions ,. _,., s, ,,r...., w rL.,:.I 7 L.P..I fl. t1J11 '.1 .4 ft. 441....11 7 IL. SlI......1 I N32 Reaction Reaction Reaction Reaction Reaction - Reaction - N42 Reaction Reaction Reaction Reaction Reaction Reaction N20 Reaction Reaction Reaction Reaction Reaction Reaction N28 Reaction Reaction Reaction Reaction Reaction Reaction 5 N36 Reaction Reaction Reaction Reaction Reaction Reaction N44 Reaction I Reaction Reaction Reaction Reaction Reaction N52 I Reaction I Reaction Reaction Reaction Reaction Reaction A.. N60 Reaction Reaction Reaction Reaction Reaction Reaction RISA-3D Version 17.0.1 (N: ... \...\... \ENG\Mount.R3DJ Page 2 Company : VSE 111RISA Designer : BRF Job Number : U1085-194-181 ANEUETSCHECCOMPANY Model Name : Omni Resort Jan 10, 2019 2:31 PM Checked By: Member Primary Data I hôI I Wnt I It I.iriI OnfafalpfanI nIhc Turin flinn I ief MfriI I&nn P,Iôe I M7 N29 N30 - Cross Arm Beam I Pine A53 Gr.B Typical ...2.... M8 N31 N32 Stand Off Arms Beam I SquareTube A500 Gr.B.. Typical .1... M9 N42 N40 RIGID VBrace None RIGID DRI 4 M4 N17 N18 Cross Arm Beam Pipe A53 Gr.B Typical ...L M5 N19 N20 Stand Off Arms Beam SauareTube A500 Gr.B.. Typical j.. M6 N28 N26 RIGID VBrace None RIGID DRI 7 M7A N33 N34A Cross Arm I Beam Pipe A53 Gr.B Typical ._ M8A N35A N36 Stand Off Arms Beam I SquareTube A500 Gr.B.. Typical _L M9A N44 N42A RIGID VBrace None RIGID DRI j.Q1 MID N49 N50 Cross Arm Beam Piøe A53 Gr.B Typical ii. Mill N51 N52 Stand Off Arms Beam SauareTube A500 Gr.B.. Typical 12 M12 N60 N58 RIGID VBrace None RIGID DRI 1.3.. MI3 NM NI5 Tie Backs I Beam Pipe A53 Gr.B Typical jj M14 N16 N3IA Tie Backs Beam I Pipe A53 Gr.B Typical 15 M15 N32A N47 Tie Backs Beam Pine A53 Gr.B Typical .iL M16 N48 N63 I Tie Backs Beam Pipe I A53 Gr.B I Typical — Member Advanced Data . i I riu..r:..I I ,SU....4,..j TIf' f...I.. rl..41 De I M7 Yes None 2 M8 Yes None 3. M9 BenPIN BenPIN Tension j.. Yes ** NA ** None .4 M4 Yes None 5 M5 Yes None 6 1 M6 BenPIN I BenPIN Tension ... Yes -- NA ** None .1... WA Yes None 8 M8A ______ ______ _____ Yes None 9 M9A BenPIN BenPIN Tension ... Yes ** ** None 10 MID Yes None Ii. Mill Yes None 12.. M12 BenPIN I BenPIN Tension ... Yes ** NA ** None 1 ..3.. M13 BenPIN BenPIN Yes None jj M14 BenPIN BenPIN Yes None 15 M15 BenPIN BenPIN Yes I None 16 M16 BenPIN BenPIN Yes I None - Hot Rolled Steel Design Parameters I _I__• I .MC1 I I I......ItI I IFS41 I IeF4 I • Id'... If.... f'I.. ..i_. M7 CrossArm8 -4 I••I --r,- Gravity .L. M8 Stand Off A.. 4 Gravity 3 M4 Cross Arm 8 2.5 4 Gravity .4..... M5 Stand Off A.. 4 Gravity 5 M7A Cross Arm 8 2.5 4 Gravity ...L M8A Stand Off A.. 4 ____ Gravity 7 MID Cross Arm 8 2.5 4 Gravity _i.. M11 Stand Off A.. 4 ____ ____ ____ Gravity 9 M13 Tie Backs 3.671 Lbvv Gravity .10.. MI4 I Tie Backs 3.671 Lb Gravity 11 1 M15 Tie Backs 3.671 Lbw Gravity iiI MI6 I Tie Backs-1 3.671 1 Lbw Gravity RlSA-31) Version 17.0.1 [N:\ ... \...\... \ENGMount.R3DJ Page 3 Company : VSE IIIRISA Designer : BRF Jan 10, 2019 Job Number : U1085-194-181 2:31 PM Checked By: ANEIETSCKEKCOMPANY Model Name : Omni Resort _ Joint Loads and Enforced Displacements (BLC 1: Dead Load) Joint Label L.D.M Direction Maanitudel(lb.k-ft). (in.rad. (lb*s*21 N21 L V -273 N22 V -273 N29A L V -273 N30A L V -273 N37 V -273 N38 L V -273 N45 L V -273 N46 V -273 N53 L Y -273 i.1 NM L V -273 ii.1 N61 - Y -273 N62 L Y -273 Joint Loads and Enforced Displacements (BLC 2: No Ice Wind Front) Anint LhAI LflM flirpttIôn MônitudF(Ib.k.ffi. (inrd. (lb*sA2I _j. N21 X -500 N22 L X -500 _L N29A L X -500 A_. N30A X -500 N37 L X -500 i.. N38 L X -500 N45 L X -500 N46 -500 N53 I X -500 10. N54 L X -500 ii. N61 1 X -500 1 2. N62 -500 -Joint Loads and Enforced Displacements (BLC 3: No Ice Wind Side) Joint LhaI LftM Dirtinn Maanituder(lb.k-ft). finrad. (lb*sA2I. N21 -. -500 N22 Z -500 N29A L Z -500 _4_. N30A l. Z -500 N37 L Z -500 N38 Z -500 ..L. N45 L Z -500 L. N46 - Z -500 N53 L Z -500 10 N54 L Z -500 ii. N61 L Z -500 ii. N62 L Z -500 mint I haI IriM flirctinn Manitudi(Ib.k-ffl. 1in.rad. (lb*SA2I N30 L -250 L. N18 L V -250 N34A L Y -250 N50 L Y -250 Joint Loads and Enforced Displacements (BLC 5:500 lb Maintenance) RISA-3D Version 17.0.1 [NA ... \ ... \ ... \ENG\Mount.R3D] Page 4 Company : VSE Designer IIIRISA : BRF Job Number : U1085-194-181 ANEMETSCHKCOMPANY Model Name : Omni Resort Jan 10, 2019 2:31 PM Checked By: Joint Loads and Enforced Disnlacements (BLC 5:500 lb Maintenance) (Continued) Joint Label L.D.M Direction Magnitude(lbk-ft). (in.rad). (lb*sA2/.. I 3 I N62 I L I Y I -500 Joint Loads and Enforced DisDiacements (BLC 6:30 moh Wind Front) mini I chal I nu flirn,.finn Mnnih.eIrlIh k-ftl fin rd flh*A! N21 L -38 _2. N22 I. X -38 N29A L X -38 N30A L -38 N37 ______________ X -38 _. N38 L X -38 .L. N45 L X -38 _L. N46 -38 N53 L X -38 jQ N54 X -38 11 N61 L X -38 ii.1 N62 L X -38 - Member Distributed Loads (BLC 2 No Ice Wind Front) Mmhr h2hal flir,'iinn Afarf Mannifi,danhiff FM Mnnitiido1Ih/ff F Sfirf I nt'tinnFff Oj Fnrl I ntIinnrft 0h1 M7 PX -9.5 -9.5 - %100 - _i. M8 PX -11 -11 0 %100 _L. M4 PX -9.5 -9.5 0 %100 M5 PX -11 -II 0 %100 M7A PX -9.5 -9.5 0 %100 _L M8A PX 1 -11 -11 0 %100 ._L. MIO PX 1 -9.5 -9.5 0 %100 _&. Mil PX 1 -11 -11 0 %100 - Member Distributed Loads (BLC 3 No Ice Wind Side) Member Label Direction Start Magnitude[!bI1L End Magnitude(b!ft.F. M8 PZ -11 -11 Start Locetion[ft.%J_ 0 _EndLocation[ft%J %100 _2_ M7 PZ -9.5 -9.5 0 %100 M4 PZ -9.5 -9.5 0 %100 _4_. M5 PZ -11 -11 0 %100 M7A PZ -9.5 -9.5 0 %100 M8A PZ -11 -11 0 %100 MIO PZ -9.5 -9.5 0 %100 Mill PZ -11 -11 0 %100 Member Distributed Loads (BLC 6:30 mDh Wind Front) - Member Label Direcfion Start Magnitude[lb/ft.. End MagnitudebLfLF -.81 Start Location[ft.%J 0 _Endtocation[fl%] _.L M7 PX -.81 0 2_. M8 PX -.93 -.93 0 0 M4 PX -.81 -.81 0 0 M5 PX -.93 -.93 0 0 M7A PX -.81 -.81 0 0 L. M8A PX 1 -.93 -.93 0 0 ..L. MIO PX 1 -.81 -.81 0 0 Mil PX 1 -.93 -.93 0 0 RISA-3D Version 17.0.1 [NA ... \ ... \ ... ENGMount.R3D] Page 5 Designer : BRF Jan 10, 2019 111RISA Company : VSE Job Number : U1085-194-181 2:31 PM Checked By: ANEMETSCHEKCOPAW Model Name : Omni Resort _ Basic Load Cases V 1'....:4..V f...k.7 t.k.W.6, 0,.,4 ,e.4 j_ Dead Load DL - -1.05 12 _2_ No Ice Wind Front OLI 12 _____ 8 3 No Ice Wind Side 0L2 12 8 4 250 lb Maintenance 0L3 4 _.j... 500 lb Maintenance 0L4 3 6 130 moh Wind Front I 0L5 I 12 1 8 1 Load Combinations fS., DI r'... DI r'... DI DI t'.. DI f%c.. DI 11C.. DI f' DI f%c.. D WI' 'xi Envelone Joint Reactions s,rl,.I I rs .J nii I 1' 1`111 li' RAV rI. Sal I f' IAV ft. 541 I 1' U7 rl.fel I (' ..J...... N32 -max 1280.018_2.....1 -54594 ...j_. 178.331 12 1 1 __ 1 -.058 1_j_ 2 mm -274.743 9 -184.389 2 -54.341 10 -.399 5 -.727 13 -.168 2 3 N42 max -178.894 1 562.192 2 .551 3 .434 12 .583 10 0 13 A.... mID -562.169 ....Z.... 178.895 1_ - 0 j... -.583 ....10. -.434 iZ 0 .1... j. N20 max 844.262 _2_. -423.989 _10.. 3439.101 .L .656 13 1.39 A... .084 A. 6 mm -834.652 9 -713.769 13 55.378 10 .384 5 -2.448 7 -.761 7 7 N28 maxl 1.914 2 2430.286 12 -1405.23 10 0 13 1.276 12 -.035 1 8 -min -5.348 1 7 1405.232 10 -2430.1 12 0 1 .035 1 -1.276 12 ...L. N36 m -82.651 ._.4_. 435.002 ._.4._. 1000.227 _L 1.053 ._&. 2.106 &. .712 IL 10 min -3452.481 7 -775.769 13 -997.956 10 -.387 3 -3.159 8 .397 9 11 N44 max 2491.252 13 2491.469 13 3.788 3 1.294 5 1.294 5 0 13 12 min 1414.946 4 1414.95 4 -7.191 8 1 -.24 10 -.24 10 0 1 13 N52 max 840.685 4 423.086 5 -51.567 5 -.385 10 1.384 7 .742 4 14 min -836.635 9 -764.715 13 -3443.127 8 -.701 j -2.432 _4.... -.089 7 15 N60 max 5.244 2 2480.95 13 2480.744 13 0 13 1.147 13 1.147 13 16 mm -1.939 7 1400.768 4 1400.691 4 0 1 -.035 1 -.035 1 IL1 Totals: max 3744 _4_. 5273.384 .11.1 3744 1..L - - 18 mm -3744 9 3264.03 4 -3744 10 _______ _ -1-1 ..OX?IoneAISC 14tht'360-I0): ASD Steel Code Checks - .J._. M7 PIPE 3.0 .370 4 7 -... ... .072 -•P•J 4 ,--'-,-'- 2 39822.151 43383.234 3.825 3.825 1... '•1• HI-lb _2_. M8 HSS4X4X4 .097 1 2 .110 1 y 7 86814.091 92826.347 10.765 10.765 1... HI-lb 3 M4 PIPE 3.0 .841 4 13 .120 4 1339822.151 I.-. 43383.234 3.825 --.-- 3.825 1... HI-lb _4_ M5 HSS4X4X4 .292 4 7 .259 1 y 12 86814.091 92826.347 10.765 10.765 1... HI-lb .. WA PIPE 3.0 .838 4 13 .121 4 13 39822.151 43383.234 3.825 3.825 1... HI-lb RISA-31) Version 17.0.1 [NA ... \... ... ENG\Mount.R3D] Page 6 Company : VSE Jan 10, 2019 111RISA Designer : BRF 2:31 PM Job Number : U1085-194-181 Checked By:. ANF.I.IE1SCHEK COMPANY Model Name : Omni Resort - Envelope AISC 14th(360-10): ASD Steel Code Checks (Continued) Mmhor Shno (ndo ( I en1ft1 I r Shr I ni1ffl fir I r Pndnm flhl Pntlnm lihi Mnt,,/nm Mn/am (h Fern 6 1 MBA HSS4X4X4 .362 1 _..4..... . .245 1 . 12 86814.091 92826.347 10.765 10.765 . HI-lb ...L. M10 PIPE 3.0 .832 ..1. 12 .126 4 - 12 39822.151 43383.234 3.825 3.825 t..• HI-lb 8 M11 HSS4X4X4 .293 .....4..... . .242 ....j... . 1386814.091 92826.347 10.765 10.765 i_- HI-lb 9 M13 PIPE 2.0 .027 ...Q_ 1 .187 _Q.... - 12 18187.649 21377.246 1.245 1.245 L..• H11b* 10 M14 PIPE 2.0 .027 0 1 .075 0 - 9 18187.649 21377.246 1.245 1.245 . H1-1b II M15 PIPE 2.0 1 .009 111.83618 1 .163 13.6711- 113118187.649 21377.2461 1.245 1.245 i. HI-lb .iZ.1 M16 I PIPE 2.0 1 .009 11.836131 .162 1 ...Q... - 12 18187.649 21377.246 1.245 1 1.245 . HI-lb RISA-31) Version 17.0.1 [N:\...\ ... ... \ENGMount.R3DJ Page 7 Dennis Grubb and Associates, LLC Assisting Cities Build Safe Communities PLAN CORRECTIONS (FIRE) DGA#: C9010 Carlsbad Permit#: CBC20I8-0709 Checked by: D. Grubb Jurisdiction: Carlsbad Applicant: AT&T Mobility Phone#: 503-519-8591 Date of Review: 1/1012019 Project Name: AT&T Mobility Project Address: 1986 La Costa Ave The plans submitted for the project referenced above have been reviewed. The following information is needed to show compliance with the 2016 California Building and Fire Codes (CBC and CFC), and other codes as adopted and amended by state regulation and the City of Carlsbad. It will be necessary to reevaluate the project after the receipt of additional information as specified below. INSTRUCTIONS Resubmit three sets of the revised plans along with one set of the original plans. Provide a written response for each correction on this correction list. You may write directly on this list, or you may provide a separate "Response List" which addresses each correction item by item. Incorporate all corrections into the blue/black line drawings; cloud or call out all corrections. Return plans to Dennis Grubb & Associates, 6560 Van Buren Blvd, Ste B, Riverside, CA. 92503 CORRECTIONS ON THE PLANS THE FOLLOWING SHALL BE PROVIDED: Specify a fire extinguisher with a rating no less than 40 B:C shall be place near the generator enclosure. CFC 5703.2.1 Specify smoking shall be prohibited and "No Smoking" signs shall be provided from all areas of approach to the generator enclosure. CFC 5704.2.3.1 6560 Van Buren Blvd, Ste B, Riverside, CA. 92503 (800) 975-7395 * (951)772-0007 Structural Caiôulations with Foundation Design For: 35'-0" TALL MONOPINE Location: OMNI RESORT (NS0060) 1986 LA COSTA AVENUE CARLSBAD, CA 92009 SAN DIEGO COUNTY Prepared For: AT&T Dated: December 21, 2018 DESIGNED BY BRF; CHECKED BY RNE 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 CD Go 0'— (DO Q 0' (ON I '- - N ' 00 0 U, 0 Go N > JOB NO.: U1085-194-181 Copyright© 2018 Vector Structural Engineering, LLC 121 This Excel workbook contains proprietary infom,ation belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the pnor wñtten permission of Vector Structural Engineering, I.L.C. PROJECT: OMNI RESORT 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 I Structure class: II 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 = I Risk category / Structure class: II Mapped spectral response accelerations: Ss = 1.086g S = 0.419g Site class: D Spectral response coefficients: SDS = 0.771g SDI = 0.442g Seismic design category: D Basic seismic-force-resisting-system: Telecommunication Tower: Steel Pole Seismic base shear, V = 8.5 k Seismic response coefficient, Cs = 0.515 Response modification factor, R = 1.5 Analysis procedure: Equivalent lateral force General Notes: I 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. JOB NO.: U1085-194-181 Copyright © 2018 Vector Structural Engineering, LLC E2 This Excel workbook contains proprietary information belonging to Vector Structural Engineering. LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. PROJECT: OMNI RESORT Structural Steel: 1 All structural steel code checks based on the AISC-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. 3 The design length of slip splices is equal to 1.67 times the inside width of the base of the upper section. Slip splice length tolerance is equal to ± 10% of the design slip splice length. 4 All steel pipe to be per ASTM A53 GR. B (35 KSI), U.N.O. 5 All other structural steel shapes & plates shall be per ASTM A36, U.N.O. 6 All anchor bolts shall be per ASTM F1554 GR. 105, 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 AlSC. 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: I All concrete mixing, placement, forming, and reinforcing installation shall be performed in accordance with the requirements of "Building Code Requirements for Reinforced Concrete, ACI 318-14. Foundation installation shall be in accordance with the requirements of "Standard Specifications for the Construction of Drilled Piers', ACI 336, latest edition 2 All concrete shall have a minimum compressive strength of 4500 psi at 28 days. 3 Cement for all concrete shall be Type V with 6% (+1- 1.5%) entrained air. Maximum aggregate size shall be W. 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: Toro International Report No: 13-107.23 Date: 3-Dec-18 'fill JOB NO.: U 1085-194-181 Copyright © 2018 Vector Structural Engineering, LLC This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. PROJECT: OMNI RESORT Monopine Branch Layout Eff. Area Factor: 0.96 Top Crown Radius: 5 CA Factor:0.6 Bott. Branch Elev. (ft): _ft 12 ft Top of Steel Elev. (ft): 42.5 _ft BranchLayout Along Pole: BranchLength(ft) Qty Elevation Branch Wt.(lbs) Total wt. (Ibs) WindArea Start (ft) Stop(ft) Gross(ft2) Eff.(ft2) CAAE (ft2) 4 9 38.8 42.5 26.4 237.6 35.2 33.7 20.2 6 18 31.5 38.8 39.6 712.8 100.4 96.0 57.6 8 12 26.6 31.5 50.6 607.2 86.8 83.0 49.8 8 1 12 1 21.8 26.6 1 50.6 1 607.2 1 87.1 83.2 49.9 10 15 15.7 21.8 66.0 990 133.7 127.8 1 76.7 12 9 12.0 15.7 77.0 693 95.0 90.8 1 54.5 Total (lbs):i_3847.8 AntennaBranches: Branch Length (ft) Qty Elev.(ft) Weight 2 64 30 960 2 64 38 960 TopCrown: BranchLength(ft) Qty Weight Total Wt. 3 2 40 GrossArea(ft2): 39.3 Eff.Area(ft2): 37.5 CAAE(ft2): 22.5 o - C•1 C 5, 0 S - SE 13 12.5 ft 1.0 ft 42.5 ft _ - DESIGNED APPURTENANCE LOADING (9)4 ft branches 40.7 Ericsson RRUS-32 (29.9x13.3)9.5) 77 ,d. 30 (4)Kalhrein800.10965K (78.70x6.9) wimp 38 Ericsson RRUS 512(19.Tx17'17Z) wimp 30 - (4) Kalbrein 800-10965K (78.rx2M.10 wimp 38 Ericsson 4415 825 (16.5x13.44.9) 30 (4) Kslhrein 800.109851( (78.Trx6.9) wimp 38 ) Ericsson RRU 8843 (28"x15o10 30 Ericsson 4478 B14$5 8.1X13.44.26 RRUS-"28 886 (14.98x13.19x5.39) 30 Ericsson RRUS 11-E812(19.7c177Z) wimp 38 30 Ericsson 4415 825 (16.5113.4x5.9) 38 Ericsson RRUS-32 (29.9x13.34.5) 77 30 (2) Ericsson RRU 8843 (28c1510) 38 (2) Ericsson 4478B14$5 (18.1X13.44.26 38 Ericsson RRUS -E812(19.Tx17"x72) wimp 30 - RRUS-4426 856 (14.96X13.195.39 38 Ericsson 4415825 (16513.4r5.9) 30 Ericsson RRUS-32 (29.9x13.34.5) 77 lb. 38 2) Ericsson RRU 8843 (28c15X10) 30 21 Ericsson 4478814 $5 6.17c13.4r.8.26 RRUS-4426 866 (114.86X13.19'x5.39) 30 Ericsson RRUS 11-E812(19.7-X17'0.2) wimp 38 30 6coson4415 825 (16.5X13.4x5.fl 38 EricssonRRUS.33 (29.9x13.3x9.5) 77 1b.________________ 30 - (2) Ericsson RRU 8843(2Wc15X10) 38 (2) Ericsson 4478814$5 (18.11r13.4"426) 38 2) Raycap DC6-48.60-18-8FSurge Suppressor 30 - MRRUS-4426 866 (14.96"X13.19r5.39) 38 Raycap DC648-60-18-8F Surge Suppressor Raycap 006-48-60.18.8F Surge Suppressor 30 - Ericsson RRUS-32 (29.9x13.3x9.5) 77 lb. 38 30 Ericsson RRUS 11.EB12(19.rx1rrx7. wimp 38 -0 T-srm EPA= 4 WO (100 Ibs) 30 Ericsson 4415 B25 (16.5X13.4x5.r) 38 -0'I-ann EPA= 4 W2 (100 Ibs) 30 (2) Ericsson RRU 8843(2815t0) 38 VrT-srm EPA =4ft2(100lbs) 30 (2) Ericsson 4478 all 4$5 (18.1X13.4'x8.26 38 .lrT.arm EPA 4ft2(100lbs) 30 ) Kathrein 800-10965K 8.7140".9) wimp 30 - PU0-44256(14.981319.39) 38 Ericsson RRUS-32(29.9x13.34.5)77 lb. 38 Ericsson RRUS -E812(19.7o17x7.2 wimp 30 : (2) Raycap 000-4&60-18-8F Surge Suppressor 38 ) Ericsson RRU 8843 (28Xl5X10 30 ) Kslhrein 800-10965K 8.7d06.9) wimp 30 Raycap DCG-48-60-I Surge Suppressor 38 KalhreIn800-10965K 8.740"4.9) wimp 30 Raycap 00648-60-18-8F Surge Suppressor 38 61)28 antenna branches 30 8.0 T-arin EPA = 4 IP'2 (100 His) 38 Ericsson 4415 525 (16.5X13.4X5.9) 30 8.0r-aon EPA = 4 ft2 (100 His) 38 ) 88 branches 129.1 7-0--T-arm EPA= 4 ft'2 (100 hO) 38 88 branches 24.2 8-0'T-arm EPA= 480(l0oHis) 38 5nSurd 22 38 (64)2ftanlennabranthes (18)6 ft branches 35.2 18.7 15) loft branches 19112 ft branches 13.8 MATERIAL STRENGTH GRADE I Fy Fu GRADE I Fy Fu A572-65 165 ksi 180 hal 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 110 mph basic wind in accordance with the TIA-222-G Standard. I 4. Deflections are based upon a 60 mph wind. 5. Tower Risk Category II. P. Topographic Category 1 with Crest Height of 0.00 ft 7. TOWER RATING: 96.8% ALL REACTIONS ARE FACTORED AXIAL 19709 lb SHEAR MOMENT 241651b 703483 lb-ft TORQUE 11072 lb-ft REACTIONS- 110 mph MND I Vector Structural Engineers 654W. Galena Park Blvd. Suite 101 Draper, Utah 84016 Phone: (801) 990-1775 FAX: Omni Resort . I ProJect:U1O85..194481 I Client: Solar Communications International Draw y:halzahawiApp I Code: TIA-222-G I0 12120fl8 Scale: NTSI Path: - - Dm9 No. E-1I Mx Tower Job Page Omni Resort I of 24 Vector Structural Engineers Project Date UI 654 W. Galena Park Blvd., Suite 101 085-194-181 09:49:37 12/20/18 Draper, Utah 84016 ClIent Designed by Phone: (801) 990-1775 Solar Communications International halzahawi I FAX: I . Tower Input Data I The tower is a monopole. 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 110 mph. Risk Category II. 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. I 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 42.50-32.50 10.00 0.00 18 19.0000 22.0000 0.1875 0.7500 A572-65 (65 ksi) U 32.50-1.00 31.50 18 22.0000 31.4500 0.1875 0.7500 A572-65 (65 ksi) I Tapered Pole Properties I Section Tip Dia. Area / r C 1/C J /t/Q w wit in in2 in4 in in in3 - - in4 in2 iii LI 19.2642 11.1958 500.5935 6.6784 9.6520 51.8642 1001.8456 5.5990 3.0140 16.075 22.3105 12.9812 780.3007 7.7434 11.1760 69.8193 1561.6281 6.4918 3.5420 18.891 U 22.3105 12.9812 780.3007 7.7434 11.1760 69.8193 1561.6281 6.4918 3.5420 18.891 31.9062 18.6051 2297.2950 11.0982 15.9766 143.7912 4597.6128 9.3043 5.2052 27.761 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 42.50-32.50 I I I L2 32.50-1.00 Mx Tower Job Omni Resort Page 2 of 24 Vector Structural Engineers 654 W. Galena Park Blvd., Suite 101 Project UI 085-194-181 Date 09:49:37 12/20/18 Draper, Utah 84016 Phone: (801) 990-1775 FAX: Client Solar Communications International Designed by haizahawi I I Feed Line/Linear Appurtenances - Entered As Area I Description Face Allow Component Placement Total C..AA Weight or Shield Type Number Leg ft ft2/ft plf 15/8 Coax B No Inside Pole 38.00-1.00 24 No Ice 0.00 0.72 15/8 Coax B No Inside Pole 30.00-1.00 24 No Ice 0.00 0.72 I Feed Line/Linear Appurtenances Section Areas I Tower Tower Face AR AF C,.1A,4 C,AA Weight Section Elevation In Face Out Face ft ft2 ft2 ft 2 ft2 lb L 42.50-32.50 A 0.000 0.000 0.000 0.000 0 B 0.000 0.000 0.000 0.000 95 C 0.000 0.000 0.000 0.000 0 D 0.000 0.000 0.000 0.000 0 U 32.50-1.00 A 0.000 0.000 0.000 0.000 0 B 0.000 0.000 0.000 0.000 1045 C 0.000 0.000 0.000 0.000 0 D 0.000 0.000 0.000 0.000 0 I Shielding Factor Ka I Tower Feed Line Description Feed Line K. K. ] Section I Record No. I I Segment Elev. I No Ice I Ice I User Defined Loads I Description Elevation ft Offset From Centroid ft Azimuth Angle Weight lb F lb F lb Wind Force lb CAAc ft2 (9) 12 ft branches 13.80 0.00 0.0000 No Ice 693 0 0 1500 54.50 Service 693 0 0 399 54.50 (15)10 ft branches 18.70 0.00 0.0000 No Ice 990 0 0 2208 76.70 Service 990 0 0 588 76.70 (12)8 ft branches 24.20 0.00 0.0000 No Ice 607 . 0 0 1516 49.90 Service 607 0 0 404 49.90 (I2)8ftbranches 29.10 0.00 0.0000 No Ice 607 0 0 1573 49.80 Service 607 0 0 419 49.80 (I8)6ftbranches 35.20 0.00 0.0000 No Ice 713 0 0 1894 57.60 Service 713 0 0 504 57.60 (9)4 ft branches 40.70 0.00 0.0000 No Ice 238 0 0 685 20.20 Service 238 0 0 182 20.20 Top crown with (2)3 ft branches 45.00 0.00 0.0000 No Ice 40 0 0 779 22.50 Service 40 0 0 207 22.50 (64)2 It antenna branches 30.00 0.00 0.0000 No Ice 960 0 0 0 0.00 Service 960 0 0 0 0.00 (64)2 ft antenna branches 38.00 0.00 0.0000 No Ice 960 0 0 0 0.00 Service 960 0 0 0 0.00 S tnx Tower Job Page Omni Resort 3 of 24 Vector Structural Engineers Project Date U1085-194-1 654 W. Galena Park Blvd., Suite 101 81 09:49:37 12/20/18 Draper, Utah 840/6 Client Designed by Phone: (80/) 990-1775 Solar Communications International halzahawi I FAX: I Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CA4 C,AA Weight or Type Harz Adjustment Front Side Leg Lateral Vert ft ft J12 f12 lb ft ft (4)Kathrein 800-10965K A From Face 3.00 -20.0000 30.00 No Ice 13.84 7.42 134 (78.7"x20"x6.9") w/mp 0.00 0.00 (4) Kathrein 800-10965K B From Face 3.00 0.0000 30.00 No Ice 13.84 7.42 134 (78.7"x20"x6.9") w/mp 0.00 0.00 (4) Kathrein 800-10965K C From Face 3.00 0.0000 30.00 No Ice 13.84 7.42 134 (78.7'x20"x6.9") w/mp 0.00 0.00 Ericsson RRUS A From Face . 3.00 -20.0000 30.00 No Ice 2.79 1.46 56 I I-EB12(19.7"x17"x7.2") 0.00 wimp 0.00 Ericsson 4415 B25 A From Face 3.00 -20.0000 30.00 No Ice 1.84 0.82 46 (I6.5"x13.4"0.9") 0.00 0.00 (2) Ericsson RRU 8843 A From Face 3.00 -20.0000 30.00 No Ice 3.50 2.36 85 (28"xl5"x 10") 0.00 0.00 (2) Ericsson 4478 B 14 & B5 A From Face 3.00 -20.0000 30.00 No Ice 2.02 1.25 60 (I8.I"x13.4"x8.26") 0.00 0.00 RRUS4426 866 A From Face 3.00 -20.0000 30.00 No Ice 1.64 0.68 46 (14.96"x1 3.19"x5.39") 0.00 0.00 Ericsson RRUS-32 A From Face 3.00 -20.0000 30.00 No Ice 3.31 2.42 77 (29.9x13.3x9.5) 77 lb. 0.00 0.00 Ericsson RRUS B From Face 3.00 0.0000 30.00 No Ice 2.79 1.46 56 I 1-EBI 2(19.7"xl 7"x7.2") 0.00 w/mp 0.00 Ericsson 4415 B25 B From Face 3.00 0.0000 30.00 No Ice 1.84 0.82 46 (I6.5"x13.4"0.9") 0.00 0.00 (2) Ericsson RRU 8843 B From Face 3.00 0.0000 30.00 No Ice 3.50 2.36 85 (28"x15"xI0") 0.00 0.00 (2) Ericsson 4478 B14 & 85 B From Face 3.00 0.0000 30.00 No Ice 2.02 1.25 60 (18. I"xI 3.4"x8.26") 0.00 0.00 RRUS4426 B66 B From Face 3.00 0.0000 30.00 No Ice 1.64 0.68 46 (14.96"x13.19"x5.39") 0.00 0.00 Ericsson RRUS-32 B From Face 3.00 0.0000 30.00 No Ice 3.31 2.42 77 (29.9x13.3x9.5) 77 lb. 0.00 0.00 Ericsson RRUS C From Face 3.00 0.0000 30.00 No Ice 2.79 1.46 56 II -EBI2(19.7"xI 7"x7.2") 0.00 w/mp 0.00 Ericsson 4415 B25 C From Face 3.00 0.0000 30.00 No Ice 1.84 0.82 46 mx Tower Job Page Omni Resort 4 of 24 Vector Structural Engineers Project Date 654 W. Galena Park Blvd. , Suite 101 Ui 085-194-181 09:49:37 12/20/18 Draper, Utah 84016 Client Designed by Phone: (801) 990-1775 Solar Communications International halzahawi FAX: Description Face Offset Offsets: Azimuth Placement cIAA CAAA Weight or Type Harz Adjustment Front Side Leg Lateral Vert ft 0 ft ft2 ft, lb ft ft (16.5"x13.4"x5.9") 0.00 0.00 (2) Ericsson RRIJ 8843 C From Face 3.00 0.0000 30.00 No Ice 3.50 2.36 85 (28"x15"x10") 0.00 0.00 (2) Ericsson 4478Bl4&B5 C From Face 3.00 0.0000 30.00 No Ice 2.02 1.25 60 (18.I"x13.4"x8.26") 0.00 0.00 RRUS-4426 B66 C From Face 3.00 0.0000 30.00 No Ice 1.64 0.68 46 (14.96"x13.19"x5.39") 0.00 0.00 Ericsson RRUS-32 C From Face 3.00 0.0000 30.00 No Ice 3.31 2.42 77 (29.9x13.3x9.5) 77 lb. 0.00 0.00 S., (2) Raycap DC6-48-60-18-8F A From Face 3.00 -20.0000 30.00 No Ice 0.92 0.92 20 Surge Suppressor 0.00 0.00 Raycap DC648-60-18-8F B From Face 3.00 0.0000 30.00 No Ice 0.92 0.92 20 Surge Suppressor 0.00 0.00 Raycap 00648-60-18-8F C From Face 3.00 0.0000 30.00 No Ice 0.92 0.92 20 Surge Suppressor 0.00 0.00 '*5 8'-0" T-arm EPA = 4 ftA2 A From Face 3.00 -20.0000 30.00 No Ice 4.00 1.24 100 (100 Ibs) 0.00 0.00 8-0" T-arm EPA = 4 ftA2 B From Face 3.00 0.0000 30.00 No Ice 4.00 1.24 100 (100 Ibs) 0.00 0.00 8-0' T-arm EPA = 4 fr'2 C From Face 3.00 0.0000 30.00 No Ice 4.00 1.24 100 (100 Ibs) 0.00 0.00 8'-0" 1-arm EPA = 4 ftA2 D From Face 3.00 0.0000 30.00 No Ice 4.00 1.24 100 (100 ibs) 0.00 0.00 (4) Kathrein 800-10965K A From Face 3.00 -20.0000 38.00 No Ice 13.84 7.42 134 (78.7"x20"x6.9") w/mp 0.00 0.00 (4) Kathrein 800-10965K B From Face 3.00 0.0000 38.00 No Ice 13.84 7.42 134 (78.7"x20"x6.9") wimp 0.00 0.00 (4) Kathrein 800-10965K C From Face 3.00 0.0000 38.00 No Ice 13.84 7.42 134 (78.7"x20"x6.9") w/mp 0.00 0.00 *5* Ericsson RRUS A From Face 3.00 -20.0000 38.00 No Ice 2.79 1.46 56 I I-EBI2(19.7"x17"x7.2") 0.00 w/mp 0.00 Ericsson 4415 B25 A From Face 3.00 -20.0000 38.00 No Ice 1.84 0.82 46 (I 6.5"x1 3.4"x5.9") 0.00 0.00 (2) Ericsson RRIJ 8843 A From Face 3.00 -20.0000 38.00 No Ice 3.50 2.36 85 (28"xI5"xIO") 0.00 0.00 tnxTower Job Page 5 of 24 Omni Resort Vector Structural Engineers Project Date 654 W. Galena Park Blvd., Suite 101 UI 085-194-181 09:49:37 12/20/18 Draper, Utah 840)6 Client Designed by Phone: (80)) 990-1775 Solar Communications International haizahawi I FAX. Description Face Offset Offsets: Azimuth Placement CAA C.A4 Weight or Type Harz Adjustment Front Side Leg Lateral Vert ft 0 ft fj2 112 lb ft ft (2) Ericsson 4478 B 14 & 135 A From Face 3.00 -20.0000 38.00 No Ice 2.02 1.25 60 (18. 1"x13.4'x8.26") 0.00 0.00 RRUS-4426 B66 A From Face 3.00 -20.0000 38.00 No Ice 1.64 0.68 46 (I4.96'x13. I 9"x5.39") 0.00 0.00 Ericsson RRUS-32 A From Face 3.00 -20.0000 38.00 No Ice 3.31 2.42 77 (29.9x13.3x9.5) 77 lb. 0.00 0.00 Ericsson RRUS B From Face 3.00 0.0000 38.00 No Ice 2.79 1.46 56 I 1-EBI2(19.7"xll"x7.2') 0.00 w/mp 0.00 Ericsson 44I5B25 B From Face 3.00 0.0000 38.00 No Ice 1.84 0.82 46 (16.5"x13.4"x5.9") 0.00 0.00 (2) Ericsson RRU 8843 B From Face 3.00 0.0000 38.00 No Ice 3.50 2.36 85 (28'x15xl0") 0.00 0.00 (2) Ericsson 4478 B14 & B5 B From Face 3.00 0.0000 38.00 No Ice 2.02 1.25 60 (18. I"xI 3.4"x8.26") 0.00 0.00 RRUS4426 B66 B From Face 3.00 0.0000 38.00 No Ice 1.64 0.68 46 (14.96'x1 3.19'x5.39) 0.00 0.00 Ericsson RRUS-32 B From Face 3.00 0.0000 38.00 No'Ice 3.31 2.42 77 (29.9x13.3x9.5) 77 lb. 0.00 0.00 Ericsson RRUS C From Face 3.00 0.0000 38.00 No Ice 2.79 1.46 56 I l-EB12(19.7"x17x7.2") 0.00 w/mp 0.00 Ericsson 44l5B25 C From Face 3.00 0.0000 38.00 No Ice 1.84 0.82 46 (16.5'x13.4"x5.9) 0.00 0.00 (2) Ericsson RRU 8843 C From Face 3.00 0.0000 38.00 No Ice 3.50 2.36 85 (28"x15"xl0) 0.00 0.00 (2) Ericsson 4478B14&B5 C From Face 3.00 0.0000 38.00 No Ice 2.02 1.25 60 (18.1"xi 3.4x8.26") 0.00 0.00 RRUS-4426 B66 C From Face 3.00 0.0000 38.00 No Ice 1.64 0.68 46 (14.96'x13.19"x5.39") 0.00 0.00 Ericsson RRUS-32 C From Face 3.00 0.0000 38.00 No Ice 3.31 2.42 77 (29.9x 13.3x9.5) 77 lb. 0.00 0.00 "a (2) Raycap DC6-48-60-I8-8F A From Face 3.00 -20.0000 38.00 No Ice 0.92 0.92 20 Surge Suppressor 0.00 0.00 Raycap DC648-60-I8-8F B From Face 3.00 0.0000 38.00 No Ice 0.92 0.92 20 Surge Suppressor 0.00 0.00 Raycap DC648-60-18-8F C From Face 3.00 0.0000 38.00 No Ice 0.92 0.92 20 Surge Suppressor 0.00 0.00 Tower Job Omni Resort Page 6 of 24 Vector Structural Engineers Project Date UI 654 W. Galena Park Blvd., Suite 101 085-194-181 09:49:37 12120/18 Client Designed by Draper, Utah 84016 Phone: (801) 990-1775 Solar Communications International halzahawi I FAX: Description Face Offset Offsets: Azimuth Placement C1A4 C,AA Weight or Type Hon Adjustment Front Side Leg Lateral Vert ft •0 ft ft2 ft, lb ft. ft sit 8'-0 1-arm EPA = 4 11A2 A From Face 3.00 -20.0000 38.00 No Ice 4.00 1.24 100 (100 Ibs) 0.00 0.00 8-0 1-arm EPA =4 ftA2 B From Face 3.00 0.0000 38.00 No Ice 4.00 1.24 100 (100 ibs) 0.00 0.00 8-0 T-arm EPA = 4 ftA2 C From Face 3.00 0.0000 38.00 No Ice 4.00 1.24 100 (100 Ibs) 0.00 0.00 8-0' 1-arm EPA = 4 ftA2 D From Face 3.00 0.0000 38.00 No Ice 4.00 1.24 100 (100 Ibs) 0.00 0.00 $555 5*5 *5 5 *5 S * 5* * I Dishes I Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Horz Adjustment Beam Diameter Area Leg Lateral Width Vert ft 0 a ft ft ft2 lb 61-0" Standard Paraboloid wlo None 0.0000 22.00 6.00 No Ice 28.27 106 Radome I TowerPressures - No Ice I GH = 1.100 Section z Kz qz AG F AR A, Leg CAA CA1 Elevation a 7t2 % In Out c Face Face ft ft ....L ft2 e ft2 ft2 f12 ft2 LI 42.50-32.50 37.38 - 1.029 30 17.323 A 0.000 17.323 17.323 100.00 0.000 0.000 B 0.000 17.323 100.00 0.000 0.000 C 0.000 17.323 100.00 0.000 0.000 D 0.000 17.323 100.00 0.000 0.000 L2 32.50-1.00 16.22 0.863 26 71.159 A 0.000 71.159 71.159 100.00 0.000 0.000 B 0.000 71.159 100.00 0.000 0.000 C 0.000 71.159 100.00 0.000 0.000 D 0.000 71.159, 100.00 0.000 0.000 I Tower Pressure - Service mx Tower Job Omni Resort Page 7 of 24 Vector Structural Engineers 654 W. Galena Park Blvd. Suite 101 Project UI 085-194-181 Date 09:49:37 12/20/18 Draper, Utah 840)6 Phone: ('801) 990-1775 FAX: Client Solar Communications International Designed by haizahawi I GH = 1.100 Section z K, q A0 A,, Leg IAA C'AAA Elevation a In Out c Face Face ft ft L fg2 F7AFAR ft2 ft2 ft2 LI 42.50-32.50 37.38 1.029 8 17.323 A 17.323 100.00 0.000 0.000 B 100.00 0.000 0.000 C 0.000 17.323 100.00 0.000 0.000 D 0.000 17.323 100.00 0.000 0.000 U 32.50-1.00 16.22 0.863 7 71.159 A 0.000 71.159 71.159 100.00 0.000 0.000 B 0.000 71.159 100.00 0.000 0.000 C 0.000 71.159 100.00 0.000 0.000 D 0.000 71.159, 100.00 0.000 0.000 I Tower Forces - No Ice - Wind Normal To Face I Section Elevation ft Add Weight lb Self Weight lb F a c e e C', - q psi - D, DR - A, f2 F lb w ph CtrL Face - LI 95 411 A I 0.65 30 1 I 17.323 375 37.50 D 42.50-32.50 B I 0.65 1 I 17.323 C I 0.65 1 I 17.323 D I 0.65 1 I 17.323 L232.50-1.00 1045 1693 A I 0.65 26 1 I 71.159 1334 42.36 D B 1 0.65 1 I 71.159 C I 0.65 1 I 71.159 D I 0.65 I I 71.159 Sum Weight: 1140 2104 - - - - OTM 33941 lb-ft 1709 - I Tower Forces - No Ice - Wind 45 To Face I Section Elevation ft Add Weight lb Self Weight lb F a c e e CF q psf D, DR A, f2 F lb w ph Ctrl. Face LI 95 411 A 1 0.65 30 1 1 17.323 375 37.50 D 42.50-32.50 B I 0.65 1 I 17.323 C I 0.65 1 I 17.323 D I 0.65 1 I 17.323 L2 32.50-1.00 1045 1693 A I 0.65 26 1 I 71.159 1334 42.36 D B 1 0.65 1 I 71.159 C I 0.65 1 I 71.159 D I 0.65 1 I 71.159 Sum Weight: 1140 2104 OTM 33941 lb-ft 1709 I Tower Forces - Service - Wind Normal To Face I Tower Job Omni Resort Page 8 of 24 Vector Structural En 654 W. Galena Park Blvd., Suite 101 Project UI 085-194-181 Dategineers 09:49:37 12/20/18 Draper, Utah 84016 Phone: (801) 990-1775 FAX: Client Solar Communications International Designed by haizahawi I Section Elevation ft Add Weight lb Self Weight lb F a c e e CF q psf DF DR AE It? F lb w ph Ctrl. Face LI 95 411 A I 0.65 8 I 1 17.323 100 9.98 D 42.50-32.50 B I 0.65 1 1 17.323 C I 0.65 1 1 17.323 D I 0.65 1 1 17.323 L2 32.50-1.00 1045 1693 A I 0.65 7 1 1 71.159 355 11.28 D B I 0.65 1 1 71.159 C I 0.65 1 1 71.159 D I 0.65 I I 71.159 Sum Weight: 1140 2104 OTM 9035 lb-ft 455 I Tower Forces - Service - Wind 45 To Face I Section Elevation ft Add Weight lb Self Weight lb F a e e CF - q2 psi - DF - DR - Ag ft? F lb w pif Ctrl. Face - LI 95 411 A 1 0.65 8 I I 17.323 100 9.98 D 42.50-32.50 B 1 0.65 I I 17.323 C 1 0.65 I I 17.323 D 1 0.65 I I 17.323 Ii 32.50-1.00 1045 1693 A 1 0.65 7 I I 71.159 355 11.28 D B 1 0.65 I I 71.159 C 1 0.65 I I 71.159 D I 0.65 I I 71.159 Sum Weight: 1140 2104 OTM 9035 lb-ft 455 I Discrete Appurtenance Pressures - No Ice Gw=i.ioo I Description Aiming Azimuth Weight lb Offset: ft Offset: ft z ft K. q. psi CAc Front It? CAAc Side It? Kathrein 800-10965K 250.0000 536 -3.95 0.00 30.00 0.982 29 55.36 29.67 (78.7"x20'x6.9") wimp Kathrein 800-10965K 0.0000 536 0.00 -3.95 30.00 0.982 29 55.36 29.67 (78.7"x20"x6.9") w/mp Kathrein 800-10965K 90.0000 536 3.95 0.00 30.00 0.982 29 55.36 29.67 (78.7"x20"x6.9") wimp Ericsson RRUS 250.0000 56 -3.95 0.00 30.00 0.982 29 2.79 1.46 II-E13I2(19.7"x17"x7.2" wimp Ericsson 4415 B25 250.0000 46 -3.95 0.00 30.00 0.982 29 1.84 0.82 (I6.5"x13.4"x5.9") Ericsson RRU 8843 250.0000 170 -3.95 0.00 30.00 0.982 29 7.00 4.72 (28"xI5"x 10") Ericsson 4478BI4&B5 250.0000 120 -3.95 0.00 30.00 0.982 29 4.04 2.49 (18. lxi 3.4"x8.26") RRUS4426 B66 250.0000 46 -3.95 0.00 30.00 0.982 29 1.64 0.68 (I4.96"xI 3.I9"x5.39") Ericsson RRUS-32 250.0000 77 -3.95 0.00 30.00 0.982 29 3.31 2.42 tnxTower Job Omni Resort Page 9 of 24 Vector Structural Engineers Project Date 654 W. Galena Park Blvd. , Suite JO) UI 085-194-181 09:49:37 12/20/18 Draper, Utah 84016 Client Designed by Phone: (80!) 990-1775 Solar Communications International haizahawi I FAX: Description Aiming Azimuth 0 Weight lb Offset, ft Offset: ft z ft K: q psf C1Ac Front ft, C,Ac Side ft2 (29.9x13.3x9.5) 77 lb. Ericsson RRUS 0.0000 56 0.00 -3.95 30.00 0.982 29 2.79 1.46 11 -EB 12(19.7'x1 7'x7.2" wimp Ericsson 4415 B25 0.0000 46 0.00 -3.95 30.00 0.982 29 1.84 0.82 (16.5"xl 3.4"x5.9") Ericsson RRU 8843 0.0000 170 0.00 -3.95 30.00 0.982 29 7.00 4.72 (28"xl5"xI0") Ericsson 4478B14&85 0.0000 120 0.00 -3.95 30.00 0.982 29 4.04 2.49 (18. I"x13.4'x8.26") RRUS-4426 B66 0.0000 46 0.00 -3.95 30.00 0.982 29 1.64 0.68 (14.96"xl 3.I9"x5.39") Ericsson RRUS-32 0.0000 77 0.00 -3.95 30.00 0.982 29 3.31 2.42 (29.9x13.3x9.5) 77 lb. Ericsson RRUS 90.0000 56 3.95 0.00 30.00 0.982 29 2.79 1.46 II -EB 12(19.7"x17°x7.2" wimp Ericsson 4415 B25 90.0000 46 3.95 0.00 30.00 0.982 29 1.84 0.82 (16.5"xl 3.4"x5.9°) Ericsson RRU 8843 90.0000 170 3.95 0.00 30.00 0.982 29 7.00 4.72 (28"x I 5"xlO') Ericsson 4478 B14 & B5 90.0000 120 3.95 0.00 30.00 0.982 29 4.04 2.49 (18.1 "xl 3.4"x8.26") RRUS-4426B66 90.0000 46 3.95 0.00 30.00 0.982 29 1.64 0.68 (I4.96"x13. 19"x5.39") Ericsson RRUS-32 90.0000 77 3.95 0.00 30.00 0.982 29 3.31 2.42 (29.9x13.3x9.5) 77 lb. Raycap 250.0000 40 -3.95 0.00 30.00 0.982 29 1.83 1.83 DC6-48-60-I8-8F Surge Suppressor Raycap 0.0000 20 0.00 -3.95 30.00 0.982 29 0.92 0.92 DC6-48-60-18-8F Surge Suppressor Raycap 90.0000 20 3.95 0.00 30.00 0.982 29 0.92 0.92 DC6-48-60-18-8F Surge Suppressor 8'-0"T-arm EPA = 4 ftA2 250.0000 100 -3.95 0.00 30.00 0.982 29 4.00 1.24 (100 Ibs) 8-0" 1-arm EPA =4 ft'2 0.0000 100 0.00 -3.95 30.00 0.982 29 4.00 1.24 (100 Ibs) 8'-0"T-arm EPA =4 fi"2 90.0000 100 3.95 0.00 30.00 0.982 29 4.00 1.24 (100 Ibs) 8-0" T-arm EPA = 4 fiA2 180.0000 100 0.00 3.95 30.00 0.982 29 4.00 1.24 (100 Ibs) Kathrein800-10965K 250.0000 536 -3.85 0.00 38.00 1.032 30 55.36 29.67 (78.7"x20"x6.9") w/mp Kathrein800-10965K 0.0000 536 0.00 -3.85 38.00 1.032 30 55.36 29.67 (78.7"x20"x6.9") wimp Kathrein800-10965K 90.0000 536 3.85 0.00 38.00 1.032 30 55.36 29.67 (78.7"x20"x6.9") w/mp Ericsson RRUS 250.0000 56 -3.85 0.00 38.00 1.032 30 2.79 1.46 II -EB 12(19.7"xl 7"x7.2" )wlmp Ericsson 4415 825 250.0000 46 -3.85 0.00 38.00 1.032 30 1.84 0.82 (I 6.5"x13.4"x5.9") Ericsson RRU 8843 250.0000 170 -3.85 0.00 38.00 1.032 30 7.00 4.72 (28"x I 5"xlO") Ericsson 4478Bl4&B5 250.0000 120 -3.85 0.00 38.00 1.032 30 4.04 2.49 (18.I"xl 3.4"x8.26") RRUS-4426B66 250.0000 46 -3.85 0.00 38.00 1.032 30 1.64 0.68 (I4.96"x13.I9"x5.39") tnxTower Job Page 10 Omni Resort of 24 Vector Structural En Project Dategineers 654 W. Galena Park Blvd. Suite 101 Ui 085-194-181 09:49:37 12/20/18 Draper, Utah 840/6 Client Designed by Phone: (801) 990-1775 Solar Communications International I haizahawi FAX: Description Aiming Azimuth Weight lb Offset, ft Offset, ft z ft K. q, psi CAAC Front 112 CAc Side 19 Ericsson RRUS-32 250.0000 77 -3.85 0.00 38.00 1.032 30 3.31 2.42 (29.9x13.3x9.5) 77 lb. Ericsson RRUS 0.0000 56 0.00 -3.85 38.00 1.032 30 2.79 1.46 II -EB I2(19.7'x17'x7.2" )wlmp Ericsson 4415 B25 0.0000 46 0.00 -3.85 38.00 1.032 30 1.84 0.82 (16.5x I 3.4x5.9) Ericsson RRU 8843 0.0000 170 0.00 -3.85 38.00 1.032 30 7.00 4.72 (28'x15"xl0") Ericsson 4478B14&B5 0.0000 120 0.00 -3.85 38.00 1.032 30 4.04 2.49 (18. l"x I 3.4x8.26) R.RUS-4426 866 0.0000 46 0.00 -3.85 38.00 1.032 30 1.64 0.68 (I4.96"x I3.I9"x5.39") Ericsson RRUS-32 0.0000 77 0.00 -3.85 38.00 1.032 30 3.31 2.42 (29.9x13.3x9.5) 77 lb. Ericsson RRIJS 90.0000 56 3.85 0.00 38.00 1.032 30 2.79 1.46 11 -1313 12(19.7"xl 7'x7.2" )w/mp Ericsson 4415 B25 90.0000 46 3.85 0.00 38.00 1.032 30 1.84 0.82 (16.5"x13.4"x5.9') Ericsson RRU 8843 90.0000 170 3.85 0.00 38.00 1.032 30 7.00 4.72 (28"x 15"x 10') Ericsson 4478 B 14 & B5 90.0000 120 3.85 0.00 38.00 1.032 30 4.04 2.49 (18.1 "xl 3.4"x8.26") RRUS-4426 B66 90.0000 46 3.85 0.00 38.00 1.032 30 1.64 0.68 (14.96"M .19N5.39") Ericsson RRIJS-32 90.0000 77 3.85 0.00 38.00 1.032 30 3.31 2.42 (29.9x 13.3x9.5) 77 lb. Raycap 250.0000 40 -3.85 0.00 38.00 1.032 30 1.83 1.83 006-48-60-18-8F Surge Suppressor Raycap 0.0000 20 0.00 -3.85 38.00 1.032 30 0.92 0.92 DC6-48-60-18-8F Surge Suppressor Raycap 90.0000 20 3.85 0.00 38.00 1.032 30 0.92 0.92 DC6-48-60-18-8F Surge Suppressor 80T arm EPA 4ftA2 250.0000 100 -3.85 0.00 38.00 1.032 30 4.00 1.24 (100 Ibs) 8-0" T-arm EPA = 4 fiA2 0.0000 100 0.00 -3.85 38.00 1.032 30 4.00 1.24 (100 Ibs) 8'-0"T-arm EPA 4fi'2 90.0000 100 3.85 0.00 38.00 1.032 30 4.00 1.24 (100 Ibs) 8-0"T-arm EPA =4ft"2 180.0000 100 0.00 3.85 38.00 1.032 30 4.00 1.24 (100 Ibs) Sum 7266 Weight: I Discrete Appurtenance Pressures - Service Gu=i.ioo I Description Aiming Weight Offset, Offset, z K. q, CsAc C,Ac Azimuth Front Side lb ft ft ft psi 19 19 Kathrein800-10965K 250.0000 536 -3.95 0.00 30.00 0.982 8 55.36 29.67 (78.7"x20"x6.9') wimp Kathrein 800-10965K 0.0000 536 0.00 -3.95 30.00 0.982 8 55.36 29.67 (78.7"x20"x6.9') wimp Kathrein800-10965K 90.0000 536 3.95 0.00 30.00 0.982 8 55.36 29.67 tnxTower Job Jo Page 11 Omni Resort of 24 Vector Structural Engineers Project Date 654 W. Galena Park Blvd., Suite 101 UI 085-194-181 09:49:37 12/20/18 Draper, Utah 84016 Client Designed by Phone: (801) 990-1775 Solar Communications International haizahawi I FAX. Description Aiming Azimuth Weight lb Offset, ft 0ffse1 ft z ft K psI C,Ac Front 112 CAc Side ft2 (78.7"x20"x6.9") wimp Ericsson RRUS 250.0000 56 -3.95 0.00 30.00 0.982 8 2.79 1.46 I 1-EB 12(19.7"xl 7"x7.2" )w/mp Ericsson 4415 B25 250.0000 46 -3.95 0.00 30.00 0.982 8 1.84 0.82 (16.5"x13.4"x5.9") Ericsson RRU 8843 250.0000 170 -3.95 0.00 30.00 0.982 8 7.00 4.72 (28"x15"x10") Ericsson 4478Bl4&B5 250.0000 120 -3.95 0.00 30.00 0.982 8 4.04 2.49 (18. 1"xl 3.4"x8.26") RRUS-4426B66 250.0000 46 -3.95 0.00 30.00 0.982 8 1.64 0.68 (14.96"x13.19"x5.39") Ericsson RRUS-32 250.0000 77 -3.95 0.00 30.00 0.982 8 3.31 2.42 (29.9x13.3x9.5) 77 lb. Ericsson RRUS 0.0000 56 0.00 -3.95 30.00 0.982 8 2.79 1.46 Il-EB 12(19.7"x17"x7.2" )w/mp Ericsson 44l5B25 0.0000 46 0.00 -3.95 30.00 0.982 8 1.84 0.82 (16.5"x1 3.4"x5.9") Ericsson RRU 8843 0.0000 170 0.00 -3.95 30.00 0.982 8 7.00 4.72 (28"xI5"xl0") Ericsson 4478Bl4&B5 0.0000 120 0.00 -3.95 30.00 0.982 8 4.04 2.49 (18.1 "xl 3.4'x8.26) RRUS-4426 B66 0.0000 46 0.00 -3.95 30.00 0.982 8 1.64 0.68 (14.96"x13. 19"x5.39") Ericsson RRUS-32 0.0000 77 0.00 -3.95 30.00 0.982 8 3.31 2.42 (29.9x1 3.3x9.5) 77 lb. Ericsson RRUS 90.0000 56 3.95 0.00 30.00 0.982 8 2.79 1.46 Il-EB 12(19.7"xl 7"x7.2" )wimp Ericsson 4415 B25 90.0000 46 3.95 0.00 30.00 0.982 8 1.84 0.82 (I6.5"x13.4"x5.9") Ericsson RRU 8843 90.0000 170 3.95 0.00 30.00 0.982 8 7.00 4.72 (28"xl5"x10") Ericsson 4478Bl4&B5 90.0000 120 3.95 0.00 30.00 0.982 8 4.04 2.49 (18.1 "xl 3.4"x8.26") RRUS-4426 866 90.0000 46 3.95 0.00 30.00 0.982 8 1.64 0.68 (14.96'03.19"x5.39") Ericsson RRUS-32 90.0000 77 3.95 0.00 30.00 0.982 8 3.31 2.42 (29.9x13.3x9.5) 77 lb. Raycap 250.0000 40 -3.95 0.00 30.00 0.982 8 1.83 1.83 006-48-60-1 8-8F Surge Suppressor Raycap 0.0000 20 0.00 -3.95 30.00 0.982 8 0.92 0.92 DC6-48-60-18-8F Surge Suppressor Raycap 90.0000 20 3.95 0.00 30.00 0.982 8 0.92 0.92 DC648-60-18-SF Surge Suppressor 8-0" T-arm EPA = 4 11A2 250.0000 100 -3.95 0.00 30.00 0.982 8 4.00 1.24 (100 Ibs) 8'-0" T-arm EPA = 4 ftA2 0.0000 100 0.00 -3.95 30.00 0.982 8 4.00 1.24 (100 Ibs) 8'-0" T-arm EPA = 4 ftA2 90.0000 100 3.95 0.00 30.00 0.982 8 4.00 1.24 (100 Ibs) 8'-0" 1-arm EPA = 4 11A2 180.0000 100 0.00 3.95 30.00 0.982 8 4.00 1.24 (100 Ibs) Kathrein 800-10965K 250.0000 536 -3.85 0.00 38.00 1.032 8 55.36 29.67 (78.7x20"x6.9") wimp Kathrein 800-10965K 0.0000 536 0.00 -3.85 38.00 1.032 8 55.36 29.67 (78.7"x20"x6.9") wimp Mx Tower Job Page Omni Resort 12 of 24 Vector Structural Engineers Project Date 654 W. Galena Park Blvd. Suite 101 Ui 085-194-181 09:49:37 12/20/18 Client Designed by Draper, Utah 84016 Phone: (80/) 990-1775 Solar Communications International halzahawi I FAX: Description Aiming Azimuth Weight lb Offset: ft Offset: ft z ft K: psI CiAc Front f,2 CiAc Side ft2 Kathrein 800-10965K 90.0000 536 3.85 0.00 38.00 1.032 8 55.36 29.67 (78.7"x20"x6.9") wimp Ericsson RRUS 250.0000 56 -3.85 0.00 38.00 1.032 8 2.79 1.46 11-EB12(19.7"x17"x7.2" )wimp Ericsson 4415 B25 250.0000 46 -3.85 0.00 38.00 1.032 8 1.84 0.82 (16.5"x13.4"x5.9") Ericsson RRU 8843 250.0000 170 -3.85 0.00 38.00 1.032 8 7.00 4.72 (28"x I5'x ID") Ericsson 4478BI4&B5 250.0000 120 -3.85 0.00 38.00 1.032 8 4.04 2.49 (18.1 "xl 3.4"x8.26) RRUS-4426 B66 250.0000 46 -3.85 0.00 38.00 1.032 8 1.64 0.68 (14.96°x13. I 9"x5.39") Ericsson RRUS-32 250.0000 77 -3.85 0.00 38.00 1.032 8 3.31 2.42 (29.9x13.3x9.5) 77 lb. Ericsson RRUS 0.0000 56 0.00 -3.85 38.00 1.032 8 2.79 1.46 II -EB 12(19.7"x17'x7.2" )w/mp Ericsson 4415 B25 0.0000 46 0.00 -3.85 38.00 1.032 8 1.84 0.82 (16.5"x13.4"x5.9") Ericsson RRU 8843 0.0000 170 0.00 -3.85 38.00 1.032 8 7.00 4.72 (28"x15"x10") Ericsson 4478BI4&B5 0.0000 120 0.00 -3.85 38.00 1.032 8 4.04 2.49 (18. 1"x I 3.4"x8.26") RRUS-4426 B66 0.0000 46 0.00 -3.85 38.00 1.032 8 1.64 0.68 (14.96"xl 3.19"x5.39") Ericsson RRUS-32 0.0000 77 0.00 -3.85 38.00 1.032 8 3.31 2.42 (29.9x13.3x9.5) 77 lb. Ericsson RRUS 90.0000 56 3.85 0.00 38.00 1.032 8 2.79 1.46 II-EBI2(19.7"xl 7'x7.2" w/mp Ericsson 4415 B25 90.0000 46 3.85 0.00 38.00 1.032 8 1.84 0.82 (16.5"xl 3.4"x5.9") Ericsson RRU 8843 90.0000 170 3.85 0.00 38.00 1.032 8 7.00 4.72 (28"xl 5"xl0") Ericsson 4478Bl4&B5 90.0000 120 3.85 0.00 38.00 1.032 8 4.04 2.49 (18.1 "xl 3.4"x8.26) RRUS-4426B66 90.0000 46 3.85 0.00 38.00 1.032 8 1.64 0.68 (14.96'xl 3.19"x5.39") Ericsson RRUS-32 90.0000 77 3.85 0.00 38.00 1.032 8 3.31 2.42 (29.9x13.3x9.5) 77 lb. Raycap 250.0000 40 -3.85 0.00 38.00 1.032 8 1.83 1.83 DC6-48-60-1 8-8F Surge Suppressor Raycap 0.0000 20 0.00 -3.85 38.00 1.032 8 0.92 0.92 DC6-48-60-1 8-8F Surge Suppressor Raycap 90.0000 20 3.85 0.00 38.00 1.032 8 0.92 0.92 DC6-48-60-1 8-8F Surge Suppressor 8'-0"T-arm EPA = 4 ftA2 250.0000 100 -3.85 0.00 38.00 1.032 8 4.00 1.24 (100 lbs) 8-0" T-arm EPA4 ftA2 0.0000 100 0.00 -3.85 38.00 1.032 8 4.00 1.24 (I00 lbs) 8-0" 1-arm EPA = 4 ftA2 90.0000 100 3.85 0.00 38.00 1.032 8 4.00 1.24 (100 lbs) 8'-0' T-arm EPA = 4 ftA2 180.0000 100 0.00 3.85 38.00 1.032 8 4.00 1.24 (100 lbs) Sum 7266 Weight: mx Tower - Job Page Omni Resort 13 of 24 Vector Structural En Project Dategineers 654 W. Galena Park Blvd. Suite 101 U1085-194-181 09:49:37 12/20/18 Draper, Utah 84016 Client Designed by Phone: (801) 990-1775 Solar Communications International haizahawi FAX: I Dish Pressures - No Ice I Elevation Dish Aiming Weight Offset: Offset: K. A4 ft Description Azimuth lb ft ft J11 psi 22.00 6-0 Standard 0.0000 106 0.00 0.00 0.920 28.27 27 Sum 106 Weight: I Dish Pressures - Service I Elevation Dish Aiming Weight Offset: Offset: K A4 qi ft Description Azimuth o lb ft ft ft2 psf 22.00 6-0 Standard 0.0000 106 0.00 0.00 0.920 28.27 7 Sum 106 Weight: I Force Totals I 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-ft lb-fl Leg Weight 2104 Bracing Weight 0 -8349 156 Total Member Self-Weight 2104 Total Weight 16424 -8349 156 612 -22648 -1101 WindOdeg - No Ice -646189 -20096 Wind 30 deg -No Ice 12511 -19920 -570861 -358055 -6557 Wind 45 deg - No Ice 17377 -16447 -473690 -495948 -8704 Wind 60 deg - No Ice 21058 -11854 -344808 -600032 -10257 Wind 9O deg -NoIce 23963 -612 -28601 -681188 -11208 Wind 120 deg - No Ice 20446 10794 293032 -579780 -9156 Wind 135 deg - No Ice 16511 15582 428351 -467307 -7147 Wind 150 deg - No Ice 11451 19308 533910 -322977 -4651 Wind 180 deg -NoIce -612 22648 629490 20408 1101 Wind 2lo deg -NoIce -12511 19920 554162 358367 6557 Wind 225 deg - No Ice -17377 16447 456992 496260 8704 Wind 240 deg - No Ice -21058 11854 328109 600344 10257 Wind 270 deg -NoIce -23963 612 11903 681500 11208 Wind 300 deg - No Ice -20446 -10794 -309730 580091 9156 Wind 3I5 deg -NoIce -16511 -15582 -445050 467619 7147 Wind 330 deg - No Ice -11451 -19308 -550609 323289 4651 Total Weight 16424 -8349 156 163 -6029 -293 WindOdeg - Service -178144 -5235 Wind 30 deg -Service 3330 -5303 -158091 -95201 -1746 Wind 45 deg - Service 4626 -4378 -132224 -131908 -2317 Wind 60 deg - Service 5606 -3156 -97916 -159616 -2730 Wind 90 deg - Service 6379 -163 -13740 -181220 -2984 Wind 120 deg - Service 5443 2873 71879 -154224 -2437 Wind 135 deg - Service 4395 4148 107901 -124284 -1903 Wind l5o deg -Service 3048 5140 136002 -85863 -1238 Wind I80 deg -Service -163 6029 161445 5547 293 Tower Job Page Omni Resort 14 of 24 Vector Structural Engineers Project Date 654 W. Galena Park Blvd., Suite 101 UI 085-194-181 09:49:37 12120/18 Draper, Utah 84016 Client Designed by Phone: (801) 990-1775 Solar Communications International halzahawi I FAX: Load Vertical Sum of Sum of Sun. of Sum of Sum of Torques Case Forces Forces Forces Overturning Overturning I Z Moments, M Moments, M lb lb lb lb-ft lb-ft lb-ft Wind 2lO deg- Service -3330 5303 141393 95513 1746 Wind 225 deg - Service -4626 4378 115526 132220 2317 Wind 240 deg - Service -5606 3156 81217 159927 2730 Wind 270 deg -Service 10 -6379 163 -2958 181532 2984 Wind 300 deg - Service -5443 -2873 -88578 154536 2437 Wind 315 deg - Service -4395 -4148 -124600 124596 1903 Wind 330 deg - Service -3048 -5140 -152700 86175 1238 I Load Combinations I Comb. Description No. I Dead Only 2 1.2 Dead+1.0 Wind 0 deg - No Ice 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 45 deg - No Ice 7 0.9 Dead+I .0 Wind 45 deg - No Ice 8 1.2 Dead+I .0 Wind 60 deg - No Ice 9 0.9 Dead+ 1.0 Wind 60 deg - No Ice 10 1.2 Dead+I.0 Wind 90 deg -No Ice II 0.9 Dead+I .0 Wind 90 deg - No Ice 12 1.2 Dead+l.0 Wind 120 deg - No Ice 13 0.9 Dead+I .0 Wind 120 deg - No Ice 14 1.2 Dead+I.0 Wind 135 deg- No Ice 15 0.9 Dead+l .0 Wind 135 deg - No Ice 16 1.2 Dead+I.0 Wind ISO deg - No Ice 17 0.9 Dead+ 1.0 Wind 150 deg - No Ice 18 1.2 Dead+l.0 Wind 180 deg - No Ice 19 0.9 Dead+ 1.0 Wind 180 deg - No Ice 20 1.2 Dead+I.0 Wind 210 deg- No Ice 21 0.9 Dead+I.0 Wind 210 deg- No Ice 22 1.2 Dead+I .0 Wind 225 deg - No Ice 23 0.9 Dead+ 1.0 Wind 225 deg - No Ice 24 1.2 Dead+ 1.0 Wind 240 deg - No Ice 25 0.9 Dead+I.0 Wind 240 deg - No Ice 26 1.2 Dead+1.0 Wind 270 deg - No Ice 27 0.9 Dead+1.0 Wind 270 deg - No Ice 28 1.2 Dead+1.0 Wind 300 deg - No Ice 29 0.9 Dead+I.0 Wind 300 deg - No Ice 30 1.2 Dead+1.0 Wind 315 deg- No Ice 31 0.9 Dead+I.0 Wind 315 deg - No Ice 32 1.2 Dead+1.0 Wind 330 deg - No Ice 33 0.9 Dead+ 1.0 Wind 330 deg - No Ice 34 Dead+Wind 0 deg - Service 35 Dead+Wind 30 deg - Service 36 Dead+Wind 45 deg - Service 37 Dead+Wind 60 deg - Service 38 Dead+Wind 90 deg - Service 39 Dead+Wind 120 deg - Service 40 Dead+Wind 135 deg - Service 41 Dead+Wind ISO deg - Service 42 Dead+Wind 180 deg - Service 43 Dead+Wind 210 deg - Service 44 Dead+Wind 225 deg - Service mx Tower Job Page Omni Resort 15 of 24 Vector Structural Engineers Project Date UI 654 W. Galena Park Blvd., Suite 101 085-194-181 09:49:37 12/20/18 Draper, Utah 84016 Client Designed by Phone: (801) 990-1775 Solar Communications International halzahawi FAX: Comb. Description No. 45 Dead+ Wind 240 deg - Service 46 Dead+ Wind 270 deg - Service 47 Dead+ Wind 300 deg - Service 48 Dead+ Wind 315 deg - Service 49 Dead+ Wind 330 deg - Service I Maximum Member Forces I Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. lb lb-ft lb-ft L 42.5-32.5 Pole Max Tension 34 0 0 0 Max. Compression 16 -7054 -25207 -37392 Max. Mx 26 -6996 53810 3121 Max. My 2 -7028 -1682 54917 Max. Vy 26 -9454 53810 3121 Max. Vx 2 -8772 -1682 54917 Max. Torque 27 -5605 U 32.5-1 Pole Max Tension I 0 0 0 Max. Compression 16 -19685 -327868 -540233 Max. Mx 26 -19681 691938 -10312 Max. My 2 -19684 -20392 657821 Max. Vy 26 -23986 691938 -10312 Max. Vx 2 -22670 -20392 657821 Max. Torque 27 -11083 I Maximum Reactions I Location Condition Gov. Vertical Horizontal, I Horizontal, Z Load lb lb lb Comb. Pole Max. Vert 16 19709 -11451 -19308 Max. H., 27 14782 23963 -612 Max. H. 3 14782 -612 22648 Max. M 2 657821 -612 . 22648 Max. M,, 10 691555 -23962 612 Max. Torsion II 11068 -23963 612 Min. Vert 3 14782 -612 22648 Min. H., II 14782 -23963 612 Min.H 19 14782 612 -22648 Min.M 19 -637399 612 -22648 Min. M 26 -691938 23962 -612 Mm. Torsion 27 -11072 23963 -612 Tower Mast Reaction Summary I Load Vertical Shear., Sliear, Overturning Overturning Torque Combination Moment, M. Moment, M. lb lb lb lb-ft lb-ft lb-fl Dead Only 16424 0 0 -8527 159 0 1.2 Dead+I.oWindodeg -No 19709 612 -22648 -657821 -20392 -1093 lnxTower Job Page 16 Omni Resort of 24 Vector Structural Engineers Project Date 654 W. Galena Park Blvd., Suite 10/ U1085-194-181 09:49:37 12/20/18 Draper, Utah 840/6 Client Designed by Phone: (801) 990-1775 Solar Communications International haizahawi I FAX: Load Vertical S1zear, Shear, Overturning Overturning Torque Combination Moment, M Moment, M lb lb lb lb-fl lb-ft lb-fl Ice 0.9 Dead+ 1.0 Wind 0 deg -No 14782 612 -22648 -652707 -20356 -1095 Ice I.2Dead+1.0 Wind 30 deg -No 19709 12511 -19920 -581345 -363513 -6462 Ice 0.9 Dead+1.0 Wind 30 deg - No 14782 12511 -19920 -576523 -362148 -6484 Ice 1.2 Dead+1.0 Wind 45 deg - No 19709 17377 -16447 -482696 -503504 -8571 Ice 0.9 Dead+1.0 Wind 45 deg - No 14782 17377 -16447 -478253 -501598 -8602 Ice 1.2 Dead+ 1.0 Wind 60 deg -No 19709 21058 -11854 -351855 -609168 -10097 Ice 0.9Dead+I.0 Wind 60 deg -No 14782 21058 -11854 -347916 -606855 -10134 Ice 1.2 Dead+1.0 Wind 90 deg - No 19709 23962 -612 -30849 -691555 -11027 Ice 0.9 Dead+1.0 Wind 90 deg - No 14782 23963 -612 -28146 -688925 -11068 Ice 1.2 Dead+1.0 Wind 120 deg - 19709 20446 10794 295677 -588597 -9005 No Ice 0.9 Dead+1 .0 Wind 120 deg - 14782 20446 10794 297122 -586369 -9040 No Ice 1.2 Dead+ 1.0 Wind 135 deg - 19709 16511 15582 433061 -474405 -7027 No Ice 0.9Dead+1.0 Wind I35 deg - 14782 16511 15582 433976 -472621 -7055 No Ice 1.2 Dead+ 1.0 Wind 150 deg - 19709 11451 19308 540234 -327867 4570 No Ice 0.9 Dead+ 1.0 Wind 150 deg - 14782 11451 19308 540734 -326651 -4589 No Ice 1.2Dead+1.0 Wind 180 deg - 19709 -612 22648 637274 20774 1090 No Ice 0.9 Dead+1.0 Wind 180 deg- 14782 -612 22648 637399 20640 1092 No Ice 1.2Dead+1.0 Wind 2I0 deg - 19709 -12511 19920 560805 363891 6458 No Ice 0.9Dead+1.o Wind 2lo deg - 14782 -12511 19920 561221 362430 6480 No Ice 1.2 Dead+ 1.0 Wind 225 deg - 19709 -17377 16447 462160 503882 8569 No Ice 0.9 Dead+1.0 Wind 225 deg- 14782 -17377 16447 462953 501880 8600 No Ice 1.2 Dead+ 1.0 Wind 240 deg - 19709 -21058 11854 331322 609548 10096 No Ice 0.9 Dead+ 1.0 Wind 240 deg - 14782 -21058 11854 332619' 607137 10133 No Ice 1.2 Dead+ 1.0 Wind 270 deg - 19709 -23962 612 10316 691938 11031 No Ice 0.9 Dead+1.0 Wind 270 deg- 14782 -23963 612 12849 689211 11072 No Ice 1.2 Dead+1.0 Wind 300 deg- 19709 -20446 -10794 -316216 588984 9009 No Ice 0.9 Dead+1.0 Wind 300 deg- 14782 -20446 -10794 -312424 586658 9044 No Ice 1.2 Dead+ 1.0 Wind 315 deg - 19709 -16511 -15582 -453604 474792 7030 No Ice 0.9Dead+I.O Wind 315 deg - 14782 -16511 -15582 -449281 472909 7058 No Ice 1.2Dead+I.O Wind 330 deg - 19709 -11451 -19308 -560779 328253 4571 No Ice mx Tower Job Page Omni Resort 17 of 24 Vector Structural Engineers Project Date 654 W. Galena Park Blvd. Suite 101 UI 085-194-181 09:49:37 12/20/18 Draper, Utah 84016 Client Designed by Phone: (801) 990-1775 Solar Communications International haizahawi I FAX: Load Vertical Shears 5hear, Overturning Overturning Torque Combination Moment, M, Moment, M lb lb lb lb-ft lb-ft lb-ft 0.9 Dead+1.0 Wind 330 deg- 14782 -11451 -19308 -556042 326938 4590 No Ice Dead+Wind 0 deg - Service 16424 163 -6029 -180495 -5306 -291 Dead+Wind 30 deg - Service 16424 3330 -5303 -160196 -96428 -1726 Dead+Wind 45 deg - Service 16424 4626 -4378 -133998 -133607 -2290 Dead+Wind 60 deg -Service 16424 5606 -3156 -99251 -161669 -2698 Dead+Wind 90 deg - Service 16424 6379 -163 -14000 -183549 -2947 Dead+Wind 120 deg - Service 16424 5443 2873 72716 -156204 -2407 Dead+Wind l35 deg -Service 16424 4395 4148 109201 -125878 -1878 Dead+Wind 150 deg - Service 16424 3048 5140 137661 -86962 -1222 Dead+Wind 180 deg - Service 16424 -163 6029 163427 5624 291 Dead+Wind 2l0 deg -Service 16424 -3330 5303 143127 96746 1726 Dead+Wind 225 deg - Service 16424 4626 4378 116930 133925 2290 Dead+Wind 240 deg -Service 16424 -5606 3156 82183 161988 2698 Dead+Wind 270 deg - Service 16424 -6379 163 -3069 183867 2948 Dead+Wind 300 deg - Service 16424 -5443 -2873 -89785 156523 2407 Dead+Wind 315 deg -Service 16424 -4395 -4148 -126270 126196 1878 Dead+Wind 330 deg - Service 16424 -3048 -5140 -154731 87281 1222 I Solution Summary I Sum ofApplied Forces Sum of Reactions Load P1 PY PZ P1 PY PZ % Error Comb. lb lb lb lb lb lb 0 -16424 0 0 16424 0 0.001% 2 612 -19709 -22648 -612 19709 22648 0.000% 3 612 -14782 -22648 -612 14782 22648 0.000% 4 12511 -19709 -19920 -12511 19709 19920 0.000% 5 12511 -14782 -19920 -12511 14782 19920 0.000% 6 17377 -19709 -16447 -17377 19709 16447 0.000% 7 17377 -14782 -16447 -17377 14782 16447 0.000% 8 21058 -19709 -11854 -21058 19709 11854 0.000% 9 21058 -14782 -11854 -21058 14782 11854 0.000% 10 23963 -19709 -612 -23962 19709 612 0.000% II 23963 -14782 -612 -23963 14782 612 0.000% 12 20446 -19709 10794 -20446 19709 -10794 0.000% 13 20446 -14782 10794 -20446 14782 -10794 0.000% 14 16511 -19709 15582 -16511 19709 -15582 0.000% 15 16511 -14782 15582 -16511 14782 -15582 0.000% 16 11451 -19709 19308 -11451 19709 -19308 0.000% 17 11451 -14782 19308 -11451 14782 -19308 0.000% 18 -612 -19709 22648 612 19709 -22648 0.000% 19 -612 -14782 22648 612 14782 -22648 0.000% 20 . -12511 -19709 19920 12511 19709 -19920 0.000% 21 -12511 -14782 19920 12511 14782 -19920 0.000% 22 -17377 -19709 16447 17377 19709 -16447 0.000% 23 -17377 -14782 16447 17377 14782 -16447 0.000% 24 -21058 -19709 11854 21058 19709 -11854 0.000% 25 -21058 -14782 11854 21058 14782 -11854 0.000% 26 -23963 -19709 612 23962 19709 -612 0.000% 27 -23963 -14782 612 23963 14782 -612 0.000% 28 -20446 -19709 -10794 20446 19709 10794 0.000% 29 -20446 -14782 -10794 20446 14782 10794 0.000% 30 -16511 -19709 -15582 16511 19709 15582 0.000% 31 -16511 -14782 -15582 16511 14782 15582 0.000% 32 -11451 -19709 -19308 11451 19709 19308 0.000% 33 -11451 -14782 -19308 11451 14782 19308 0.000% 34 163 -16424 -6029 -163 16424 6029 0.001% lnxTower Job Page 18 Omni Resort of 24 Vector Structural Engineers Project Date 654 W. Galena Park Blvd. Suite 101 UI 085-194-181 09:49:37 12/20/18 Client Designed by Draper, Utah 84016 Phone: (801) 990-1775 Solar Communications International halzahawi I FAX: Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ % Error Comb. lb lb lb lb lb lb 35 3330 -16424 -5303 -3330 16424 5303 0.000% 36 4626 -16424 -4378 -4626 16424 4378 0.000% 37 5606 -16424 -3156 -5606 16424 3156 0.000% 38 6379 -16424 -163 -6379 16424 163 0.000% 39 5443 -16424 2873 -5443 16424 -2873 0.000% 40 4395 -16424 4148 -4395 16424 -4148 0.000% 41 3048 -16424 5140 -3048 16424 -5140 0.000% 42 -163 -16424 6029 163 16424 -6029 0.001% 43 -3330 -16424 5303 3330 16424 -5303 0.000% 44 -4626 -16424 4378 4626 16424 4378 0.000% 45 -5606 -16424 3156 5606 16424 -3156 0.000% 46 -6379 -16424 163 6379 16424 -163 0.000% 47 -5443 -16424 -2873 5443 16424 2873 0.000% 48 -4395 -16424 -4148 4395 16424 4148 0.000% 49 -3048 -16424 -5140 3048 16424 5140 0.000% I Non-Linear Convergence Results I Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance I Yes 6 0.00000001 0.00003852 2 Yes 8 0.00000001 0.00006922 3 Yes 8 0.00000001 0.00005589 4 Yes 9 0.00000001 0.00006860 5 Yes 9 0.00000001 0.00005351 6 Yes 9 0.00000001 0.0001 1260 7 Yes 9 0.00000001 0.00008731 8 Yes 9 0.00000001 0.00014298 9 Yes 9 0.00000001 0.0001 1038 10 Yes 9 0.00000001 0.00013 168 II Yes 9 0.00000001 0.00010155 12 Yes 9 0.00000001 0.00008659 13 Yes 9 0.00000001 0.00006840 14 Yes 9 0.00000001 0.00008071 IS Yes 9 0.00000001 0.00006403 16 Yes 9 0.00000001 0.00006677 17 Yes 9 0.00000001 0.00005280 18 Yes 8 0.00000001 0.00009333 19 Yes 8 0.00000001 0.00007581 20 Yes 9 0.00000001 0.00009092 21 Yes 9 0.00000001 0.00007138 22 Yes .9 0.00000001 0.00010166 23 Yes 9 0.00000001 0.00007998 24 Yes 9 0.00000001 0.00010170 25 Yes 9 0.00000001 0.00007989 26 Yes 9 0.00000001 0.00012632 27 Yes 9 0.00000001 0.00009748 28 Yes 9 0.00000001 0.00012515 29 Yes 9 0.00000001 0.00009714 30 Yes 9 0.00000001 0.00009069 31 Yes 9 0.00000001 0.00007077 32 Yes 9 0.00000001 0.00004563 33 Yes 9 0.00000001 0.00003577 34 Yes 7 0.00000001 0.00008959 35 Yes 8 0.00000001 0.000049 10 36 Yes 8 0.00000001 0.00006954 Tower Job Page Omni Resort 19 of 24 Vector Structural Engineers Project Date 654 W. Galena Park Blvd. Suite 101 UI 085-194-181 09:49:37 12120/18 Draper, Utah 84016 Client Designed by Phone: (801) 990-1775 Solar Communications International halzahawi FAX: __ 37 Yes 8 0.00000001 0.00008493 38 Yes 8 0.00000001 0.00008703 39 Yes 8 0.00000001 0.00006 125 40 Yes 8 0.00000001 0.00004700 41 Yes 8 0.00000001 0.00003229 42 Yes 7 0.00000001 0.00007576 43 Yes 8 0.00000001 0.00004713 44 Yes 8 0.00000001 0.00006105 45 Yes 8 0.00000001 0.00007215 46 Yes 8 0.00000001 0.00008598 47 Yes 8 0.00000001 0.00007277 48 Yes 8 0.00000001 0.00005430 49 Yes 8 0.00000001 0.00003294 I Maximum Tower Deflections - Service Wind I Section Elevation Harz. Gov. Tilt Twist No. Deflection Load ft in Comb. 0 0 LI 42.5-32.5 3.262 36 0.5684 0.0284 L2 32.5 - 1 2.087 36 0.5421 0.0242 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 45.00 Top crown with (2) 3 ft branches 36 3.262 0.5684 0.0284 6468 40.70 (9)4 ft branches 36 3.040 0.5667 0.0277 6468 38.00 (4) Kathrein 800-10965K 36 2.711 0.5629 0.0267 6468 (78.7x20x6.9) wimp 35.20 (I8)6ftbranches 36 . 2.384 0.5552 0.0255 4496 30.00 (4) Kathrein800-10965K 36 1.836 0.5235 0.0228 3566 (78.7x20x6.9') wimp 29.10 (I2)8ftbranches 36 1.751 0.5153 0.0223 3640 24.20 (12)8 ft branches 36 1.331 0.4579 0.0191 4391 22.00 6-0 Standard 37 1.165 0.4259 0.0176 4851 18.70 (IS)I0ftbranches 37 0.939 0.3716 0.0151 5755 13.80 (9) 12 ft branches 37 0.642 0.2794 0.0112 7958 I Maximum Tower Deflections - Design Wind I Section Elevation Harz. Gov. Tilt Twist No. Deflection Load ft in Comb. 0 0 LI 42.5-32.5 11.859 8 2.0372 0.1070 L2 32.5-1 7.641 8 1.9569 0.0909 Mx Tower Job Omni Resort Page 20 of 24 Vector Structural Engineers Project Date 654 W. Galena Park Blvd. Suite 101 UI 085-194-181 09:49:37 12/20/18 Draper, Utah 84016 ClIent Designed by Phone: (80!) 990-1775 Solar Communications International haizahawi I FAX: I Critical Deflections and Radius of Curvature - Design Wind 1 Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 45.00 lop crown with (2)3 ft branches 8 11.859 2.0372 0.1070 1856 40.70 (9)4 ft branches 8 11.062 2.0341 0.1044 1856 38.00 (4) Kathrein 800-10965K 8 9.884 2.0245 0.1003 1856 (78.7'x20x6.9') w/mp 35.20 (18) 6 ft branches 8 8.707 2.0008 0.0958 1290 30.00 (4) Kathrein 800-10965K 8 6.734 1.8924 0.0858 1023 (78.7x20"x6.9') wimp 29.10 (12)8 ft branches 8 6.426 1.8635 0.0838 1044 24.20 (12)8 ft branches 8 4.906 1.6592 0.0720 1259 22.00 6-0 Standard 8 4.301 1.5441 0.0662 1391 18.70 (I5)I0ftbranches 8 3.470 1.3482 0.0569 1650 13.80 (9) 12 ft branches 8 2.378 1.0146 0.0421 2281 I Compression Checks I Pole Design Data I Section Elevation Size L L Kl/r A P P,, Ratio No. P. ft ft ft in' lb lb OP. L 42.5-41.5 TP22xl9x0.1875 10.00 0.00 0.0 11.3743 -81 841090 0.000 41.5-40.5 11.5529 -402 850849 0.000 40.5-39.5 11.7314 -452 860501 0.001 39.5-38.5 11.9099 -510 870046 0.001 38.5-37.5 12.0885 -5921 879485 0.007 37.5-36.5 12.2670 -5957 888818 0.007 36.5-35.5 12.4456 -6019 898044 0.007 35.5-34.5 12.6241 -6860 907164 0.008 34.5-33.5 12.8026 -6924 916178 0.008 33.5-32.5 12.9812 -6990 925085 0.008 L2 32.5- 30.925 TP31.45x22x0.1875 31.50 0.00 0.0 13.2624 -7139 938897 0.008 30.925 -29.35 13.5436 -12630 952446 0.013 29.35-27.775 13.8248 -13469 965731 0.014 27.775-26.2 14.1060 -13625 978751 0.014 26.2-24.625 14.3871 -13796 991508 0.014 24.625-23.05 14.6683 -14656 1004000 0.015 23.05-21.475 14.9495 -14927 1016230 0.015 21.475-19.9 15.2307 -15115 1028190 0.015 19.9-18.325 15.5119 -16441 1039890 0.016 18.325-16.75 15.7931 -16641 1051330 0.016 16.75-15.175 16.0743 -16846 1062500 0.016 15.175-13.6 16.3555 -17858 1073410 0.017 13.6- 12.025 16.6367 -18074 1084050 0.017 12.025-10.45 16.9179 -18293 1094440 0.017 10.45-8.875 17.1991 -18516 1104550 0.017 8.875-7.3 17.4803 -18743 1114400 0.017 7.3-5.725 17.7615 -18973 1123990 0.017 5.725-4.15 18.0427 -19206 1133320 0.017 4.15-2.575 18.3239 -19442 1142380 0.017 2.575-1 18.6051 -19680 1151170 0.017 mx Tower Job Page Omni Resort 21 of 24 Vector Structural Engineers Project Date UI 654 W. Galena Park Blvd. Suite JO! 085-194-181 09:49:37 12/20/18 Client Designed by Draper, Utah 84016 Phone: (801) 990-1775 Solar Communications International haizahawi I FAX: I Pole Bending Design Data I Section Elevation Size M. M,,,, Ratio M,4. @M,,,, Ratio No. M,,,, M,,,, ft lb-fl lb-fl M,,,, lb-fl lb-fl M LI 42.5-41.5 TP22xl9x0.1875 2746 329923 0.008 0 329923 0.000 41.5-40.5 3721 339041 0.011 0 339041 0.000 40.5-39.5 5290 348237 0.015 0 348237 0.000 39.5-38.5 6898 357508 0.019 0 357508 0.000 38.5-37.5 15975 366855 0.044 0 366855 0.000 37.5 -36.5 22679 376273 0.060 0 376273 0.000 36.5-35.5 29799 385763 0.077 0 385763 0.000 35.5-34.5 38325 395320 0.097 0 395320 0.000 34.5-33.5 47672 404943 0.118 0 404943 0.000 33.5-32.5 57070 414632 0.138 0 414632 0.000 L2 32.5-30.925 TP31.45x22x0.1875 71963 430016 0.167 0 430016 0.000 30.925-29.35 94043 445548 0.211 0 445548 0.000 29.35-27.775 119663 461218 0.259 0 461218 0.000 27.775 -26.2 145793 477020 0.306 0 477020 0.000 26.2- 24.625 172380 492947 0.350 0 492947 0.000 24.625 -23.05 200823 508988 0.395 0 508988 0.000 23.05-21.475 230739 525138 0.439 0 525138 0.000 21.475-19.9 262208 541389 0.484 0 541389 0.000 19.9- 18.325 294588 557733 0.528 0 557733 0.000 18.325-16.75 329721 574161 0.574 0 574161 0.000 16.75- 15.175 364918 590667 0.618 0 590667 0.000 15.175-13.6 400478 607242 0.660 0 607242 0.000 13.6- 12.025 438180 623878 0.702 0 623878 0.000 12.025 - 10.45 475935 640569 0.743 0 640569 0.000 10.45 - 8.875 513742 657306 0.782 0 657306 0.000 8.875-7.3 551598 674082 0.818 0 674082 0.000 7.3-5.725 589502 690888 0.853 0 690888 0.000 5.725-4.15 627452 707716 0.887 0 707716 0.000 4.15-2.575 665446 724560 0.918 0 724560 0.000 2.575-1 703483 741412 0.949 0 741412 0.000 I Pole Shear Design Data I Section Elevation Size Actual 4W,, Ratio Actual r,, Ratio No. V. V. T. T. ft lb lb 0 V. lb-fl lb-ft LI 42.5-41.5 TP22x19x0.1875 817 420545 0.002 2 661630 0.000 41.5-40.5 1548 425424 0.004 2 679898 0.000 40.5-39.5 1588 430250 0.004 I 698324 0.000 39.5-38.5 1627 435023 0.004 1 716902 0.000 38.5-37.5 6661 439743 0.015 555 735629 0.001 37.5-36.5 7155 444409 0.016 3272 754500 0.004 36.5-35.5 7194 449022 0.016 3272 773513 0.004 35.5-34.5 9362 453582 0.021 4339 792662 0.005 34.5-33.5 9402 458089 0.021 4339 811943 0.005 33.5-32.5 9442 462542 0.020 4339 831353 0.005 L2 32.5- 30.925 TP31.45x22x0.1875 9503 469449 0.020 4339 862175 0.005 30.925 -29.35 14945 476223 0.031 8580 893292 0.010 29.35 - 27.775 16596 482865 0.034 8579 924692 0.009 27.775-26.2 16888 489376 0.035 10106 956350 0.011 26.2-24.625 16940 495754 0.034 10105 988250 0.010 mx Tower Job Page Omni Resort 22 of 24 Vector Structural Engineers Project Date 654 W. Galena Park Blvd., Suite 101 UI 085-194-181 09:49:37 12/20/18 Draper, Utah 84016 Client Designed by Phone: (801) 990-1775 Solar Communications International haizahawi FAX: Section Elevation Size No. ft Actual V. lb $11,, lb Ratio V. v,, Actual T. lb-ft $7',, lb-fl Ratio T. 24.625-23.05 18527 502000 0.037 10105 1020392 0.010 23.05-21.475 19979 508114 0.039 10104 1052750 0.010 21.475-19.9 20026 514097 0.039 10103 1085300 0.009 19.9-18.325 22307 519947 0.043 10103 1118042 0.009 18.325-16.75 22348 525665 0.043 10102 1150950 0.009 16.75-15.175 22388 531251 0.042 10101 1184017 0.009 15.175-13.6 23942 536705 0.045 10100 1217225 0.008 13.6- 12.025 23977 542027 0.044 10100 1250550 0.008 12.025-10.45 24011 547218 0.044 10099 1283983 0.008 10.45-8.875 24043 552276 0.044 10098 1317508 0.008 8.875-7.3 24075 557202 0.043 10098 1351117 0.007 7.3-5.725 24105 561996 0.043 10097 1384775 0.007 5.725-4.15 24134 566658 0.043 10097 1418492 0.007 4.15-2.575 24162 571188 0.042 10097 1452225 0.007 2.575 -1 24189 575586 0.042 10096 1485983 0.007 I Pole Interaction Design Data I Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P M,,. V. T Stress Stress ft $P W. M,,. $7',, Ratio Ratio L 42.5-41.5 0.000 0.008 0.000 0.002 0.000 0.008 1.000 4.8.2 41.5-40.5 0.000 0.011 0.000 0.004 0.000 0.011 1.000 .8.2 40.5-39.5 0.001 0.015 0.000 0.004 0.000 0.016 1.000 V1 I, 4.8.2 39.5-38.5 0.001 0.019 0.000 0.004 0.000 0.020 1.000 .8.2 38.5-37.5 0.007 0.044 0.000 0.015 0.001 0.051 1.000 4.8.2 37.5-36.5 0.007 0.060 0.000 0.016 0.004 0.067 1.000 4.8.2 36.5-35.5 0.007 0.077 0.000 0.016 0.004 0.084 1.000 I" VI 4.8.2 35.5-34.5 0.008 0.097 0.000 0.021 0.005 0.105 1.000 VI VI 34.5-33.5 0.008 0.118 0.000 0.021 0.005 0.126 1.000 VI VI 4.8.2 33.5-32.5 0.008 0.138 0.000 0.020 0.005 0.146 1.000 VI VI 4.8.2 L2 32.5- 30.925 0.008 0.167 0.000 0.020 0.005 0.176 1.000 VI 4.8.2 30.925 -29.35 0.013 0.211 0.000 0.031 0.010 0.226 1.000 VI 4.8.2 VI 29.35-27.775 0.014 0.259 0.000 0.034 0.009 0.275 1.000 VI VI 4.8.2 27.775-26.2 0.014 0.306 0.000 0.035 0.011 0.322 1.000 VI VI 4.8.2 26.2-24.625 0.014 0.350 0.000 0.034 0.010 0.366 1.000 4.8.2 fr' mx Tower Job Page Omni Resort 23 of 24 Vector Structural Engineers Project Date UI 654 W. Galena Park Blvd., Suite 101 085-194-181 09:49:37 12/20/18 Draper, Utah 84016 Client Designed by Phone: (801) 990-1775 Solar Communications International haizahawi FAX: ______________________________________________ Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P. All Mi,.. V. T. Stress Stress ft P,, M, 4114141 ov. qj,, Ratio Ratio I, 24.625-23.05 0.015 0.395 0.000 0.037 0.010 0.411 1.000 1' 4.8.2 23.05-21.475 0.015 0.439 0.000 0.039 0.010 0.456 1.000 4.8.2 21.475 - 19.9 0.015 0.484 0.000 0.039 0.009 0.501 1.000 I, 4.8.2 19.9- 18.325 0.016 0.528 0.000 0.043 0.009 0.547 1.000 1 4.8.2 18.325- 16.75 0.016 0.574 0.000 0.043 0.009 0.593 1.000 4.8.2 16.75-15.175 0.016 0.618 0.000 0.042 0.009 0.636 1.000 4.8.2 15.175-13.6 0.017 0.660 0.000 0.045 0.008 0.679 1.000 1' 4.8.2 13.6- 12.025 0.017 0.702 0.000 0.044 0.008 0.722 1.000 4.8.2 12.025 - 10.45 0.017 0.743 0.000 0.044 0.008 0.762 1.000 4.. 82 10.45- 8.875 0.017 0.782 0.000 0.044 0.008 0.801 1.000 1' VI 4.8.2 8.875-7.3 0.017 0.818 0.000 0.043 0.007 0.838 1.000 VI 4.8.2 7.3-5.725 0.017 0.853 0.000 0.043 0.007 0.873 1.000 1/ 4.8.2 5.725-4.15 0.017 0.887 0.000 0.043 0.007 0.906 1.000 I, 4.8.2 4.15-2.575 0.017 0.918 0.000 0.042 0.007 0.938 1.000 3' 4.8.2 2.575-1 0.017 0.949 0.000 0.042 0.007 0.968 1.000 VI VI 4 .8.2 I Section Capacity Table I Section Elevation Component Size Critical P oP#o. % Pass No. ft Type Element lb lb Capacity Fail LI 42.5-32.5 Pole TP22x19x0.1875 I -6990 925085 14.6 Pass L2 32.5-1 Pole TP31.45x22x0.1875 2 -19680 1151170 96.8 Pass Summary Pole (L2) 96.8 Pass RATING = 96.8 Pass TIA-222-G - 110 mph Exposure C Maximum Values Vx Vz Mx Mz Global Mast Shear (lb) 0 5000 4250 10000 15000 20000 25C 5000 10000 15000 20000 25000 Global Mast Moment (lb-ft) 0 500000 1e+006 C 0 +0 > 0) LU Vector Structural Engineers I W. 654W Galena Park Blvd. Suite 101 I Draper, Utah 84016 Phone: (801) 990-1775 I FAX: Omni Resort 1ect U1085.194181 Client. Solar Communications lntemational80 by: haizahaw pd Code: TIA-222-G 12120/18 1b0 NrS' Path: lows No. E.41 w TIA-222-G - Service - 60 mph Maximum Values Deflection (in) Tilt (deg) Twist (deg) 5 0 0.5 1 0 0.05 • 0.1 ;I liii liii It'll i I I I I I I I I I I I iii I I I I I I, I I I I I I I I I I itt I I I i I I I I Il I I I I I I I I i I iii I I I I I I I I I I I I I I I I ii I I_i I I I I I I I i I I iii I I I I I I I I I I I I I III I I I I I I I I I I I I I I I I itt I I I I I I I I I I I I I I I itt I I I I I I I I / I I i I I I I I I iii I I I I I i i I I I I I i itt i I I I if I I i I I I I I I ft I i I I ill I I I I I! I I I Ii I I I I itt i I I I I I I I I I Ii I I I I Ift I I I I/_ --- L ---- i ----- - I I I i •'t I I I I iii I I I i I I I I I I I t I I I I I I I 1.1 I I I I I I I I I I I II I i I I I I I I I I I I I I I I itt I I t I I I I I I I I itt I I i I I 1/ I I I i/ i i i I ill I I I I I I I I I I I I I ill I I i I I if I I I I i I! I I I I itt i I I I I ii I I I it I I I i I I, I I I i It t I i i i I I I i i il t I I I itt i I I I I I I i i i I I i itt i I I I I I I I I I i I I il t i I I I I I I I I I I i t i I I -I i i ill 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 1 I I i I t I I i I I I I I I I I i i i I t I i i I I i t I I I •I I I i/"i t I t I i I I i i t I I I I i/i I I t I t Ii i i t t i I I I I I I I I /II I i ji I I i i I I I I I I I t Ii I I I I I I I I I It I I i I i I I I I I I I I I I1 i I I i I i jt I I i I i I I I I I I I i I I I I ii I I I i i I i I i I I I I I if I I I I I t It I I I i i I I I I i i i I i t i It I I i i i I I I I i t I I i i i ii I I I I t I I I It t i i I i I i It I I i i i I i I I I I I I I 0 0.5 1 0 0.05 0.1 Vector Structural Engineers I I 654W. Galena Park Blvd. Suite 101 Draper, Utah 84016 I Phone: (801) 990-1775 I FAX: 110b: Omni Resort I PrOiect:U1O85..194181 I client. Solar Communications InternattonalDr p& I Code: TiA-222-G by: haizahawI g Date 12/20/18 scale: NTSI Path: No. E-5 W Nlws~ W hA IF PROJECT: OMNI RESORT Seismic Base Shear Calculations: JOB NO.: U1085-194-181 Copyright © 2018 Vector Structural Engineering, LLC This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. ReactionsFromWind: V (kips): 24.2 Wt (kips): 16.4 Seismic Parameters: Per California Building Code, 2016 Edition (2015 IBC), ASCE 7-10 Risk category / Structure class= Seismic Design Category= IS Site Class= S= II SMS= SD1= Fa=_1.07 _D F=_1.58 1.00 1.16 D SM1=_0.66 R=_1.50 1.086 5DS=_0.77 0.44 S1=I 0.419 Seismic Base Shear: Cs(MIN) = 0.03 0.03 Cs(MIN) = 0.8 X S1 / (RI Is) = (if Si >= 0.6) = SDI I (Ta X (RI Is)) =_0.88 Ta Ct XhnX 0.33s CS =SDS /(RI Is ) = 0.51 V=CxW= 8.50 kips Total Seismic Shear (Va): Kips Total Total Wind Shear: 24.2_Kips Base Shear From Wind Loading- Governs Structure Height 42.5 lit No stiffeners, Criteria: _AISCLRFD1<-Only Applcable to Unstiffened Cases Anchor Rod Results Max Rod (Cu+ Vu/r): Allowable Axial, *Fu*Anet: Anchor Rod Stress Ratio: Rigid 159.9 Kips AISCLRFD 250.0 Kips q,*Tn 64.0% Pass Flexural Check Rigid 23.0 ksi AISCLRFD 45.0 ksi Fy 51.0% Pass Y.L. Length: 20.00 Base Plate Results Base Plate Stress: Allowable Plate Stress: Base Plate Stress Ratio: n/a Stiffener Results Horizontal Weld: n/a Vertical Weld: n/a Plate Flex+Shear, fb/Fb+(MFv)A2: n/a Plate Tension+Shear, ftiFt+(fvIFv)'2: n/a Plate Comp. (AISC Bracket): n/a Pole Results Pole Punching Shear Check: n/a Pole Data Diam: 31.45 in Thick: 0.1875 in Grade: 65 ksi # of Sides: 18 "0' IF Round Fu 80 ksi Reinf. Fillet Weld 0.25 "0" if None Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Material TIA Rev G Site Data Project#: U1085-194-181 Site Name: 0MM RESORT Axial, Pu: 19.7 kips Reactions I I Shear, Vu: Mu: 696 ft-kips _ _ 24.2 kips I Pole Manufacturer: I Other I Anchor Rod Data Rod Material: F1554 Qty: 6 Diam: 2 in Strength (Fu): 125 ksi Yield (Fy): 105 ksi Bolt Circle: 37.5 in Plate Data Diam: 43 in Thick: 2 in Grade: 50 ksi Single-Rod B-eff: 14.10 in Stiffener Data (Welding at both sides) Weld Type: Fillet Fillet H.Weld: 0.25 in Fillet V. Weld: 0.3125 in Config: 0 * Groove Depth: 0.25 <-- Disregard Groove Angle: 45 <-- Disregard Width: 5 in Height: 18 in Thick: 0.75 in Notch: 0.5 in Grade: 36 ksi Weld str.: 70 ksi 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 1/2 the stiffener thickne CClplate 1.2 - Circular Base G 1.2, Effective October 26, 2009 Analysis Date: 12/20/2018 1- V JOB NO.: U1085-194-181 Copyright © 2018 Vector Structural Engineering, LLC This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LW. PROJECT: OMNI RESORT 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 pu (kips) Shear © Splice V, (kips) 22 0.1875 0.1875 22 54.9 7.1 9.5 UPPER PIPE MATING PLATE BULKHEAD PLATE (WHERE OCCURS) LOWER PIPE Bolted Annular Plates: Plate Fy(ksi)l 361 Bolt Design PLATE I.D. Bolt Circle Diameter BC (in) Number of Bolts, n T / Bolt (kips) V / Bolt (kips) Bolt Designation Bolt Diameter (in) 4)T (kips) 4)V (kips) Combined Tension and Sheai Plate Design Upper Plate Hole Radius, r (in) Lower Plate Hole Radius, r (in) Bolt Circle Radius, rb (in) Plate OD (in) 4) piat Req'd Upper Plate Thickness, t (in) Req'd Lower Plate Thickness, t (in) 24 6 18.3 1.6 A325 5/8 20.7 11.0 0.88 11.0625 11.0625 12 26 0.9 0.50 0.50 PLATE O.D. - "—B.C. 2MU] 88% T = nrb - JMU (r,, - r) ØI,1,Tj 76% 76% Welds Fillet Weld Size F (in) 3/16 Weld Strength, 4)R (k/in) 6.3 Weld Stress, R (k/in) 0.9 15% Page 28 of 57 JOB NO.: U1085-194-181 right © 2018 Vector Structural Engineering This Excel workbook contains proprietaiy information belonging to Vector Structural Engineering. LLC, and may be neither wholly nor partially copied or reproduced without the PROJECT: OMNI RESORT T-Arm Analysis Discrete Loads from TnxTower Report: Wind area is total area for all like appurtenances on one mount Number of Antennas: I 4 I Appurtenance Ka Dead + Wind (No Ice) Front CaAa Side CA Weight 8'-O" T-arm EPA = 4 ftA2 (100 lbs) 0.8 4.0 1.2 100.0 (4) Kathrein 800-10965K (78.7x20"4.9') 0.8 55.4 29.7 536.0 (8) RRLJs 0.8 20.7 12.6 515.0 (2) Raycap DC6-48-60-18-8F Surge Suppr 1 1.8 1.8 40.0 No Ice Ice Velocity Pressure, q (psf] 29 Gust Effect Factor, Gh 1.1 1.1 Total Mount Forces From Proposed Loaning (Factored - LFRD) Load Combination Wind front Wlfldsirie Weight 1.2 Dead + 1.0 Wind (No Ice) [kips] 2.10 1.17 1.43 1.2 Dead + 1.0 Windim + 1.0 Ice [kips] No T-arm 1.2 Dead + 1.0 Wind (No Ice) [kips] 2.00 1.14 1.31 1.2 Dead + 1.0 Windim + 1.0 Ice [kips] 34A 945 N38 A 8 2 37 55 58 47 45 41A 59 36 52 50 0 29 27 39A A 15 N26 3 34 31 35 A 16 8A Envelope Only Solulion VSE SK-1 HAZ Omni Resort Dec 20, 2018 at 11:33 AM UI 085-194-181 Mount.R3D -2731b -2731b -2731b .L134A •2731b 44 -2731b ); -27315 -2731b 37 58 -2731b 47 55 41A 59 -27 45 38 52 50 -27315 20 29 27 N39A A 15 -27 26 23 34 I 31 -2731b 35 A 16 SA Loans: BLC 1. Dead Load Envelope Only Solulion VSE SK-2 I-IAZ Omni Resort Dec 20, 2018 at 11:34 AM Ui 085-194-181 Mount.R3D -5001b Loads: BLC 2, No Ice Wind Front Envelope Only Solution VSE SK-3 HAZ Omni Resort Dec 20, 2018 at 11:34 AM U1085-194-181 Mount.R3D 34A -9.51bl6 -5001b -sCOtb - N36 -soolb -50 - -lllblft A 8 42 A -50010 37 55 58 -50010 147 45 41A 59 - 36 52 -5001b,' -500 50 - ofto - 29 -50010 27 - N39A 15 - -_ N23 34 26 -50010 -1 31 35 -5001b - A 16 8A -5001b2 ' N Loads: BLC 3. No Ice IMnd Side Envelope Only Solution VSE SK-4 HAZ Omni Resort Dec 20, 2018 at 11:34 AM UI 085-194-181 Mount.R3D S 34A 44 8 IA 45 I 36 52 50 / 0 29 39A 6 8A Envelope Only Solulion VSE SK-5 HAZ Omni Resort Dec 20, 2018 at 11:35 AM U1085-194-181 Mount.R3D Designer : HAZ Dec 20, 2018 IIIR A s Company : VSE Job Number : U1085-194-181 11:35 AM Checked By: ANEMETSCHEKCOMPAW Model Name : Omni Resort . (Global) Model Settings Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation? Yes Increase Nailing Capacity for Wind? Yes Include Warping? Yes Trans Load Btwn Intersecting Wood Wall? Yes Area Load Mesh (in "2) 144 Merge Tolerance (in) .12 P-Delta Analysis Tolerance 0.50% Include P-Delta for Walls? Yes Automatically Iterate Stiffness for Walls? Yes Max Iterations for Wall Stiffness 3 Gravity Acceleration (ft/secA2) 32.2 Wall Mesh Size (in) 24 Eigensolution Convergence ToI. (1.E-) 4 Vertical Axis Y Global Member Orientation Plane XZ Static Solver Sparse Accelerated Dynamic Solver Accelerated Solver Hot Rolled Steel Code AISC 14th(360-10): ASD Adjust Stiffness? Yes(Iterative) RlSAConnection Code None Cold Formed Steel Code None Wood Code None Wood Temperature <100F Concrete Code None Masonry Code None Aluminum Code None - Building Stainless Steel Code None Number of Shear Regions 4 Region Spacing Increment (in) 4 Biaxial Column Method . Exact Integration Parme Beta Factor (PCA) .65 Concrete Stress Block Rectangular Use Cracked Sections? Yes Use Cracked Sections Slab? No Bad Framing Warnings? No Unused Force Warnings? Yes Min I Bar Diam. Spacing? No Concrete Rebar Set REBAR SET ASTMA615 Mm % Steel for Column 1 Max % Steel for Column 18 RISA-3D Version 17.0.1 [... ... \\ ... 'tENG\Mount.R3D1 Page 1 Company : VSE 111RISA Designer : HAZ Dec 20, 2018 Job Number : U1085-194-181 11:35 AM ANEMETSCHEK COMPANY Checked By:.............. Model Name : Omni Resort . (Global) Model Settings. Continued Seismic Code ASCE 7-10 Seismic Base Elevation (ft) Not Entered Add Base Weight? Yes CtX .02 CtZ .02 T X (sec) Not Entered T Z (sec) Not Entered R 3 R 3 Ct Exp.X .75 Ct Exp.Z .75 Dl I_________________________ SOS I___________________________ 1 1 TL (sec) 5 Risk Cat I or 11 Drift Cat Other )mZ OmX dZ 4 CdX 14 Rho 1 Rho 1 - Hot Rolled Steel Properties I II C rI,1 " ri,;1 Kb. Tk...., MC fl.,ih,rIk!f ViI.1FIi1 Is, mirkail of 1_. A992 29000 Iiis .3 .65 490 50 1.1 65 1.1 2 A36Gr.36 29000 _11154 .3 .65 490 36 1.5 58 1.2 3 A572Gr.50 29000 _11154 .3 .65 490 50 1.1 65 1.1 ...4...... A500 Gr.B RND 29000 _11154 .3 .65 527 42 1.4 58 1.3 5 A500 Gr.B Rect 1 29000 _11154 .3 .65 527 46 1.4 58 1.3 ...... A53Gr.B 29000 _11154 .3 .65 490 35 1.6 60 1.2 7 A1085 29000 _11154 .3 .65 490 50 1.4 65 1.3 - Hot Rolled Steel Section Sets r....;.... I ;,.e 0 A r;n1 I. rk,A1 rk,AI I rbA1 I Cross Arm PIPE 3.0 Beam Pipe A53 Gr.B TyDical 12.07 2.85 2.85 1 5.69 2 Stand Off Arms HSS4X4X4 Beam SquareTube A500 Gr.B Rect Typical 3.37 7.8 7.8 12.8 3 Tie Backs PIPE 2.0 Beam Pipe A53 Gr.B Typical 1.02 .627 .627 1.25 4 Corner Tie Be.. PIPE 2.0 Beam Pipe A53 Gr.B Typical 1 1.02 .627 .627 1.25 5 Kicker L4X4X4 VBrace Single Angle A36 Gr.36 Typical 1 1.93 3 3 .044 - Joint Boundary Conditions ,. I ..I V r1,;..l V rl,,;..1 7 r6ib,1 V D.ê r64I..,1i V 0n4 I._fI,,.I1 7 Onl rk_Rk11 1 N32 Reaction Reaction Reaction Reaction - Reaction - Reaction - 2 N42 Reaction Reaction Reaction Reaction Reaction Reaction 3 N20 Reaction Reaction Reaction Reaction Reaction Reaction 4 N28 Reaction Reaction Reaction Reaction Reaction Reaction 5 N36 Reaction Reaction Reaction Reaction Reaction Reaction 6 N44 Reaction Reaction Reaction Reaction Reaction Reaction 7 1 N52 Reaction Reaction Reaction Reaction Reaction Reaction 8 1 N60 Reaction I Reaction I Reaction I Reaction I Reaction I Reaction RISA-3D Version 17.0.1 Page 2 111RISA A NEMETSCHEK COMPANY Company : VSE Designer : HAZ Job Number : U1085-194-181 Model Name : Omni Resort Dec 20, 2018 11:35 AM Checked By:_ Member Primary Data Ih.1 I I,sinl I I,in+ I( Innf ,4innIQhn Trn, fl,nn I iI kA+,iI flinn PnI I M7 N29 N30 - Cross Arm Beam I Pipe A53 Gr.B Typical 2 M8 N31 N32 Stand Off Arms Beam I SpuareTube A500 Gr.B.. Typical 3 M9 N42 N40 RIGID VBrace None RIGID DRI _4_. M4 N17 N18 Cross Arm Beam Pipe A53 Gr.B Tyoicat L M5 N19 N20 Stand Off Arms Beam SauareTube A500 Gr.B.. Typical 6 M6 N28 N26 RIGID VBrace None RIGID DR1 7 M7A N33 N34A Cross Arm Beam Pipe A53 Gr.B Typical 8 M8A N35A N36 Stand Off Arms Beam SauareTube A500 Gr.B.. Typical 9 M9A N44 N42A RIGID VBrace None RIGID DRI 10 MID N49 N50 Cross Arm Beam I Pipe A53 Gr.BI Typical ii. Mil N51 N52 Stand Off Arms Beam I SauareTube A500 Gr.B.. Typical 12 M12 N60 N58 RIGID VBrace None RIGID DR1 13 M13 N64 N15 Tie Backs Beam Pipe A53 Gr.B Typical 14 M14 N16 N31A Tie Backs Beam Pipe A53 Gr.B Typical 15 M15 N32A N47 Tie Backs Beam Pipe IA53 Gr.B Typical 16 M16 N48 N63 Tie Backs Beam Pipe I A53 Gr.B Typical — Member Advanced Data I hI I I oniaaaa I riffeatrinl I eweamnl Tff flnit, Phuc.,.I flfI Pt Anchivaia Inartiva Simir I M7 -- - Yes None 2 M8 Yes None 3 M9 BenPIN BenPIN Tension ... Yes ** NA ** None 4 M4 Yes None 5 M5 Yes None ...L. M6 BenPIN BenPIN Tension ... Yes ** NA ** None 7 M7A Yes None 8 M8A Yes None 9 M9A BenPIN BenPIN Tension ... Yes ** NA ** None 10 M10 Yes None 11 Mu Yes None IL M12 Ben BenPIN Tension ... Yes ** NA ** None 13 M13 BenPIN BenPIN Yes None 14 M14 BenPIN BenPIN Yes None 15 M15 BenPIN BenPIN Yes None — 16 M16 BenPIN BenPIN I Yes None — Hot Rolled Steel Design Parameters I kI I I I kfti I -n i,Fft1 I kniral I _In,nn IAn, W.. (h giinr4inn 1 M7 - Cross Arm 8 4 4 Gravity .L. M8 Stand Off A... 4 Gravity 3 M4 Cross Arm 8 2.5 4 Gravity ...j. M5 Stand Off A... 4 Gravity 5 WA Cross Arm 8 2.5 4 Gravity .L. M8A Stand Off A... 4 Gravity 7 M10 Cross Arm 8 2.5 4 Gravity MI1 Stand Off A... 4 Gravity . 9 M13 Tie Backs 3.671 Lbyy Lateral jQ M14 Tie Backs 3.671 Lbyy Lateral 11 M15 Tie Backs 3.671 Lbyy Lateral 12 M16 I Tie Backs 1 3.671 Lbyy Lateral RISA-30 Version 17.0.1 \ ... \ ... \\ENG\Mount.R3D] Page 3 IIIRISA' A NEMETSCHEK COMPANY Company : VSE Designer HAZ Job Number : U1085-194-181 Model Name : Omni Resort Dec 20, 2018 11:35 AM Checked By:.............. Joint Loads and Enforced Displacements (BLC I : Dead Load) h;ne I kI I fl tfl fli,.4i,.n RRnni+,,1rIIk I,_ø'. Il,, IIh*A)I 1 N21 L V - -273 _L N22 L Y -273 3 N29A L V -273 _4_ N30A L V -273 5 N37 L Y -273 6 N38 L V -273 _7_ N45 L V -273 _. N46 L V -273 N53 L V -273 10 1 N54 L V -273 112 jj. N61 L V -273 N62 L Y -273 Joint Loads and Enforced Displacements (BLC 2: No Ice Wind Front) I .,t.I I fl RA R,.nth,,lrIIk l,_ft /in lIk*A)I iii N21 X - -500 _. N22 L X -500 N29A L X -500 _4._. N30A L X -500 5 N37 L X -500 6 N38 L X -500 L. N45 L X -500 L. N46 L X -500 9 N53 L X -500 10 N54 L X -500 jj N61 L X -500 ii. N62 L X -500 - Joint Loads and Enforced Displacements (BLC 3: No Ice Wind Side) I..inl I kI I fl Ru flr,finn M,inif,ulrfIh k-ftl 1n rd'i (Ih*cA! iii N21 Z -500 L. N22 L Z -500 N29A L Z -500 4. N30A L Z -500 N37 Z -500 A. N38 L Z -500 N45 Z -500 N46 L Z -500 1. N53 Z -500 10 N54 L Z -500 ii.1 112 N61 - Z -500 1 N62 L Z -500 - Joint Loads and Enforced Displacements (BLC 4:250 lb Maintenance) i i r iu A,..,;. I,ft fin lIk*A)l 1 N30 L V -250 L. N18 L V -250 N34A L V -250 N50 L V -250 Joint Loads and Enforced Displacements (BLC 5:500 lb Maintenance) RISA-3D Version 17.0.1 Page 4 Company : VSE IIIRISA Designer : HAZ Job Number : U1085-194-181 ANEMETSCHEX COMPANY Model Name : Omni Resort Dec 20, 2018 11:35 AM Checked By:................ Joint Loads and Enforced Displacements (BLC 5:500 lb Maintenance) (Continued) Joint Label LAM Direction Magnitudel(lb.k-ft). (in.rad). (lb *SA 2/... I 3 I N62 'i.' L I Y I -500 Joint Loads and Enforced Displacements (BLC 6:30 mh Wind Front) I,;.# I k.1 I fl IA fli,.4inn M.,n.+,,1FfIh k_f+ /in 1Ik*AI j._. N21 L X -38 N22 L X -38 N29A L X -38 N30A L X -38 N37 L X -38 N38 L X -38 ..L. N45 L X -38 N46 L X -38 N53 L X -38 10. N54 L X -38 it N61 L X -38 i.. N62 L X -38 Member Distributed Loads (BLC 2 No Ice Wind Front) I hI flirIinn Qforf RAnnihwIDrIkIø Pnrl RAnnif,i,FIhIft Ir+ I n,.tinnftt 0,_i Fr,,I I ni'finnrft 041 M7 PX -9.5 - -9.5 0 - %100 2 M8 PX -11 -11 0 %100 M4 PX -9.5 -9.5 0 %100 M5 PX -11 -11 0 %100 5 M7A PX -9.5 -9.5 0 %100 M8A PX -11 -11 1 0 %100 M10 I PX 1 -9.5 -9.5 1 0 %100 Mil I PX 1 -11 -11 1 0 %100 - Member Distributed Loads (BLC 3 No Ice Wind Side) I k.1 flir.-I.nn Q+,+ Râtnni+,,11IkIø Cnri IAnn+,4rIkffi P Qfarf I n,+innft 0/_i Iznd I nr.tinnrfi 041 M8 - PZ -11 - -11 - 0 - %100 M7 PZ -9.5 -9.5 0 %100 3 M4 PZ -9.5 -9.5 0 %100 M5 PZ -11 -11 0 %100 5 M7A PZ -9.5 -9.5 0 %100 M8A PZ -11 -11 1 0 %100 7 M10 PZ -9.5 -9.5 1 0 %100 Mill PZ -11 -11 1 0 %100 Member Distributed Loads (BLC 6 30 mph Wind Front) I 1..I ...1 RAê...1.JII.lf4U ee.4 I 0L1 C.A I n I.nnift 0/_i M7 PX :81 -.81 0 0 2 M8 PX -.93 -.93 0 0 M4 PX -.81 -.81 0 0 M5 PX -.93 -.93 0 0 5 M7A PX -.81 -.81 0 0 M8A PX -.93 -.93 0 1 0 7 M10 PX -.81 -.81 0 0 8 1 Mil PX -.93 -.93 1 0 0 RISA-3D Version 17.0.1 [\ ... \ ... \ ... \ ... \ ... \ ... \ENG\Mount.R3D] Page 5 Designer : HAZ Dec 20, 2018 111RISA Company : VSE Job Number : U1085-194-181 11:35 AM ANEMETSCHEK COMPANY Checked By:. Model Name : Omni Resort Basic Load Cases 121 ( fl,.rin+inn Y fruih, V e2ratjifu 7 tr,ih, mint Dnin+ flk*r,h,,to,l AromfMa Qiirfaraf 1 Dead Load DL -1.05 12 2 No Ice Wind Front OLI 12 8 3 No Ice Wind Side 01-2 12 8 4 250 lb Maintenance 01-3 4 5 500 lb Maintenance 01-4 3 6 1 30 mph Wind Front 01-5 12 1 8 1 Load Combinations C,. Eu_ Eu_'I SI Envelope Joint Reactions I,.;.e V Ffl.1 I (' V 115.1 I 1' 7 115.1 I 1' ISV n, 441 I r' MV rl,_fll I 1' M7 rk_fti I 1 N32 max 1278.827 2 -54.594 1 1 178.23 12 0 1 0 1 -.058 1 2 mm -273.494 9 -184.408 2 -54.361 10 -.399 5 -.726 13 -.168 2 3 N42 max -178.894 1 562.206 2 .551 3 .434 12 .583 10 0 13 4 mm -562.183 2 178.895 1 0 1 -.583 10 -.434 12 0 1 5 N20 max 844.517 2 -423.985 10 3439.073 3 .656 13 1.391 4 .084 4 6 mm -834.915 9 -713.764 13 1 55.46 10 1 .384 5 -2.449 7 -.762 7 7 N28 max 1.917 2 2430.282 12 -1405.225 10 1 0 13 1.276 12 -.035 1 8 mm -5.35 7 1405.227 10 -2430.096 12 0 1 .035 1 -1.276 12 9 N36 max -81.941 4 -434.991 4 11000.339 5 1.053 8 2.107 3 .712 12 10 mm -3453.243 7 -775.771 13 -998.069 10 -.387 3 -3.16 _L1 .397 _L. 11 N44 max 2491.255 13 2491.471 13 3.789 3 1.294 5 1.294 5 0 13 12 mm 1414.937 4 1414.941 4 -7.193 8 -.24 10 -.24 10 0 1 13 N52 max 840.942 4 -423.082 5 -51.653 5 -.385 10 1.385 7 .743 4 14 mm -836.897 9 -764.719 13 -3443.095 8 -.701 13 -2.434 4 -.089 7 15 N60 max 5.247 2 2480.9541 13 12480.748 13 0 13 1.147 13 1.147 13 16 mm -1.942 7 1400.776 4 11400.699 4 0 1 1 -.035 1 -.035 1 17 1 Totals: max 3744 4 5273.384 12 3744 3 18 1 mm -3744 1 7 1 3264.03 4 1 -3744 8 Envelope AISC 14thl'360-I0): ASD Steel Code Checks Oh.-.- ('...I (' I ,..-F41 I I" Oh.-.-. I ,..-rftl fli, I f% 0-1- flhl Dnthsn, nhi Mnm,Inrn IAn,lnm (h Cnn 1 M7 PIPE 3.0 .369 4 171 .072 4 - 2 39822.151 43383.234 3.825 3.825 1... I H1-1b 2 M8 HSS4X4X4 .097 1 2 .110 1 y 7 86814.091 92826.347 10.765 10.765 1... H1-1b 3 M4 PIPE 3.0 .841 4 13 .120 4 13 39822.151 43383.234 3.825 3.825 1... Hi-lb 4 M5 HSS4X4X4 .292 4 7 .259 1 y 12 86814.091 92826.347 10.765 10.765 1... H1-1b _ _M7A PIPE 3.0 .838 4 13 .121 4 13 39822.151 43383.234 3.825 3.825 1... Hi-lb RISA-3D Version 17.0.1 D ... ... ... ENG\Mount.R3DJ Page 6 Company : VSE Dec 20, 2018 IIIRISA Designer : HAZ 11:35 AM Job Number : U1085-194-181 Checked By:................ ANEMETSCHEK COMPANY Model Name : Omni Resort Envelope AISC 14th(360-10): ASD Steel Code Checks (Continued) Member Shane Cnde C LncFftl LC Shear Locifti Dir LC Pnclom Ilbi Pntlom ribi Mnvv/om Mnzzlom .Cb Eon 6 M8A HSS4X4X4 .362 4 .. .245 1 12 86814.091 92826.347 10.765 10.765 1 .. H1-1b 7 MIO PIPE 3.0 .832 4 12 .126 4 - 12 39822.151 43383.234 3.825 3.825 . HI-lb 8 Mil HSS4X4X4 .293 4 2 .242 1 y 1386814.091 92826.347 102.. 10.765 . H1-1b 9 M13 PIPE 2.0 .027 0 7 .187 0 12 18187.649 21377.246 1.245 1.245 1... H1-1b 10 M14 PIPE 2.0 .027 0 7 .075 ._Q. 9 18187.649 21377.246 _14_ 1.245 !. H11b* 11 M15 PIPE 2.0 1 .009 11.83618 1 .163 3.671 13 18187.649 21377.246 _124... 1.245 1... Hl-lb 1 12 M16 PIPE 2.0 .009 11.836131.. .162 0 = 12 18187.649 21377.246 1.245 1.. Hl-lb RISA-30 Version 17.0.1 [\ ... \ ... \ ... \ ... \ ... \ ... \ENG\Mount.R3D] Page 7 INI JOB NO.: U1085-194-181 Copyright © 2018 Vector Structural Engineering, LLC This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the pnorwniten permission of Vector Structural Engineering, LLC. PROJECT: OMNI RESORT Port Design: Label: [Ports at 36 ft A.G.L. 0.1875 Geometry lnp 0.1875 22[ 21.10 in 53.81 0.1875 in 7.051 65 ksi 9.5 No Rim Yield Strength 50 ksi # of Ports 3 Porti Port Port Azimuth (°)r 0 90 270 Height (in) 12 12 12 Width (in) 6 6 6 Depth (in) 3 3 3 Thickness (in) 0.5 0.5 0.5 Projection (in) 0.5 0.5 0.5 Port Weight (Ibs) 34 Composite Section Properties Original w/ ports A 12 9 in2 lxx 673 543 in4 lyy 673 426 in4 Smin 64 39 in3 Port Check Pole unity at port location from tower mode 1:,F 8% - (optional) Rim Fy Reduction: 100% (rims not considered in section properties) Result: 14% BE, ita- mi1vJWN ~ NJ JOB NO.: U1085-194-181 Copyright © 2018 Vector Structural Engineering, LLC This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. PROJECT: OMNI RESORT Port Design: Label: [Ports at 28 ft -A.G.L. 0.1875 Geometry mi, 0.1875 22 23.50 in CN- 53.8 0.1875 in 7.05 65 ksi 9.5 No Rim Yield Strength 50 ksi #of Ports 3 Port 1 Port 2 Port 3 Azimuth (°)r 0 7 90 270 Height (in) 12 12 12 Width (in) 6 6 6 Depth (in) 3 3 3 Thickness (in) 0.5 0.5 0.5 Projection (in) 0.5 0.5 0.5 Port Weight (Ibs) 34 Composite Section Properties Original w/ ports A 14 10 in2 lxx 933 772 in4 lyy 933 625 in4 Smin 79 51 in3 Port Check Pole unity at port location from tower model: 32% (optional) Rim Fy Reduction: 100% (rims not considered in section properties) Result: 50% Label: [Ports at 21:R—A.G.L. 0.1875 Geometry lnp 0.1875 22 25.60 in 53.8 0.1875 in 7.05 65 ksi 9.5 Yes Rim Yield Strength 50 ksi #of Ports 1 1 JOB NO.: U1085-194-181 Copyright © 2018 Vector Structural Engineering, LLC This Excel workbook contains propnetafy information belonging to Vector Stn,ctural Engineering, LLC, and may be neither Wholly nor paftially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. 14 PROJECT: OMNI RESORT Port Design: Port1 Azimuth (°) 0 Height (in) 12 Width (in) 6 Depth (in) 3 Thickness (in) 0.5 Projection (in) 0.5 Port Weight (lbs) 11 Composite Section Properties Original w/ ports A 15 17 in2 lxx 1208 1418 in4 lyy 1208 1193 in4 Smin 94 90 in3 Port Check Pole unity at port location from tower model: 50% (optional) Rim Fy Reduction: 77% Result: 69% F W M KLdm -Wq1 P- , mo W A JOB NO.: U1085-194-181 Copyright © 2018 Vector Structural Engineering, LLC This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Stn,ctural Engineering, LLC. PROJECT: OMNI RESORT Port Design: Label: [Ports at 5.583 ft A.G.L. 0.1875 Geometry lnp 0.1875 221 30.38 in 53.81 0.1875 in 7.051 65 ksi 9.5 Yes Rim Yield Strength f 65 ksi #of Ports [ 2 Port Port Azimuth (°) 0 180 Height (in) 24 24 Width (in) 9 9 Depth (in) 3 3 Thickness (in) 0.5 0.5 Projection (in) 0.5 0.5 Port Weight (Ibs) 33 Composite Section Properties Original w/ ports A 18 20 in2 lxx 2026 2472 in4 Ivy 2026 2099 in4 Smin 133 134 in3 Port Check Pole unity at port location ___ from tower model: 91% (optional) Rim Fy Reduction: 100% Result: 90% PROJECT: OMNI RESORT Anchorage Embedment Desian Vertical Bar Size: Conc. Comp. Strength: Pier Diameter: Pier Depth: Top of Pier Elevation: Concrete Volume Side Conc. Cover: Top Conc. Cover: Bolt Circle Dia.: Horizontal Tie Size: # Anchor Rods: Anchor Rod Dia: ,, (bar loc. factor): We (epoxy coating factor): (bar size factor): ? (concrete type factor): Bar Diameter: Horiz. Tie Diameter: Min.Clr Dist. Btwn Anchor & Vert: Reqd Lap Length: Mm. Required Embedment Depth: Transverse Reinforcement Design (see IBC Sections 1810.3.9.4.1 and 1810.3.9.4.2) Seismic Design Category: D Site Class: D Type of Transverse Reinforcement: Spiral Transverse f: 60 ksi Seismic Hooks Required? Yes Tie Size OK? Yes Spacing at Top of Pier: 4 in Spacing at Bottom of Pier: 12 in Total Pier Length 27.5 ft Top Pier Length: 15 ft Bottom Pier Length: 12.5 ft JOB NO.: U1085-194-181 Copyright @2018 Vector Structural Engineering, LLC This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineenng, LLC. E1 2 PROJECT: OMNI RESORT JOB NO.: U1085-194-181 Copyright © 2018 Vector Structural Engineering, LLC This Excel workbook contains pmpnetaiy information belonging to Vector Structural Engineenng, permission of Vector Structu,al Engineenng. LLC. LLC. and may be neither wholly nor partially copied orrepmduced without the pnor wntten Drilled Pier Design: Design Loads: Design Methodology: I LRFD I For ASD methodology, input ASD loads For LRFD methodology, input LRFD loads divided by 0,= 0.75 Design Loads: Max. Shear, V = 32.3 k Max. Down, Pd wn 1 26.2 Ik Max. Moment, M = 938.0 k-ft Max. Uplift, Puplift (opt'l) 1 0.0 k Pier Properties: Pier Shape Round Pier Diameter, b: 5.0 ft Volume of Concrete: 540 ft3 Mm. Pier Diameter, bmin (opt'l): ft Volume of Concrete: 20.0 yda Top of Pier Elevation: 0.50 ft Weight of Concrete: 81.0 k Pier Depth, d: 27.0 ft Mm. Pier Depth, dmjn (opt'l): 12.0 ft Max. Pier Depth, dmax (opt'l): ft Soil Properties: Allow. Bearing Pressure: 3,500 psf Optional Parameters for Uplift: Factor of Safety: 2 1/3 increase for short term loads? No Skin Friction: 0 psf Factor of Safety: 0 Lateral Bearing, S: 230 pcf Top Length to Ignore: 0.0 ft Factor of Safety: 1 1/3 increase for short Max. Lateral Bearing (opt'l): 3,450 psf term loads? No Top Depth to Ignore: 0.0 ft Combine w/ Bearing: No 1/3 increase for short term loads? Yes 1/2 deflection at t10 pier allowed: No Check Bearing: Bearing Capacity: I 137.4 1k Bearing capacity OK. Check Uplift: Uplift Capacity: I 72.9 1k Uplift capacity OK. Check Lateral Bearing: Per IBC 1807.3.2 Lateral constraint at ground surface? I No Applied Lateral Force, P: Point of Application, h: Si-max: A = 2.34P/(S1b): Required Pier Depth, draqa: 32,252 lb ft psf psf IBC Eqn. 18-1 Lateral bearing capacity OK. 29.6 4,600 1,227 12.30 27.0 ift Title Block Line 1 You can change this area using the Settings menu item and then using the Printing & Title Blocks selection. Title Block Line 6 Project Title: Hamner Time Engineer: Project ID: U1085-810-181 Project Descr: 65'-O" Tall Monoeuc Printed: 20 DEC 2018. 10:30AM [Concrete Column ILi.#: KWO6OO4714 - - - - - Licensee:VECTORSTRUCTURALENGINEERS Description: Concrete Drilled Pier Foundation Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: IBC 2015 LGerr!information fc: Concrete 28 day strength = 4.0 ksi Overall Column Height 27.50 ft E = = 3,605.0 ksi End Fixity Top Free, Bottom Fixed Density 150.0 Pd Brace condition for deflection (buckling) along columns: 0.850 X-X (width) axis: fy - Main Rebar = 60.0 ksi Unbraced Length for X-X Axis buckling = 27.50 ft. K = 2.10 E - Main Rebar = 29,000.0 ksi Y-Y (depth) axis: Allow. Reinforcing Limits ASTMA6I5 Bars used Unbraced Length for X-X Axis buckling = 27.50 ft. K = 2.10 Min. Reinf. = 0.50% Max. Reinf. = 8.0% LColumn Cross Section Column Dimensions: 60.01ñ Diameter, Column Edge to Rebar Edge Cover = 4.50m Column Reinforcing: 18.0 - #8 bars EAppIied Loads i Entered loads are factored per load combinations specified by user. Column self weight included: 80,994.2 lbs * Dead Load Factor BENDING LOADS... Moment acting about X-X axis, D = 16.40, W = 703.50 k-ft Lat. Point Load at 18.50 ft creating Mx-x, W = 11.160k EbESIGN SUMMARY Load Combination +0.90Di-W Maximum SERVICE Load Reactions.. Location of max.above base 27.315 ft Top along Y-Y 0.0k Bottom along Y-Y 0.0 k Maximum Stress Ratio 0.478: 1 Top along X-X 0.0k Bottom along X-X 11.160 k Ratio = (PuA2+MuA2)1.5 I (PhiPnA2PhiMnA2)11.5 Pu = 87.295k (p*Pn _ 189.570k Mu-x = -933.95 k-ft * Mn-x = -1,989.48k-ft Maximum SERVICE Load Deflections... -ft -ft Along Y-Y 0.2089 in at 27.50 ft above base Mu-y = 0.0 k * Mn-y = 0.0 k for Ind combination: w Only Mu Angle = 0.0 deg Along X-X 0.Oin at 0.Oft abovebase Mu at Angle = 933.95 k-ft pMn at Angle = 1,953.58 k-ft for load combination: Pn & Mn values located at Pa-Mu vector intersection with capacity curve Column Capacities... General Section Information. p = 0.750 13 = 0.850 e = 0.850 Pnmax: Nominal Max. Compressive Axial Capacity 10,418.1 k % Reinforcing 0.5029 % Rebar % Ok Pnmin: Nominal Mm. Tension Axial Capacity k Reinforcing Area 14.220 in"2 p Pn, max: Usable Compressive Axial Capacity 6,641.56 k Concrete Area 2,827.43 inA2 (p Pn, mm: Usable Tension Axial Capacity k Governing Load Cmbinaiion Results - Governing Factored I Moment I Dist. from Axial Load k Bending Analysis k-ft Utilization Load Combination I x-x V-V base ft Pu cp * Pn 3 x 3x * Mux 3 y 3y *Muy Alpha (deg) 8 Mu Mn Ratio +1.40D 27.32 135.79 6,641.56 1.016 -27.58 0.000 27.58 1,344.04 0.021 +1.20D 27.32 116.39 6,641.56 1.013 -23.59 0.000 23.59 1,344.04 0.018 16. Title Block Line 1 You can change this area using the "Settings menu item and then using the Printing & Title Block" selection. Project Title: Hamner Time Engineer: Project ID: U1085-810-181 Project Descr: 65-0" Tall Monoeuc Printed: 20 DEC 2018. 10:30AM Concrete Column Description: Concrete Drilled Pier Foundation rGrig Load Combination Results 1 Governing Factored I Moment Dist from AFL Bending Analysis kft - k Utilization Load Combination I X-X - Y-Y I base ft Pu p * Pn 3x 5x * Mux 8 y By *Muy Alpha (deg) 3 Mu p Mn Ratio +1.20D+0.50W 27.32 116.39 678.26 1.013 481.00 0.000 481.00 2.773.37 0.173 +1.20D+W 27.32 116.39 271.06 1.013 -942.05 0.000 942.05 2,096.88 0.449 +0.90D+W 27.32 87.29 189.57 1.010 -933.95 0.000 933.95 1953.58 0.478 40.901) 27.32 87.29 6,641.56 1.010 -17.63 0.000 17.63 1,344.04 0.013 [Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction It Y-Y Axis Reaction Axial Reaction My - End Moments k-It Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ lop D Only 96.994 16.400 +D*0.60W . 6.696 96.994 562.376 .0.0.450W 5.022 96.994 425.882 40.600+0.60W 6.696 58.197 555.816 '0.601) 58.197 9.840 WOnly 11.160 - 909.960 L!aximum Moment Reactions I Note: Only non-zero reactions are listed. Moment About X-X Axis Moment About V-V Axis Load Combination @ Base @ Top @ Base @ Top O Only 16.400 k-ft k-ft +0.0.60W 562.376 k-ft k-ft +040.450W 425.882 k-ft k-ft +0.600.0.60W 555.816 k-ft k-ft .0.60D 9.840 k-ft k-ft W Only 909.960 k-ft k-ft I Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. V-V Deflection Distance D Only 0.0000 in 0.000 ft 0.004 in 27.500 ft .0*0.60W 0.0000 in 0.000 ft 0.129 in 27.500 ft *040.450W 0.0000 in 0.000 ft 0.098 in 27.500 It .0.60D+0.60W 0.0000 in 0.000 ft 0.128 in 27.500 ft .0.60D 0.0000 in 0.000 ft 0.002 in 27.500 ft WOnly 0.0000 in 0.000 ft 0.207 in 27.315 ft I Sketches -- Interaction Diagrams - 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 Project Title: Hamner Time Engineer: Project ID: U1085-810-181 Project Descr:65-O" Tall Monoeuc Printed: 20 DEC 2018, 10:30AM Description: Concrete Drilled Pier Foundation 7000.0 6.300,0 5,0000 4,900.0 4,200.0 3,500.0 2.800,0 2100.0 1.400,0 700.0 C1r44Column P.M 11101140141 014g,mn PhiMnA,ho (k-ft) 7,000.0 6,200.0 51600.0 4,000.0 4,200.0 3,500.0 2,000.0 2,100.0 1,400.0 700.0 Concrete, Column PM Interaction Diogifin, Phi 'MflCAlpha (6.0) 0 C004mte CoIon10 PM Io10mo14n Dbo,on, P1,1 'Mn60AMrn (6.0) C000600 CoWn,,, P.M Interaction Domm Phi Mn4JpSo (6.5) 7,.0 6,300.0 5,600.0 4,.0 4,200.0 3,000.0 2,600.0 2,100.0 1,400.0 700.0 Conc,ntn COhn,,n P.M tntnmnllnn Dlnmn, 70 Phi Mn A,Im .ft) CoWnn. P.M lntcnMlio., Dinflrnn, Phi MnNohn Ik4I Title Block Line 1 You can change this area using the "Settings" menu item and then using the Printing & Title Block" selection. Project Title: Hamner Time Engineer: Project ID: U1085-810-181 Project Descr: 65-0 Tall Monoeuc Printed: 20 DEC 2018, 10:30AM Concrete Column File = C:UsersHALZAH-1DesktopSCITOR-i.EC6 Description : Concrete Drilled Pier Foundation ECTOR E fl S I fl E E R S S Project Number: U1703-284-181 December 28, 2018 M.Squared Engineers 1387 Calle Avanzado San Clemente, CA 92673 ATTENTION: Michael Montello REFERENCE: CAL01996 (NS0060) Omni Resort 1986 La Costa Avenue, Carlsbad, CA 92009 Structural Design for Proposed Telecommunication Installation Dear Michael, Per your request, we have reviewed the construction drawings (CDs) prepared by your office for the proposed installation of a new 15kW generator on a new concrete slab-on-grade. Please be advised as follows: Based upon our calculations and review of the documents noted above, we conclude that the proposed anchorage and slab, as detailed on the CDs, are adequate to support the loads associated with the proposed generator. Supporting calculations for the gravity and lateral loading on the generator, and an analysis of the capacity of the anchor bolts and concrete slab are attached. The recommendations above are provided based upon calculations prepared by our office and information the client provided. A representative from Vector has not visited the site. Structural design and analysis of the all other proposed and existing components shown on the above-mentioned CDs are not included in the scope of this project. The analysis and conclusions described here are limited to the members included in this report only. We hope this meets your needs. If you have any further questions regarding this matter, please call this office at your convenience. Very truly yours, IFESSi VECTOR STRUCTURAL ENGINEERING, LLC G el (' 4C— 86031 Lisa R. Gurney, P.E. Project Engineer CIVIL ( LRG/lrg Enclosures 12/28/2018 651 W Galena Park Blvd, Suite 1011 Draper, UT 84020 /T (801) 990-1775/ F (801) 990-1776 0'—CDDQ CON C"J c1 U-0 (00 W w Z >—jw C.) Ua' to cow 00 o of 5 0w0 Iwo LU 0 C4 W 04 O —o! a Page 2 of 19 JOB NO.: U1703-284-181 ECTOR. ErtDItER8 PROJECT: CAL01996 (NS0060) OMNI RESORT - SA Design Criteria: Copynght@2018 Vector Structural Engineering, tiC Thie Excelworkbook conlalnsproptietarjWormaUon beienajng to Vector SfructumlEngineeafng, LLC. and maybe neither wholly nor partially copied or reproduced without the piforwutten permission o Vector SlruclumiEnoJneeto'ig, LL 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: II Wind exposure: C Seismic: Seismic loads are based on the California Building Code, 2016 Edition (2015 IBC) Seismic importance factor, I = I Risk category: II Mapped spectral response accelerations: Ss = 1.0879 S1 0.419g Site class: D Spectral response coefficients: Sos = 0.772g So1 = 0.4429 Seismic design category: D Basic seismic-force-resisting-system: Cantilever Element: Braced below its center of mass Analysis procedure: Equivalent lateral force General Notes: I 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. Structural Steel: 1 All structural steel code checks based on the AISC, 14th Edition per the ASCE 7 standard 2 All other structural steel shapes & plates shall be per ASTM A36, U.N.O. 3 All bolts for steel-to-steel connections shall be per ASTM F3125 GR. A325 U.N.O. 4 All bolted connections shall be tightened per the "turn-of-nut" method as defined by AISC. 5 All welding shall be performed by certified welders in accordance with the latest edition of the American Welding Society (AWS) 01.1 - 6 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: I All concrete mixing, placement, forming, and reinforcing installation shall be performed in accordance with the requirements of "Building Code Requirements for Reinforced Concrete", ACI 318-14 2 All concrete shall have a minimum compressive strength of 2500 psi at 28 days. 3 Cement for all concrete shall be Type I or II with 6% (+1- 1.5%) entrained air. Maximum aggregate size shall be 4 Reinforcing steel shall be per ASTM A615 Gr. 60, U.N.O. Page 3 of 19 JOB NO: U1703-284-181 ECTOR E fl 13 I fl E E R S Copyright @2018 Vector Structural Engineering, LLC This Excel woi*book contains pmp,1etarinfo,rnation belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, I.I.C. PROJECT: CAL01996 (NS0060) OMNI RESORT - SA DESIGN WIND LOADS ON OTHER STRUCTURES: (Chimneys, Tanks, Rooftop Equipment, & Similar Structures) Label: Generator - INPUT DATA: Basic Wind Speed, V [mph]: 110 Exposure Category C 1' Structure: FT" k'27/1 Cross-Section: Square Height, h [ft]: 6.0 Width, D [ft]: 2.7 Length, L1 (ft]: 43 Average Elevation, z [ft]: 3.0 For Non-Rooftop, Flexible Structures, (if n1 <1 Hz): Depth, L [ft]: Natural Frequency, n1 [Hz]: Damping Ratio, (: 0.005 Rooftop Structure? No Supporting Structure (of Rooftop Structure): Height, H [ft]: Width, B [ft]: Length, L2 [ft]: For Flexible Supporting Structures, (if n1 <1 Hz): Depth, L [ft]: Natural Frequency, n1 [Hz]: Damping Ratio, : 0.005 DESIGN SUMMARY: Full Wind Pressure, 1.0W (psf]: 18.9 Design Wind Pressure, 0.6W (psf]: 11.4 Design Diagonal Pressure, 0.6W [psfJ: 9.6 V AMchors Component Attachment Height (ft)_j (Above Base of Structure), z = Average Height of Top of Structure (ft)r.............. __.. (Above Base), h = Page 4 of 19 S JOB NO.: U1703-284-181 PROJECT: CAL01996 (NSOOSO) 0MM RESORT - SA SUBJECT: EQUIPMENT ANCHORAGE Description: enerator Geometry &Weiaht Width (in) =[ 52 1(parallel to x-axis) Length (In) = 32 (parallel to y-axis) Height (in) ' 72 Height to Center of Gravity (in) =j36 Bolt spacing I (in) = 46.8 (parallel to x-axis) Bolt spacing 2 (in) =L. 28.8 (parallel to y-axis) Minimum weight (Ibs) =i248(Empty) Maximum weight (Ibs) j_ 1587....J (Full) Load Type: E LRFD Load Combinations: LASCE 7:10] Wind Loads: (Per ASCE 7-10, Section 29.5. 1) Generator is I 0utdoori' Unfactored Design Wind Pressure (psf) _18.9j(from wind calculations) Factored Wind Force, X-Direction (Ibs) = 302.9 (1.0 Wind) Factored Wind Force. V-Direction (Ibs) = 492.3 (1.0 Wind) Seismic Loads: (Per ASCE 7-10, Section 13.3) Component Response Modification Factor, R0 ' 2.5 :](Table 13.5-1 to 13.6-1) Component Amplification Factor, a0 = 1.0 (Table 13.5-1 to 13.6-1) Component Overstrength Factor, 06 = 2.5 (ASCE 7 Supplement No.1). Component Importance Factor, l = 1.0 (Section 13.1.3) Max Factored Seismic Force, X-Dlrection (lb) = 588.1 (1.0 Seismic) = 0.4a,S03W, (1+ 2) Max Factored Seismic Force, V-Direction (Ib) =' 588.1 (1.0 Seismic) (_i 'p ) 11 Factored Vertical Seismic Force (Ib) = 245.0 (1.0 Seismic) F,, = +/-0.2SorWp Anchorage Forces: Design for Anchorage in Concrete?[ Yes (Including Overstrength for Seismic) X-Direction Y-Direction Controlling Lateral Load (ibs) = 1470.1 1470.1 Controlling Lateral Load Type: Seismic wlQ Seismic wlD Resultant Overturning Moment (lb-fl) = 2820 3431 Max Tension in I bolt (Ibs) = 714.9 Max Shear in I bolt (Ibs) = 367.5 KgjL Overturning for wind includes resisting moment from 0.6 x Minimum Equipment Weight, Overturning for seismic includes vertical seismic component and resisting moment from 0.6 x Maximum Equipment Weight Page 5 of 19 www.hiltLus Profis Anchor 2.7.9 Company: Page: 1 Specifier: Project: Omni Resort Address: Sub-Project I Pos. No.: CAL01996 (NS0060) Phone I Fax: I Date: 12/27/2018 E-Mail: SpecIfier's comments: Anchorage for generator. I Input data Anchor type and diameter: Kwik Bolt 12- SS 304 518 (4) Effective embedment depth: h01 , = 4.000 in., It., = 4.438 in. Material: AISI 304 Evaluation Service Report: ESR-1917 Issued I Valid: 5/1/2017 15/1/2019 Proof: Design method ACI 318-11 I Mech. Stand-off installation: - (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete, 2500, f' = 2.500 psi; It = 6.000 in. 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 (D.3.3.4.3 (d)) Shear load: yes (D.3.3.5.3 (c)) R - user Is responsible to ensure a rigid base plate for the entered thickness with appropriate solutions (stlffeners .... ) Geometry (in.) & Loading [lb, ln.lb] 0 Input data and results must be checked for agreement with the existing conditions and for plausibitityt PROMS Anchor (c) 2003-2009 Hlltt AG, FL-9494 Sthsan Hill Is a registered Tradema,k of 111111 AG, Schasn Page 6 of 19 IMIL119 www.hlltl.us Profis Anchor 2.7.9 Company: ! Page: 2 Specifier Project: Omni Resort Address: Sub-Project I Pos. No.: CAL01998 (NS0060) Phone I Fax: I Date: 12127/2018 E-Mail: 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 1 715 368 0 368 max. concrete compressive strain: (%o] max. concrete compressive stress: - [psi] resulting tension force in (xly)=(0.000/0.000): 0 bJ -' resulting compression force in ()r/y)(0.000/0.000): 0 [lb] Anchor forces based on a rigid base plate assumptioni 3 Tension load Load N Fib] Capacity$ N5 (Ib] Utilization pN = NUJ$ N5 Status Steel Strength 715 13,410 6 OK Pullout Strength* 715 2,847 26 OK Concrete Breakout Strength" 715 1,804 40 OK * anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength Nsa = ESR value refer to ICC-ES ESR-1917 $ N,, 2: Nu, ACI 318-11 Table D.4.1.1 Variables Ase.N [tn.21 f [psi] 0.16 115,000 Calculations N. [lb] 17,880 Results N [lb] $swat nanductile Ns, [lb) Nun [1b] 17,880 0.750 1.000 13.410 715 Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor (c) 2003-2009 Hull AG, FL-9494 5chaan Hilt Is a registered Trademark of Hilt AG. Schaan Page 7 of 19 www.hlftLus Profis Anchor 2.7.9 Company: Page: 3 Specifier: Project: Omni Resort Address: Sub-Project I Pos. No.: CAL01996 (NS0060) Phone I Fax: I Date: 12127/2018 E-Mail: 3.2 Pullout Strength = Np.2500 X0 refer to ICC-ES ESR-1917 Q:0 4, N 2: Nua ACI 318-11 Table D.4.1.1 Variables f [psi] X N 2 (Ib] 2,500 1.000 5,840 Calculations 2500 1.000 Results No,,(,(lb] $ conctete $ seismic 4) nanriuclile 4, N,,,.j [lb] Nua (Ib] 5,840 0.650 0.750 1.000 2,847 715 3.3 Concrete Breakout Strength Nch = ()tVBI.NWCNVCP.NNb ACI 318-11 Eq. (D-3) ANCO $ NcbaNInr ACI 318-11 Table D.4.1.1 AN, see ACI 318-11, Part D.5.2.1, Fig. A =9h 2 RD.5.2.1(b) AC1318-11Eq.(D-5) ACI 318-11 Eq. (D-8) Ved.N = 0.7 + 0.3 (f:1) ACI 318-11 Eq. (D-10) 'cp.N =MAX ii.!!'ti!)S10 ACI 318-11 Eq. (D-12) Nb kX5 RhJ ACI 318-11 Eq. (D-6) Variables h01 [in.] 0c1.N [in.] e,N [in.] ;,min [in.] 41 c.N 2.667 0.000 0.000 4.000 1.000 cex [in.] kc I [psi] 8.875 17 1.000 2,500 Calculations ANC [in.2] ANCO [ifl.2] 'V ecl.N 'V ec2,N 4' ed.N 41 cp.N Nb [ib] 64.00 64.00 1.000 1.000 1.000 1.000 3,701 Results Ncb [lb] + concrete 4, seismic 4) nonriuctiie 4, Ncb [Ib] Nue [Jb] 3,701 0.650 0.750 1.000 1,804 715 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 HOti AG, FL-9494 Schaan Kid is a registered Trademark of Hull AG; Sthaan Page 8 of 19 64 11 1 1 11 www.hlltLus Profis Anchor 2.7.9 Company: Page: 4 Specifier: Project: Omni Resort Address: Sub-Project I Pos. No.: CAL01996 (NS0060) Phone I Fax: I Date: 12127/2018, E-Mail: 4 Shear load Load V,,,, (lb] Capacity $V, [lb] Utilization pw = Vuj# Vn Status Steel Strength* 368 6,078 7 OK Steel failure (with lever arm)8 N/A N/A N/A N/A Pryout Strength 368 5,182 8 OK Concrete edge failure in direction y+ 368 1,348 28 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength V,,0,,, = ESR value refer to ICC-ES ESR-1917 4 vsteel a Vua ACI 318-11 Table 0.4.1.1 Variables Aesv fin.2] f,,,. [psi] 0.16 115,000 Calculations Vsa,sq Llb] 9,350 Results V*a.eq [Ib] 4 steel 4 nonduct,ta 4 V. [Ib] V. [lb] 9,350 0.650 1.000 6,078 368 4.2 Pryout Strength Vol,= kg, 'Il ed.N 41 c,N V cp.N Nb] ACI 318-11 Eq. (0.40) Vol, aV,,,, ACI 318-11 Table D.4.1.1 ANc see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) A =9h ACI 318-11 Eq. (D-5) 'Vec.N = (1+±'i. ACI 318-11 Eq. (D-8) 't 3h,,11 V ed.N = 0.7 + 0.3 (ç):9 1.0 ACI 318-11 Eq. (0-10) V cpN MAX(Cata 1.5h c85 ._._)5i.o ACI 318-11 Eq. (0-12) Nb =kX,,RhJ ACI 318-11 Eq. (D-6) Variables kg, h,,1 [in.] eol,N [in.] eo2,N [in.] [In.] 2 2.667 0.000 0.000 4.000 141 c.N c55 [in.] Ic [psi] 1.000 8.875 17 1.000 2,500 Calculations ANe (1n.2] Awco [in.2] 41esl.N 41 ecN 4l oN 41 cp,N No [lb] 64.00 64.00 1.000 . 1.000 1.000 1.000 3,701 Results Vg, [Jb] 4 conosto 4 swsmfc puio 4 Vol, IJb] Vuo [lb] 7.403 0.700 1.000 1.000 5,182 368 Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROMS Anchor (c) 2003-2009 Hill AG, FL-9494 Schaan Miii Is a registered Trademark of Miii AG, Schsan 11 Page 90f 19 www.hlltLus Profis Anchor 2.7.9 Company: Page: 5 Specifier: Project: Omni Resort Address: Sub-Project I Pos. No.: CAL01996 (NS0060) Phone I Fax: I Date: 12/27/2018 E-Mail: 4.3 Concrete edge failure in direction y+ Vcb = () 'V ed.V 'V c.V 'V h.V 'V pamDel.V Vb ACI 318-11 Eq. (D-30) 4 Vcb k Vua ACI 318-11 Table D.4.1.1 A 0 see ACI 318-11, Part D.6.2.1, Fig. RD.6.2.1(b) Avo 4.5c1 ACI 318-11 Eq. (D-32) 'V .v= ( +..)i.o ACI 318-11 Eq. (D-36) 3c81 Ved,v = 0.7 + 0.3(T_) 51.0 ACI 318-11 Eq. (0-38) 'Vh.v _P 5 ? 1.0 ACI 318-11 Eq. (0-39) Vb = 02 (7 (if.) g) X ACI 318-11 Eq. (0-33) Variables Cai [in.] r.2 [in.] e0v [in.] w c.v he [in.] 4.000 4.000 0.000 1.000 6.000 Lftn.1 daIifl.1 (C[PSJ1 tlaaraIleI.V 4.000 1.000 0.625 2,500 1.000 Calculations Av. [in.2] Av [In.2] 'V ec.V 'V ed.V 'V h,V Vb [Ib] 48.00 72.00 1.000 0.900 1.000 3.209 Results Vth fib] commu,selamw none 4 Vcb Pb] V,,5 fib] 1,925 0.700 1.000 1.000 1,348 368 5 Combined tension and shear loads Utilization pNv 1%] Status 0.396 0.273 5/3 33 OK Input data and results must be checked for agreement with the existing conditions and for plauslbilityl PROFIS Anchor (0)2003-2009 Huh AG, FL-9494 Schaan 111111 is a registered Trademark of HiIU AG. Schaen Page 10 of 19 - -----.-.- - i i www.hiltius Profis Anchor 2.7.9 Company: Page: 6 Specifier: Project: Omni Resort Address: Sub-Project I Pos. No.: CAL01996 (NS0060) Phone I Fax: I Date: 12/27/2018 E-Mail: 6 Warnings The anchor design methods in PROMS Anchor require rigid anchor plates per current regulations (ETAG 001 IAnnex 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 anchorplate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROMS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibilityl 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. Refer to the manufacturers 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, 0, E or F is given in AC! 318-11 Appendix D, Part D.3.3.4.3 (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 Part 0.3.3.4.3 (b), Part 0.3.3.4.3 (C). or Part D.3.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Part D.3.3.5.3 (a), Part 0.3.3.5.3 (b), or Part 0.3.3.5.3(c). Part D.3.3.4.3 (b) I part D.3.3.5.3 (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. Part D.3.3.4.3 (c) / part D.3.3.5.3 (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. Part D.3.3.4.3 (d) I part 0.3.3.5.3 (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 by ft. Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturers Printed installation instructions (MPh). Reference AC! 318-11, Part 0.9.1 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 HUll AG. FL-9494 Schaan Hits is registered Trademark of Hits AG. Sthaan Page 11 of 19 www.hlltLus Profis Anchor 2.7.9 Company: Page: 7 Specifier: Project: Omni Resort Address: Sub-Project I Pos. No.: CAL01996 (NS0060) Phone I Fax: I Date: 12/27/2018 E-Mail: 7 Installation data Anchor plate, steel: - Anchor type and diameter: Kwik Bolt 17- SS 304 5/8 (4) Profile: - Installation torque: 720.001 in.Ib Hole diameter in the fixture: - Hole diameter in the base material: 0.625 in. Plate thickness (input): - Hole depth in the base material: 4.750 in. Recommended plate thickness: - Minimum thickness of the base material: 6.000 in. Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to Instructions for use is required. R - user Is responsible to ensure a rigid base plate for the entered thickness with appropriate solutions (stiffeners,...) 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. C. C 1 0.000 0.000 4.000 4.000 4.000 4.000 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 carded 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 export, 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 plausibilityl PROPS Anchor (c) 2003.2009 Hill AG, FL-9494 Schaan Hits is a registered Trademark of Hill AG, Schaan Page 120119 E C 10R JOB NO.: U1703-284-181 Copynght@ 2018 Vector Structural Engineering, LLC workbook contains proprietary Wom,atlon belonging to Vector structural Engineering. LLC, and maybe neither v.4rnor p,attial!y copied or reproduced without the prior written E Ii I fl E E R 8 pemiisslon or Vector Structural Englnee,lng, LLC. PROJECT: CAL01 996 (NS0060) OMNI RESORT Square Mat Foundation Design: Design Loads (Factored 1 6.): Max. Base Shear, vu, 0.75: Max. Overturning Moment, Mu! 0.75: Max. Down, Pufo. /0.75: Structure Weight: Moment Components, M = M5: Mat Properties: Mat Width, L = B: Mat Thickness, t: Pier Diameter, b: Height of Pier: Depth of Soil Above Mat: Unit Weight of Soil: Number of Legs: Soil Properties: Allow. Bearing Pressure: Factor of Safety: 1/3 increase for short term loads? Passive Pressure: Factor of Safety: Max. Passive Pressure (opt'l): 1/3 increase for short term loads? Top Depth to Ignore: Check Bearing: Total Moment, M y = Total Axial Load, Q: Load eccentricity, e,_ = as: Effective Mat Brg Width, 81 = L1: Effective Area, A' = Allowable axial load: 0.784 k 2.352 k-ft 1.587 k 1.248 k 1.663 k-ft 3.8 It 0.50 ft 0.0 ft ft ft pcf 1,500 psf 2 No 150 pcf 2 psf Yes -0.5 It 1.9 k-ft 3.4 k 0.58 ft 4.01 ft 7.87 tr 24 k Volume of Concrete: 7 ft3 Volume of Concrete: 0.3 yd3 Weight of Concrete: 1.1 k Weight of Soil: 0.0 k Eff. Bearing Pressure: I 3000 Ipsf Coefficient of Friction: I 0.30 I % Passive for Sliding: 100 % Friction for Sliding: 50 Bearing Capacity OK. Pu Vu I P Page 130119 VECTOR JOB NO.: U 1703-284-181 Copyiight© 2018 Vector Structural Engineering. LLC workbook contains pmprieterjlnfom,ation belonging to Vector Sfnjcfiaal Eliglneei*g, LLC, and may be neither wholly nor partially copied or reproduced without the prior written E fl G I fl E Iff R 8 penwasion of Vector SbucturatEngineenng, LLC. PROJECT: CAL01996 (NS0060) OMNI RESORT Square Mat Foundation Design (cont.): Check Overturning: Base Shear (1.6W), V: 0.59 Overturning Moment (1.6W), M: 1.76 -ft Down (0.9 D), P: 1.12 _k OTM about point P (1.6W): -2.06 _k _k -ft Resisting Moment (0.9D): 4.05 _k _k -ft Overturning OK. Check _Sliding: Sliding Resistance from Friction: 0.32 _k Sliding Resistance from Passive: 0.77 _k Total Sliding Resistance: 1.08 _k Sliding resistance OK. Available Models: 8220-603-D-10 Diesel 10 kW, -48 VDC 8220-603-D-15 Diesel 15 kW -48 VOC VOR REVERENCE ONLY 4 Page 14 of 19 POLAR m 8220-603 series POWERINC. 0 Reliability through Simplicity Back-up Diesel DC Generator Set I o1`6 Founded in 1979 Polar Power specialized in solar photovoltaic systems, solar air conditioning and refrigeration. We developed and provided photovoltaic charging controls for telecommunications in the 1980s along with DC generators for the military. In 1994 we were first to pro- vide DC generators with remote control and monitoring to the telecom- munications industry. Polar's success is based on engineering generators to meet the very spe- cific needs of each application. Telecom site optimization is best met with the DC generator technology as the loads and batteries are DC. It makes no sense to install an AC generator and convert the output to DC. The AC generators are designed for a wide range of applications and they are not specifically produced for telecom applications so there are issues with reliability, space, and fuel efficiency. Polar can save you considerable time and cost in permitting, installing, purchasing, and maintaining a backup generator. We reduce CAPEX and OPEX costs while improving backup reliability. Intertek 4003706 Conforms to UL STD 2200 Certified to CSA STD C22.2 No. 100 Fuel tank is UL 142 Usted Meets EPA Emission Regulations CA/MA Emissions Compliant 2 year standard warranty, extended 5-10 year warranty available Made In USA The concepts and features behind Polar's backup generator for telecommunications include: SMALL FOOTPRINT. Polar's DC generator is considerably smaller in size than an AC generator. You can now backup sites that could not accommodate an AC generator. Smaller also means less cost for space leasing. LONG RESERVE. 48 to 72 hour reserve. Polar's DC generator can provide long reserve times because of very low fuel consumption. This generator should be the first choice for sites exposed to nat- ural disasters requiring backup for weeks or months at a time (fuel consumption 1.02 gallon per hour). LOW ACOUSTIC NOISE. <66 dBA @ 7 meters, and low vibration so as not to disturb the local residents or building landlords. Quieter than other generators with lower noise ratings. LIGHTWEIGHT. Up to 1/3 the weight of a comparable AC genera- tor. Facilitates roof top installations. CORROSION RESISTANT. All-aluminum enclosure with stainless hardware for low maintenance, and long service life. RODENT RESISTANT. Small animals can quickly destroy a genera- tor set by gnawing on wires, fuel lines, radiator hoses, etc. Cool- ing air inlets and outlets have perforated aluminum screens to keep small rodents and large insects out. Stainless steel wire braid is placed over fuel and radiator lines for increased reliability and safety. SUPERCAPACITOR STARTER. Failure to start is the number one problem plaguing generator reliability. Polar's unique design has replaced the starting battery with a Super Capacitor. Capacitors are more reliable and last longer than batteries (10-15 year life). LONG LIFE. Controls and wire harnesses are designed to exceed a 20 year life. Higher grade, longer life electrical wire (UL 3173), weather tight connectors, gold plated connector pins on signal cir- cuits. Controls and wire harness are easily replaceable. ADVANCED MONITORING. Remote diagnostics, control, and mon- itoring. Ethernet and R5232 standard, with optional SNMP. SIMPLICITY. Transfer switch, rectifier, and starting battery are not required. 249 E. Gardena Blvd, Gardena CA, 90248 1 310.830.9153 1 wwwpo1arpower.com I info@polarpowerinc.com COMPARING THE COST OF AC vs DC AC DC Transfer switch required Yes No Permitting costs $$ $ Shipping to site and installation cost $$ $ Site preparation reinforcing structures $$$ $ Ethernet/RS232 remote control and monitoring Extra Standard 8220 ALTERNATOR FEATURES FOR RF-FERE164CF ONLY Page 1501 19 i2 POLAR ) POWER INC. application and engineering data PERMITTING IS FACILITATED Small engine horsepower Small 54 gallon diesel fuel tank meets UL 142 DC generator is fully isolated from the utility grid No transfer switch Low acoustic noise Incorporates all requirements made by local Fire Marshals No mechanical adjustments Very lightweight High quality electrical output Voltage and current regulation Up to 94% efficiency 8220 ALTERNATOR SPECIFICATIONS Class 2200 C insulation Anodized type III process for aluminum parts Nickel plating for steel parts Stator is varnished STARTER SUPERCAPACITOR SPECIFICATIONS Type Permanent Magnets, NdFeB Weight (lb/kg) 46.5/21 Regulation Type Variable engine speed Stator 3 phase/32 poles Overcurrent Protection (A) 10 kW - 250 15 kW -350 Disconnect Means Pull fuse block, sized for each generator kW Voltage Range (VDC) 44 to 62 Alternator Exhaust 130 to 180 / 3.68 to 5.1 Flow (cfm/cmm) MTBF (hr) 100,000+ ENCLOSURE Model 88-25-0603 Type Weather Protective Materials Marine Grade Aluminum Door Hardware Three Point with Padlock Hasp, and Removable Side Panels Mounting Secure Mounting Tabs %AIIVUTC ARIfl flhtIRRICIfltUC Model 20-16-0001 Storage Rating (Farads) 500 Voltage (VDC) 13-14.4 Weight (lb/kg) 12.1/5.5 Operating Temperature (°C/°F) -40 to 65 / -40 to 149 Service Life (year) 10 to 15 CHARGER SPECIFICATIONS Model 00-10-0015 Input Voltage (VDC) 28.8 to 60 Output Voltage (VDC) 14 to 14.4 Recharge time from 0 VDC (mm) 10 Recharge time from 8 VDC (mm) 2 Weight (lb/kg) 2.2/1 SOUND EMISSIONS Contact us for current sound data. 10 kW 15 kW Dry Weight (lb/kg) 1106/502 1248/566 Dimensions (LxWxH) (in/cm) 32 x 50 x 72 / 81.3 x 127 x 183 249 E. Gardena Blvd, Gardena CA, 90248 1 310.830.9153 1 wwwpo1arpower.com I info@polarpowerinc.com POLAR 9POWERINC. (14 00 application and engineering data 3of6 ENGINE LUBRICATION SYSTEM Oil Filter Type Full flow spin-on canister 0i Capacity 1 c 2.8 L - 3CA1/3TNW4 6.71- 3TNV88 Oil Pressure Switch Yes Oil Pressure Transducer Optional ENGINE COOLING SYSTEM Type Pressurized Aluminum Radiator Water Pump Belt-driven, Pre-Iubed, self-sealing Fan Type Electric Fans Airflow CFM or M3/hr 1300 or 2200 Fan Mode Pusher Temperature Switch Yes DIESEL FUEL SYSTEM Type Diesel Fuel Pump Type Electrical Injector Type Mechanical Fuel Filtering Paper element FUEL TANK SPECIFICATIONS UL Rated Capacity (gal/l.) 54/204 Run Time see table below Tank Alarms Yes Visual Gages Yes Catch Basin (gal/I) 5/19 Listings UL 142 (double wall) 15 10 9 8 7 6 5 4 Output Power (kW) FOR RFFERNCF ONLY Page 16 of 1 ENGINE SPECIFICATIONS: 10 KW DIESEL Engine Model Isuzu 3CA1 or Yanmar 3TNV74 Cylinders 3 In-line Displacement (1) 0.993 Bore (in./mm) 2.91/74 Stroke (in./mm) 3.03/77 Intake Air System Naturally Aspirated Engine HP 18 Emissions Compliance EPA and CARB Certified Variable RPM 2300 to 2600 ENGINE SPECIFICATIONS: 15 KW DIESEL Engine Model Yanmar 3TNV88 Cylinders 3 In-line Displacement (1) 1.642 Bore (in./mm) 3.4/88 Stroke (in./mm) 3.5/90 Intake Air System Naturally Aspirated Engine HP 24 Emissions Compliance EPA and CARB Certified Variable RPM 1500 to 1850 ENVIRONMENTAL Operating Temperature (C/°F) -40 to 72 / -40 to 162 Operating Humidity % 100 Cold Start Aids Glow Plugs ENGINE FUEL CONSUMPTION Output (kW) gal/hr 1/hr 3CA1/3TNV74 4 0.35 1.32 5 0.44 1.66 6 0.53 2 7 0.615 2.33 8 0.7 2.65 9 0.79 2.99 10 0.88 3.33 3TNV88 15 1.02 3.86 POWER ADJUSTMENT FOR AMBIENT CONDITIONS Temperature Deration 1% derate for every 5.6°C (10 °F) above 25°C (77 °F) Altitude De on 3% derate for every 300 m (1000 ft) above 91 m (300 ft) 249 E. Gardena Blvd, Gardena CA, 90248 1 310.830.9153 1 www.polarpower.com I info@polarpowerinc.com FOR REFERENCE ONY Page 17 of 19 , POLAR POWER INC. operating data ENGINE COOLING 10 kW 1 15 kW System coolant capacity (gal/I) 2.2/8.3 Maximum operation air temperature on radiator (°C/°F) 50/122 57/135 Maximum ambient temperature (°C/°F) 60/140 60/140 COMBUSTION REQUIREMENTS 10 kW 15 kW Flow at rated power (cfm/cmm) 47/1.34 68/1.92 EXHAUST 10 kW 15 kW Exhaust flow at rated output (cfm/cmm) 90/2.55 135/3.82 Exhaust temperature at rated output (C/F) 480/900 CONTROLLER FEATURES ControllerType..................................................................................................................................................................Supra Model 250 4-Line Plain Text LCD Display .................................................................................................... Simple user interface for ease of operation EngineRun Hours Indication .......................................................................................................................................................... Standard ProgrammableStart Delay ...... ........................................................................................................................................................ Standard Run/Alarm/Maintenance Logs ....................................................................................................................................................... Standard Engine Start Sequence....................................................................................Cyclic cranking: 5 sec on, 45 sec rest (3 attempts maximum) StarterSupercapacitor Charger ...................................................................................................................................................... Standard Automatic Voltage Regulation with Over and Under Voltage Protection......................................................................................Standard AutomaticLow Oil Pressure/High Oil Temperature Shutdown......................................................................................................Standard Overcrank/Overspeed .................................................................................................................................................................... Standard AutomaticHigh Engine Temperature Shutdown............................................................................................................................Standard FieldUpgradeable Firmware .......................................................................................................................................................... Standard GlowPlug Delay ............................................................................................................................................Automatic With Temperature EngineStart Delay ............................................................................................................................................... ...Adjustable, Set at 60 sec Returnto Utility Delay ............................................................................................................................................ Adjustable, Set at 60 sec EngineCool-down ................................................................................................................................................... Adjustable, Set at 60 sec Exerciser................................................................................................................................................. Programmable, weekly/bi-weekly WARNING ALARMS LowDiesel Fuel Level.....................................................................................................................................................................Standard DieselFuel Tank Rapture Basin......................................................................................................................................................Standard Low/High Supercapacitor Voltage.................................................................................................................................................Standard HighWater Temperature ............................................................................................................................................................... Standard LowOil Pressure............................................................................................................................................................................Standard CONTACT CLOSURE FOR REMOTE INDICATION (PN 84-12-0640) ShutdownAlarm.............................................................................................................................................................................Optional WarningAlarm................................................................................................................................................................................Optional EngineRun......................................................................................................................................................................................Optional LowDiesel Fuel Level......................................................................................................................................................................Optional DieselFuel Leak..............................................................................................................................................................................Optional E-Stop Depressed............................................................................................................................................................................Optional FuelLevel Over 90%........................................................................................................................................................................Optional 249 E. Gardena1Gardena CA, 90248 1 310.830.9153 1 wwwpolarpower.com I info@polarpowerinc.com a C REMOVABLE DOOR FIXED DOOR A a El 7 6 5 4 3 2 I u ENGINE EXHAUST HOT AIR EXHAUST (FOUR SIDES) -D n. OWD GUARDED N... O REMOVABLE DOOR UI LI SERVICE ACCESS III GUARDED LOCKING FIXED DOOR gj Ir—COW AIR INLET. Lim _____ JI FIXED REAR DOOR 4939 III COLD AIR INLET. FRONT DOOR FRONT DOOR IS MAIN ACCESS CADGBMWWWAWM POLAR POWER INC. A MEALUMINUM VERTICAL I ENCLOSURE. 72 IN I BNt 512E DWG. NO. REV 88-25-0603 A-i 1 MI -.IO SCALE: 124 WBGHT: 51W 1 0F4 7 6 5 4 3 2 I -- r 0() Cog 1 st 8220-603 sers 8220-603 series 0 tz I 8 7 6 5 • 4 3 2 I INSTALLATION FOOTPRINT, BOTTOM VIEW ____ - vll R025 vp SERVICE AcCESS FRONT 6 I i Nom 00 t L Z C 1 DETAIL - P .. SCALE 1:4 A I I aEcTRIcAL P • 6 OIEIRATION PAREA - 8.00 MIN - I - - 4 ij MIN BOTTOM SERVICE ACCESS - °° 2.6NOM - Hl . I , FUELPENEIVATION 4 21 LRECO—MMEHMARM GROUND BUS THIS AREA :LTYTCALEON o[J 32.00 fl O FRONT DOOR REMOVED S ol 56.2 FOR CLARITY : - I conDAIWAG 51 POLAR POWER INC. A I I 1eI AAV.I. -lEa - A - -•- ALUMINUM VER11CAL o 1 ENCLOSURE, 72 IN I SIZE DWG NO REV tMMFELOSE mm B 88-25-0603,A-1 I - - ' L SCALE:124 WBGHT: SHEET 2OF4, 8 - 7 6 5 4 - S 2 I I F J TORO GEOTECHMCAL ENGINEERING INTERNATIONAL GEOTECHNICAL INVESTIGATION for AT&T MONOPINE AND EQUIPMENT SHELTER 0MM RESORT - NS0060 1986 LA COSTA AVENUE CARLSBAD, CALIFORNIA Prepared For: DE PRATT!, INC. 7990 NEW SALEM STREET SAN DIEGO, CA 92126 Prepared By: TORO INTERNATIONAL 1 LEAGUE # 61614 IRVINE, CA 92602 (949) 559-1582 December 3, 2018 0— (0 0 0 LO CON I CN Co ad () Lu uaj to 9 z 5 cox2 9 CD owo 0 - J oo a I LEAGUE # 61614 • IRVINE, CA 92602 • TEL. (949) 559-1582 • FAX. (949) 266-8911 07 TORO GEOTECHNICAL. ENGINEERING INTERNATIONAL December 3, 2018 TI Project No. 13-107.23 De Pratti, Inc. 7990 New Salem Street San Diego, CA 92126 Subject: Geotechnical Investigation for Proposed AT&T Monopine and Equipment Shelter, Omni Resort Site, NS0060, 1986 La Costa Avenue, Carlsbad, California Toro International (TI) has completed geotechnical investigation for the proposed AT&T Monopine and Equipment Shelter, Omni Resort Site, NS0060, located at 1986 La Costa Avenue, Carlsbad, California. This report presents our findings, conclusions and recommendations for construction of the proposed AT&T Monopine and Equipment Shelter. It is our opinion from a geotechnical viewpoint that the subject site is suitable for construction of the proposed AT&T Monopine and Equipment Shelter provided our geotechnical recommendations presented in this report are implemented. If you have any questions, please let us know. We appreciate this opportunity to be of service. (ovESS'ok Sincerely, TORO INTERNATIONAL to N. 21 6'1 XP. MI/19 Hantoro Walujono, GE 2164 OF CAUF Principal I LEAGUE # 61614 • IRVINE, CA 92602 • TEL. (949) 559-1582 • FAX. (949) 266-8911 I, TABLE OF CONTENTS 1.0 INTRODUCTION.................................................................... 1 1.1 General.....................................................................................................................1 1.2 Proposed Development............................................................................................1 1.3 Site Description........................................................................................................1 1.4 Scope of Work ....................................... .................................................................. 3 2.0 FIELD EXPLORATION AND LABORATORY TESTING ............................................... 4 2.1 Field Exploration......... 4 2.2 Laboratory Testing....... 4 3.0 SITE CONDITIONS............................................................................................................6 3.1 Geology....................................................................................................................6 3.2 Groundwater............................................................................................................6 3.3 General Subsurface Conditions ...............................................................................6 4.0 SEISMICITY ....................................................................................................................... 7 4.1 General.....................................................................................................................7 4.2 Ground Motion........................................................................................................7 4.3 Seismic Design.........................................................................................................8 4.4 Liquefaction Potential..............................................................................................8 5.0 CONCLUSIONS AND RECOMMENDATIONS..............................................................9 5.1 General.....................................................................................................................9 5.2 Overexcavations/Removals .....................................................................................9 5.3 Grading and Earthwork............................................................................................9 5.4 Foundation Design Parameters..............................................................................10 5.5 Cement Type .......................................................................................................... 11 5.6 Geotechnical Observation and Testing..................................................................11 6.0 LIMITATIONS..................................................................................................................12 7.0 REFERENCES ..................................................................................................................13 0 TORO INTERNATIONAL TABLE OF CONTENTS (CONT'D) ILLUSTRATIONS Section Page List of Figures Figure1. Site Location Map....................................................................................................2 Figure 2. Boring Location Map ................................................................................................ 5 List of Tables Table 1. Summary of Fault Parameters..................................................................................7 APPENDICES Appendix A - Field Exploration Appendix B - Laboratory Test Results Appendix C - Seismic Design Parameters 0 £:J TORO INTERNATIONAL Omni Resort1NS0060 December 3, 2018 Page: 1 1.0 INTRODUCTION 1.1 General This report presents the results of geotechnical investigation performed by Toro International (TI) for proposed AT&T Monopine and Equipment Shelter at Omni Resort Site, NS0060, located at 1986 La Costa Avenue, Carlsbad, California. A Site Location Map is presented in Figure 1 showing the approximate location of the project site. The purpose of the geotechnical investigation is to provide geotechnical recommendations for construction of the AT&T Monopme and Equipment Shelter and its associated site preparation. Our geotechnical investigation was conducted based on plans issued for 100% Construction Drawing for Submittal (Sheets T- 1, LS- 1, LS-2 and A-i through A-5) prepared by DCI Pacific and dated July 31, 2018. 1.2 Proposed Development Our understanding of the proposed construction is based on the above-mentioned plans. The height of the proposed monopine will be about 35 feet above the ground surface. The proposed monopine will support a total of sixteen antennas with four sectors. The area of the proposed equipment shelter will be about 64 sqft. The equipment slab-on-grade will be reinforced and stiffened at its edges. The thickness of the slab will be 6 inches. The estimated load from the equipment will be about 40 kips. 1.3 Site Description The proposed site for the AT&T facility will be located within a parking lot of Omni Resort facility, located at 1986 La Costa Avenue, Carlsbad, California. The proposed site is situated south of an existing creek. The proposed site for the proposed monopine consists of about 5 inches of asphalt concrete over 8 inches of aggregate base materials. The proposed site is bounded by the portions of the paved parking lots, which in turn is bounded to the north by the creek, to the east by an ascending slope of about 30 to 40 feet high with maximum gradient of about 2:1 and to the south by a warehouse building. The proposed. site is a relatively flat area; however the overall site is a relatively hilly area. 0 - TORO INTERNATIONAL Page: 2 117017 W 117016 W WGS84 :17°15CO W z z z 2 b b ILI r Z z z z I 0 0 ice is - 117°17W W 117°i6O W WGS84 17°150 W As .IN1!r4.1 'UI I h II ultwirls I TORO INTERNATIONAL GeotechnkuJ Engineering SITE LOCATION MAP OMNI RESORT PROJECT NO. 13-107.23 1 FIGURE 1. I 23 £ T J I' -I. • I _%gI fr\ - 'L]• - .. '' -1 :' .i:-.: •; • / : I \ I - — -- ;.•: ;.,. - r t' .. g c.i• 4_ - .1 - ' Omni Resort/NS0060 December 3, 2018 Page: 3 1.4 Scope of Work The scope of work for this geotechnical investigation consisted of the following: Review of published reports and geologic maps pertinent to the site Field exploration, consisting of drilling and logging one borings to a maximum depth of 31.5 feet Laboratory testing of selected soil samples considered representative of the subsurface conditions to evaluate the pertinent engineering and physical characteristics of the representative soils Evaluation of the general site geology which could affect the proposed development Evaluation of ground shaking potential resulting from seismic events occurring on significant faults in the area Engineering analyses of the collected data to develop geotechnical recommendations for foundation design of the monopine, equipment shelter, seismic analyses and site preparation for the proposed concrete slab-on-grade Preparation of this report presenting our findings, conclusions, and recommendations. 0 SM TORO INTERNATIONAL Omni Resort/NS0060 December 3 2018 Page: 4 2.0 FIELD EXPLORATION AND LABORATORY TESTING 2.1 Field Exploration The subsurface conditions were explored by drilling one boring. The maximum depth of the boring is about 31.5 feet below the existing ground surface. The approximate location of the boring is shown on the Boring Location Map in Figure 2. Details of the field exploration, including the logs of the boring, are presented in Appendix A. 2.2 Laboratory Testing Soil samples considered representative of the subsurface conditions were tested to obtain or derive relevant physical and engineering soil properties. Laboratory testing included moisture content and in-situ density, direct shear and sieve analyses. Moisture content and in-situ density test results are shown in the Borings Log in Appendix A. The remaining laboratory test results are presented in Appendix B. Descriptions of the test methods are also included in Appendix B. 0 . TORO J INTERNATIONAL Page: 5 \ \ : \ U bLfl I ILiJL II (/ /• '1 di! ç'2 'IJ i/ I • ". \'- LEGEND B-I: Approximate Location of Boring No. B-I U Omni Resort1NS0060 December 3, 2019 Page: 6 3.0 SITE CONDITIONS 3.1 Geology The subject site is located approximately 19 feet above mean sea level. The site is located within the Eocene Marine (Rogers, 1992). The marine materials are Tertiary in age and the thickness is probably over than 100 feet deep. The marine materials consist primarily of a mixture of silt, clay and sand. 3.2 Groundwater Groundwater was encountered during our field exploration at about 14 feet below the ground surface. 3.3 General Subsurface Conditions In general, the site for the proposed monopine and equipment shelter are underlain predominantly by clayey sand and silty clay. The clayey sand and silty clay materials are classified as SC and CL, respectively according to the Unified Soil Classification System (USCS). The moisture content for the encountered subsurface soils during drilling at the subject site ranges from 15.1 to 16.2 percent with an average of about 15.7 percent for the coarse-grained soils and ranges from 24.6 to 42.5 percent with an average of about 32.2 percent for the fine-grained soils. The consistency of the subsurface materials is medium dense for the coarse-grained soils and soft to very stiff for the fine-grained soils. The average equivalent Standard Penetration Test (SPT) blow- counts of the subsurface materials is about 16 blows-per-foot (bpf) for the coarse-grained soils and about 12 bpf for fine-grained soils. 0 MM TORO INTERNATIONAL Omni Resort/NS0060 December 3,2018 Page: 7 4.0 SEISMICITY 4.1 General Seismicity is a general term relating to the abrupt release of accumulated strain energy in the rock materials of the earth's crust in a given geographical area. The recurrence of accumulation and subsequent release of strain have resulted in faults and systems of faults. The subject site is in seismically active Southern California. 4.2 Ground Motion California Building Code (CBC. The most widely used technique for earthquake-resistant design applied to low-rise structures is the California Building Code (CBC). The basic formulas used in the CBC require determination of the site class, which represents the site soil properties at the site of interest. The nearest active fault is the Rose Canyon Fault, which is approximately 8.9 km away (Blake, T. F., 1998). This fault and other nearest 7 faults, which could affect the site and the proposed development, are listed in the following "Summary of Fault Parameters" as shown in Table 1. TABLE 1. SUMMARY OF FAULT PARAMETERS Fault Name Approximate Distance (kin) Source Type (A,B,C) Maximum Magnitude (Mw) Slip Rate (mm/yr) Fault Type (SS,DS,BT) Rose Canyon 8.9 B 6.9 1.50 SS Newport-Inglewood (Offshore) 17.1 B 6.9 1.50 SS Coronado Bank 33.3 B 7.4 3.00 SS Elsinore-Julian 39.8 A 7.1 5.00 SS Elsinore-Temecula 39:8 B 6.8 5.00 SS Elsinore-Glen Ivy 62.2 B 6.8 5.00 SS Earthquake Valley 64.5 B 1 6.5 2.00 SS Palos Verdes 66.3 B 1 7.1 1 3.00 SS 0 TORO INTERNATIONAL Omni Resort1NS0060 December 3, 2018 Page: 8 4.3 Seismic Design The 2016 CBC seismic zone for use in the seismic design formula is Site Class D. The seismic design parameters are listed in the attached USGS Design Maps Summary Report (Appendix Q. 4.4 Liquefaction Potential The subsurface soil encountered below the groundwater level during drilling consists of soft to very stiff highly plasticity silty clay as well as medium stiff to stiff silty clay. Groundwater was encountered during our drilling at about 14 feet below the ground surface. Therefore, based on the above-mentioned information, the subsurface soil at the subject site is not likely to liquefy during an earthquake. 0 MM TORO 0 INTERNATIONAL Omni ResortNS0060 December 3, 2018 Page: 9 5.0 CONCLUSIONS AND RECOMMENDATIONS 5.1 General Based on the results of our geotechnical investigation, it is our opinion from a geotechnical viewpoint that the subject site is suitable for development of the proposed monopole and equipment shelter provided our geotechnical recommendations presented in this report are implemented. The remainder of this report presents our recommendations in detail. These recommendations are based on empirical and analytical methods typical of the standard of practice in Southern California. Other professionals in the design team may have different concerns depending on their own discipline and experience. Therefore, our recommendations should be considered as minimum and should be superseded by more restrictive recommendations of other members of the design team or the governing agencies, if applicable. 5.2 Overexcavations/Removals The upper 18 to 24 inches of the subsurface soil materials under the proposed location of the equipment enclosure may be disturbed. Therefore, we recommend that all deleterious materials are discarded off site and the upper 24 inches of the subsurface materials be removed and replaced with compacted fills. Onsite soils may be reused provided all deleterious materials are removed. The extent of the removal should be within the proposed concrete slab footprint. The removal bottom and compacted fill should be prepared in accordance with the recommendations stated in Section 5.3 below. 5.3 Grading and Earthwork General. All earthwork and grading for site development should be accomplished in accordance with the Standard Guidelines for Grading Projects, Appendix Chapter 33 of the CBC, and requirements of the regulatory agency. All special site preparation recommendations presented in the following paragraphs will supersede those in the Standard Guidelines for Grading Projects. Site Preparation. Vegetation, organic soil, roots and other unsuitable material should be removed from the building areas. Prior to the placement of fill, the existing ground should be scarified to a depth of 6 inches, and recompacted. Prior to pouring concrete, the subgrade soil for the concrete slab area should be wetted to a slightly higher than the optimum moisture to a depth of 6 inches from the surface. 0 TORO INTERNATIONAL Omni Resort/NS0060 December 3, 2018 Page: 10 Fill Compaction. All fill and backfill to be placed in association with site development should be accomplished at slightly over optimum moisture conditions. The minimum relative compaction recommended for fill is 90 percent relative compaction based on maximum dry density performed in accordance with ASTM D-1557. Fill should be compacted by mechanical means in uniform horizontal loose lifts not exceeding 8 inches in thickness. Fill Material. The on-site soils can be used for compacted fill. However, during grading operations, soil types other than those analyzed in the geotechnical reports may be encountered by the contractor. The geotechnical consultant should be notified to evaluate the suitability of those soils for use as fill and as finished grade soils. Imported fill materials should be approved by the Geotechnical Engineer prior to importing. Soils exhibiting any expansion potential should not be used as import materials. Both imported and on-site soils to be used as fill materials should be free of debris, organic and cobbles over 3 inches in maximum dimension. Site Drainage. Foundation and slab performance depends greatly on how well runoff waters drain from the site. This is true both during construction and over the entire life of the structure. The ground surface around structures should be graded so that water flows rapidly away from the structures without ponding. Utility Trenches. Bedding materials should consist of sand having Sand Equivalent not less than 30, which may then be jetted: Existing soils may be utilized for trench backfill provided they are free of organic materials and rocks over 3 inches in dimension. The backfill should be uniformly compacted to at least 90% relative compaction based on maximum density performed in accordance with ASTM D-1557. 5.4 Foundation Design Parameters Monopine. The proposed monopine may be founded on caisson that embedded in the ground for a minimum of 12 feet. However, the encountered subsurface soil and the associated final caisson depth should be confirmed by the geotechnical engineer during the drilling/excavation of the hole. 0 TORO INTERNATIONAL Omni ResortfNS0060 December 3, 2018 Page: 11 The recommended design allowable bearing capacity for the caisson is 3,500 psf at about 12 feet below the ground surface and the design lateral equivalent fluid passive earth pressures is 230 pcf with a maximum value of 3,450 psf. The design coefficient of friction is 0.30. A one-third increase in the allowable bearing capacity and lateral passive soil pressures may be used when considering wind, seismic or other short-term loadings. Alternatively, the proposed monopine may be founded on a mat foundation provided the minimum depth of foundation is 4 feet. The recommended design allowable bearing capacity for the mat foundation is 3,500 psf. The design lateral equivalent fluid passive soil pressures is 300 pcf. The design coefficient of friction is 0.30. However, in combining the passive pressures and coefficient of friction for soil resistance, one of them should be reduced by 50 percent. A one-third increase in the allowable bearing capacity and lateral passive soil pressures may be used when considering wind, seismic or other short-term loading. Equipment Shelter. The design allowable bearing capacity for the shallow foundation is 1,500 psf provided the minimum depth is 12 inches and the minimum width is 12 inches. The design lateral equivalent fluid pressure is 250 pcf and the design coefficient of friction is 0.30. However, a 50 percent reduction of either the coefficient of friction or passive pressure should be taken if both passive pressures and coefficient of friction are combined for lateral resistance. A one-third increase in the allowable bearing capacity and lateral passive soil pressures may be used when considering wind, seismic or other short-term loading. 5.5 Cement Type Based on the type of soils, Type V cement and water-cement ratio of 0.45 or less may be used for concrete in contact with the on-site soils. 5.6 Geotechnica1 Observation and Testing It is recommended that geotechnical observations and testing be performed by a representative of Toro International at the following stages: During all grading operations, including fill placement and soil removals, if any During drilling/excavation of caisson Upon completion of footing bottom excavation and prior to pouring of concrete Upon completion of subgrade preparation and prior to pouring of concrete for slab During backfilling of utility trenches When any unusual conditions are encountered 0 TORO INTERNATIONAL Omni Resort/NS0060 December 3, 2018 Page: 12 6.0 LIMITATIONS This report is intended for the use of DePratti and its client AT&T Mobility for the proposed AT&T Monopine and Equipment Shelter at Omni Resort Site, NS0060, located at 1986 La Costa Avenue, Carlsbad, California. This report is based on the project as described and the information obtained from the boring and other field investigations at the approximate locations indicated on the plans. The findings are based on the results of the field, laboratory, and office investigations combined with an interpolation and extrapolation of conditions between and beyond the boring location. The results reflect an interpretation of the direct evidence obtained. The recommendations presented in this report are based on the assumption that an appropriate level of field review (observations and tests) will be provided during construction. Toro International should be notified of any pertinent changes in the project plans or if subsurface conditions are found to vary from those described herein. Such changes or variations may require a re-evaluation of the recommendations contained in this report. The soil samples collected during this investigation are believed representative of the areas sampled: However, soil conditions can vary significantly between and away from the locations sampled. As in most projects, conditions revealed by additional subsurface investigations may be at variance with preliminary findings. If this occurs, the geotechnical engineer must evaluate the changed condition, and adjust the conclusions and recommendations provided herein, as necessary. The data, opinions, and recommendations of this report are applicable to the specific design element(s) and locations(s) which is (are) the subject of this report. They have no applicability to any other design elements or to any other locations and any and all subsequent users accept any and all liability resulting from any use or reuse of the data, opinions, and recommendations without the prior written consent of Toro International. Toro International has no responsibility for construction means, methods, techniques, sequences, or procedures, or for safety precautions or programs in connection with the construction, for the acts or omissions of the contractor, or any other person performing any of the construction, or for the failure of any of them to carry out the construction in accordance with the Final Construction Drawings and Specifications. Services performed by Toro International have been conducted in a manner consistent with that level of care and skill ordinarily exercised by members of the profession currently practicing in the same locality under similar conditions. No other representation, express or implied, and no warranty or guarantee is included or intended. 0 TORO INTERNATIONAL Omni Resort/NS0060 December 3, 2018 Page: 13 7.0 REFERENCES Blake, T. F., 1989,"UBCSEIS", A Computer Program for the Estimation of Uniform Building Code Coefficients Using 3-D Fault Sources", January 1998 California Building Code (CBC), 2016 Rogers, Thomas H., 1992, "Geologic Map of California; Santa Ana Sheet; Scale 1:250,000 0 TORO U INTERNATIONAL APPENDIX A -Field Exploration Subsurface conditions were explored by drilling one boring to a maximum depth of approximately 31.5 feet below the existing grade. The drilled borehole was advanced by an 8-inch-diameter hollow-stem-flight-auger-drilling rig. The drilled boreholes were located in the field by tape measurements from known landmarks. Their locations as shown are therefore within the accuracy of such measurements. The field explorations were performed under supervision of our engineer who prepared detailed logs of the boring, classified the soil encountered, and obtained soil samples for laboratory testing. Relatively undisturbed soil samples were obtained by means of driving a 2.5-inch diameter sampler having a hammer weight and drop of 140 pounds and 30 inches, respectively. Standard Penetration Tests (SPT) tests were also carried out at alternating intervals with the drive sampler. The sampling/SPT interval is about 5 feet. Small bulk samples obtained from the SPT tests were collected for further evaluation in the laboratory. The Boring Logs show the type of sampler, weight and drop of the hammer, number of hammer blows and soil stratigraphy. The soils were classified based on visual observations during the field investigation and results of the laboratory testing. Soil classifications were conducted in accordance with the Unified Soil Classification System. Note: The actual subsurface conditions at the exact location may be different from the subsurface conditions shown in the Boring Logs. The purpose of performing the borehole is for evaluating the subsurface materials in order to develop geotechnical parameters for the proposed development. In addition, the type of drill rig, the diameter of the borehole, etc. employed during geotechnical exploration are different from the one used during actual construction. Therefore, for the purposes of drilling for the proposed caisson, contractor should evaluate the site conditions independently and make their own judgment as far as for determining the amount of time to drill, how to drill, type of equipment needed including but not limited to drill rig and type of drill bit, employing groundwater dewatering, usage of casing, mud drilling, etc. and not rely on the information shown in the Boring Logs. TORO INTERNATIONAL GEOTECHNICAL ENGINEERING Project Name Omni Resort Site Number NS0060 Project Number 13-107.23 Site Address 1986 La Costa Avenue, Carlsbad Equipment Hollow Stem Flight Auger Drive Weight 140 lbs Average Drop 30 inches Elevation (ft) 19 (Assumed) Hole Diameter 1 - 8 iches_ - Engineer/Geologist HW . • ZE i o ,- I . GEOTECHNICAL DESCRIPTION Q 0 - 14;.:;.. 9 ••"••' . :- R-1 R-2 27 23 100.2 107.5 15.1 16.2 SC SC EOCENE MARINE (?) @5': Brown fine clayey sand, damp to moist, medium dense @ 10': Dark gray fine clayey sand, very moist, medium dense 5 - - 10 - :.. - 4 -1 -11 s-I S-2 S-3 s 8 10 4 26 - - - 1 - 24.6 29.8 42.5 31.9 CL CL CH 1 CH @ 151: Dark gray silty clay, very moist, medium stiff @20': Brownish light gray silty clay, very moist, stiff @25': Gray silty clay, highly plasticity, very moist, soft @30': Greenish gray silty clay, highly plasticity, very moist, very stiff 15 - 20 30 rot-al-Depth: 31.5 feet; Groundwater was Encountered at 14 feet BORING NO. B-I Sheet I of I APPENDIX B - LABORATORY TESTING PROCEDURES AND RESULTS Moisture Content and Div Density Moisture content was determined for small bulk and relatively undisturbed ring samples. Dry Density was determined for relatively undisturbed ring samples only. The test procedure is in accordance with ASTM 2216-90. The results of moisture content and dry density are presented in the Boring Logs. Sieve Analyses Sieve analyses were performed on granular materials in accordance with ASTM D 422. Graphs showing relationship of the various sizes of soil particles versus percentage passing are shown in Figure B-i. Direct Shear Direct shear strength tests were performed on a representative sample of the on-site materials. To simulate possible adverse field conditions, the samples were saturated prior to shearing. A saturating device was used which permitted the sample to absorb moisture while preventing volume change. The rate of strain during the direct shear testing was 0.05 in/mm. The test results are presented in Figure B-2 for the peak and ultimate conditions. UIOhiIiIHUiiiiI!iIUIIHIUUIIOIUIIII UIIIIIIHHUIIIUIIiIIIHIIIUIIHHUIIU I IIUIIIIllHIUIIUUIiIIllhIIIIlIHHIUII I IOUIIHHIUIIllOII1illlhIIIIIIHOIIIII I IIUIIIHIUIIIIOlIIIIilHIUIIIlOIUIIII I HOIuIIHIuIIIImIIIIIuIuuIullIuIIII I IllhIuIHIuIIuImIIIIiiHuIuIIOIuIIII I IUUIIHIUIIIIOlIIIIILIIIIIUIIOIUIIII I II I I II I Boring No. Sample No. TORO 1INTERNATIONALi GRAIN SIZE DISTRIBUTION CURVE ASTyIIi, roject Name: Omni Resort Project No.: 13-107.23 I I Sample Depth I Percent Passing I Soil Type I (ft) No. 200 Sieve I B-I I 21.0 Sc I 5000 4000 us 3000 U) U, 'U 2000 1000 o o o o o 0 1000 2000 3000 4000 5000 O Peak NORMAL STRESS (psf) Relaxed TORO INTERNATIONAL DIRECT SHEAR TEST FProjectName: Omni Resort ASTM D3080 No.: 13107.23 Figure: B- Boring No. I Sample Depth Friction Angle Cohesion Condition (ft) (degrees) (psf) B-I 5 28 150 Peak 26 100 Relaxed APPENDIX C SEISMIC DESIGN PARAMETERS * 12/4/2018 Design Maps Summary Report IJSGS Design Maps Summary Report User—Specified Input Report Title Omni Resort Tue December 4, 2018 19:06:32 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 33.08760N, 117.265°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category 1/11/111 - 75 Cl Carlsbad . - k "I Son Marcos Hctlellan - - _ P1Oiir A;poij 4 cItlt Escondid H 1' 'IL Encinitas' -ç r Jfloq - USGS—Provided Output Ss = 1.073 9 S s = 1.149 g S0s = 0.766 g S1 = 0.414 g Sm, = 0.657 9 S1,1 = 0.438 g For informationinformation 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. RICER Response Spectrum Design Response Spectrum ...Y. F 24 Period. T ism) 4.32 Oi4 I I I I I I Period. T (see) For PGAM, T1, C, and Cu values, please view the detailed rep. 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 SAN DIEGO REGIONAL I OFFICE USE ONLY V,, HAZARDOUS MATERIALS I RECORDID# IPLAN CHECK # D.Wzoj -fff-fIwfP-Oa73b_____ QUESTIONNAIRE I BP I I Business Name Business Contact Telephone # AT&T Mobility Tim Henion 503-519-8591 Project Address City State Zip Code I APN# 1928 La Costa Blvd Carlsbad CA 92009 I 216-590-16-00 Mailing Address City State Zip Code Plan File# 2707 Tiburon Ave Carlsbad CA 92010 I CBC2018-0709 Project Contact . Applicant E-mail Telephone # Tim Henion - - thenion@deprattiinc.com 503-519-8591 me TOUOWIfl9 questions represent me Tacifitirs acuvities, mu ale specmc project aescnptton. PART I: FIRE DEPARTMENT - HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: (not reaulred for erolects within the City of San Diese): Indicate by circling the item, whether your business will use, process, or store any of the following hazard,., materials If agy he items are circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: Facility's Square Footage (including proposed project): Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives . rrosiv Compressed Gases 6. Oxidizers 10. Cryogenics eatth Hazards Flammable/Combustible Liquids 7. Pyrophorics 11. Highly Toxic or Toxic Materials 15. None of These. Flammable Solids 8. Unstable Reactives 12. Radioactives Call (858) 505-6700 prior to the issuance of a building permit. FEES ARE REQUIRED Project Completion Date: Expected Date of Occupancy: Y NO . (for new construction or remodeling projects) , Is your business listed on the reverse side of this form? (check all that apply). 0 ' Will your business dispose of Hazardous Substances or Medical Waste in any amount? 0 Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 pounds and/or 200 cubic feet? 0 Will your business store or handle carcinogens/reproductive toxins in any quantity? S. 0 Will your business use an existing or install an underground storage tank? 0 Will your business store or handle Regulated Substances (CaLARP)? 0 Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? 0 Qr Will your business store petroleum in tanks or containers at your facility with a total facility storage capacity equal to or greater than 1.320 gallons? (California's Aboveground Petroleum Storage Act). If the ãlI5Wer to any of the Diego. CA 92123. CaIARP Exempt Data Initials CaIARP Required Data Initials CaIARP Complete Date Initials c PART Ill: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCD): Any YES* answer requires a. Diego, CA 92131 aocdcomoG)sdcountv.ca.aov (858) 586-2650). rNo stamp required if QI Yes 03 Yes No 16 PCPóPlipreh Road San ensi to identify the majority of air pollution issues at the planning stage. Projects may require additional measures not ientifled bfWese requirements contact APCD. Residences are typically exempt, except - those with more than one building on die property; single b1nIis with more than fo dwelling units; townhomes: condos; mixed-commercial use; deliberate bums; residences forming part of a larger froject. rExcludes garages & small outhuildings YES N 0 Will the project disturb 160 square feet or more of existing building materials?AP 0 Will any load supporting structural members be removed? Notification may be required 10 wo g days prior rt 0 (ANSWER ONLY IF QUESTION 1 0r2 IS YES) Has an asbestos survey been performed by artrtifled Asbestos Consultant or Site Surveillarx Technician? CASH: 0 0 (ANSWER ONLY IF QUESTION 3 IS YES) Based on the survey results, will the project disturb Jiltos containing material? Notification may be required 10 working days prior to commencing asbestos removal. 0 rWf Will the project or associated construction equipment emit air contaminants? See the reverse (www.sdaocd.orolinfolfactslpermits.ndfl for typical equipment requiring an APCD permit. 0 0 (ANSWER ONLY IF QUESTION 5 I YES) Will the project or associated construction equipment be located within 1,000 feet of a school Briefly describe business activities: Briefly describe proposed project 0116 - 11 I declare' under penalty of perjury that to the best of my knowledge and belief tile responses made herein are true and correct. Tim-Henion -" 04 / 26 /2019 Name of Oiner or Authorized Agent Signature of Owner or Authorized Agent Date FOR OFF1CAL USE ONLY: FIRE DEPARTMENT OCCUPANCY CLASSIFICATION:__________________________________________________________________ BY: DATE: EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR occu*cv ç iiNpD . APCD COUN1Y-HMD APCD COUNTY-HMD APCb INED _ RECLIVED 41% '1 APR 262019 Vilm %, CITY OF 1 ARLSBAD businesses from completing or updating a Hazardous Materials Business Plan. Other pe HM-9171 (08/15) County of San Diego - DEH - Hazardous Materials Division ( City of Carlsbad DETERMINATION OF PROJECT'S Development Services SWPPP TIER LEVEL AN CONSTRUCTION THREAT LaC Ejj~eLwjopment Engineering 1635 Faraday Avenue 760-602-2750 E-32 DEC 312018 www.carlsbadca.gov I'm applying for: 0 Grading Permit El Building Permit Efl]J 11-1911INAWW 0110N 0 Other Project Name: AT&T Omni Resort Project ID: DWG #ICB# - Address: 1986 La Costa Ave APN 216-590-16-00 Disturbed Area: .05 Ac Section 1: Determination of Project's SWPPP Tier Level SWPPP Tier (Check applicable criteria and check the corresponding SWPPP Tier Level, then go to section 2) Level Exempt - No Threat Proiect Assessment Criteria My project is in a category of permit types exempt from City Construction SWPPP requirements. Provided no significant grading proposed, pursuant to Tablel, section 3.2.2 of Storm Water Standards, the following permits are exempt from SWPPP requirements: 0 Exempt Electrical 0 Patio 0 Mobile Home 0 Plumbing 0 Spa (Factory-Made) Fire Sprinkler E3 Mechanical 0_ Re-Roofing 0_Sign 0 Roof-Mounted Solar Array Tier 3— Significant Threat Assessment.Criteria - (See Construction General Permit (CGP) Section l.B)* My project includes construction or demolition activity that results in a land disturbance of equal to or greater than one acre including but not limited to clearing, grading, grubbing or excavation; or, My project includes construction activity that results in land disturbance of less than one acre but the construction activity is part of a larger common plan of development or the sale of one or more acres of disturbed land surface; or, My Project is associated with construction activity related to residential, commercial, or industrial Tier 3 development on lands currently used for agriculture; or My project is associated with construction activity associated with Linear Underground/Overhead Projects (LUP) including but not limited to those activities necessary for installation of underground and overhead linear facilities (e.g. conduits, substructures, pipelines, towers, poles, cables, wire, towers, poles, cables, wires, connectors, switching, regulating and transforming equipment and associated ancillary facilities) and include but not limited to underground utility mark out, potholing, concrete and asphalt cutting and removal, trenching, excavation, boring and drilling, access road, tower footings/foundation, pavement repair or replacement, stockpile/borrow locations. oOther per CGP____________________________________________________ Tier 2 - Moderate Threat Assessment Criteria: My project does not meet any of the Significant Threat Assessment Criteria described above and meets one or more of the following criteria: Project requires a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 of the Carlsbad Municipal Code); or, Project will result in 2,500 sq. ft. or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas and project meets one or more of the additional following criteria: 0 Tier 2 located within 200 ft. of an environmentally sensitive area or the Pacific Ocean; and/or, disturbed area is located on a slope with a grade at or exceeding 5 horizontal to I vertical; and/or disturbed area is located along or within 30 ft. of a storm drain inlet, an open drainage channel or watercourse; and/or construction will be initiated during the rainy season or will extend into the rainy season (Oct. 1 - Apr. 30) Tier I - Low Threat Assessment Criteria El My project does not meet any of the Significant or Moderate Threat criteria above, is not an exempt permit type per above and the project meets one or more of the following criteria: ' Tier results in some soil disturbance; and/or includes outdoor construction activities (such as roof framing, saw cutting, equipment washing, material stockpiling, vehicle fueling, waste stockpiling) * Items listed are excerpt from CGP. CGP governs criteria for triggers for Tier 3 SWPPP. Developer/owner shall confirm coverage under the current CGP and any amendments, revisions and reissuance thereof. E-32 Page 1 of 2 REV. 02/16 SWPPP Section 2: Determination of Project's Construction Threat Level Tier (Check applicable criteria under the Tier Level as determined in section 1, check the ruction Cons treat Level corresponding Construction Threat Level, then complete the emergency contact and I Level signature block below) Exempt - Not Applicable - Exempt Tier 3 - High Construction Threat Assessment Criteria: My Project meets one or more of the following: Project site is 50 acres or more and grading will occur during the rainy season Project site is located within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA High ig Soil at site is moderately to highly erosive (defined as having a predominance of soils with Tier 3 USDA-NRCS Erosion factors kvgreater than or equal to 0.4) Site slope is 5 to I or steeper Construction is initiated during the rainy season or will extend into the rainy season (Oct. 1 - April 30) Owner/contractor received a Storm Water Notice of Violation within past two years Tier 3— Medium Construction Threat Assessment Criteria M ium 0 Med All projects not meeting Tier 3 High Construction Threat Assessment Criteria Tier 2— High Construction Threat Assessment Criteria: My Proiect meets one or more of the following: Project is located within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA Soil at site is moderately to highly erosive (defined as having a predominance of soils with High '9 USDA-NRCS Erosion factors Icr greater than or equal to 0.4) Tier 2 0 Site slope is 5 to I or steeper O Construction is initiated during the rainy season or will extend into the rainy season (Oct. 1 - Apr. 30) Owner/contractor received a Storm Water Notice of Violation within past two years o_ Site sq. ft. more soil disturbance _results _in_10,000 _or _of Tier 2— Medium Construction Threat Assessment Criteria 0 Medium My project does not meet Tier 2 High Threat Assessment Criteria listed above Tier 1 - Medium Construction Threat Assessment Criteria: My Project meets one or more of the following: Owner/contractor received a Storm Water Notice of Violation within past two years Medium 0 e Tier 1 Site results in 500 sq. ft. or more of soil disturbance Construction will be initiated during the rainy season or will extend into the rainy season (0ct.1 -April 30) Tier I - Low Construction Threat Assessment Criteria L °" O My project does not meet Tier 1 Medium Threat Assessment Criteria listed above certify to the best of my knowledge that the above statements are true and correct. I will prepare and submit an appropriate tier level SWPPP as determined above prepared in accordance with the City SWPPP Manual. I understand and acknowledge that I must adhere to and comply with the storm water best management practices pursuant to Title 15 of the Carlsbad Municipal Code and to City Standards at all times during construction activities for the permit type(s) checked above. The City Engineer/Building Official may authorize minor variances from the Construction Threat Assessment Criteria in spedal circumstances where it can be shown that a lesser or higher SWPPP Tier Level is warranted. Emergency Contact Name: William Castanares Telephone No: Owner/Owner's Authorized Agent Name: Title: Tim Henion Project Manag-er Owner/Owner's Authorized Agent Signature: f Date: i [Dec 26, 2018 FOR CITY USE ONLY City Concurrence: Yes No By: Date: E-32 Page 2 of 2 REV. 02116 STAN DARDSR E l.and Development Engineering STORM WATER C i7?Dment Services CITY OF QUESTIONNAIRE DEC2018 1635 Faraday Avenue 760-602-2750 CARLSBAD E-34 CITY OF CARLSBAD www.carlsbadca.gov I INSTRUCTIONS: I To address post-development pollutants that may be generated from development projects, the City requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMP's) into the project design per the City's Standard Urban Stormwater Management Plan (SUSMP). To view the SUSMP, refer to the Engineering Standards (Volume 4, Chapter 2) at www.carlsbadca.aov/standards. Initially this questionnaire must be completed by the applicant in advance of submitting for a development application (subdivision, discretionary permits and/or construction permits). The results of the questionnaire determine the level of storm water standards that must be applied to a proposed development or redevelopment project. Depending on the outcome, your project will either be subject to 'Standard Stormwater Requirements' or be subject to additional criteria called Priority Development Project Requirements'. Many aspects of project site design are dependent upon the storm water standards applied to a project. Your responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City staff has responsibility for making the final assessment after submission of the development application. If staff determines that the questionnaire was incorrectly filled out and Is subject to more stringent storm water standards than initially assessed by you, this will result in the return of the development application as incomplete. In this case, please make the changes to the questionnaire and resubmit to the City. If you are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, please seek assistance from Land Development Engineering staff. A separate completed and signed questionnaire must be submitted for each new development application submission. Only one completed and signed questionnaire is required when multiple development applications for the same project are submitted concurrently. In addition to this questionnaire, you must also complete, sign and submit a Project Threat Assessment Form with construction permits for the project. Please start by completing Section 1 and follow the instructions. When completed, sign the form at the end and submit this with your application to the city. SECTION 1 NEW DEVELOPMENT Does your project meet one or more of the following criteria: YES NO Housing subdivisions of 10 or more dwelling units. Examples: single family homes, multi-family homes, condominium and apartments Commercial - greater than 1-acre. Any development other than heavy industry or residential. Examples: hospitals; laboratories and other medical facilities; educational institutions; recreational facilities; municipal facilities; commercial nurseries; multi-apartment buildings; car wash facilities; mini-malls and other business complexes; shopping malls; hotels; office buildings; public warehouses; automotive dealerships; airfields; and other light industrial facilities. Heavy Industrial / Industry- greater than I acre. Examples: manufacturing plants, food processing plants, metal working facilities, printing plants, and fleet storage areas (bus, truck, etc.). Automotive repair shop. A facility categorized in any one of Standard Industrial Classification (SIC) codes 5013, 5014, 5541, 7532-7534, and 7536-7539 Restaurants. Any facility that sells prepared foods and drinks for consumption, including stationary lunch counters and refreshment stands selling prepared foods and drinks for immediate consumption (SIC code 5812), where the land area for development is greater than 5,000 square feet. Restaurants where land development is less than 5,000 square feet shall most all SUSMP requirements except for structural treatment BMP and numeric sizing criteria requirements and hydromodification requirements. E-34 Page 1 of 3 REV 1/14/11 CITY OF STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov Hillside development. Any development that creates more than 5,000 square feet of impervious surface and is located in an area with known erosive soil conditions, where the development will grade on any natural slope that is X twenty-five percent (25%) or greater. Environmentally Sensitive Area (ESA)1. All development located within or directly adjacent2 to or discharging directly3 to an ESA (where discharges from the development or redevelopment will enter receiving waters within the ESA), which either creates 2,500 square feet or more of impervious surface on a proposed project site or increases the area of imperviousness of a_ proposed project site of itsnaturally occurring condition. _10%ormore Parking lot. Area of 5,000 square feet or more, or with 15 or more parking spaces, and potentially exposed to urban runoff Streets., roads, hlahways, and freeways. Any paved surface that is 5,000 square feet or greater used for the transportation of automobiles, trucks, motorcycles, and other vehicles Retell Gasoline Outlets. Serving more than 100 vehicles per day and greater than 5,000 square feet X Coastal Development Zone. Any project located within 200 feet of the Pacific Ocean and (1) creates more than 2500 square feet of impervious surface or (2) increases impervious surface on property by more than 10%, More than 1-acre of disturbance. Project results in the disturbance of 1-acre or more of land and is considered a Pollutant-generating Development Project4. I Environmentally Sensitive Areas Include but are not limited to all Clean Water Act Section 303(d) impaired water bodies; areas designated as Areas of Special Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodies designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); areas designated as preserves or their equivalent under the Multi Species Conservation Program within the Cities and County of San Diego; and any other equivalent environmentally sensitive areas which have been identified by the Copermittees. 2'Directly adjacent" means situated within 200 feet of the Environmentally Sensitive Area. 3 'Discharging directly to" means outflow from a drainage conveyance system that is composed entirely of flows from the subject development or redevelopment site, and not commingled with flow from adjacent lands. 4 Pollutant-generating Development Projects are those projects that generate pollutants at levels greater than background levels. In general, these include all projects that contribute to an exceedance to an impaired water body or which create new Impervious surfaces greater than 5000 square feet and/or Introduce new landscaping areas that require routine use of fertilizers and pesticides. In most cases linear pathway projects that are for infrequent vehicle use, such as emergency or maintenance access, or for pedestrian or bicycle use, are not considered Pollutant-generating Development Projects If they are built with pervious surfaces or if they sheet flow to surrounding pervious surfaces. INSTRUCTIONS: Section 1 Results: If you answered YES to ANY of the questions above, your project is subject to Priority Development Project requirements. Skip Section 2 and please proceed to Section 3. Check the "meets PRIORITY DEVELOPMENT PROJECT requirements" box in Section 3. Additional storm water requirements will apply per the SUSMP. If you answered NO to ALL of the questions above, then please proceed to Section 2 and follow the instructions. E-34 Page 2 of 3 REV 1/14/11 4 ^ .&L" 0:1 \/ CITY OF CARLSBAD STORM WATER STANDARDS QUESTIONNAIRE E34 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov [SECTION 2 SIGNIFICANT REDEVELOPMENT INSTRUCTIONS: Complete the questions below regarding your project YES NO Project results in the disturbance of 1-acre or more of land and is considered a Pollutant-generating Development Project"? INSTRUCTIONS: If you answered NO, please proceed to question 2. If you answered YES, then you ARE a significant redevelopment and you ARE subject to PRIORITY DEVELOPMENT PROJECT requirements. Please check the "meets PRIORITY DEVELOPMENT PROJECT requirements" box in Section 3 below. Is the project redeveloping an existing priority project type? (Priority projects are defined in Section 1) I I X INSTRUCTIONS: If you answered YES, please proceed to question 3. If you answered NO, then you ARE NOT a significant redevelopment and your project is subject to STANDARD STORM WATER REQUIREMENTS. Please check the "does not meet PDP requirements" box in Section 3 below. Is the work limited to trenching and resurfacing associated with utility work; resurfacing and reconfiguring surface parking lots and existing roadways; new sidewalk; bike lane on existing road and/or routine maintenance of damaged pavement such as pothole repair? Resurfacing/reconfiguring parking lots is where the work does not expose underlying soil during construction. INSTRUCTIONS: If you answered NO, then proceed to question 4. - If you answered YES, then you ARE NOT a significant redevelopment and your project is subject to STANDARD STORM WATER REQUIREMENTS. Please check the "does not meet PDP requirements" box in Section 3 below. Will your redevelopment project create, replace, or add at least 5,000 square feet of impervious surfaces on existing developed property or will your project be located within 200 feet of the Pacific Ocean and (1) create 2500 square feet or more of impervious surface or (2) increases impervious surface on the property by more than 10%? Replacement of x existing impervious surfaces includes any activity that is not part of routine maintenance where impervious material(s) are removed, exposing underlying soil during construction. INSTRUCTIONS: If you answered YES, you ARE a significant redevelopment, and you ARE subject to PRIORITY DEVELOPMENT PROJECT requirements. Please check the "meets PRIORITY DEVELOPMENT PROJECT requirements" box in Section 3 below. Review SUSMP to find out if SUSMP requirements apply to your project envelope or the entire project site. If you answered NO, then you ARE NOT a significant redevelopment and your project is subject to STANDARD STORM WATER REQUIREMENTS. Please check the "does not meet PDP requirements" box in Section 3 below. 101 UUIIFIWUEI we ruolnow'. on page SECTION 3 QUESTIONNAIRE RESULTS I] My project meets PRIORITY DEVELOPMENT PROJECT (POP) requirements and must comply with additional stormwater criteria per the SUSMP and I understand I must prepare a Storm Water Management Plan for submittal at time of application. I understand flow control (hydromodification) requirements may apply to my project. Refer to SUSMP for details. 19 My project does not meet PDP requirements and must only comply with STANDARD STORMWATER REQUIREMENTS per the SUSMP. As part of these requirements, I will incorporate low impact development strategies throughout my project. Applicant Information and Signature Box Address: Assessors Parcel Number(s): 1986 La Costa Ave 216-590-16-00 Applicant N : Applicant Title: Applicant Signat4Jre: Date: ___ i/3 / This Box for City Use Only YES NO FDatWe: Protect ID: E-34 Page 3 of 3 REV 1/14/11 - - - -- -- - - 7 -- - - .- p-- - 2. -- \ ------ -- . -- . -. - -- -- -- - - -- -.- -- -.- -- . -- • PROPOSED/EXISTING IMPERVIOUS AREA IEMA91ENANcEBUILD t9,347.260" at&t (E) MAINTENANCE BUILDING *1152.3? So FT (6) ASPHALT AREA 2101.211.0380 PT P)AT&TEQUIPMENTAREA 2519.280FT I (E) TOTAL IMPERVIOUS AREA *117,714.4 SOFT (P)TOTAL IMPERVIOUS AREA *5392 so Ft I)eprattin)c. TOTAl. 2 1111e.2530 OFT (6) TO PROPERTY *1E0.302.880 Fr AREA (368 ACRES) TOTAL %OF IMPERVIOUS AREA OF SITE *74% (3948 ma Bum GANAR JAMUL CA 91935 TOTAL SITE DISTURSANG53 *2392 SOFT _ LEGEND BMP/ SWQMP/ KEYNOTES S M SQUAR SS' WIRELESS 1557 CALLB AVANEADO cONSTRUCTlONBMPr [] SANDBAG BARRIER [J FIBER ROLLS (IF REQUIRED) [] PAVING & GRINDING OPERATIONS MATERIALS & WASTE MANAGEMENT SMP# SITE NUMBER: CAL01996 IEB MATERIAL FA NUMBER: 14537127 FWQI SOLO WASTE MANAGEMENT AT&T OMNI RESORT (] CONCRETE WASTE MANAGEMENT 1986 LA COSTA AVE. CARLSBAD, CA 92009 ONGPEREIANSIITBMP 19 CITY OF CARLSBAD MNNORAINAGEPAThWAYS MONOPINE SVMBOLS, ojpzarioN OF LOT DRAINAGE F > I I _-_ _--• -- \__ - - [0' PLOT PLAN • : : : 100 • 2 . BMP SITE PLAN EASEMENTS EXISTING TREES mNC (E) SLOPED HILLSIDE (P) AT&T EQUIPMENTS CONCRETE PAD 0 0 12/3/2016 1SI%S FOR SJEM1TLIL5II 7 60% CNS RE w Sm (E) CHAINUNK FENCE () (N) AT&T SHELTER CONCRETE PAD 11113PAIS 00% CD'S FOR 9545W 89 . REV DATE DESCRIPTION BY (N) AT&T MONOPINE - - 0. [0' 5W2WTP.XITISII8TWATTSIIMP#00 AU.4PPMAa.E1EW0RYcO00IBUCTISR*20NOI501C89WA10%2IS350003I(W.L68 I5WLEMENTCDIN*5S0RN0%WHTHESITYOPELCJONMRIUUOMPTEENTEMETRBPICLISICDINNEa cAIONMUNEIPALcSR6 12.to*IIDTHECIIyOPaCASINJURSTXINALSIINOPPMMIAGEMGITP00SIl,M RESM 0601512 CENTRACTORISI A95R51WINS60EREREJUIIONPNT15ITIONPR*CTTCESTOFI1SVCNT TNA0%D(60EEOFMEWENTANDRE.WI2MBTOYSEPUSUCGTSRII 5600 SYSTEM. IIE5MIERVWN95BCDNTRACTORIR 0025162. aEMSIOOPVEGETA1IO2. DSMOUT1ONORCDNSTRUCITOH. AU.8TDB1WA1SRBMPBB4AU.BEMAINTMIEDFGRThE0UNMI0Y10P1HEPECT. 9. *SLAPPUCA&EIEMPSRAAYCDNSTBUCIEMI E25SICNAJID MEIMEIIICONTISIL 8929 EH*U.60IMREMENISO RE4U.RIRONSCF TOM PRGACI0%AWIISE2PPUC0%L*U.OMETEORMNAOEPATIINA'I6TM*TGEMV OSRCDPEM15 ROM SIIAILSESTABL5WDVOPMEENTEROBON. 2. RID2CNTSOMMEA9CUTSI2ETHEPIN95TRPEASHML0%OWEATEO?ROUNDWSI1ICREAATOTHEDTTSNT FCAT0%2.SUTSCNTNATCNEIOTOEDATRTEDBIAUSWISGCDUSBO9RECPOISTEESOSSIAND IsommacONTROLomm • T. ORMESARGUIIDISIECTPBSLSRAOI AWAY FROM1HE FACE OFBSPESATTSESIID OFEICHAIOIVSIIODAY. - TI B A ',OOIAlION OF SAW FOR 4202 P51209. UNL0%S ThEY ARE 40160 UNDG1 TIM CIRECTIEN OF A UCOISED PROFESSIONAl. D15NGE. 10 THIS OOEUM54T. I. P002.05 EMECTSESEEIMG4TPERIMETERCONTROL2ROUROPIIOIEC?MESIONEIPPRSWNITRNISPORTCF B0T.NIOSESIMSNTOMEITIBYUSINOWSERRCU&GPAVSI.BAG2.ONOTH51EDIMU.YEJREIIVEBNAS. - BMP SITE PLAN & PLOT PLAN N 2. NYSEONIENTTRACIEOONTOOI*2flE PAYEDAREASEHM.OEREOICDAABREEPINOATSEOSTUPLY.2U. EMPSGNMLBEINSTNEDMIDM4BTAJ25DBARCOONMEWHTI'E*PPIIOABICPACTSIIEETB 154202. CCUVO?SMSIEBAGITOP0.C*JOoI IS. SOUDWAS1ENJDOThERCONSTRUCTIONWASTESSHMRASEDBACOBY*45009*.VI2CAIEDVIA GENATEDMIAANDOHAILSEMEOFSA50000NICEINTHA60UC25&ESEDBRSIAENT2. ii. GEIITSIJCTIONMAICR4ISWIAU.SEOTOTIEDBAMNINPR70ROPAVOWOSWIBTSANNGTITEDITSIDRI ROI51RIINO60D3OI915IN.00NONTEWAEIESMU.NOT95WASIEDOUTONTOISIEOSEMPIOSIRFADR CCMEETEWASIOUTSP1LBECBROSEDPRGERLYN(DPIACIDQIAW5500UT*5EIIDSSSINSDSO ACC OI1ONICE WITH FACTSHEETO IRASQ2.COUNYOPS4$OIECD,SIYOPELGMCSI), - Ti SI Ill i I B IVI P1 II S 4 • .• S 12. ERONCCNISOI.MEOSIJRTOWIJ.OESMIEIAENTEDBT*RTINGThSR#STOAYOFCIEOAMEORASI0059GOS. CSflSBMICEOIOCONYSIIOIION.THESECONT39ISV.ILRZMPlNIN STTSCTUNTTLAILRSEI'*NTOPERMIONS NIOE15ENSOIPIZTON15ESIURCDSOTLH*vE5fl5&ESTAOIIOH20VEOETATISI5CROTHINPEMMMITNT EMCRONEONTI101.ATPO%SONPIEITON). 13, GTOSIINIESNIDOTIONSOUSCE$OPPEUIIT2NTSSIOSU.BEcQAEJI51WHSIINSGWI5WQSRAJA,WTTIBI ThE NSET4644OUIlSS%lflt ISA? IEA9T03%FREGPITAlIOtI. i. 4Sl.GMYELBAG3W4MLII%S4CHMUlL0UMA0GMEMO8A*5BAG30R8URVP1WEBAON*lLOWED 24*36 SCALE: 1/8W O 8' 11x17 SCALE: I/IS. 1 0 8 14 1 — PROPOSED/EXISTING IMPERVIOUS AREA - - (E)MAINTENANQEBUILOING *5.347.280FT at&t (E) MAINTENANCE BUILDING *71653790 FT 0. - - (B) ASPHALT AREA *101,211.63 SOFT — -.- -- - (P) AT&T EQUIPMENT AREA *5392 SQ FT -- - - - - (E) TOTAL IMPERVIOUS AREA *111,114.4 SOFT WM.1 " ---- - WM.3 - -- (P) TOTAL IMPERVIOUS AREA FT _____ TOTAL 2118,263.0 SQ FT £3 )epratti nc ). — WINS --S \ - i160,300.SSGFT (IL68AcRE8) (E) TOTAL PROPAREA 0. - 5-- - TOTAL %OF IMPERVIOUS AREAOFSITE *% 13948 CALLS BUENO CANAR JAIUL CA 91935 5-.- TOTAL SITE DISTURBANCE' 28392 SQ FT — -- - - 3 SE-6 LEGEND - - BMP/ SWQMP/ KEY NOTES M SQUARE § , - WIRELESS DONSTRUC TON BMP± 5 1187 CALL! AVANEADO - [] SANDBAG BARRIER - , I3] FIBER ROLLS (IF REQUIRED) PAVINO&GRINDINOOPERATIONS - SITE NUMBER: CAL01996 MATERIALS & WASTE MANAGEMENT BMPE - I SE-B J - MATERIALDEUVERY&STORAGE __ SOLID WASTE MANAGEMENT FA NUMBER: 14537127 AT&T OMNI RESORT S C - . ] CONCRETE WASTEMANAGEMENT 1986 LA COSTA AVE. CARLSBAD, CA 92009 0 4 - - CITY OF CARLSBAD - / ILI MNNTPJNDRAINAGEPAThWAYS MONOPINE [<)1 SYMEOISI DIRECTION OF LOT DRAINAGE EASEMENTS - EXISTING TREES KEYNO 1TISI (E) SLOPED HUSIDE (N) AT&T EQUIPMENTS CONCRETE PAD £3 0/3/20 100% WE FOR BISIIITTAL 514 B I2/I0/20I6 90% CBS 5±5300 ON 11/13/2015 ME WE FOR 500±5 611 )CHAJNUNIC FENCE (N) AT&T SHEI.TER& CONCRETE PAD REV DATE I DESCRIPTION BY (/ - - (N) AT&T MONOPINE JL6 ________ - - - -: " CONEIIOJCTTSIST00BONAIOEOMANDINA M.AUC20IETEMPER*RYCBXETEUOTIONAADNONSTSERWAISROISOK*ROSB±IP09I4*U.0% CAIOJIMUNIDP*L0002 12.IOANDThEDTYOF5±CAJONJIJRMIOTIONALRUNOPPMAFIAGVAETITNOONAM D. VV ---n 2. T53ONIRERM?IW9C0N1IMC1DRRIAER00PE5351EREPCWflI0FIREVG4TIONPAACtIDIST0REVDIT W - IL ThEa ,MEOWlOESCBNRACTORISI4RERESPO53SIE FOR THE PREWNITONCFEJIOBONCMIS±DBr GEPSIN8,DIEMNGOFTEOETAIION.OEMOUITCNORCB20TIOXIITON. 0 4. ALST±5M WATER BEEIAU.0%MAIIAINEDFCRINEOURM!ONOPINEPROJECT. / IL AU.*PUC.ETERARYCONSITIUC1ERE20MENNIDOCBMENTCBNTFELENPS6HML0%BIPIANEI4TED li / FOR4ILIO530PThEWMEAW0%E*NAIONAENAOHSEXCRAN420PATINAThThATCOIME COMMIORAMOVALSESTABLOMMPFEVEWEROSOL 0. IL PUNCNSOMAREASOIITETIETKEPRO.ECTAIIEASCAILEEWWORTEDAROWIDWCR(*REAOIOINE00IINT FO*S0%ILmD4SNThATDIM4ST0%0614MLBEM4N0MEUEIREEE00MENAI61 A MOIATION CT W FOR MW POOK S00P4ENTCBNT53LBMRE 7. ORAOEDMEASARDIJNDTHOPRDJEC!PERRETERWLLD*INNAAYFR0I4ThEF*CEOPOLCPESAT1HEEIID THEY PRE *CIINO 965±5ThE DIRECTIONUCOISCB PR000TSCN4J. D63N 10 Ei-M3±5 iNS DOCIJIIDIT. OP ±4014 *0111830 DAY. L PR±4I286FPECThE6ECIlIO4TPERIlIETERCONI53I.*ROIJI61FROIEC?IREAIOHQPFOE'0%IT1RAIlS10RTOF 90ILAP618EOIMCNTCW5I1E0YUSN0RE0RR01iS.ORA53.B405.CROITIERERJMLYEIIWEW8'E. - - a. NIYGODIMZNTIRACIEDONTOGFPBIEPAWGMWABGH*ILEREWGVEDIRAEWRIRNDATIEASTINLY.AIL Bsp0BKw.BEINSTAUADMWMAINTMEDRI4000NDAMEWm4mOAARIEF4CTWIETSICASDA 14 I COUNITOF13MIXEMOTTOPELCAM 12. SJDW*IENJDOTNAOOIIECIIONW*STESGI4NLBOFI.IDIDUIAIXINTMIORD*9.YI.00ATODEIA I BMP SITE PLAN N DBGNMEDMWAANBBIAILO!OOPOSCBOPIIAECORDNICEW!TIIWFUDIE&EMEJREMD4I2. CONEIOJCNMATDRMSI)WLEEBEEEIAIWIN±RTSHOIPAVOWEOIOQTh4JISFERIEDSIWORM WAT±5DIJNDS0W20±5.O0NBW*8TE84O.U.NaTREWABI0D0UTCNT0ThEGI1CJNDEIME WI H F40TO cOW WOPSAN DIME,CIWOPB.QUONI. w & PLOT PLAN I 1* 0%0%IONCBNTUaLME*SIJROSWIU.EEWIPI*MENTEGETARTTIIGThEFIRSTDAYOPOILARINIWEDRGORO±5. E W E OSTINAN40%0Ic0IGTRIIOTENTh00ECBNNAS53LRMMNNEMECTUNI1LMLRUEONTORNS 14453 BEEN CDI9WIETIDNIDD TURS00EOILI 0011140W EEYASLSIIWAEOETATIDI# OR DIMEPDU4NWI? OlCEQNCONTUGI.ATOR%COIIPIETIDIO, I =1I BMP-1 12. WDBIR±ESM00THER 095MECPpWJT*HIBDWRECBW,4014114E04*K0%CPRAI4.WTflW1 RENST4544011R511.lflt SATLSTN%PEEGPITATTCIL 14 ALLGRAVELBAGSBI4MLHA4WCHMWLMUM*GG0%QA1EQ40SNC0N5ONBURIAP1TPCB20SAUDWED 11II17 SCALE: 1/16 1'-O S J i PLOT PLAN 24x36 SCALE 1: 100:0 •- -.J 20u --o- I 2 BMP SITE PLAN.-. . 24x35 SCALE: 1/8 - I'-O - PROPOSED/EXISTING IMPERVIOUS AREA - __ __ __ __ _j_00 BUILDING *8.347 at&t - - <>(E) MAINTENANCE BUILDING 87 16537 SQ FT . <(E) ASPHALT AREA o10I.211.BOBQFr - - - €XP)AT&T EQUIPMENT AREA *539.280FT - -- - - - - - (E)TOTAL IMPERVIOUS AREA *117.714.4SQFT - - ,,2 - - (P)TOTAI. IMPERVIOUS AREA ±538.2 SQ FT _____ co 30 )eprattinT ' - - - Wk&I __ WMG j- ,.. ..TIg - TOTAl. *IIB.2BSeSQFT z - ._L-.--x--' ..- \ ,__7 *180,300.8 SO FT (E) TOTAL PROPERTY AREA (3 88 ACRES) 0. TOTAL % IMPERVIOUS AREA OF SITE *74% 13848 CAI.LE BUENO GANAR.IAMUL. CA 9*935 TOTAL SITE DISTURBANCE' *839,2 SO FT — — - \ - - LEGEND -- M SQUARdEoll BMP/ SWQMP/ KEY NOTES - -- - - - OONSTRUCTIONBMRV 30 13 1587 CALLS AVANEADO - - [] SANDBAG BARRIER BAN Cl38IDrEcARE75(a(8)20I.4 .- - — 0 3] FIBER ROLLS (IF REQUIRED) it - - 0 71 [] PAVING 5 GRINDING OPERATIONS - SITE NUMBER: CAL01996 0 ora J MATERLALDEUVERY&STORAGE FA NUMBER: 14537127 - B W __ SOLID WASTE MANAGEMENT AT&T OMNI RESORT - e ] CONCRETE WASTE MANAGEMENT 1986 LA COSTA AVE. CARLSBAD, CA 92009 0 EXISTING PERMANENT Shift CITY OF CARLSBAD 0 E MAJNTAD'* DRAINAGE PATHWAYS MONOPINE — - - — . BYMEOLSI DIRECTION OF LOT DRAINAGE EASEMENTS - / EXISTING TREES C) KEYNOTES: jr _ (N) AT&T EQUIPMENT & CONCRETE PAD (E) SLOPED HILLSIDE 0 12/31/2018 118800'S FOR BIEMITTAL eli 8 12/12/201898* CD'S 153500 am____ - (E) CHAINLINIC FENCE (N) AT&T SHELTER I CONCRETE PAD :.: 11/13/201819011 CO'S FOR 8 21125 88 REV DATE I DESCRIPTION BY (N) AT&T MONOPINE GOREIRIXITIORBTCPMWAIORINIFNDTTE 1. AI.LAPPUCAS.EIENAOIMSYSQWSIR2ICTIOR*NDNON870821W8151151S0N1R0E821088W1L8E I2IP%EMERTCDIN*cEORDNI8*%VIHTEEGYOFELCMONMOIAIUMUMP,REINEMENIBNCUESDU$TEECI. D. -._ , [0' ,---- SL nEOPGMEIScOACTORIINRER18REISI&sFOownloNREvmnAcsmpERsll 1)56E8*OFGCOAIUHTNOREWTNITSTO THE PuEuCEREMUNASSTETEL W GRADING. DIEARINOOPIEGETAIIGN, MLIRORAIWAISR88P6O44LLBEMAINTAINSDFORTEEDURA1IONOFTEEPRDJECT. 4. / f I I / 8. AU.APPUCA&EIEAEYC0NS1RUC00N EROSIGNN*DG8*IMENTCDNIROLWIPBGIIALLREIMPIEMSNISD / RI IL PORTIONS OFTEE PRD.EDTAREAWHSFEAP P8IE AILONSTEORAINAOE PAT9*NARI1IIATOTWIEY QFC CDIIEDITA1EDRSSIAIL8*STAM8*DTOPRAVITERGRIOI2 0. IA // 8. RW*CNFRDMM!ASOUT80ETEEPROEDTAREASIW.L88OWERI20AREUIDNGIINAEEABTSTEEOCIENT FEA*60ALRUM43NINATCNOADT8*DPERIEDEI4RLL8EMNIA000USINOUIPEDPIFIAIE EIIOSIONNID if IS A VIOLATION 07 LAW FOR NIT PGEON. 88*MENT4T20LBUPS 7. GRAD EDARTASAROUNDTEEP QIECTFORDSTERAJ.6*AAIAWAYFNGUEREFATEOPBLCFOSATTEEEND OP EACNNGRIONO DAY. — UNLESS THEY ARE =0UNDER TEE DIRECI1ON 07 A UCIO PROFESSIONAL. DININRE. 10 ALTER 1115 GOCUMUNT. & PNSEERECTEEGEOMENTPERI*EIERCONFOOLAROIJNGPEDIECTAREATOHUPPREVDJTTRAIISPORTOP soa.NlD8wwEHToppSnE8yuENoFlaERRou.s.oRAvaBNG.oROtWERGEMaYCmEENP8. 0. ANY88TIRNGEDONOOFPSTIEPAADOAAE*SBIAIL60RORCDNSOWDEPINGATLEASTIMU.Y.AIL Blipos LBEINSTM GANG I STARED IN R000NGAN18wml TEEAPPUCASLE FACTBSEIS (0*608. COWIIYCFSAN DIEGO. alyoFac8.JON). Ia. BDI20WAREA9*DOTE2500NETENWASTESSHAU.UEFLRC800IACU9*TMIDIDALYWCAICDBIA W I BM P SITE PLAN DEUMTEDARFAAKOVIULBEOWOMOPINAOMMAMWRHAPPUCAMREOLUMBEM PLOT PLAN CDIISTRUCGOTIMATERAISONAU.BESTOREDINAMMINERIO KELP 11. AVBDSESIGIRAIISPERIEDOIGYM / •40 WA1ORRUNOFPOlSGRA80SL00N!WASIERVAILN0T88WUN4E00UT25IT0ThEGROlIGO8LRT4CE cOe8*E1EWASIOUTUNAIL8ED1SPO8*DIWOPERLYNIDRAC000I AWASHOUTARENDESIGNODIN WITH FACTEADEIB cow DIEGO. CflYOF0.CAJDIS. / N N 4 12 EOSIONcONROLMEAEUAESAIU.OEISPIIENIEOSTMTINGINEFINSTDAYGFGE*ANG.GRAOPIDORSOIL E C OSTURVNIEEOIIGGNVTRIIOTION.TEESE00NIROISWELREMANUI 8PECTUNIILA&LPSLEVNITOPD1AIIONS ED 30 I I I . $ S DIIOSONcONIROLATTB%CORAIETIONI, 12 SGUNSNIDOERSOUPEESOPPCWIT*NSSUNL8ECEDVAIBITESOINAROPR*84.WIIIISI 114 NERF4MIOUIB 54112 SAT IUSTMEP5EGPITA11O& 301 s_ I BMP1 I PLOT PLAN 24x36 SCALE: 1' 100 0 __________________ ______ 2 BMP SITE PLAN 24x36 SCALE: 1/8.1-O" ______ a. 8AGSWMIND8*ONNGORE0A1EUIO ORES REBAGRAUGINE. 14. 11x17 SCALE: 1: 2OO'- - 1Ix17 SCALE: 1/IS I 0 8 • 6 4' 2' 0' 8' rA J