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PMT14-01421
I City of Menifee Permit No.: PMT14-01421 29714 HAUN RD. '� GELJA> MENIFEE, CA 92586 Type: Commercial Electrical MENIFEE Date Issued: 0511312015 I PERMIT Site Address: 29710 GOETZ RD, MENIFEE, CA 92570 Parcel Number: 341-190-050 Construction Cost: $10,000.00 Existing Use: Proposed Use: Description of REPLACE 6 EXISTING ANTENNAS-ADD AMPLIFIERS Work: Owner Contractor FRED KRAMER PACIFIC INLAND&ASSOCIATES INC 15744 CALIFORNIA AVE 12320 ST PAUL CIRCLE '.. MENIFEE, CA 90723 CORONA, CA 92883 Applicant Phone: 7148882525 LOS ANGELES SMSA LP DBA VERIZON WIRELESS License Number: 879673 MENIFEE, CA Fee Description Qtv Amount l$) �Servic6SSwitoard's gntrolCenfers&PalelsA"' ' *v ° " r r s; �Q4— ate 830 Building Permit Issuance 1 27.00 �P,tltl1�6�na13PFan,Ftev_�Bu�ld;n� r .`'�" �uat�21Q���'�„.+ � F21bQ0"v� GREEN FEE 1 1.00 $422.00 The issuance of this permit shall not prevent the building official from thereafter requiring the correction of errors in the plans and specifications or from preventing builiding operations being carried on thereunder when in violation of the Building Code or of any other ordinance of City of Menifee.Except as otherwise stated,a permit for construction under which no work is commenced within six months after issuance,or where the work commenced is suspended or abandoned for six months,shall expire,and fees paid shall be forfeited. AA Bldg_Permit Template.rpt Page 1 of 1 City Of Menifee LICENSED DECLARATION I herebyaffirm under penalty or perjury that I am licensed under provisions of ❑ I, as owner of the property an exclusive) contracting with licensed P Y P 1 rY P P P Y Y 9 Chapter 9 (commencing with section 7000)of Division 3 of the Business and contractors to construct the project(Section 7044, Business and Professions Professions Code and my license Is in full force and effect. Code:The Contractor's License Law does not apply to an owner of a property License Class C (� License No. 23 who builds or improves thereon, and who contracts for the projects with a Expires 3b 20 G Signatu - licensed contractor(s)pursuant to the Contractors State License Law). WORKERS'COMPENSATION D ARATION ❑ 1 am exempt from licensure under the Contractors'State License Law for the 'I ❑ I hereby affirm under penalty of perjury one of the following declarations: following reason: have and will maintain a certificate of consent of self-insure for workers' By my signature below I acknowledge that, except for my personal residence in compensation,issued by the Director of Industrial Relations as provided for by which I must have resided for at least one year prior to completion of Section 3700 of the Labor Code, for the performance of work for which this improvements covered by this permit, cannot legally sell a structure that I have Permit Is issued. built as an owner-building If it has not been constructed in Its entirety by licensed Policy# contractors. I understand that a copy of the applicable law, Section 7044 of the I have and will maintain workers' compensation Insurance, as required by Business and Professions Code,is available upon request when this application is section 3700 of the Labor Code, for the performance of the work for which this submitted or at the following Web site:http://��vLww.leginfo,ca.gov/calaw,html. permit is issued.My workers'compensation insurance carrier and policy number are: Carder6Wf eci eAlN Z-L) y. Property Owner or Authorized Agent Date Expires_L4lb I '2_01 I, Policy# C,3 W,g7ZC_,C .)(G ❑ By my Signature below, I certify to each of the following: I am the property Name of Agent Phone# owner or authorized to act on the property owner's behalf. I have read this (This section need not be completed if the permit is for application and the information I have provided is correct. I agree to comply one-hundred dollars($100)or less) with all applicable city and county ordinances and stale laws relating to building construction. I authorize representatives of this city or county to enter the above- El -I certify that y the performance any the work for which this permit is issued, identified Woron purposes. shall not employ any persons in any manner so as to become subject to the workers' compensation laws of California, and agree that if I should become lz_� ;04 subject to the workers' compensation provisions of Section 3700 of the Labor ,,...- Code,I shall forthwith comply with those provisions. erty ent Date Date; . - PP -Y City Business License# ) ZOf � A Iican WARNING: FAILURE TO SECURE WORKERS' HAZARDOUS MATERIAL DECLARATION COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS WILL THE APPLICANT OR FUTURE BUILDING ($100,000), IN ADDITION TO THE COST OF COMPENSATION, EYES OCCUPANT HANDLE A HAZARDOUS MATERIAL ORA- DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE MIXTURE CONTAINING A HAZARDOUS MATERIAL LABOR CODE, INTEREST,AND ATTORNEYS FEES ;?<NO EQUAL TO OR GREATER THAN THE AMOUNTS CONSTRUCTION LENDING AGENCY I SPECIFIED ON THE HAZARDOUS MATERIALS I hereby affirm that under the penalty of perjury there is a construction lending INFORMATION GUIDE? agency for the performance of the work which this permit is issued (Section WILL THE INTENDED USE OF THE BUILDING BY THE 3097 Civil Code) APPLICANT OR FUTURE BUILDING OCCUPANT REQUIRE Lender's Name EYES A PERMIT FOR THE CONSTRUCTION OR MODIFICATION Lender's Address O FROM THE SOUTH COAST AIR QUALITY MANAGEMENT DISTRICT(SCAQMD) SEE PERMITTING CHECKLIST FOR OWNER BUILDER DECLARATIONS GUIDE LINES I hereby affirm under penalty of perjury that I am exempt from the Contractor's PRINT NAME: License Law for the reason(s)indicated below by the checkmark(s)I have placed EYES WILL THE PROPOSED BUILDING OR MODIFIED FACILITY next to the applicable item(s) (Section 7031.5. Business and Professions Code: I BE WITHIN 1000 FEET OF THE OUTER BOUNDARY OF A Any city or county that requires a permit to construct, alter, improve, demolish, IIYNO SCHOOL? or repair any structure, prior to Its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the I provisions of the Contractor's State License Law (Chapter 9 (commencing with I I HAVE READ THE HAZARDOUS MATERIAL Section 7000)of Division 3 of the Business and Professions Cade)or that he or -pAS INFORMATION GUIDE AND THE SCAQMD PERMITTING she is exempt from Iicensure and the basis for the alleged exemption. Any j CHECKLIST. I UNDERSTAND MY REQUIREMENTS violation of Section 7031.5 by any Applicant for a permit subjects the applicant to ❑NO UNDER THE STATE OF CALIFORNIA HEALTH AND SAFETY a civil penalty of not more than($500).) CODE, SECTION 25505, 25533 AND 25534 CONCERNING ❑ I, as owner of the property, or my employees with wages as their sole HAZARDOUS MATERIAL -REE—PO�RYING. compensation,will do ( )all of or( ) porting of the work, and the structure is PROPERJY-O ty R AUTHORIZED AGENT not intended or offered for sale.(Section 7044,Business and Professions Code; --�--� The Contractor's Slate License Law does not apply to an owner of a property who, through employees' or personal effort, builds or improves the property, provided that the improvements are not intended or offered for sale.If,however, the building or improvement is sold within one year of completion, the Owner- Builder will have the burden of proving that it was not built or improved for the purpose of sale). CITY OF MENIFEE Community Development Department Charles LaClaire - Interim Community Development Director Scott A.Mann Mayor Wallace W.Edgerton October 1, 2014 Deputy Mayor To: Kramer Family Trust John V.Denver PO Box 246 Councilmember Bonsall, CA 92003 Thomas Fuhrman CC: Verizon Wireless Councilmember 15505 Sand Canyon Avenue, Building V Greg August Irvine, CA 92618 Councilmember RE: Hourly Research No, 2014-210 "Verizon Minor Modification Proiec — 29712 Goetz Road (APN: 341.190-050)" 1, Ryan Fowler, Associate Planner, have revised the previous letter provided to you under HR 2014-210 on September 30, 2014 (attached). The Planning Division has determined that the Verizon minor modifications as described in the attached letter are in substantial conformance to Plot Plan No. 2010-106 approved by the City of Menifee on August 30, 2010. Proposed Modification to Existing Cell Tower The Planning Division understands that Verizon Wireless proposes to modify its existing antennas and equipment in an existing unmanned wireless facility. The improvements would consist of the following: • Replacement of six (6) existing panel antennas with six (6) new panel antennas (two [2] per sector) • Installation of a junction box in the existing compound • Installation of a wireless tower-mounted junction box • Installation of two (2) hybrid cables from the shelter-mounted junction box to the tower-mounted junction box • Installation of three (3) remote radio units (RRUs) mounted behind antennas • Installation of an equipment rack within the existing equipment shelter • Installation of a hybrid cable from the shelter-mounted junction box to the new equipment rack Background The existing wireless communication tower and equipment were originally approved by the County of Riverside under Plot Plan No. 18232, The City of Menifee later approved Plot Plan No. 2010-106 which included the co-location of six (6) panel antennas and a two-foot (2') diameter microwave antenna on the existing monopole cell tower along with the installation of faux ivy covering the 29714 Haun Road Menifee,CA 92586 existing chain-link fencing. Phone 951.672.6777 Pax 951.679.3843 w w.dtyofrnenlfee.us Planning Division Determination The Planning Division has determined this proposed project (as described under HR 2014- 210) substantially conforms to the approved Plot Plan No. 2010-106. All conditions approved with Plot Plan No. 2010-106 shall be considered to be valid and in effect. The new panel antennas will replace the existing antennas in their same locations at their same (centerline) height. They will be six feet (6) tall as compared to the existing four-foot-(4')-tall antennas. The new remote radio units (RRU) will be positioned behind the new panel antennas. The new panel configuration of the monopole tower will appear substantially similar to the existing configuration. The proposed equipment rack will be located fully within the existing shelter and, therefore, will not be visible from public view. All other proposed improvements represent only a negligible visual change. Thus, if the proposed project is developed as described above and is in conformance with the submitted site plans and elevations (Exhibit A, dated 9/30/14) and conforms to the Conditions of Approval as approved under Plot Plan No. 2010-106, no revision to the existing Plot Plan and no new land use entitlement would be required from the Planning Division. Should you have any further questions, you may contact me via e-mail at rfowler cityofinenifee.us or by phone at (951)639-1368 ext. 127. Sincerely, I)AAAw Ry n F ler, A`sociate Planner EsGil Corporation In Partnership with Government for Building Safety DATE: 6/16/2014 ❑ APPLICANT ❑ JURIS. JURISDICTION: City of Menifee ❑ PLAN REVIEWER ❑ FILE PLAN CHECK NO.: PMT14-01421 SET: I PROJECT ADDRESS: 29710 Goetz Rd. PROJECT NAME: Verizon Wireless Canyon Lake ® The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. ❑ The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. ❑ The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ❑ The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. ❑ The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ❑ The applicant's copy of the check list has been sent to: ® EsGil Corporation staff did not advise the applicant that the plan check has been completed. ❑ EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Email: Fax #: Mail Telephone Fax In Person ❑ REMARKS: By: David Yao Enclosures: EsGil Corporation ❑ GA ❑ EJ ❑ M6 ❑ PC 6/6 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858)560-1468 ♦ Fax(858)560-1576 City of Menifee PMT14-01421 6/16/2014 ADO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Menifee PLAN CHECK NO.: PMT14-01421 I PREPARED BY: David Yao DATE: 6/16/2014 BUILDING ADDRESS: 29710 Goetz Rd. BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING AREA Valuation Reg. VALUE ($) PORTION ( Sq. Ft.) Multiplier Mod. cell site revisions Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code Imnf Manual Input Bldg Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: ❑ Complete Review ❑ Structural Only ❑Repetitive Fee ❑ Other � �� Repeats �H°urly 2 Hrs. @ - EsGil Fee $105.00 $210.00 Based on hourly rate Comments: Sheet 1 of 1 macvalue.doc+ verizonwireless 15505 SAND CANYON AVENUE BUILDING D, 1ST FLOOR City Of MBnlfee IRVINE, CALIFORNIA 92618 CANYON LAKE BUIIdInQ & Safety Dept. PROJECT INFORMATION: JUN 0 5 2014 CANYON LAKE i ■ 29710 GOETZ ROAD Received QUAIL VALLE VerIZOnwireless Y CALIFORNIA 92584 CURRENT ISSUE DATE: C05/30/14 29710 GOETZ ROAD _ISSUED FOR 15505 SAND CANYON AVENUE L GATE. cTION ON BUILDING D, 1ST FLOOR QUAIL VALLEY, CALIFORNIA 92584 REV =DATE=DESCRIPTION:=BY: I IRVINE, CALIFORNIA 92618 Office Copy THE PROPOSED PROJECT INCLUDES: ALL WORK AND MATERIALS SHALL BE PERFORMED AND INSTALLED IN ACCORDANCE WTH THE CURRENT EDITIONS OF THE FOLLOWING SHEET DESCRIPTION REV. • REPLACEMENT OF 6 EXISTING VERIZON WIRELESS PANEL ANTENNAS WITH 6 NEW VERIZON COTES As ADOPTED BY THE LOCAL GOVERNING AUTHORITIES. ( ) ( ) APPLICANT/LESSEE NOTHING IN THESE PLANS IS TO BE CONSTRUED TO PERMIT WORK WIRELESS ANTENNAS AT A 60'-0' CENTERLINE ON AN EXISTING ]3'-0' MONOPOLE NOT CONFORMING TO THESE CODES. T1 TTLE SHEET 1 V5505 S WIRELESS � 5/30/1411007..CONSTRUCTION V.H.' • INSTALLATION OF A VERIZON WIRELESS SHELTER-MOUNTED JUNCTION BOX 15505 SAND CANYON AVENUE E 2013 CALIFORNIA BUILDING STANDARDS CODE nn BUILDING D. 1ST FLOOR TG ABERENATONS, LEGEND, GENERAL & CONSTRUCTION NOTES 1 IRV'NE, 9261E 2. 2013 CALIFORNIA ELECTING STANDARDS CODE /^� — O • INSTALLATION OF A VER120N WIRELESS TOWER-MOUNTED JUNCTION BOX ON AN EXISTING 3, 2013 CALIFORNIA ELECTRICAL CODE / R 5OR.E REP ccN9TRucnC1 .\'. , STAND-OFF ARM (949) CALIFORNIA286-]EO 4. 2013 CALIFORNIA MECHANICAL L CODE Al SITE PLAN 1 5, 2013 CALFORNIA PLUMBING CODE PLANS PREPARED BY: • INSTALLATON OF (3) VERIZON WIRELESS REMOTE RADIO UNITS (RRUs) ON EXISTING PIPE 6. 2013 CAUFORNIA ENERGY CODE AZ SITE DETAIL 1 _ MOUNTS ]. 2013 CALIFORNIA FIRE CODE A3 EXISTING AND PROPOSED SOUTHEAST ELEVATIONS I • INSTALLAT VE ION OF A RIZON WIRELESS RES 6601 BASEBAND UNIT WITH A DUS-41 MODULE IN THE EXISTING LTE RACK CODE COMPLIANCE A4 EXISTING AND PROPOSED SOUTHWEST ELEVATIONS 1 PROPERTY INFORMATION SPECTRUM SEPVICES, INC. • INSTALLATION OF (T TOWER-MOUNTED WIRELESS HYBRID CABLES FROM THE SHELTER-MOUNTED SPECIAL INSPECTIONS ARE REQUIRED FOR THE TYPES OF WORK A5 ANTE _ - _ 1 JUNCTION BOX TO THE TOWER-MOUNTED JUNCTION BOX OWNER: FRED NRAMER 8390 MAPLE PLACE, SUITS 110 DESCRIBED BELOW 15]44 PARAMOUNT, CA AVE L HIGH-STRENGTH BOLTS. D1 CONS UCTON TETAILS 1 RANCHO CUCAMIONGA, CA St/JG • EXISTING ANTENNA CONFIGURATON - (12) ANTENNAS TOTAL PARAMOUNT, CA 90723 - . 2. WELTING'. FIELD WELDING OF STRUCTURAL STEEL AND E1 GR S S 1 I PH. (866) 515-3358— • PROPOSED ANTENNA CONFIGURATION - 12 ANTENNAS TOTAL AREA OF CONSTRUCTION: 15t SQ. FT.. REINFORCING STEEL. (IF REQUIRED) L FAX (866) 515-3359 ( ) 3. STRUCTURAL STEEL (IF PAUIRET) NOTE:THE OVERALL HEIGHT OF THE FACILITY WILL NOT BE INCREASED AND THERE WILL NOT BE OCCUPANCY TYPE: S-2 4. CONCRETE. REINFORCING STEEL AND PLACEMENT. PLAN A _ 5. CONCRETE WITH DESIGN GREATER THAN 2500 PSL '1 77,{ LCENSURE: A SUESTANTAL CHANGE IN THE PHYSICAL DIMENSIONS OF THE EXISTING WIRELESS 6, PILE. PIER OR CAISSON FOUNDATIONS. - 7 2�14 TELECOMMUNICATIONS FACILITY AND BASE STATION. CONSTRUCTION TYPE V-B 7, SOILS: SITE PREPARATION, FILL PLACEMENT, IN-PLACE CURRENT ZONING: GENERAL COMMERCIAL (C-1) DENSITY. 8, EXPANSION BOLTS JURISDICTION: CITY OF MENIFEE ROf ESS/0 PROJECT DESCRIPTION APN: 341-190-050-5 SPECIAL INSPECTIONS 4 �EQ�p54QH R A Nq� C Am WeD6 HANDICAP REQUIREMENTS FACILITY IS UNMANNED AND NOT FOR SITE ACQUISITION/ PLANNING "� l0 HUMAN HABITATION. HANDICAPPED Graptnc De3tgn � !, x ACCESS NOT REQUIRED. SEQUOIA DEPLOYMENT SERVICES, INC. `^ °a0 22471 ASPAN STREET, SUITE 290 No.65117 A LBuffler a� LAKE FOREST, CALIFORNIA 92630 t - ISSUED FORCHELS : Lake Muffler _ MOBILE: 760) 44 construed to e for,Oran Exp. 09/30/75 .+y y MOBILE: (SHE 445-1985 I� tb S OFFICE: (949) 753-7200 awp.�..y..��y�1�pfl P f \ FAX (949) 753-7203 bIG► (elation of any ovi$ions of the fe era $ yJ, C/V xxwLOCAT/ON O Casa B°"Re Ave_ CIVIL ENGINEER mantes• This set of approved plans must be kept on the M A YF C, 20 v T SPECTRUM SERVICES, INC. _E, 6 8390 MAPLE PL SUITE 110 •obslt o.. - RANCHO CUCAMONGA, CALIFORNIA 91730 TITLE SIGNATURE DATE CHRIS WENER PHONE: (666) s5-33s6 MAY 30 2014 VIS(B Way.- Fr. m FAX (866) 515-3359 } <= RF ENGINEER y� R SHEET TITLE: z ELECTRICAL ENGINEER REAL ESTATE V DGS CONSULTING ENGINEERING SERVICES LLC 9811 W. CHARLESTQry BOLLEVARD, SUITE 2539 PROPERTY OWNER LAS VEGAS, NEVADA 89117 AAD,l " DEREK G. STEFUREAC ZONING APPROVAL TITLE SHEET (.) PHONE: (702) 885-1552 CONSTRUCTION DIRECTOR P6rk ac R ADDITIONAL APPROVAL SHEET NUMBER: REVISION: OF Dr "°° QD11�g9e. Ti ' VICINITY MAP PROJECT SUMMARY PROJECT TEAM APPROVAL LIST LAX-387-AWS 1 P,2P,&3P SINGLE POLE, TWO POLE, & THREE POLE KW. KILOWATTS 1, THE FACILITY IS AN UNOCCUPIED SPECIALIZED MOBILE RADIO FACILITY. 1. ELEVATIONS ARE NORTH AMERICAN VERTICAL DATUM 1988. ' A/C AIR CONDITIONING LB(S) POUND(S) 2. PLANS ARE NOT TO BE SCALED AND ARE INTENDED TO BE A 2. NO SURVEY PERFORMED, SITE MAPPING ONLY. V�I•I�I�W�IL'�BSS ADJ. ADJUSTABLE MAX, MAXIMUM DIAGRAMMATIC OUTLINE ONLY, UNLESS NOTED OTHERWISE. THE WORK ALL ABOVE FINISH FLOOR METH MECHANICAL SHALL INCLUDE FURNISHING MATERIALS, EQUIPMENT, APPURTENANCES 3. THE ENGINEER SPECTRUM SERVICES, INC. AND REPRESENTATIVES OF APPROX. APPROXIMATELY MET, MTL METAL AND LABOR NECESSARY TO COMPLETE ALL INSTALLATIONS AS INDICATED THE OWNER, MUST BE NOTIFIED AT LEAST TWO FULL DAYS PRIOR TO 15505 SAND CANYON AVENUE ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS MFR. MANUFACTURER ON THE DRAWINGS. COMMENCEMENT OF CONSTRUCTION AT (702) 367-7705. BUILDING D, 1ST FLOOR AND AMERICAN WIRE GAUGE MGR MANAGER IRVINE, CALIFORNIA 92518 p OR AMP. AMPERE MIN. MINIMUM 3. PRIOR TO LEE SUBMISSION OF BIDS, THE CONTRACTORS SHALL VISIT THE 4. DO NOT EXCAVATE OR DISTURB BEYOND THE PROPERTY LINES OR ELK. BUILDING MISCOB MISCELLANEOUS JOB SITE AND BE RESPONSIBLE FOR ALL CONTRACT DOCUMENTS, FIELD LEASE LINES, UNLESS OTHERWISE NOTED. PROJECT INFORMATION: SHE BLOCK MOB MAIN GROUND BUS CONDITIONS AND DIMENSIONS AND CONFIRMING THAT THE WORK MAY BE B/SBMR BASE MOBILE RADIO MTD MOUNTED ACCOMPLISHED AS SHOWN PRIOR TO PROCEEDING WITH CONSTRUCTION. 5. DO NOT SCALE BUILDING DIMENSIONS FROM DRAWINGS. FLOW BUILDING STANDARD N E.C, NATIONAL ELECTRICAL CODE ANY DISCREPANCIES ARE TO BE BROUGHT TO THE ATTENTION OF THE CANYON LAKE cu. BARE TIN COPPER WIRE NEUT. NEUTRAL COPPER NA NOT APPLICABLE PROJECT MANAGER. 6. ANY DRAIN AND/OR FIELD TILE ENCOUNTERED DURING CONSTRUCTION CONDUIT ONLY NIC NOT C.O.. SHALL BE RETURNED TO ITS ORIGINAL CONDITION PRIOR TO COMPLETION C. CONDUIT SIZED AS NOTED NTS NOT O T CONTRACT 4. THE CONTRACTOR SHALL RECEIVE IN WRITING, AUTHORIZATION TO OF WORK. SIZE, LOCATION AND TYPE OF ANY UNDERGROUND UTILITIESC.B. CIRCUIT BREAKER O.F.01. OWNERR SCALE FURNISHED, CONTRACTOR INSTALLED PROCEED BEFORE STARTING WORK ON ANY ITEM NOT CLEARLY DEFINED OR IMPROVEMENTS SHALL BE ACCURATELY NOTED AND PLACED ON OR IDENTIFIED BY THE CONTRACT DOCUMENTS. AS-CONSTRUCTED DRAWINGS BY GENERAL CONTRACTOR AND ISSUED 2971ld G ROAD CKT. CIRCUIT o0 OUTSIDE DIAMETER QUAIL VALLEY, CALIFORNIACLI 92584 L . CEILING DEC. OPENING TO ARCHITECT/ENGINEER AT COMPLETION OF PROJECT, O C E CLEAR Opp OPPOSITE 5. THE CONTRACTOR SHALL INSTALL ALL EQUIPMENT AND MATERIALS IN CONC. S. CONCRETE OHP OVERHEAD POWER ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS UNLESS ]. ALL EXISTING UTILITIES, FACILITIES, CONDITIONS, AND THEIR DIMENSIONS CONT. CONSTRUCTION OHT OVERHEAD TELEPHONE SPECIFICALLY OTHERWISE INDICATED OR WHERE LOCAL CODES, OR SHOWN H PLANS HAVE BEEN PLOTTED FROM AVAILABLE RECORDS. CURRENT ISSUE DATE: CONT. CONTINUOUS OHT/OAP OVERHEAD POWER/OVERHEAD ND TELEPHONE REGULATION TAKE PRECEDENCE THE ARCHITECT/ENGINEER AND OWNER ASSUME NO RESPONSIBILITY C.F.C.I. CONTRACTOR FURNISHED CONTRACTOR INSTALLED PVC. SCHEDULE 40 PLASTIC CONDUIT, WHATSOEVER AS W THE SUFFICIENCY OR ACCURACY OF THE (I� n DEL. DOUBLE PLYWD. PLYWOOD 6. ALL WORK PERFORMED AND MATERIALS INSTALLED SHALL A IN STRICT INFORMATION SHOWN ON THE PLANS OR THE MANNER OF THEIR C 05/30/1 4 DIA. 0 DIAMETER PR PAIR ACCORDANCE WITH ALL APPLICABLE CODES, REGULATIONS AND REMOVAL OR ADJUSTMENT, CONTRACTOR SHALL BE RESPONSIBLE FOR DIAG. DIAGONAL PH PHASE ORDINANCES, CONTRACTOR SHALL GIVE ALL NOTICES AND COMPLY WITH DETERMINING EXACT LOCATION OF ALL EXISTING UTILITIES AND DIM DIMENSION PROP. PROJECT ALL LAWS, ORDINANCES, RULES, REGULATIONS AND LAWFUL ORDERS OFFACILITIES PRIOR TO START OF CONSTRUCTION. CONTRACTOR SHALL ISSUED FOR: DO DOWN PROP PROPERTY ANY PUBLIC AUTHORITY BEARING ON THE PERFORMANCE OF THE WORK. ALSO OBTAIN FROM EACH UTILITY COMPANY DETAILED INFORMATION DTL, DETL DETAIL PT PRESSURE TREATED MECHANICAL AND ELECTRICAL SYSTEMS SHALL BE INSTALLED IN RELATIVE TO WORKING SCHEDULES AND METHODS OF REMOVING OR I DWG. DRAWING BEGET RECEPTACLE ACCORDANCE WITH ALL APPLICABLE MUNICIPAL AND UTILITY COMPANY ADJUSTING EXISTING UTILITIES. CONSTRUCTION SEE DUAL ELEMENT FUSES REQ'D REQUIRED SPECIFICATIONS, AND LOCAL AND STATE JURISDICTIONAL CODES, EA. EACH RM ROOM ORDINANCES AND APPLICABLE REGULATIONS. 8. CONTRACTOR SHALL VERIFY ALL EXISTING UTILITIES BOTH EL, T ELEVATION R.O. ROUGH OPENING HORIZONTALLY CIE VERTICALLY PRIOR TO START OF CONSTRUCTION, REV.;=DATE':DESCRIPTION:=BY: ELECT ELECTRICAL SW. SWITCH ]. THE GENERAL CONTRACTOR SHALL SUPERVISE AND OR SHALL THE WORK, ANY DISCREPANCIES OR DOUBTS AS TO THE INTERPRETATION OF PLANS EQ. EQUAL SET SHEET USING BEST SKILLS AND CONSTRUCTION THE CONTRACTOR SHALL BE SOLELY SHOULD BE IMMEDIATELY INSTRUCTION. NO TO THE ARCHITECTLEN GINEER FOR EQUIP, EQUIPMENT Sim SIMILAR RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, TECHNIQUES, RESOLUTION AND INSTRUCTION. NO FURTHER WORK SHALL R E.W. EACH WAY SPEC. SPECIFICATION SEQUENCES AND PROCEDURES AND FOR COORDINATING ALL PORTIONS OF THEPERFORMED UNTIL THE DISCREPANCY IS CHECKED AND CORRECTED BY EX EXISTING SQ. SQUARE THE WORK UNDER THE CONTRACT MANAGER AND WITH LANDLORD'S THE ARCHITECT/ENGINEER FAILURE RE TO SECURE SUCH INSTRUCTION EEG. EXISTING GRADE SET. STEEL AUTHORIZED REPRESENTATIVE MEANS CONTRACTOR WILL HAVE WORKED AT HIS/HER OWN RISK AND E0 GUSH.EXTERIOR STRUCTURAL EXPENSE. CONTRACTOR SHALL CALL LOCAL DIGGER HOT LINE FOR EC. ELECTRICAL CONTRACTOR S SUSPENDED 8. SEAL PENETRATIONS THROUGH FIRE RATED AREAS WITH U.L. LISTED AND UTILITY LOCATIONS 48 HOURS PRIOR TO START OF CONSTRUCTION. E EQUIPMENT GROUND BUS S.V..V. SHEET VINYL FIRE CODE APPROVED MATERIALS. EMT. . ELECTRICAL METALLIC TUBING S.S. STAINLESS STEEL 9. ALL NEW AND EXISTING UTILITY STRUCTURES ON SITE AND IN AREAS FIN. FINISH STD. STANDARD 9. THANPROVIDE A PORTABLE FIRE EXTINGUISHER WITH A RATING OF NOT LESS TO BE DISTURBED BY CONSTRUCTION SHALL BE ADJUSTED TO FINISH F.G. FINISH GRADE TEMP. STRUCTURAL THAN 2-A OR 2-A10BJ WITHIN ZS FEET TRAVEL DISTANCE TO ALL ELEVATIONS PRIOR TO FINAL INSPECTION OF WORK. FLOUR, FLUORESCENT TEMP. TEMPORARY PORTIONS OF THE PROJECT AREA DURING CONSTRUCTION, FILE FLOOR THIN THICKNESS) 10. THE BUILDING DEPARTMENT ISSUING THE BUILDING PERMIT SHALL BE ON FOOT THRU THROUGH ID. ALL CONSTRUCTION SHALL O IN REGARDING E WITH CHAPTER G OF NOTIFIED AT LEAST TWO WORKING DAYS PRIOR TO THE COMMENCEMENT G. O GALVANIZED RIGID CONDUIT TE TOE NAIL THE CALIFORNIAS, CEILING BUILDING CODE REGARDING EARTHQUAKE PIPING. LIGHT OF WORK OR AS STIPULATED BY THE CODE ENFORCEMENT OFFICIAL G. OR ORD. GROUND TEND TINNED FIXTURES, CEILING GRID, INTERIOR PARTITIONS AND MECHANICAL HAVING JURISDICTION. GA. GAUGE T.O.A. TOP OF ANTENNA EQUIPMENT. ALL WORK MUST BE IN ACCORDANCE WITH LOCAL GALS. G ZO) T.O.C. TOP OF CURB EARTHQUAKE CODES AND REGULATIONS GC GENERAENERA C L CONTRACTOR T.O.F. TOP OF FRONDS 11. GRADING OF THE SITE WORK AREA IS TOBE SMOOTH AND CONTINUOUS r , GPS GLOBAL POSITION SYSTEM T.O.M. TOP OF MASONRY 11. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS ON LIMITS. SLOPE AND IS TO FEATHER INTO EXISTING GRADES AT THE GRADING THE SITE AND NOTIFY THE PROJECT MANAGER OF ANY DISCREPANCIES LIMITS. GWB GYPSUM WALL BOARD T.O.S. TOP OF SLAB �05/30/14IiDD%cDISTRUCTO'N V.H. GYP. BD. GYPSUM BOARD TYP. TYPICAL W.p WEATHERPROOF BEFORE STARTING ANY WORK., U.O.N. UNLESS OTHERWISE NOTED 12. ALL TEMPORARY EXCAVATIONS FOR THE INSTALLATION OF HARp'Wp HARDWOOD /� HOOD. HORIZONTAL UBC UNIFORM BUILDING CODE HFMR TRANSFORMER FOUNDATIONS, UTILITIES, ETC., SHALL BE PROPERLY LAID BACK OR 'J' 06/08/1 dux 0i CCNSTRUDTION�„i1�57 HE HOUR 12. DETAILS ARE INTENDED TO SHOW END RESULT OF DESIGN. MINOR I/.-'�I I- SSS UGP UNDERGROUND POWER (E) EXISTING MODIFICATIONS MAY BE REQUIRED TO SUIT JOB DIMENSIONS OR BRACED IN ACCORDANCE WITH CORRECT OCCUPATIONAL SAFETY AND ' UGPT UNDERGROUND TELEPHONE (P) PROPOSED HEALTH ADMINISTRATION OSHA) REQUIREMENTS. FILMS PREPARE) BY: HT, HEIGHT CONDITIONS, AND SUCH MODIFICATIONS SHALL BE INCLUDED AS PART OF HVAC HEATING, AND AIR CONDITIONING V 13. STRUCTURAL FILLS SUPPORTING PAVEMENTS SHALL BE COMPACTED TO I RT. VERTICAL C CENTERLINE THE WORK, LB.C. INTERNATIONALONAL BUILDING CODE VIF VERIFY IN FIELD 6 PROPERTY LINE I D. INSIDE DIA, V.C.T. VINYL COMPOSITE TILE & AND 13. THE CONTRACTOR SHALL MAKE NECESSARY PROVISIONS TO PROTECT 95% OF MAXIMUM STANDARD PROCTOR DRY DENSITY. IN. INCH W/ WITH ® AT EXISTING IMPROVEMENTS, PAVING, CURBS, GALVANIZED SURFACES, ETC., INFO INFORMATION WIN WINDOW U A NUMBER AND UPON COMPLETION OF WORK, REPAIR ANY DAMAGE THAT OCCURRED 14, NEW GRADES NOT IN BUILDING AND DRIVEWAY IMPROVEMENT AREA TE .r , INT. INSULATION W. WITHOUT 4 ANGLE DURING CONSTRUCTION TO THE SATISFACTION OF THE PROJECT BE ACHIEVED BY FILLING WITH APPROVED GLEAN FILL AND COMPACTED SP ECMAP E PLACE,SEJFVICES,SUIT I{11 INT. INTERIOR W. WATTS MANAGER. TO 95% OF STANDARD PROCTOR DRY DENSITY. 8390 MAPLE PLACE, SUITE 110 14. KEEP GENERAL AREA CLEAN, HAZARD FREE, AND DISPOSE OF ALL DIRT, 15. ALL FILL SHALL BE PLACED IN UNIFORM LIFTS. THE LIFTS THICKNESS 'RANCHO CUCAISIONGA, CA. JF➢JC DEBRIS, RUBBISH AND REMOVE EQUIPMENT NOT SPECIFIED AS REMAINING SHOULD NOT EXCEED THAT WHICH CAN BE PROPERLY COMPACTED ry PH.-(866):515-3358 - ON THE PROPERTY. LEAVE PREMISES IN CLEAN CONDITION AND FREE THROUGHOUT ITS ENTIRE DEPTH WITH THE EQUIPMENT AVAILABLE. L FAX (86D) 515-3359 FROM PAINT SPOTS, DUST, OR SMUDGES OF ANY NATURE. 16. ANY FILLS PLACED ON EXISTING SLOPES THAT ARE STEEPER THAN 10 ABBREVIATIONS 15. CONTRACTOR TO PROVIDE COMPLETE SET OF AS BUILT DRAWINGS WITHIN HORIZONTAL TO 1 VERTICAL SHALL BE PROPERLY BENCHED INTO THE LICENSURE:- ""'-' ` r 10 WORKING DAYS OF PROJECT COMPLETION. EXISTING SLOPE AS DIRECTED BY A GEOTECHNICAL ENGINEER. 4 NEW ANTENNA GROUT OR PLASTER - - - CENTERLINE 16. CONTRACTOR IS TO SPRAY WITH EPA APPROVED WEED CONTROL PRIOR 17. THE GRADES WITHIN THE FENCED IN AREA ARE TO BE ACHIEVED BY TO PLACING 4" AGGREGATE BASE GEOTECH FABRIC AND CRUSHED ROCK. COMPACTING CLEAN FILL TO A DENSITY OF 9D% OF STANDARD EXISTING ANTENNA (E) BRICK - -- -PROPERTY LINE PROCTOR AND REPAVING WITH ASPHALT CONCRETE TO MATCH EXISTING. ® TYPICAL INSIDE ENTIRE SITE. DQROFESSION9 GROUND ROD (E) MASONRY MATCH LINE 18. CONTRACTOR SHALL CLEAN ENTIRE SITE AFTER CONSTRUCTION SUCH THAT NO PAPERS, TRASH, WEEDS, BRUSH R ANY OTHER DEPOSITS rr GROUND BUS BAR CONCRETE WILL REMAIN. ALL MATERIALS COLLECTED DURING CLEANING WORK POINT OPERATIONS SHALL BE DISPOSED OF OFF-SITE BY THE GENERAL • MECHANICAL GRND. CONN. �- EARTH CONTRACTOR. y� - GROUND CONDUCTOR qo • CADWELD �n.n"o GRAVEL TELEPHONE CONDUIT 19, DRIVEWAY CONSTRUCTION, GRADING AND DRAINAGE WORK SHALL No.65117 CONFORM TO CALIFORNIA DEPARTMENT OF TRANSPORTATION "STANDARD PLYWOOD SPECIFICATION FOR THE ROAD AND BRIDGE CONSTRUCTION", LATEST EXp-09(30Z15-- ® GROUND ACCESS WELL LEASE AREA LINE EDITIONS, AND ALL APPLICABLE PROVISIONS OR LOCAL COUNTY ED) SAND ORDINANCES. 0 ELECTRIC BOX ® WOOD CONE.. 20.ALL SITE WORK SHALL BE CAREFULLY COORDINATED BY GENERAL 9j C/V V `� CONTRACTOR WIFE LOCAL UTILITY COMPANY, TELEPHONE COMPANY,�T TELEPHONE BOX �F CA��F� WOOD BLOCKING AND ANY OTHER UTILITY COMPANIES HAVING JURISDICTION OVER THIS LOCATION, 0STEEL�.!azJv LIGHT POLE 21. SPECIAL INSPECTION: DETAIL REFERENCE SPECIAL INSPECTIONS ARE REQUIRED FOR HIGH STRENGTH BOLTING MAY 30, `2 014 O END, MONUMENT BY THIRD PARTY INSPECTOR. 22.CONCRETE: IF THE CONCRETE MIX ACHIEVES ITS DESIGN STRENGTH SHEET TITLE: 1 SPOT ELEVATION ELEVATION REFERENCE PRIOR TO 28 DAY BREAK TEST, IT IS ACCEPTABLE FOR FINAL REPORT. SET POINT ANMAY 23 COMPRESSIVE STRENGTH TEST SPECIMENS WITH DIMENSIONS OF 4" X 8" ABBREVIATIONS, _ SECTION REFERENCE LEGEND, GENERAL. BC Al REVISION CONSTRUCTION NOTES E ELECTRICAL CONDUIT GRID REFERENCE O ------- UNDERGROUND copxwL CABLE SHEET NUMBER: REVISION: -ona/r- OVERHEAD SERVICE CONDUCTORS x CHAIN LINK FENCING T2 LEGEND IPROJECT GENERAL NOTES CONSTRUCTION NOTES LAX-387-AWS I LEGEND LEASE AREA - CENTERLINE p EASEMENT Ve iZnwireless 15505 SAND CANYON AVENUE RIGHT-OF-WAY WAY j BUILDING D, 1ST FLOOR \ - SECTION LINE txlsrlNc RETAINING IRVINE, CALIFORNIA 92618 WALL -— PROPERTY LINE PROJECT INFORMATION: OHP OVERHEAD POWER EXISTING CHAINUNK FENCE CANYON LAKE �'� PROPOSED CHAINLINK FENCE❑ PROPOSED WROUGHT IRON FENCE �� -- - XXXX--- EXISTING 1' CONTOUR 29710 GOETZ ROAD EXISTING 5' CONTOUR QUAIL VALLEY, CALIFORNIA 92584 zzxz \ •m s s e®®n EXISTING BLOCK WALL EXISTING OTHER CARRIER RENT ISSUE DATE:EQUIPMENT SHELTER CUR �I •o w w w"O• PROPOSED BLOCK WALL { 05/30/14 GCCC FIRE HYDRANT �i/ ♦^w \ p-=O-=U PARKING LOT AREA LIGHT ISSUED FDR: /�/ ��� C.R. OFFICIAL RECORD �®� /*/ �� POWER POLE CONSTRUCTION \. / // j j �71 REV.:=DATE:=DESCRIPTION:=B/ Y: { f/ T E%ISTI NG 75' MONOPA�M (3) PROPOSED VENDOR WIRELESS UNITS REMOTE RADIO UNITS (RRUs) ON 4, /®� I\ SS �� ®�� EXISTING PIPE MOUNTS EXISTING RETAINING e / / / ♦ T �dRA WALL ((1) PER secioR) // // �-�� (6) REPLACEMENT VERIZON WIRELESS // /// // N > ��S ��\� ONTEX eT NG PIPE6M NTSENTERLINE D, D, ��� / // / o. 1 ((2) PER SEciGR) /# /o / / �� �� A� �1 G5/30I141DOG'CONSTRUCTION' V.F. —PROPOSED VERIZON WIRELESS /- a ejt '- TOWER MOUNTED JUNCTION BOX pi / % �� � - 9Ds/oaI n9.crrysTRucnt`N, +q 1 I MOUNTED ON AN EXISTING /� 1 STAND-OFF ARM / // / A / / �� / PROPOSEDVEERIZON WIRELESS T�LAIJS PREPARED' BY:— �q / CABLE TO FOLLOW EXISTING � COAX ROUTE (2) PROPOSED VERIZON WIRELESS ®® HYBRID CABLES FROM / / / / / SHELTER MOUNTED JUNCTION BOX TO / / / / / I TOWER-MOUNTED JUNCTION Box / / / / / �� 3PECTrUM,SE VICES INC (CABLES TO USE EXISTING COAX ROUTE) / / / / / PROPOSED BASE AN WIRELESS 1 8390 MAPLE PLACE, SUITE 110 �x / / / - / / / (2) US- 1 MOBAND UNITS MATH � (ti220') / / / // // (2) DUS-41 MODULES IN THE Di � RANCHO CUCAiAONGA, CA 01700 4 ,/ / / / / / EXISTING EQUIPMENT CABINET PH,,(866)-�515-3358 / �V/1 / / / / /' FA / aR s X`�(Su0)'b16�369 / // / / // . i //// °tee m� EXISTING vERIzoN �®r / DIIDFIF EQ �MENT QROfESSIO / E SHELTER �D ExlsnrvG cemN /// / o''' LINK FENCE �/ \ / /' / v� / / A ooOd` ® No.65117 - � P'- �7 Ex 09/30 16 APA /s -----� 5 0 PROPOSED VERIZON WIRELESS- /®� WALL-MOUNTED JUNCTION BOX (® IN THE EXISTING SHELTER MAY 30, 2014 SHEET TITLE: A4 T / A3 Q f CA IING SWING- PROPOSED ANTENNA NOTE: GATE - 1. ANTENNAS ARE OFF CAPABLE AND SITE DETAIL GRAPHIC SCALE ARE FED FROM THE NEW HYBRID '/ 2.5 0 1.25 2.5 5 10 CABLES. REMOVE UNUSED COAX AS \ REQUIRED. : , ��A L SHEET NUMBER: REVISION: IN FAT ) 1T SCALE 24'X IC SCALE SITE DETAIL A2 n"x , LAX-387-AWS ✓S � ICI Veill"l lwireless 15505 SAND CANYON AVENUE BUILDING D, 1ST FLOOR IRVINE, CALIFORNIA 92618 1 PROJECT INFORMATION: CANYON LAKE PROPOSED VENISON WIRELESS II 29710GOETZ ROAD TOWER-MOUNTED JUNCTION BOX ON AN EXISTING QUAIL VALLEY, CALIFORNIA 92584 STAND-OFF ARM I CURRENT ISSUE DATE: (3) PROPOSED VENISON WIRELESS 'ANEL ANTENNAS FXISTING 2TO REGAIN ON SS Ir REMOTE RADIO UNITS (BRIE.) C 05/30/14 MOUNTED ON EXISTING PIPE MOUNTS ((1) PER SECTOR) (6) EXISTING VERIZON WIRELESS PANEL ANTENNAS TO BE REPLACED rISSUED FOR L CONSTRUCTION I REV.:-DATE:=DESCRIPTION:=BY: I II II I - I � I U `I J � w O Q O (2) PROPOSED VERIZON WIRELESS ° ut HYBRID GABLES FROM z o SHELTER-MOUNTED JUNCTION BOX TO �06/30/14 tl00Y�00NSTRUCTION V.H. TOWER-MOUNTED JUNCTION BOX CABLES TO USE EXISTING COAX ROUTE /OEG 05/O8J3 Ar'oASTRUCTION, (-22S) az TLANS PREPARED BY: —� SPECTRUM,, SERVICES, INC. 8390 T ' MAPLE PLACE SUI E'l0 ' 1 RANCHO CUCAMONGA, OA. 01730 , J PH„(866),575-3358 r 3 FAX'(8 )�515-3359 z Li G LICENSURE:_- li EXISTING CABLE BRIDGE - fxlsTINc caBLe RRIDGE u EXISTING VENISON WIFELESS EXISTING VFRIZON WIRELESS V fOUIPMCNT 5IHELTER - EQUIPMENT SHELTER EXICTUg 'HAILL rlA c w HATING Q�oQROFEss�oNa z II crlawuNK FENCE j clNulvu FENa F � � ,X N.65117 Exp. 09 30L15_ m � y I� I 1 T � � I y _ate, . , .�F MAY — -- -- � � C I I- _, I % 30, 2014 SHEET TITLE: ` . EXISTING AND PROPOSED -- PROPOSED ANTENNA NOTE, - - - SOUTHEAST ELEVATIONS 1. ANTENNAS ARE NET CAPABLE AND ARE FED FROM THE (2) NEW HYBRID CABLES. REMOVE UNUSED COAX AS REQUIRED. SHEET NUMBER: REVISION: D ALE 3C SCALE 1 PROPOSED SOUTHEAST ELEVATION "" X" 0, :a" % 3- 2 EXISTING SOUTHEAST ELEVATION _ o`AL`2, X _ 5 1 LA%-387-AWS VEI'IL1lwireless 15505 SAND CANYON AVENUE BUILDING D, 1ST FLOOR IRVINE, CALIFORNIA 92618 PROJECT INFORMATION: CANYON LAKE ail 2971E GOETZ ROAD QUAIL VALLEY, CALIFORNIA 92584 CURRENT ISSUE DATE; PROPOSED VERIZON WIRELESS TOWER—MOUNTED JUNCTION BOX ON AN EXISTING 05/30/1 4 STAND-OFF ARM (6) EX STING VERIZON WIRELESS f� PANEL ANTENNAS TO REMAIN ISSUED FOR: (3) PROPOSED VERIZON WIRELESS CONSTRUCTION REMOTE RADIO UNITS (RRUs) MOUNTED ON EXISTING PIPE MOUNTS (6) EXISTING VERIZON WIRELESS ((1) PER SECTOR) PANEL ANTENNAS TO BE REPLACED CREV.:-DATE:—DESCRIP 11 I. I I z II rc I � I w I U I I I U — 05/30/1, �W%'CONSTRUCT,61 J.;I: ID o /nn\ ¢ (2) PROPOSED VERIZON WIRELESS ZLCAS PREPARED EDgTG OBNSTRUCTION JV ,emu HYBRID CABLES FROM �LnNS PREPARE)) BY:—` i m a SHELTER-MOUNTED JUNCTION BOX TO _ TOWER-MOUNTED JUNCTION BOX (CABLES TO USE EXISTING COAX ROUTE) Y� r I m I (-22V) HPECTPU SERVICES INC. 8390 MAFLLJ PLh'CE, SUITE' 110 o RANCHO CUCAMONGA, CA. 90,730 , PH.�(866) 515-3358 FAR 58690,915-3359 — EXISTING V'-RRON WIRPESS EXISTING BERSON W.RFLESS w EQUIPMENT SHELTER _� EQUIPMENT SHELTER LICENSURE:—r�. ¢ I I:. IIr pp .�.. EXISTING CABLE BRIDGE ! EXISTING CABLE BRIDGE pp QR�F[[SS/�Al� aEXISTING w EXISTING CHAIHUNK FENCE _ CHAINLINK FENCE FEXISTING VER12 N EXISTING VERIZON m WIRELESS CHAINUNK GATE WIRELESS CI-IAINLINK GAIE C� No.65117 z Exp, 09 30L1 — . CA������� `� MAY 30, 2014 II t I r T s � I L SHEET TITLE: T_T, EXISTING AND PROPOSED SOUTHWEST ELEVATIONS PROPOSED ANTENNA NOTE: 1. ANTENNAS ARE SET CAPABLE AND SHEET NUMBER: REVISION: ARE E FROM THE NEW CABLES, s. REMOVE UNUSED useD COAX AS As REQUIRED. PROPOSED SOUTHWEST ELEVATION ""' 6CgL�'� x 3R° SOgL 2 EXISTING SOUTHWEST ELEVATION II X" s`AL`z,, X _5, 1 Lax-387-aws { i vereLnwireiess j 15505 SAND CANYON AVENUE BUILDING D, 1ST FLOOR IRVINE, CALIFORNIA 92618 PROJECT INFORMATION: A (6) EXISTING vR wRELEss CANYON LAKE ANTENNAS TO REMAIN 29710 GOETZ ROAD (3) PROPOSED WRIZON WIRELESS QUAIL VALLEY, CALIFORNIA 92584 REMOTE RADIO UNITS (RRUI,) ON EXISTING PIPE MOUNTS ((1) PER secioR) III�CURRENT ISSUE DATE: (6) REPLACEMENT VERIZON WIRELESS C 05/30/14 ANTENNAS AT A 6D'-0" CENTERLINE I 1 ON EXISTING PIPE MOUNTS 1 02) PER SECTOR) ISSUED FOR CONSTRUCTION SPC oq 4 REV.:=DATE:=DESCRIPTION:=BY: PROPOSED VERIZON WIRELESS ry'2�o'Ro� TOWER-MOUNTED JUNCTION BOX ZF' MOUNTED ON AN EXISTING STAND-OFF ARM O Z r 1 os 30-1 Dpg 6DNarauo+lory y H. NONE PROPOSED ANTENNA CONFIGURATION 12 ANTENNAS , ' SCALE SCgLE: 11' %tI' SCALE 24' %36 0 OS 08 ,14 9CR C9NSTRUCTION YJ.v.. NOT USED 4 PROPOSED ANTENNA LAYOUT 5' 1. _ 26. 2 �pLriNS PREPARED BY:— uA SPECTgbroI sERVICEs VC.- 8390 MAP F PLC:CE, SUIfF 1,10 RANCHO CUCAMONGA, CA 91730 4 I PH. (866) 515-3358 0 0 FAA(866j 515-3359 - v u e LICENSURE: _ QR)FESSIOyq (6) EXISTING VENDOR WIRELESS �� C ANTENNAS TO BE REPLACED fy / ((2) PER SECTOR) Nas51-17 ExP 09(3D 15 1 �ti d lOe (6) EXISTING VERIZON WIRFLFEE MAY 30, 2014 ryOryCG ANTENNAS TO REMAIN SHEET TITLE: ANTENNA LAYOUTS a k ZSHEET NUMBER: REVISION: NONE SCALE 24' X 3W SCALE * EXISTING ANTENNA CONFIGURATION - (12) ANTENNASA5 NOT USED CAL, 3 EXISTING ANTENNA LAYOUT 1 LAX-387-AWS _ 2._6. MANUFACTURER; WIRELESS SOLUTIONS A DRf BNH ID8565A ANTENNA SPECIFICATIONS PART CO, WXC0400 COLOR/ RADIATOR MATERIAL LIGHT GRAY/ ALUMINUM WEIGHT: 35.2 LBS CONNECTOR / LOCATION/ QUANTITY' 7-16 DIN FEMALE / BOTTOM / 4 ✓ . �� DIMENSION, D%LXW 181x1293x3Dimm (7.1"x50.9"x11.9") Ve1 lZOnwireless NET WEIGHT 14.5 kg 32.0 IIN /V ",. 10" LIGHTNING PROTECTION DC GROUND 3 15505 SAND CANYON AVENUE R WIND LOADING, MAXIMUM BUILDING D, 1ST FLOOR 4 5 6 7 F 402.0 N 0 150 km/h I ( 90.4 Ib(0 150 km/h IRVINE, CALIFORNIA 92818 a - WIND SPEED, MAXIMUM PROJECT INFORMATION: _ 1241.0 km/h, 149.e mph CANYON LAKE r• 9 2 1 Da�" �Da o� {r '�—� (` 29710 GOETZ ROAD QUAIL VALLEY, CALIFORNIA 92584 ITEM DESCRIPTION OPP. FRONT VIEW SIDE VIEW ^ n III CURRENT ISSUE DATE: Oi PLATE, CROSS OVER 1 Ir O2 2 HOLE PIPE ADAPTER CLAMP 2 C 05/30/1 4 �3 SADDLE CLAMP 2 E ( -1-1 PLAN VIEW ISSUED FOR: ® 5/8" X 1'-O" GALVANIZED THREADED ROD 8 III n� p OS 5/8" GALVANIZED FLAT WASHER 16 L I C COIVSTI\U CTON © 5/8" GALVANIZED LOCK WASHER 16 FLAN VIEW 5/8" GALVANIZED HEX NUT 1s SIDE VIEW FRONT VIEW REV.:=DATE:=DESCRIPTION:=BY: NOT USED SCALE 11 CROSS OVER PLATE SCALNON 8 JUNCTION BOX SCALE' 5 ANTENNA NONE' 2 NONE NONE NONE EXISTING WALL e ITEM qTY, DESCRIPTION PROPOSED COLD GALVANIZE CUT - RRU �° Oi 2 BRACKET CLAMP ENDS OF UNISTRUT NEW PIPE MOUNT \ e O 1 ADAPTER POLE PROPOSED UNISTRUT P1000 - LENGTH AS REQ'D (36" MAX.) �I O3 1 ADAPTER, POLE LOWER 4 1/2" X 7" THREADED ROD (2) TOTAL ANCHORS PER UNISTRUT AS FOLLOWS: 12 1/2" SPLIT WASHER CONCRETE_ ANCHORAGE \ICI MANUFACTURER SUPPLIED © 12 1/2" HEX HEAD NUT • USE 3/8" HILTI KWIK BOLT TO J II POLE MOUNTING BRACKET STAINLESS STEEL ANCHORS 2" l 7 6 1/2" X 1" HEX HEAD BOLT - .I — EMBEDMENT MIN. ESR #1917 i O �06/30/1 1ro^S oorvsTRUO CN V H, EXISTING T-ARM O 1 BRACKET, DOWNTILT POLE MASONRY WALL ANCHORAGE E%18TING MOUNTING 05/08,/149 %fpNSTRUCTION J.V. • AT SOLID GROUT WALL USE HILTI EXISTING STANDOFF ARM BRACKET PLATE O 1 BRACKET, DOWNTILT, ANTENNA KWIK BOLT 3 ESR N1385. IIh I )PLANS PREPARED BY:— USE 3/8"0 ANCHOR BOLT WITH A 2-1/2" J 10 2 5/16" SPLIT WASHER EMBEDMENT DEPTH, INSTALL MIN. 12" FROM L EDGE OF WALL 11 2 5/16" HEX HEAD BOLT l • AT HOLLOW CORE USE 3/8"0 QRECALL WEIGHT 10.75 LBS. 5 II SIMPSON STRONG-TIE 3" MIN. EMBEDMENT NEW CROSS OVER 7 111 SPECTRUM :SERVICES, GNU.' SET ADHESIVE ESR #1772 PLATE 11 - 8390 MAFLS PL.10E, SUITE-310 WOOD STUD ANCHORAGE' - FXISTING POC MOUNT 10 I RANCHO CUCAMONGA, CA.' 91730 • USE 3/8'X3" LAG BOLTS 11 5 I PH. (866) 515-3358 METAL STUD ANCHORAGE 7 FAX (866ii 515-3359 • USE #12X3" SHEET METAL SCREWS 5 5 •CONTRACTOR TO FIELD VERIFY EXISTING WALL* 6 5 ' 10 LICENSURE: _ y 4 � u 4 © 5 SCALE; SCALE: SCALE: 6 UNISTRUT TO WALL NONE 10 CROSS—ARM ATTACHMENT NONE 7 RRU ATTACHMENT oNE 6 ��QRQFE$S/Q ERICSSO B 6601 S C IC IONS 7 DC POWER SUPPLY NOMINAL VOLTAGE -48 V DC OPERATING VOLTAGE RANGE -40.5 VDC TO -57 VEX a DIMENSIONS NEW JUNCTION BOX 6 2 c� No.65117 9 A HEIGHT 66 MM (3.5 IN) e 9 WIDTH 350 MM (13 IN) V 5 Exp. 09�OL15-- DEPTH 350 ME (13-3/4 IN) ���� IL, Q WEIGHT (FULLY' EQUIPPED) 9 NO (2e Les) PIPE CLAMP 2 3/8"0 MOUNTING POLE—+- 7 Or s O MAY 30, 2014. ®o 6 0 0 FRONT VIEW SIDE VIEW q s SHEET TITLE: 0 o� OPOCH ❑ °°� m fit ° CONSTRUCTION DETAILS MIN, 2" OD. TO MAX. 6' - p 3 Q,D. PIPE GALVANIZED :6) ) iT ® SHEET NUMBER: REVISION: NOM PLAN VIEW l5 II 1, A MINIMUM CLEAR OF 3' IS RECOMMENDED IN FRONT OF THE �#--COAX CABLE AND JUMPER (TYP.) RACK TO PROVIDE ADEQUATE WORKING SPACE. 'Fj SEE COAX CABLE SCHEDULE. Dl BASE BAND UNIT (BBU) 9 JUNCTION BOX PIPE MOUNT NONE 6 REMOTE RADIO UNIT (RRU) No„ 3 ANTENNA ATTACHMENT No„E' 1 LAX-387-AWS ONE GROUND BUSS 24"X4"Xi/4"TH. Q TINNED COPPER BUSS BAR W/ 1" p SQ. X 4" SPACER 6" O.C. (MAX) p ° V819zzon wireiess 15505 SAND CANYON AVENUE .I p p ° ° ° ° BUILDING D, 1ST M IRVINE, CALIFORNIA F 926R18 p ° Oa PROJECT INFORMATION: ®® °p®po ° oo p CANYON LAKE PLASTIC INSULATOR NOT ® p <' '�— REQUIRED (OPTIONAL) ®®®p® p —COPPER GROUND BUSS BAR ® 1) 29710 GOETZ ROAD CL _ QUAIL VALLEY, CALIFORNIA 92584 0� �0 CURRENT ISSUE DATE: NT A GROUND Buss 1r'x4"x1/4"TH. ISSUED F 05�30�14 TINNED COPPER BUSS BAR W/ 1" SQ. X P' SPACER 6" O.C. (MAX) ®/ (TYP FOR EACH GROUCOAX a6aa00$° \ STIR KIT RUN) a o ®�� �!� CONSIRU CT�ON REV.:=DATE:=DESCRIPTION:=BY: GROUND BAR 4 NONE No. 2 SOLID TINNED 'E CONDUCTOR OTC-161T caowELD CONNECTION o� 7 WITH C150 WELD METAL �� � NQ. 5810, 5/6" X 10' Tel i, COPPER CLAD GROUND ROD /t 1. ALL DETAILS ARE SHOWN IN GENERAL TERMS. ACTUAL GROUNDING INSTALLATION �� Y� REQUIREMENTS AND CONSTRUCTION ACCORDING TO SITE CONDITIONS AND CARRIER GROUNDING STANDARD, NST046 LATEST REVISION. /E � / // �OS/30�111C0°3 CONSTRUC�7CV V{{, 2. ALL GROUNDING CONDUCTORS, #2 AWG SOLID BARE TINNED COPPER WIRE UNLESS SSCiT CADWELD MOLD C_p, t / OTHERWISE NOTED. WITH C32 WELD METAL ®� / /• ���® T _:I PROPOSED 2 3 � // // �OS/08,N4 9f7.CANSTRUCTION J.V. 3. GROUND RING TO GROUND BAR CONNECTIONS SHALL BE CADWELDED OLE. (2) #2 MECHANICAL �� / �� Y Q� — AWG SOLID BARE T N0. 2 SOLID TINNED LNS PREPARED BY• INNED COPPER WIRE UNLESS OTHERWISE NOTED. - GROUND (TYP.) /�' / / Y CONDUCTOR �/ee _ 4. GROUND BAR TO EQUIPMENT AND CABLES SHALL BE #2 AWG STOW W/ DOUBLE / p/ // / J a LUG CONNECTIONS. �� �/ / EXISTING VERIZON wIRELESS� / , / GROUND BAR 5, GROUND BAR LOCATED IN BASE OF EQUIPMENT WILL BE PROVIDED, FURNISHED �� AND INSTALLED BY THE VENDOR, �� PROPOSED VERIZON WIRELESS 4 �/ j / I SPECTRL,IVI 'SFLZVICES INC 6. GROUND BAR LOCATED BELOW WAVEGUIDE ENTRY PORT, CABLES SHALL BE 2 PCCi TiT CADWELD MOLD .ANTENNA GROUND BAR / / \ 8390 MAFfT PL,CCE, SUITE 110 # WITH G45 WELD METAL �P (IR REQUIRED ��� / / P AWG BTCW/DOUBLE LUG CONNECTIONS. TWO PATHS TO GROUND RING. ) / I RANCHO CUCAMONGA, CA 91730 B '41 / ,� �I PH (8861) 515-3358" T. ALL BELOW GRADE CONNECTIONS: EXOTHERMIC WELD TYPE, ABOVE GRADE / a'. / FAk(866 '515-3359 CONNECTIONS: EXOTHERMIC WELD TYPE. 10. 2 SOLID TINNED � / 2 r CONDUCTOR v/ s. EXTERIOR GROUNDING CONDUCTORS: BURIED TO A MINIMUM DEPTH OF 1'-6" T Q/ �/ LICENSURE BELOW FINISHED GRADE TO ALLOW FOR FUTURE CONSTRUCTION. 9. INSTALL GROUND CONDUCTORS AND GROUND ROD MINIMUM OF V-0" FROM MISC. CADWELDS SCALE: 3 / // '- EQUIPMENT CONCRETE SLAB, SPREAD FOOTING, OR FENCE. NONE HA, 10. EXOTHERMIC WELD GROUND CONNECTION TO FENCE POST: TREAT WITH A COLD GALVANIZED SPRAY. E l 11. GROUND BARS', EQUIPMENT GROUND BUS BAR (EGB) LOCATED AT BOTTOM OF ANTENNA • / (i POLE/MAST FOR MAKING GROUNDING JUMPER CONNECTIONS TO COAX FEEDER CABLES SHALL FURNISHED ) INSTALLED BY ELECTRICAL CONTRACTOR. ® v JUMPERS (FURNISHED BY OWNERS) SHALL BE INSTALLED AND CONNECTED BY VSC2QV30 CADWELD CONNECTION— * E19828 ELECTRICAL CONTRACTOR. FOR 2"-4" 0 STEEL PIPE WITH EXp.9>i�ltfj.§_ / MAIN GROUND BUS BAR (MGB) LOCATED NEAR THE BABE OF THE RADIO C115 WELD METAL t11-A ELECTRICAL EQUIPMENT CABINET(S) SHALL BE FURNISHED AND INSTALLED BY ELECTRICAL CONTRACTOR. 12. ALL GROUNDING INSTALLATIONS AND CONNECTIONS SHALL BE MADE BY NO. 4/0 STRANDED BARE - \' �, ELECTRICAL CONTRACTOR. �A � C A� CONDUCTOR 13. ALL BOLTED TORQUE CONNECTORS SHALL BE LONG- TYPES AND HAVE / TWO HOLES FOR CONNECTION TO SURFACE AND NON-OXIDIZING AG AGENT APPLIED ��� / MAY 30 2014 TO INHIBIT CORROSION. � \�� „ ,QI SHEET TITLE: VSCITV3C CADWELD CONNECTION GROUNDING LAYOUT, FOR (1) 1/4"-4"0 STEEL PIPE NOTE, GRAPHICSCALE NOTES & DETAILS WITH C45 WELD METAL 1. ALL GROUNDING TO BE INSTALLED IN 5 0 2.5 5 10 20 ACCORDANCE WITH VERIZON WIRELESS _ NO. 2 SQ TINNED _ STANDARD NATO 46 SHEET NUMBER: REVISION: CONDUCTOR DUCTOR 2. CONTRACTOR TO MODIFY OR ADD IN FEET ) NECESSARY GROUNDING TO PROVIDE A MAX. RESISTANCE OF 5 OHMS SCALE SCALE: 36" - GROUNDING NOTES NONE 5 CADWELDS NONE SCALE: 2 GROUNDING LAYOUT X 1- a°ALE z4" X----I1 LAX-387—AWS Cit Building of Menifee 9 & Safety Dept JUN 0 5 2014 E?ceeVed FDH Engineering,Inc.,6521 Meridian Drive Raleigh,NC 27616,Ph.919.755,1012 Structural Analysis for SBA Network Services, Inc. COPY\v( 76' Monopole Tower(77'A.G.L.)`C C v P Y SBA Site Name: Rice Canyon SBA Site ID: CA45406-A-01 Verizon Site Name: Canyon Lake FDH Project Number 13SEV04400 Analysis Results Tower Com onents 22.7% Sufficient _ Foun nt: n4r-a-rrr14.2% Sufficient BUILDING AND SAF TY PARTMENT PLAN APPROVAL N REVIEWED BY JUN 18 2014 DATE O Prepared By: *Approval of these plans shall not be construed to he a permit for,or an Reviewed By: {�j pprov lns any violation of any provisions of the federal,state or ZI" — !K'� ions and ordinances. This set of approved plans must be k t o — obsite until completion. Jonathan N. Rodriguez,EIT Christopher G. Ply, PE Project Engineer Vice President-Structural Engineering CA PE License No. C72814 FDH Engineering,Inc. 6521 Meddien Drive Raleigh, NC 27616owl (919)755-1012 info@fdh-inc.comNovember4,2013 �,oj3 Pmnamd pursuant to ANSIITIA-222-G Shuctuml Standard for Antenna Su000rting Structures and Antennas and 2010 California Building Code(CBC) Document No.ENG-RPT-501S Revision Date:06/17/11 I Structural Analysis Report SBA Network Services,Inc. SBA Site ID:CA45406-A-01 November 4.2013 TABLE OF CONTENTS 11 EXECUTIVESUMMARY............................................................................................................................................................3 Conclusions............................................................................................................................................................................3 Recommendations.................................................................................................................................................................3 APPURTENANCELISTING.......................................................................................................................................................4 RESULTS...................................................................................................................................................................................5 GENERALCOMMENTS............................................................................................................................................................6 LIMITATIONS.............................................................................................................................................................................6 APPENDIX.................................................................................................................................................................................7 Document No.ENG-RPT-501S Revision Date:06/17/11 2 it i Structural Analysis Report SBA Network Services,Inc. SBA Site ID:CA45406-A-01 November 4,2013 EXECUTIVE SUMMARY At the request of SBA Network Services, Inc., FDH Engineering, Inc. performed a structural analysis of the monopole located in Sun City, CA to determine whether the tower is structurally adequate to support both the existing and proposed loads pursuant to the Structural Standard for Antenna Su000rting Structures and Antennas, ANSII FIA-222-G and 2010 California Building Code(CBC). Information pertaining to the existing/proposed antenna loading,current tower geometry,geotechnical ; data,foundation dimensions,and member sizes was obtained from: ❑ GEM Engineering Company(Job No.9522)original design drawings dated June 24, 1998 ❑ BSK&Associates(Job No.03200332) Soil and Foundation Investigation dated June 4, 1998 ❑ SBA Network Services, Inc. The basic design wind speed per the ANSIITIA-222-G standard and 2010 CBC is 85 mph without ice. Furthermore, this structure was analyzed as a Class II structure with Exposure Category C,topographical factor of 1, and Spectral Response Accelerations Ss= 1.500 and S, =0.600. Conclusions With the existing and proposed antennas from Verizon in place at 63 ft, the tower meets the requirements of the ANSIITIA- 222-G standard and 2010 CBC provided the Recommendations listed below are satisfied. Furthermore, provided the foundation was constructed per the original design drawings(see GEM Engineering Company Job No. 9522)and utilizing the existing soil parameters (see BSK &Associates Job No. 03200332), the foundation should have the necessary capacity to support the existing and proposed loading. For a more detailed description of the analysis of the tower, see the Results section of this report. Our structural analysis has been performed assuming all information provided to FDH Engineering, Inc. is accurate(i.e., the steel data, tower layout, existing antenna loading, and proposed antenna loading) and that the tower has been properly erected and maintained per the original design drawings. Recommendations To ensure the requirements of the ANSIITIA-222-G standard and 2010 CBC are met with the existing and proposed loading in place,we have the following recommendations: 1. The proposed feed lines should be installed inside the pole's shaft. 2. RRH/RRU Stipulation: The proposed equipment may be installed in any configuration as determined by the client. Document No.ENG-RPT-501 S Revision Date:06/17/11 3 I li { Structural Analysis Report SBA Network Services,Inc. SBA Site ID:CA45406-A-01 November 4,2013 APPURTENANCE LISTING The proposed and existing antennas with their corresponding cables/coax lines are shown in Table 1. If the actual layout determined in the field deviates from the layout, FDH Engineering, Inc.should be contacted to oerform a revised analysis. Table 1 -Appurtenance Loading Existing Loading: Antenna Coax and Mount Elevation Description Lines' Carrier Elevation Mounte- -- -- - -- 76 (3)Empty Standoffs Assumed 71 12 EMS RV65-12-05DBL 12 7/8" Sprint 71 3 T-Arms 63 3 AndrewADFDO820-6565-XDM-VTM 6 7/8" Verizon 63 3 T-Arms (6)Andrew SHBX-6516DS-VTM (12)7/8" (3)T-Arms 50 3 Radiowaves HPD2-18 6 112" Metro PCS 50 Assumed CeAa=7.28 W ea. 1.Feed lines installed inside the pole's shaft unless otherwise noted. Proposed Loading: MountAntenna Coax and Elevation Description Lines Carner Elevation Mount Type (3)Andrew DBXLH-6565A-VTM (18)7/8" 63 (3)Andrew SBNH-1 D65656 (1)0.314"RET Verizon 63 (3)T-Arms 3 Ericsson RRUS-12 RRUs 2 1-5/8"Fiber Document No.ENG-RPT-501S Revision Date:06/17/11 4 Structural Analysis Report SBA Network Services,Inc. '. SBA Site ID:CA45406-A-Ot November 4.2013 RESULTS The following yield strength of steel for individual members was used for analysis: Table 2-Material Strength StrengthMember Type Yield Tower Shaft Sections 65 ksi Base Plate 65 ksi ' Anchor Bolts 75 ksi Table 3 displays the summary of the ratio(as a percentage) of force in the member to their capacities. Values greater than 100% indicate locations where the maximum force in the member exceeds its capacity. Note: Capacities uD to 105% are considered acceptable. Table 4 displays the maximum foundation reactions. Table 5 displays the maximum antenna rotations at service wind speeds (dishes only). If the assumptions outlined in this report differ from actual field conditions, FDH Engineering, Inc. should be contacted to perform a revised analysis. Furthermore,as no information pertaining to the allowable twist and sway requirements for the existing or proposed appurtenances was provided,deflection and rotation were not taken into consideration when performing this analysis. See the Appendix for detailed modeling information Table 3-Summary of Working Percentage of Structural Components Section Elevation Component Pass No. ft T , Size %Capacity* Fall - 77-37 Pole TP29.52x17.525x0.3125 13.3 Pass L2 37-1 Pole TP39.69x27.6955x0.3125 22.7 Pass Anchor Bolts 12 2.25"0 w/B.0=46" 17.3 Pass Base Plate PL 55"0 x 2.2T Thk. 11.6 Pass *Seismic loading does not control section capacities. Table 4-Maximum Base Reactions Current Analysis Base Reactions (ANSYTIA-222-G)' Original Design Seismic Wind (TIAIEIA-222-F) Axial 16 k 21 k Shear** 9 k 9 k 12 k Moment -- 487 k-ft 1,542 k-ft *Foundation determined to be adequate per independent analysis. **Seismic shear controls this analysis. Table 5-Maximum Antenna Rotations at Service Wind Speeds(Dishes Only) Centerline Elevation(ft) Antenna Tilt dep Twist deg 50 (3)Radiowaves HPD2-18 0.2225 0.0001 *Allowable till and twist to be reviewed by the carrier. Document No.ENG-RPT-501 S Revision Date:06/17/11 5 Structural Analysis Report SBA Network Services,Inc. SBA Site ID:CA45406-A-01 November 4,2013 GENERAL COMMENTS This engineering analysis is based upon the theoretical capacity of the structure. It is not a condition assessment of the tower and its foundation. It is the responsibility of SBA Network Services, Inc.to verify that the tower modeled and analyzed is the correct structure (with accurate antenna loading information) modeled. If there are substantial modifications to be made or the assumptions made in this analysis are not accurate, FDH Engineering, Inc. should be notified immediately to perform a revised analysis. LIMITATIONS All opinions and conclusions are considered accurate to a reasonable degree of engineering certainty based upon the evidence available at the time of this report. All opinions and conclusions are subject to revision based upon receipt of new or additional/updated information. All services are provided exercising a level of care and diligence equivalent to the standard and care of our profession. No other warranty or guarantee, expressed or implied, is offered. Our services are confidential in nature and we will not release this report to any other party without the client's consent. The use of this engineering work is limited to the express purpose for which it was commissioned and it may not be reused, copied, or distributed for any other purpose without the written consent of FDH Engineering, Inc. Document No.ENG-RPT-501S Revision Date:06/17111 6 i i I i Structural Analysis Report SBA Network Services,Inc. SBA Site ID:CA45406-A-01 November 4,2013 APPENDIX Document No.ENG-RPT-501S Revision Date:06/17/11 7 ]>on DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION LlgMning Rod ]7 RRUS-12 63 (3)Empty Standoffs 76 RRUS-12 63 1 (4)RV65-12-051)[3 pum Pipe 71 RRUS-12 63 ' ph RM65-12-05DBLwIMount Pipe ]i (3)T-A.a 50 REIM (4)RM8512-05DBLwIMount Pipe 71 (22 SHBX-6516DS-VIM w/Mount Pipe 50- (3)T Arms 71 (2)SHBX-8516BSVIM wI Mount Pipe 50 (3)T-Arms 63 (2)SHBX-6516DSVrM wl Mount Pipe 50 DBXLH-6565A-VrM w/Mount Pipe 63 Dish Mount Pipe 50 DBXLH-6565A-VIM w/Mauna Plpe 63 Utah Mount Pipe 50 DBXLH-8565A-VrM w/Mount Pip. 63 Dish Mount Pipe 50 SBNH-1 D6565B wrMount Plpe 63 HPD2-1a 50 SBNH-1 D65658 wIMmIt Plpe 163 HPD2-16 150 SBNH-1 D65658 wNsont Pipe 163 HPD246 150 1 i MATERIAL STRENGTH GRADE Fy, Fu GRADE Fy Fu A572A5 65 ks1 60 ks1 I TOWER DESIGN NOTES 1. Tower is located in Riverside County,California. 2. ower designed for Exposure C to the TIA-222-G Standard. 3. ower designed for 85 mph basic wind in accordance with the TIA-222-G Standard. mom _ 8Flections are based upon a 60 mph wind. 5._ owor Structure Class I. opographic Category 1 with Crest Height of 0.00 ft 7. OWER RATING:22.7% Q 37.0 it to ALL REACTIONS ARE FACTORED AXIAL 16K SHEAR MOMENT 9 K 487 kip-fr 1.on TORQUE 0 kip-fr s REACTIONS-85 mph tMND g g E o 0Pt FDHEngineering,Inc. obi Rice Canyon,CA45406-A-01 6521 Meridian Drive Prei°at:13SEV04400 Raleigh, NC 27616 "iem:SBA Network Services,Inc.Dmw°by:Jonathan Rodrigue Appd' Towornnelyais Phone:91 97 551 01 2 code' TIA-222-G Daau11/04/13 Soeie: NTS FAX:9197551031 Path' Dwg No.E-1 Job Page WxTower Rice Canyon, CA45406-A-01 1 of 16 FDHEngineering,Ina Project Date 6521 Mendien Drive 13SEV04400 13:56:14 11/04/13 Raleigh,NC 27616 Client Designed by Phone:9197551012 SBA Network Services, Inc. FAX:9197551031 Jonathan Rodriguez A S T bf. IIIJOWA;i There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in Riverside County,California. Basic wind speed of 85 mph. Structure Class 11. 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. Consider Moments-Legs Distribute Log Loads As Uniform Treat Feedline Bundles As Cylinder Consider Moments-Horizontals Assume Legs Proved Use ASCE 10 X-Brace Ly Rules Consider Moments-Diagonals Assume Rigid Index Plate Calculate Redundant Bracing Forces Use Moment Magnification Use Clear Spans For Wind Area Ignore Redundant Members in PEA Use Code Stress Ratios Use Clear Spans For KLA SR Leg Bolts Resist Compression Use Code Safety Parton-Guys Retension Guys To Initial Tension All Leg Panels Have Same Allowable Escalate Ice Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz Use Azimuth Dish Coefficients Consider Feedline Torque Use Special Wind Profile Project Wind Area of Apron. Include Angle Block Shear Check Include Bolts In Member Capacity Aulocad Torque Ann Areas Thffiidu2 ffiSheRT.Wxwn=1!M,.ctv.nWMW Leg Bolts Are At Top Of Section SR Members Have Cut Ends Secondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub-Critical Flow Use Dimond Inner Bracing(4 Sided) Triangulate Dimond Inner Bracing Use Top Mounted Sockets Add IBC.6D+W Combination Use TIA-222-G Tension Splice Capacity Exemption 7apereM 6 IiWlI36o btry Section Elevation Section Splice Number TOP Bottom, wait Bend Pole Grade Length Length of Diameter Diameter Thickness Radius ft ft Sides in in in in Ll 77.00-37.00 40.00 4.00 1s 17.5250 29,5200 0.3125 1.2500 A572-65 (65 kso L2 37.00-1.00 40.00 18 27.6955 39.6900 0.3125 1,2500 A572-65 (65 Lift i ll?X'Tdwer Job Page Rice Canyon, CA45406-A-01 2 of 16 { FDH Engineering,Inc. Project Date 6521 Meridien D,eve 13SEV04400 13:56:14 11/04/13 Raleigh,NC 27616 Client Designed b Phone:9197551012 SBA Network Services, , Inc. 9 v FA 9197551031 Jonathan Rodriguez Section Tip Did. Area I r C I/C J ItIQ w w/t in in' in' in in in' in, in' in L1 1T7954 17.0726 639.0374 6.1104 8.9027 71.7802 1278,9156 8,5379 2.5344 8.11 29,9754 28.9702 3122.3210 10.3687 14,9962 208.2080 6248.7504 14.4878 4,6455 14.866 L2 29.3407 27.1605 2572.9863 9.7210 14.0693 182,8793 5149.3582 13.5828 4.3244 13.838 '. 40.3023 39.0576 7651.3631 13.9790 20.1625 379.4845 15312,7942 19.5325 6.4354 20.593 Tower Gusset Gusset Gusset Grade Adjust.Factor Adjust. Weight Mult. Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt (perfaee) A, Spacing Spacing Diagonals Horizontals R f in in in LI 77.00-37.00 1 1 ] L2 37.004.00 1 1 1 - Feed Line/Linear_Appurtenances Entered As Area Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Leg ft ft2/ft p(f 7/8" C No Inside Pole 77 00-1.00 12 No Ice 0.00 0.54 *** 7/8" C No Inside Pole 63.00-1.00 18 No Ice 0.00 0.54 314" C No Inside Pole 63.00-1.00 1 No Ice 0.00 0.20 LDF7-50A(1-5/8") C No Inside Pole 63.00-1.00 2 No Ice 0.00 0.82 7/8" C No Inside Pole 50,00-1 00 12 No Ice 0.00 0.54 1/2" C No Inside Pole 50,00-1.00 6 No Ice 0,00 0.25 -- Feed LinelLjnear`A purtenance_s Section Areas - == - = Traver Tower Face A, AR CAAA CAAA Weight Section Elevation In Face Out Face fl t" fit R' ih' x LI 77.00-37.00 A 0.000 0,000 0.000 0.000 0.00 B 0,000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.66 L2 37.00-1.00 A 0.000 0,000 0000 0.000 0.00 B 0.000 0.000 0,000 0.000 0.00 C 0.000 0.000 0.000 0,000 0.94 :Feed Line Center of Pressure _ _ Section Elevation CPx CPy CPx CPz Ice Ice R in in in in Ll 77.00-37.00 0.0000 0,0000 0.0000 0.0000 L2 37.00-1.00 0.0000 0.0000 0.0000 0.0000 tnxTower Job Page Rice Canyon, CA45406-A-01 3 of 16 FDMEngineering,Inc. Project Date 6521 Merldlen Drive 13SEV04400 13:56:14 11/04/13 Raleigh,NC 27616 Client Designed by Phone:9197551012 SBA Network Services, Inc. FAX.-9197551031 Jonathan Rodriguez Oz-Shi- IOJ6 Factor Ka. Traver Line Description Se Feed Line K;Section gmmE'r No cc Ice _Discrete Tower Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or YJVPe Horz Adjustment Front Side Leg Lateral Vert ft ft fiT Jr, K ft fit Lightning Rod C From Leg OM 0.0000 77.00 No tee 0.25 0.25 0.03 0.00 2.00 (3)T-Anus C None 0.0000 71.00 No Ice 11.59 11,59 0.77 (4)RV65-12-05DBL A From Leg 4,00 0.0000 71.00 No Ice 6.31 4.93 0.05 w/Mount Pipe 0.00 0.00 (4)RV65-12-05DBL B From Leg 4.00 0.0000 71.00 No Ice 6.31 4.93 0.05 w/Mount Pipe 0,00 0.00 (4)RV65-12-OSDBL C From Leg 4.00 00000 71.00 No Ice 6.31 4.93 0r05 w/Mount Pipe 0.00 0.00 (3)Empty Standoffs C None 0.0000 76r00 No Ice 2.83 2.83 0.20 (3)T-Arms A None 0.0000 63.00 No Ice 5.64 5.64 0,34 DBXLII-6565A-VTMw/ A From Leg 4.00 0.0000 63.00 No Ice 5.70 4.17 0.05 Mount Pipe 0.00 0.00 DBXLH-6565A-VTM w/ B From Leg 4.00 0.0000 63.00 No Ice 5.70 4.17 0.05 Mount Pipe 0.00 0.00 DBNLF[-6565A-VTM w/ C Fiom Leg 4.00 0.0000 63.00 No Ice 5.70 4.17 0.05 Mount Pipe 0.00 0.00 SBNII-ID6565B w/Mount A From Leg 4.00 0.0000 6100 No Ice 8.68 7.42 0.09 Pipe 0.00 OEO SBNH-ID6565B w/Mount B From Leg 4.00 0.0000 6100 No Ice 8.68 7.42 0.09 Pipe 0.00 OA)O SBN14-ID6565B w/Mount C From Leg 400 0.0000 63+00 No Ice 8.68 7+42 0.09 Pipe OEO 0.00 RRUS-12 A From Leg 4.00 0,0000 63.00 No Ice 3.15 142 0.06 0.00 0.00 RRIJS-12 B From Leg 4.00 0.0000 63.00 No Ice 115 1+42 0,06 0.00 M Job Page A'"wer Rice Canyon, CA45406-A-01 4 of 16 FDHEngineering,Inc. Project Date 6521 Meridian Drive 13SEV04400 13:56:14 11/04/13 Raleigh,NC 27616 Client Designed by Phone:9197551012 SBA Network Services, Inc. FAx 9197551031 Jonathan Rodriguez Description Face Offset Offsets: Azimuth Placement CAAA CAA Weight or Type Horz Adjustment Front Side Leg Lateral Pert ft oft " ft, K n 0.00 RRUS-12 C From Leg 4.00 0.0000 63.00 No Ice 3.15 1.42 0.06 0.00 0.00 (3)T-Arms A None 0.0000 50,00 No Ice 11.59 11.59 0.77 (2)SH3X-6516DS-VTM w/ A From Leg 4.00 0.0000 50.00 No Ice 6.11 4,47 0.05 Mount Pipe 0.00 0.00 (2)SIIBX-6516DS-VTM w/ B Front Leg 4,00 0.0000 50.00 No Ice 6.11 4.47 0.05 Mount Pipe 0.00 0.00 (2)SHBX-6516DS-VTM w/ C From Leg 4.00 0.0000 50.00 No Ice 6.11 4.47 0.05 Mount Pipe 0.00 0.00 Dish Mount Pipe A From Leg 4,00 0.0000 50,00 No Ice 1.40 1.40 0.03 0.00 0.00 Dish Mount Pipe B From Leg 4.00 0.0000 50.00 No Ice 1.40 1.40 0.03 0.00 0.00 Dish Mount Pipe C From Leg 4.00 0.0000 50.00 No Ice 1.40 1.40 0.03 0.00 0.00 Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Hom Adjustment Beam Diameter Area Leg Lateral Width Vert n it n� K I-iPD2-18 A Paraboloid From 4.00 0.0000 50.00 2.04 No Ice 3.27 0.03 w/Shroud(HP) Leg 0.00 0.00 HPD2-18 B Paraboloid From 4.00 0,0000 50.00 2.04 No Ice 3.27 0,03 w/Shroud(NP) Leg 0.00 0.00 HPD2-18 C Paraboloid From 4.00 0,0000 50.00 2.04 No Ice 3.27 0.03 w/Shroud in?) Leg 0.00 0,00 Tower Pressures - N® Ice Gn=L.1oo tdExTower Job Page Rice Canyon, CA454O6-A-01 5 of 16 Project Date FDHEngineering,Inc. 1, 6521 Meridien Drive 13SEV044OO 13:56:14 11/04/13 Raleigh,NC 27616 Client Designed by Phone:9197551012 SBA Network Services, Inc. Jonathan FAK 9197551031 Rodriguez Section z Kz E16 Ao F AR AR Ate, Leg CAAA CAAA Elevation a % In Out c Face Face 11 t, e tz fi2 t2 1�2 L177.00-37.00 55.67 1.119 79.618 A 0.000 79.618 79.618 100.00 0.000 0.000 B 0.000 79.618 100M 0.000 0.000 C 0.000 79.618 100,00 0.000 0.000 L2 37.00-1.00 18.63 0.889 104.464 A 0,000 104.464 104,464 100.00 0.000 0.000 B 0.000 104.464 100.00 0.000 0.000 C 0.000 104.464 100.00 0.000 0.000 Tower Press-ure = Service_ GH=1.100 Section z K2 q. AG F AF AR Ate, Leg CAAA CAAA Elevation a % In Out c Face Face f n Psf f? e fi2 ft, ft, ft, n L177.00-37.00 55.67 1.119 9 79.618 A 0.000 79.618 79.618 100.00 0.000 0.000 B 0.000 79,618 100.00 0.000 0.000 C 0.000 79.618 100.00 0.000 0.000 L2 37.00-1.00 18.63 0.889 7 104.464 A 0.000 104.464 104,464 100.00 0.000 0.000 B 0.000 104.464 100.00 0.000 0.000 C 0.000 104.464 100.00 0.000 0.000 Tower Forces No Ice..=_Wind Normal-.To Face_-- Section Add Self F e CR DF DR A¢ F u Ctrl. Elevation Weight Weight a Face c psf ft K K e ft2 K pbr Ll 0.66 3.13 A 1 0.65 20 1 1 79.618 L11 27.87 C 7700-37.00 B 1 0,65 1 1 79.618 C 1 0,65 1 1 79.618 L2 37.00-1.00 0.94 4.51 A 1 0.65 16 1 1 104.464 1.19 32.94 C B 1 0.65 1 1 104.464 C 1 0,65 1 1 104.464 Sum Weight 160 764 OTM 81.84 2.30 kip-ft Tower Forces - No Ice =Wind GO Section Add Self F e CR q= DF DR A F W Cal. Elevation Weight Weight a Face c ysf K K e ft2K 7 Ll OI>6 3.13 A 1 0.65 20 1 1 79,619 1.11 27.87 C 77.00-37.00 B 1 0.65 l 1 79.618 C 1 0.65 1 1 79.619 L2 37.004.00 0.94 4.51 A 1 0.65 16 1 1 104.464 1.19 3194 C Job Page MxTower Rice Canyon, CA45406-A-01 6 of 16 FDHEngineering,Inc. Project Date 6521 Meridien Drive 13SEV04400 13:56:14 11/04/13 Raleigh,NC 27616 Client 1i Designed by Phone:9197551012 SBA Network Services, Inc. Jonathan FAX..9197551031 Rodriguez i Section Add Self F e CF gf Dr DR AE F it Cal. Elevation Weight Weight a Face c Psf f2 K K e K PV B 1 0.65 I 1 104.464 C 1 0.65 1 1 104.464 Sum Weight: 1.60 7.64 OTM 81.84 2.30 ki -11 _Towei.Forces- No Ice Wind 90 To-Face Section Add Self F e Cr 9: Dr De AE F w Ctrl. Elevation Weight Weight a Face c Psf fl K K e K pv L1 0.66 3.13 A 1 0.65 20 1 1 79.618 1.11 27.87 C 77.00-37.00 B I 0.65 1 1 79.618 C 1 0.65 1 1 79.618 L2 37.00-1.00 0.94 4.51 A 1 0.65 16 1 1 104.464 1.19 32.94 C B 1 0.65 1 1 104.464 C 1 0.65 1 1 104.464 Sum Weight: 1.60 7.64 OTM 81.84 2.30 ki -ft Tower Forces Service Wmd__Normal_To Face Section Add Self F e CF g: Dr De AE F w Chi.. Elevation Weight Weight a Face c Psf K K e x K L1 0.66 3.13 A 1 0.65 9 1 1 79.618 0.50 12.42 C 77.00-37.00 B 1 0.65 1 1 79.618 C 1 0.65 1 1 79.618 L2 37.00-1 00 0.94 4.51 A 1 0.65 7 1 1 104.464 0.53 14.69 C B 1 0.65 1 1 104.464 C 1 0.65 1 1 104,464 Sun Weight: 1.60 7.64 OTM 36.49 1.03 kip-f Toweorces=- Service Wind 60 To=Face Section Add Sell F e Cr q, DF DR Az F w Ctrl. Elevation Weight Weight a Face c psf K K e fiLl K air Ll 0.66 3.13 A 1 0.65 9 1 1 79.618 0.50 12A2 C 7700-37.00 B 1 0.65 1 1 79,618 C 1 0.65 1 1 79.618 �*owed Mx Job Page j Rice Canyon, CA45406-A-01 7 of 16 FDHEngineering,Ina Project 6521 Meridien Drive 13SEV04400 13:56:14 11/04/13 Raleigh,NC 27616 Client Designed by Phone:9197551012 SBA Network Services, Inc. FAX 9197551031 Jonathan Rodriguez ii Section Add Self F e CR q, DF DR Ae F w Col. Elevation Weight Weight a Face c psf R x K e x Plf L2 37.00-1.00 0.94 4.51 A l 0.65 7 1 1 104.464 0.53 14.69 C B l 0.65 1 1 104.464 C l 0.65 1 1 104.464 Sum Weight: 1.60 7.64 OTM 36.49 1.03 ki -ft TowerForces - Service Section Add Self F e CF q. DF DR As F w CO.. Elevation Weight Weight a Face c psf ft K K e K Plf Ll 0.66 3.13 A 1 0.65 9 1 1 79618 0.50 12.42 C 77,00-37,00 B 1 0.65 1 1 79.618 C 1 0.65 1 l 79.618 L237.00-1.00 0.94 4.51 A 1 0,65 7 1 1 104.464 0,53 14.69 C B 1 0.65 1 l 104.464 C 1 0,65 1 1 104.464 Sum Weight: 1,60 7.64 OTM 36,49 1.03 ki -f Discrete A urtenance Pressures No Ice cH 100 = _ Description Aiming Weight Offset, Offset, z K, qa CAAc GAe Azimuth Front Side K t Jt A sf it, fi2 Lightning Rod 240.0000 0.03 -0 63 0.37 79.00 1.204 21 0.25 0.25 (3)T-Arras 0.0000 0.77 0.00 0.00 71,00 1,178 21 11.59 11.59 RV65-12-05DBL 0,0000 0.20 0.00 -4.81 7100 1.178 21 2525 19.72 w/Mount Pipe RV65-12-05DBL 120.0000 0.20 4.16 2.40 7100 1.178 21 25.25 19.72 w/Mount Pipe RV65-12-05DBL 240.0000 0.20 -4,16 2.40 71.00 1.178 21 25,25 19.72 W/Moum Pipe (3)Empty Standoffs 0.0000 0,20 0.00 0.00 76.00 1.195 21 2,83 2.83 (3)T-Arms 0.0000 0.34 0.00 0.00 63.00 1,148 20 5,64 5.64 DBXLH-6565A-VTM w/ 0,0000 0.05 0.00 -4.91 63.00 1.148 20 5,70 4.17 Mount Pipe DBXI-H-6565A-VTM w/ 120.0000 0.05 4.25 2.45 63.00 1.148 20 5.70 4.17 Mouut Pipe DBXLH-656SA-VTM w/ 240,0000 0.05 -4.25 2.45 63.00 1.148 20 5.70 4.17 Mount Pipe SBNH-ID6565B 0.0000 0.09 0.00 -4.91 63.00 1.148 20 8,68 7.42 w/Mount Pipe SBNH-1D6565B 120.0000 0.09 4.25 2.43 63.00 1.148 20 8.68 7.42 w/Mount Pipe SBNH-1D6565B 240.0000 0,09 -4.25 2.45 63.00 1148 20 868 7.42 w/Mount Pipe RRUS-12 0.0000 0.06 0.00 -4.91 63.00 1.148 20 3,15 1.42 I i Job Page WxTower Rice Canyon, CA45406-A-01 8 of 16 FDHEngineering,Inc. Project Date 6521 Meridian Drive 13SEV04400 13:56:14 1 1/0411 3 Raleigh,NC 27616 Client Designed by Phone:9197551012 SBA Network Services, Inc. FAX 9197551031 Jonathan Rodri uez Description Aiming Weight Offset, Offset, z K qz CnAc CAAc Azimuth Front Side K fi fl A mf ft2 III RRUS-12 120.0000 0.06 4.25 2.45 63.00 1.148 20 3.15 1.42 RRUS-12 240.0000 0.06 -4.25 2,45 63,00 1.148 20 3.15 1.42 (3)T-Anns 0.0000 0.77 0.00 0.00 50.00 1,094 19 11.59 11.59 SIMX-6516DS-VTM w/ 0,0000 0.10 0.00 -5.07 50,00 1.094 19 12.21 8.94 Mount Pipe SI-BX-6516DS-VTM w/ 120.0000 0.10 4.39 2.53 50.00 1.094 19 1221 8.94 Mount Pipe SIMX-6516DS-VTM w/ 240.0000 0.10 -4.39 2,53 50.00 1.094 l9 12.21 8.94 Mount Pipe Dish Mount Pipe 0.0000 0.03 0.00 -5.07 50,00 1.094 l9 ].40 1.40 Dish Mount Pipe 120,0000 0.03 4.39 2.53 50,00 1.094 19 1.40 1.40 Dish Mount Pipe 240 0000 0.03 -4.39 2.53 50.00 1.094 19 1 40 1.40 Sum 3.70 Weight z Discrete A urtenance Pressures Service Description Aiming Weight OSsrG Offset, z K, qz CAAc CAAC Azimuth Plan Side o K ft fi fi Psft Lightning Rod 240.0000 0.03 -0.63 0.37 79.00 1.204 9 0.25 0.25 (3)T-Arms 0.0000 0.77 0,00 0,00 71.00 1.178 9 11.59 11.59 RV65-12-05DBL 0.0000 0.20 0.00 -4.81 71.00 1.178 9 25.25 19.72 w/MountPipe RV65-12-05DBL 120.0000 0.20 4.16 2.40 71.00 1.179 9 25.25 19.72 w/Mount Pipe RV65-12-05DBL 240.0000 0.20 -4.16 2.40 71.00 1.178 9 25.25 19,72 w/MountPipe (3)Empty Standoffs 0,0000 0.20 0.00 0.00 76.00 1.195 9 2.83 2,83 (3)T-Arms 0.0000 0.34 0.00 0.00 63.00 1.148 9 5.64 5,64 DBXLI-I-6565A-VTM w/ 0,0000 0.05 0.00 -4.91 63.00 1.148 9 5.70 4.17 Mount Pipe DBXLH-6565A-V'IM w/ 120.0000 0.05 4.25 2.45 63.00 1,148 9 5.70 4,17 Mount Pipe DBXLH-6565A-VTM w/ 240.0000 0.05 -4.25 2.45 63.00 1.148 9 5.70 4.17 Mount Pipe SBNH-1D6565B 0,0000 0.09 0.00 -4.91 63.00 1.148 9 8.68 7.42 w/MountPipe SBNII-1D6565B 120.0000 0.09 4.25 2.45 63.00 1.148 9 8.68 7.42 w/Mount Pipe SBNH-1D6565B 240.0000 0.09 -4.25 2.45 63.00 1,148 9 8.68 7.42 w/Mount Pipe RRUS-12 0.0000 0.06 0.00 -4.91 63.00 1,148 9 3.15 1.42 RRUS-12 120.0000 0.06 4.25 2.45 63.00 IA48 9 3.15 1.42 RRUS-12 240.0000 0.06 -4.25 2.45 63.00 1.148 9 315 1.42 (3)T-Anus 0.0000 0.77 0,00 0.00 50.00 L094 9 1 LS9 11.59 SHBX-6516DS-VTM w/ 0.0000 0A0 0,00 -5.07 50,00 1,094 9 12.21 8.94 Mount Pipe SHBX-6516DS-V'pM w/ 120.0000 0.10 4.39 2.53 50.00 1.094 9 12.21 8.94 Mount Pipe SI-BX-6516DS-VTM w/ 240.0000 0,10 -4.39 2.53 50.00 1094 9 12.21 8.94 Mount Pipe Dish Mount Pipe 0,0000 0.03 0.00 -5,07 50.00 1.094 9 1.40 1.40 Dish Mount Pipe 120.0000 0.03 4.39 2,53 50,00 1.094 9 1.40 1.40 Dish Mount Pipe 240.0000 0.03 -4.39 2.53 50.00 1,094 9 1.40 1.40 Sun 3.70 Weight Job Page MxTower Rice Canyon, CA45406-A-01 9 of 16 FDHEngineering,Inc. Project Date 6521 Meridien Drive 13SEV04400 13:56:14 11104/13 Raleigh,NC 27616 Client Designed by Phone:9197551012 SBA Network Services, Inc. FAX:9197551031 Jonathan I I I Rodriguez Dish Pret-sur'esf o Elevation Dish Arming Weight Offset,, Offset, K AA q. Description Azimuth K J f ft, Psf 50.00 BPD2-18 0.0000 0.03 0.00 -5.07 1,094 3.27 19 50.00 IPD2-18 120.0000 0.03 4.39 2.53 1.094 3.27 19 50.00 HPD2-18 240.0000 0.03 -4.39 2.53 1.094 3.27 19 Sum 0.09 Weight: _ Dish Tressures,�� QMc e- Elevation Dish Aiming Weight Offset,, Offsetz K AA q� ft Description Azimuth K ft ft R2 Psf 50.00 IIPD2-18 0.0000 0.03 0,00 -5.07 1.094 3.27 9 50.00 IRD2-18 120.0000 0.03 4.39 2.53 1.094 3.27 9 50,00 RP132-18 240.0000 0.03 -439 2.53 1,094 3.27 9 Sum 0.09 Weight: Load Vertical So..o� Sun,of Sum of Sun,of F Case F "'re Forces Overturning Overturning x z Moments,M. Moments,Mz K K K kip-ft Leg Weight 7.64 Bracing Weight 0.00 Total Member Self-Weight 7.64 0.02 Total Weight 13.03 0.02 Wind 0 deg-No Ice 0.00 -5.83 -300.38 0.02 Wind 30 deg-No Ice 2.93 -5.05 -260.14 - 50.91 Wind 60 deg-No Ice 5.06 -2.92 -150.41 -260.51 0.00 Wind 90 deg-No Ice 5.84 -0.01 -0.62 -300.74 -0.09 Wind 120 deg-No Ice 5.05 2.92 150,20 -260.12 0.00 Wind 150 deg-No Ice 2.91 5.07 260.79 -149.82 0.09 Wind 180 deg-No Ice 0.00 5.84 300.85 0.02 0.00 Wind 210 deg-No Ice -2.91 5.07 260.79 149.86 -0.09 Wind 240 deg-No Ice -5.05 2,92 150.20 260.16 0.00 Wind 270 deg--No Ice -5,84 -0,01 -0.62 300.78 0.09 Wind 300 deg-No Ice -5.06 -292 -150.41 260.55 -0.00 Stan of Torques Id -0.00 41 0.09 Wind 330 deg-No Ice -2.93 -5.05 -260.14 150.94 -0.09 Total Weight 13.03 0.01 0.02 Wind 0 deg-Service 0.00 -2.60 -133.91 0.02 -0.00 Wind 30 deg-Service 1.31 -2.25 -115.97 -67.27 0.04 Wind 60 deg-Service 2.26 -1.30 -67,05 -116.13 0.00 Wind 90 deg-Service 2.60 -0.01 -0.27 -134.07 -0.04 Wind 120 deg-Service 2.25 1.30 66.97 -115.96 0.00 Wind 150 deg-Service 1.30 2.26 116.27 -66.79 0,04 Wind 180 deg-Smite 0.00 2.61 134,13 0.02 OfX) Wind 210 deg-Service -1.30 2.26 116.27 66.82 -0.04 Wind 240 deg-Service -2.251 1.301 66.971 116.001 0.001 [[F.e4Tower Job Page 1 ,( Rice Canyon, CA45406-A-01 10 of 16 Project Date + FDHEngineenDri Inc Project 13:56:14 11/04/13 6521 Meridie Drive i, Raleigh,NC 27616 Client Designed by Phone:91975vo12 SBA Network Services, Inc. Jonathan FAX:9197551031 Rodriguez 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 K K K ki - ki -t ki -t Wind 270 deg-Service -2.60 -0.01 -0.27 134.10 0.04 Wind 300 deg-Service -2.26 -1.30 -67.05 116.17 -0.00 Wind 330 deg-Service -1.31 -2.25 -115.97 67.30 -0.04 - - - Load Combination s Comb. Description No. 1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg-No Ice 3 0.9 Dead+1.6 Wind 0 deg-No Ice 4 1.2 Dead+1.6 Wind 30 deg-No Ice 5 0.9 Dead+L 6 Wind 30 deg-No Ice 6 1.2 Dead+1.6 Wind 60 deg-No Ice 7 0.9 Dead+1 6 Wind 60 deg-No Ice 8 l 2 Dead+1.6 Wind 90 deg-No Ice 9 0.9 Dead+1.6 Wind 90 deg-No Ice 10 1 2 Dead+1.6 Wind 120 deg-No Ice 11 0.9 Dead+1.6 Wind 120 deg-No Ice 12 1.2 Dead+1.6 Wind 150 deg-No Ice 13 0.9 Dead+16 Wind 150 deg-No Ice 14 1.2 Deadi-1 6 Wind 180 deg-No Ioe 15 0.9 Dead+1 6 Wind 180 deg-No Ice 16 12 Dead+1.6 Wind 210 deg-No Ice 17 0.9 Dead+1.6 Wind 210 deg-No Ice 18 1.2 Dead+1.6 Wind 240 deg-No Ice 19 0.9 Dead+1.6 Wind 240 deg-No Ice 20 1.2 Dead+1 6 Wind 270 deg-No Ice 21 0.9 Deadi-16 Wind 270 deg-No Ice 22 1.2 Dead+1 6 Wind 300 deg-No Ice 23 0.9 Dead+1.6 Wind 300 deg-No Ice 24 1.2 Dead+1.6 Wind 330 deg-No Ice 25 0.9 Dead+1.6 Wind 330 deg-No Ice 26 Dead+Wind 0 deg-Service 27 Dead+Wind 30 deg-Service 28 Dead+Wind 60 deg-Service 29 Deed+Wind 90 deg-Service 30 Deed+Wind 120 deg-Service 31 Dead+Wind 150 deg-Service 32 Dead+Word 180 deg-Service 33 Dead+Wind 210 deg-Service 34 Dead+Wind 240 deg-Service 35 Dead+Wind 270 deg-Service 36 Dead+Wind 300 deg-Service 37 Dead+Wind 330 deg-Service --Maximum Member Forces Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip-$ kip ft Ll 77-37 Pole Max Tension l 0.00 0.00 0.00 Max.Compression 10 -8.47 -132.07 -76.28 Iriwer Job rage Rice Canyon, CA45406-A-01 11 of 16 FDHEngineering,Ine. Project Date 6521 Meridien Drive 13SEV04400 13:56:14 11/04/13 Raleigh,NC 27616 Client Designed by Phone:9197551012 FAX:9197551031 SBA Network Services, Inc. Jonathan Rodriguez i Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. Jt Type Load Moment Moment Comb. K ldp-R kip-R Max.Mx 20 -8.47 152.66 0.17 Max.My 14 -8.47 0,02 -152,67 Max.Vy 20 -7.35 152.66 0.17 Max.Vx 14 7.35 0.02 -152.67 Max.Torque 24 0.15 L2 37-1 Pale Max Tension 1 0.00 0,00 0.00 Max.Compression 10 -15.64 -420.74 -242.94 Max.Mx 20 .15.64 486.48 1.00 Max.My 14 -15.64 0.02 -486.59 Max.Vy 20 -9.35 486.48 1.00 Max.Vx 14 9.35 002 -486.59 Max.Torque 24 0,15 _ Maximum :Reactions = _ Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Pole Max.Vert 10 15.64 -8.08 -4.67 Max.H, 21 11,73 9,35 0.02 Max.IIz 3 11.73 -0.00 9.33 Max.M. 2 485.84 -0,00 9.33 Max.M. 8 486.43 -9,35 0.02 Max.Torsion 24 0.15 4,69 8.08 Min,Vert 15 11.73 -0.00 -935 Min.H. 9 11.73 -9.35 0.02 Min.H, 15 11.73 -0.00 -9.35 Min.M. 14 -486.59 -0.00 -9.35 Min.Mz 20 -486.48 9.35 0.02 Min.Torsion 12 -0.15 -4,66 -8.10 _ Tower_Mast Reaction Slurnma = =- __ Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment,M, Moment,M. K K K kip-R kip-R kip-R Dead Only 13.03 0.00 0.00 0,01 0.02 0.00 1.2 Dead+1.6 Wind 0 deg-No 15.64 0.00 -9.33 -485.84 0.02 -0,01 Ice 0.9 Dead+1.6 Wind 0 deg-No 11.73 0.00 -9.33 -484.51 0.02 -0.01 Ice 1.2 Dead+1.6 Wind 30 deg-No 15.64 4.69 -8,09 -420.76 -244.08 0,14 Ice 0.9 Dead+1.6 Wind 30 deg-No 11.73 4.69 -8.09 -419.62 -243.42 0.14 Ice 1.2 Dead+1.6 Wind 60 deg-No 15.64 8.10 -4.67 -243,28 -421.37 -0,00 Ice 0.9 Dead+1.6 Wind 60 deg-No 11.73 8.10 -4.67 -242,62 -420.22 -0.00 Ice 1.2 Dead+1.6 Wind 90 dog-No 15.64 9.35 402 -1.00 -486.43 -0.14 Ice 0.9 Dead+1.6 Wind 90 deg-No 11.73 9.35 -0.02 -L00 -485.11 -0.14 Ice tnxTo er Job Page i Rice Canyon, CA45406-A-01 12 of 16 FDHEngineering,Inc. Project Date { 6521 Merfdien Drive 13SEV04400 13:56:14 11/04/13 Raleigh,NC 27616 Client Designed by Phone 9197551012 SBA Network Services, Inc. Jonathan FAX, 9197591031 Rodriguez Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment,M Moment,M. K K K kip-l1 kip-/t kip ft 1.2 Dead+1.6 Wind 120 deg- 15.64 8.08 4.67 242.94 420.74 0.01 No Ice 0.9 Dead+1.6 Wind 120 deg- 11.73 8.08 4.67 242.27 -419.59 0.01 '.. No Ice 1.2 Dead+1.6 Wind 150 deg- 15.64 4.66 8.10 421.80 -242.33 0.15 No Ice 0.9 Dead+1.6 Wind 150 deg- 11.73 4.66 8.10 420.65 -241.67 0.15 '.. No Ice 1.2 Dead+1.6 Wind 180 deg- 15.64 0.00 9.35 486.59 0.02 0.01 No Ice 0.9 Dead+1.6 Wind 180 deg- 11.73 0.00 9.35 485.26 0.02 0.01 No Ice 1.2 Dead+1,6 Wind 210 deg- 15.64 -4.66 8.10 421.80 242.37 -0.14 No Ice 0.9 Dead+1.6 Wind 210 deg- 11.73 -4.66 8.10 420.65 241.70 -0.14 No Ice 1.2 Dead+1 6 Wind 240 deg- 15.64 -8.08 4.67 242.94 420.78 -0.00 No Ice 0.9 Dead+1.6 Wind 240 deg- 11.73 -8.08 4.67 242.27 419,63 -0,00 No Ice 1.2 Dead+1.6 Wind 270 deg- 15.64 -9.35 -0.02 -1 00 486.48 0.14 No Ice 0.9 Dead+1.6 Wind 270 deg- 11.73 -9.35 -0.02 -1.00 48S.14 0.14 No Ice 1.2 Dead+1.6 Wind 300 deg- 15.64 -8.10 -4.67 -243.28 421.41 -0.01 No Iee 0.9 Dead+1.6 Wind 300 deg- 11.73 -8.10 -4.67 -242.62 420.26 -0.01 No lee 1 2 Dead+1.6 Wind 330 deg- 15.64 -4.69 -8.08 -420.76 244.13 -0.15 No Ice 0.9 Dead+1.6 Wind 330 deg- 11.73 -4.69 -8.08 -419.62 243.46 -0.15 No Ice Dead+Wind 0 deg-Service 13.03 0.00 -2.60 -135.12 0.02 -0,00 Dead+Wind 30 deg-Service 13.03 1.31 -2.25 -117.02 -67.88 0.04 Dead+Wind 60 deg-Service 13,03 2.26 -1.30 -6766 -117A9 0.00 Dead+Wind 90 deg-Service 13.03 2.60 -0.01 -0.27 -135 28 -0.04 Dead+Wind 120 deg-Service 13.03 2,25 1.30 67.58 -117.01 000 Dead+Wind 150 deg-Service 13.03 1.30 2.26 117.33 -67.39 0.04 Dead+Wind 180 deg-Service 13.03 0.00 2.60 135.35 0,02 0.00 Dead+Wind 210 deg-Service 13.03 -1.30 2.26 117.33 67.43 -0.04 Dead+Wind 240 deg-Service 13.03 -2.25 1.30 67.58 117.05 0,00 Dead+Wind 270 deg-Service 13.03 -2.60 -0.01 -0.27 135.32 0.04 Dead+Wind 300 deg-Service 13.03 -2.26 -1.30 -67.66 117.22 -0.00 Dead+Wind 330 deg-Service 13.03 -1.31 -2.25 -117.02 67.92 -0.04 --Solution -ummarTWOMMUMna- Summ of Applied Forces Smn of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 1 0.00 -13.03 0.00 0.00 13.03 0.00 0.000% 2 0,00 -15.64 -9.33 -0.00 15,64 9.33 0.003% 3 0.00 -11.73 -9.33 -0.00 11.73 9.33 0.003% 4 4.69 -15.64 -8.09 -4.69 15.64 8.08 0.003% 5 4,69 -11.73 -8.08 -4.69 11.73 8.08 0.003% 6 8,10 -15.64 -4.67 -8.10 15.64 4.67 0.003% 7 9.10 -11.73 -4.67 -8.10 11.73 4,67 0.003 8 9.35 -15.64 -0.02 -9.35 15.64 002 0.003% 1 I fi�r 1� taxTower Job Page li Rice Canyon, CA45406-A-01 13 of 16 i FDHEngineering,Inc Project Date 6521 Meridien Drive 13SEVO4400 13:56:1411/04/13 Raleigh,NC 27616 Client Designed b Phone:9197551a12 SBA Network Services, Inc. g Y FAX:9197551031 Jonathan '.. Rodriguez Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 9 9.35 -11.73 -0.02 -9.35 11.73 0.02 0.003% l0 8.08 -15.64 4.67 -8.08 15.64 -4.67 0.003% 11 8.08 -11.73 4.67 -8.08 11.73 -4.67 0.003% 12 4.66 -15.64 8.10 -4.66 15.64 -8.10 0.003% 13 4.66 -11.73 8.10 -4.66 11.73 -8.10 0.003% 14 0.00 -15.64 9.35 -0.00 15.64 -9.35 0.003% 15 0.00 -11.73 9.35 -0.00 11.73 -9.35 0.003% 16 -4.66 -15.64 8.10 4.66 15.64 -8.10 0.003% - 17 -4.66 -11.73 8.10 4.66 11.73 -8.10 0.003% 18 -8.08 -15.64 4.67 8.08 15.64 -4.67 0.003% 19 -8.09 -11.73 4.67 8.08 11.73 -4.67 0,003% 20 -9.35 -15.64 -0.02 9.35 15.64 0.02 0.003% 21 -9.35 -11.73 -0.02 9.35 11.73 0.02 0.003% 22 -8.10 -15.64 -4.67 8.10 15.64 4.67 0.003% 23 -8.10 -11.73 -4.67 8.10 11.73 4.67 0,003% 24 -4.69 -15.64 -8.08 4.69 15.64 8.08 0.003% 25 -4.69 -11.73 -8.08 4.69 11.73 8.08 0.003% 26 0.00 -13.03 -2.60 -0.00 13,03 2.60 0.001% 27 1.31 -13.03 -2.25 -1.31 13.03 2.25 0.001% 28 2.26 -13.03 -1.30 -2.26 13.03 1.30 0,001% 29 2.60 -13.03 -0.01 -2.60 13.03 0.01 0,001% 30 2.25 -13.03 130 -2.25 13.03 -1.30 0.001% 31 1.30 -13.03 2.26 -1.30 1.3.03 -2.26 0.001% 32 0.00 -1303 2.61 -0.00 13.03 -2.60 0.001% 33 -130 -13.03 2.26 1.30 13.03 -2.26 0.001% 34 -2.25 -1303 1.30 225 13.03 -1.30 0.001% 35 -2.60 -13.03 -0.01 2.60 13.03 0.01 0,001% 36 -2.26 -13.03 -1.30 226 13.03 1.30 0.001% 37 -1.31 -13.03 -2.25 1.31 13.03 2.25 0.001% -__ NomlinearConver ence-ROM t3 Load Converged? Number Displacement Force Combination al-cycles Tolerance Tolerance 1 Yes 6 0.00000001 000000001 2 Yes 8 0,00000001 0.00013960 3 Yes 8 0,00000001 0.00012407 4 Yes 8 0.00000001 0,00011654 5 Yes 8 0.00000001 0,00010364 6 Yes 8 0,00000001 0.00011400 7 Yes 8 0.00000001 0,0001O142 8 Yes 8 0.00000001 0.00013991 9 Yes 8 0.00000001 0.00012432 10 Yes 8 0.00000001 0,00011409 11 Yes 8 0.00000001 0.00010151 12 Yes 8 0.00000001 0,00011171 13 Yes 8 0.00000001 0.00009942 14 Yes 8 0.00000001 0.00013972 15 Yes 8 0.00000001 0.00012415 16 Yes 8 0,00000001 0.00011192 17 Yes 8 0.00000001 0.00009960 18 Yes 8 0,00000001 0,00011396 19 Yes 8 0.00000001 0,00010140 20 Yes 8 0.00000001 0,00013993 21 Yes 8 0.00000001 0.00012433 22 Yes 8 0.00000001 0.00011398 a Job Page 1°ttxTower Rice Canyon, CA45406-A-01 14 of 16 s FDHEngineering,Inc. Project Date 6521 Meridian Drive 13SEVO4400 13:56:14 11/04/13 Raleigh,NC 27616 Client Designed by Phone:9197551012 SBA Network Services, Inc. FAX 9197551031 Jonathan Rodriguez 23 Yes 8 0.00000001 0.00010131 24 Yes 8 0,00000001 0,00011685 25 Yes 8 0,00000001 0,00010390 26 Yes 8 0,00000001 0,00004639 27 Yes 8 0.00000001 0.00004538 28 Yes 8 0,00000001 0.00004537 29 Yes 8 0.00000001 0.00004643 30 Yes 8 0.00000001 0,00004533 31 Yes 8 0,00000001 0.00004537 32 Yes 8 0.00000001 0.00004646 33 Yes 8 0.00000001 0.00004539 34 Yes 8 0.00000001 0.00004535 35 Yes 8 0.00000001 0.00004646 36 Yes 8 0,00000001 0.00004539 37 Yes 8 0.00000001 0.00004540 -Maximum Tower Deflections = Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Conrb. o ° Ll 77-37 2.744 32 0.2738 0.0002 L2 41-1 0.862 32 0.1953 0.0001 _ ritrcal Deflections and-Radius of Curvature ;'Seruice Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature Jt Comb. in ° R 77.00 Lightning Rod 32 2.744 0.2738 0.0002 71166 76.00 (3)Empty Standoffs 32 2.685 0.2722 0.0002 71166 71.00 (3)T-Anne 32 2.388 0.2644 0.0002 59305 63.00 (3)T-Anus 32 L926 0.2509 0.0002 25416 50.00 HPD2-18 32 1.246 0.2225 0.000t 13179 Maximum Tower Deflections .Desi n=Wind = - Section Elevation Hove. Gov. Dit Twist No. Deflection Load R in Comb. Ll 77-37 9.870 14 0.9845 0.0007 L2 41-1 3.099 14 0.7025 0.0005 Critical Deflections and Radius of Curvature-' Desi n Wmd .L owed Job Page W Rice Canyon, CA45406-A-01 15 of 16 FDHEngineering,Inc. Project Date 6521 Meridien Drive 13SEV04400 13:56:14 11/04/13 Raleigh,NC 27616 Client Designed by Phone:9197551012 SBA Network Services, Inc. FAX.9197551031 Jonathan Rodriguez Elevation Appurtenance Gov. Deflection Dit Twist Radius of Load Curvature ft Comb. in o $ 77.00 Lightning Rod 14 9.870 0.9845 0,0007 19795 76.00 (3)Empty Standoffs 14 9.655 0,9790 0,0007 19795 71.00 (3)T-Anns 14 8.588 0.9510 0,0007 16496 63.00 (3)T-Arms 14 6,925 0.9022 0.0006 7069 50.00 HPD218 14 4.482 0.8002 0.0005 3665 - - = Com ression Checks = _- Pole Desi' nData Section Elevation Size L L„ K11r A P„ �P„ Ratio No, p ft ft ft in' K K 41 11 77-37(l) TP2952xl 7.525x03125 40.00 0.00. 0.0 27.7804 -8.47 2063.95 0.004 L2 37-1(2) TP39.69x27.6955x0.3125 40.00 0.00 OD 39.0576 -15 64 2712.99 0.006 Pole Ben din Design Data -= Section Elevation Size Mx Ratio M„y Ratio No. M.. ft kip ft kip ft WM. kip-ft krprlt yM L1 77-37(1) TP2.52xl 7.525X0.3125 152.67 1184.83 0.129 0.00 1184.83 0.000 L2 37-1(2) TP39.6927.6955x0.3125 486.59 2196.62 0,222 0.00 2196.62 0.000 Pole Shear Desi n Data Section Elevation Size Actual 0V„ Ratio Actual a Ratio No. Pv E, T, T ft K K Wy kip-ft kin-ft qT Ll 77-37(1) TP29.52x17.525x0.3125 735 1031.97 0.007 0.01 2372.55 0.000 L2 37-1(2) TP39.69x27.6955x0 3125 9.35 1356,49 0.007 0.01 4398.62 0.000 PRO- Pole Interaction Desi Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P„ M„r Ad, Pu T� Stress Stress it d,p° (,-, w.' jV Ratio Ratio Ll 77-37(1) 0,004 0.129 0.000 0.007 0,000 0.133 1.000 482 6 Job Page wer Rice Canyon, CA45406-A-01 16 of 16 FDH Engineering,Inc. Project Data 6521 Meridien Drive 13SEV04400 13:56:14 11/04/13 Raleigh,NC 27616 Client Designed b Phone:9197551012 SBA Network Services, Inc. g Y ' FAX 9197551031 Jonathan Rodriguez Section Elevation Ratio Ratio Ratio Ratio Ratio Comb, Allow. Criteria No. P„ A. Mr, E. T. Stress Stress .11 P„ M- M„ C, OT Ratio Ratio L2 37-1(2) 0.006 0.222 0.000 0.007 0.000 0 227 1.000 4 8 2 Section Cap4qifikTabI64 - - Section Elevation Component Size Critical P op./ow % Pass No. .n Type Element K K Capacity Fail Ll 77-37 Pole TP29.52x17.525x0.3125 1 -8.47 2063.95 13.3 Pass L2 37-1 Pole TP39.69x27.6955x0.3125 2 -15.64 2712.99 22.7 Pass Summary Pole(L2) 22.7 Pass RATING= 22.7 Pass Program Version 6.1.3.1-7/25/2013 File://fdli-irvine/FDI3-hvine/Projects/2013 Effective-Client Jobs/SBANET_S'BA Network Services, Inc/CA/CA45406-A Rice Canyon-CA/13SEV04400/Analysis/Wind/Rice Canyon,CA45406-A-0l.eri li I' TIA Standard:ANSI/TIA-222-G-2&ASCE Standard:ASCE 7-10 Seismic Shear calculations are from ANSI-222-G, Calculations are done under Method 2(Equivalent Modal Analysis)per Section 2.7.8. Site Data Site ID#: CA454011 A-01 Site Name: Rice Canyon Pro'ect#: 13SEV04400 1 Input=Blue I Units Structure Type Structure Height,Hs ft Structure Total Weight,W, Kips Total Weight(Force Totals in TNX Output) Site latitude,LAT .. ., Site Longitude,LONG TIA Structure Class Site Class See ANSI-IIA-222-G Table 2-11(Default=Class D,Stiff Soil) SDC: Seism.Design Category based on ASCE 7 Section 11.6 Max.considered earthquake spectral response acceleration at short periods,S. hap://Beohamrds.usgs.gov/designmaps/us/appliration.php Max.considered earthquake (Design Code=2010 ASCE 7) spectral response acceleration at 1 sec.,Si Final Cs: 0.667 Maximum of Calculated Cs and Minimum Cs(Minimum Cs Dependent on S,value). Base Seismic Shear,Vs: 8.69 Kips Wind Shear Analysis from Elsa For TIA Rev F,enter(1.35)*(Wind Base Shear Reactor).For TIA Rev 6,Vw is already Tower,Vw Kips factored Governing Shear: Seismic Analysis: i SDs = ooN uors�nme SD1 = aeoN AMMIALUILI71(7w.) T su m 2.7.11.2 SelfSupporting Pole Structures 2. ..11. latticed Structures_ 3EIw Herz - Hertz f1-Kn, 192n L'Mtp+0236W�) W,-mntlnI rneeu nrc.=uz0"21'. Nr-anal nelSm2 - g.15� e We=Nome,mirenk etm1nrw y Na oaor Id µ 4.x..= rnen[W lnvllaetherenlnrupux,ln' �=W09fialgxtaree app,qpa W.=Wdgxto(alwPeanpunxanwv(Inauai,glreillnee(In memp mire of I(=<zqo for Nanawa In k9 "'. W1 W.,NK en,-rolal wepxt Mlxe Rmtlurel nKd.n,n,nu.—,. '.. W=Heipnl I.rtrunul In Wr=—'III.-.ePJeppunsercea",I.lap..On.w e ure4nft,Mpa n-Pvelera11.Jue W gra.1 iI O%n.- pe nn.hm.1nn N ebualure,R W.—'I ore mmx,N 31 xelpnt mnNanryR I3d3 M W= 4510 W. fl 30)3.N39z Inr H= R 115..1P In t w omd PoNon oltoml Hr J M KM mns ati tler Jerw r n eaa nJ Irr n r,emKIKKI ,m i� 'Fm a iaae _ - t r r • mn xmnm®1.1,1a Wa O.Iso Fmlrrznnn[atlrlJ.c 119xaz I a , a= 60319 p 11= J.9i39 H fuMame,�dl pe �—µR""'��nr a as m o.z4 k� sir w - a ti u sreo( e @L6 imA Uoe'Mcnl at h6l9h1[ rs btlian8 YIzfY1 E 3 E¢ID) i 77.0fi DESIGNED APPURTENANCE LOADING it TYPE ELEVATION TYPE ELEVATION Lightning Rod 77 RRUS-12 63 (3)Empty SmntleRs 76 RRUS-12 63 (4)RV65-12-051)B1-w/Mount Pipe 71 Sention1 57 (4)RVBS12-05DBLw/Mount Pipe 71 (2)SHBX-5516DS-VRdw/Mount in pe 50 (4)RV65-12 05DBL w/Mount Pipe 71 23H8X-6516DS-VrM wl Mount Plpe So (3)T-Arms 71 (2)SHBX-5516DS-VTM wl Mount Pipe 50 (3)T-Arms 53 Dlsh Mount Pipe 5o DBXLH-8565A-VrM w/Mount Pipe 63 Dish Mount Pip° so- IL wl Me Pipe 63 Dish Mount Pipe 50 DBXLH-6565A-VIM w/Moon!Pipe 83 HPD2.18 50 SBNH-1 D6565B w/Mount Pipe 163 HPD2-18 50 SBNH-1D6565Bw/Moun)Pipe 83 HPD2-18 150 SBNH-1➢6585B wIM°unt Plpe 63 (3)T-Arms 50 RRUS-12 63 Secll°n2 21 MATERIAL STRENGTH GRADE Fy Fu GRADE Fy Fu A512-85 65.1 60 kti TOWER DESIGN NOTES 1. ower is located in Riverside County,California. 1. 2.- ower designed for Exposure C to the TIA-222-G Standard. 3. ower designed for a 1 mph basic wind in accordance with the TIA-222-G Standard. eFlections are based upon a 1 mph wind. 5. ower Structure Class II. B. opographic Category 1 with Crest Height of 0.00 If 7. 3e1smic Analysis. 8. TOWER RATING:5.7% 0 ou a 3z6h ALL REACTIONS AREFACTORED AXIAL 16 K SHEAR MOMENT 3 K 113 kip-@ loft a TORQUE 0 kip-ft u y REACTIONS-1 mph WIND ts be E O be Ve' S FDH Engineering,Inc. ob1 Rice Canyon, CA45406-A-01 - -- 6521 Meridien Drive Prolen:13SEV04400 Raleigh, NC 27616 C°en°SBA Network Services,Inc.Drew°by:Jonathan Rodrigue Apyd: Tower Analysis Phone:91 9 75 51 01 2 code' TIA-222-G unto:11/04/13 sore: NTS FAX:9197551031 Pam: Dwg No.E-1 Job Page wer Rice Canyon, CA45406-A-01 1 of 16 Project Date FDH Engineering,Inc. 6521 Meridien Drive 13SEV04400 14:14:03 11/04/13 Raleigh,NC 27616 Client Designed by Phone:919 75 5 1 012 SBA Network Services, Inc. Jonathan FAX.-9197551031 Rodriguez I Tower There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in Riverside County,California. Basic wind speed of I mph. Structure Class 11. Exposure Category C. Topographic Category 1. Crest Height 0.00 ft. Deflections calculated using a wind speed of I mph. Seismic Analysis.. 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. ptil ------- - on Consider Moments-Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As Cylinder Consider Moments-Horitiontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules Consider Moments-Diagonals Assume Rigid Index Plate Calculate Redundant Bracing Forces Use Moment Magnification Use Clear Spans For Wind Area Ignore Redundant Members in TEA Use Code Stress Ratios Use Clear Spans For KL/r SR Leg Bolts Resist Compression Use Code Safety Factors-Guys Retension Guys To Initial Tension All Leg Panels Have Same Allowable Escalate Ice Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz 1f Use Azimuth Dish Coefficients Consider Feedline Torque Use Special Wind Profile Project Wind Area of Appint. Include Angle Block Shear Check Include Bolts In Member Capacity Amocalc Torque Ami Areas Leg Bolts Are At Top Of Section SR Members Have Cut Ends TEO&Sff..?�Tmm I'atcor!rmn Secondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub-Critical Flow Use Diamond Inner Bracing(4 Sided) Triangulate Dimond Inner Bracing Use Top Mounted Sockets Add]BC.6HiW Combination UscFIA-222-G Tension Splice Capacity Exemption I eyed POWsectl Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius fi A Sides in in in in Ll 77.00-37.00 40.00 4.00 18 17.5250 29.5200 03125 1.2500 A572-65 (65 Lai) L2 3700-100 40.00 18 27.6955 39.6900 0L3125 1.2500 A572-65 (65 ksi) PageJob I wee Rice Canyon, CA45406-A-01 2 of 16 Project FDArEngineering,Inc. Date 6521 Meriahen Drive 13SEV04400 14:14:03 11/04/13 Raleigh,NC 27616 Client Designed by Phone:9197551012 SBA Network Services, Inc. FAX.9197551031 Jonathan I uez Section Tip Din. Area I r C I/C i AIQ w o'It in in' in' in in in' in, in' in LI 17.7954 17,0726 639.0374 6.1104 8,9027 71.7802 1278.9156 8,5379 2.5344 8,11 29,9754 29,9702 3122.3210 10.3687 14,9962 208.2080 6248.7504 14,4878 4.6455 14,866 L2 29.3407 27.1605 2572.9863 9.7210 14.0693 182.8793 5149.3582 13.5828 4.3244 13.838 403023 39.0576 7651.3631 13.9790 20.1625 379.4845 153127942 19.5325 6,4354 20.593 Tower Gusset Gusset Gusset Grade Adjust.Factor Adjust. Weight Mult. Double Angle Double Angle Elevation Area Thickness At Factor Stitch Bolt Stitch Bolt (Perface) A, Spacing Spacing Diagonals Horizontals in in in LI 77.00-37,00 1 1 1 L2 37.00-100 1 1 1 M, Line/Linear A ppdrtdnqnqq9!--.rEntered As Area Description Face Allen) Component Placement Total CAAA Weight or Shield Type Number Leg It At Ph' 7/8" C No Inside Pole 77.00-1.00 12 No lee 0.00 0,54 7/811 C No Inside Pole 63.00-1.00 18 No lee 0.00 0.54 .314" C No Inside Pole 63.00-1.00 1 No Ice 0.00 0.20 LDF7-50A(I-5/8") C No Inside Pole 63.00-1.00 2 No Ice 0.00 0.82 7/8" C No Inside Pole 50,00-1.00 12 No lee 0.00 0.54 1/2" C No Inside Pole 50.00-1.00 6 No lee 0.00 0.25 Feed-Lin rIbn-6--hp-e-s-Sect d/Liffidan,-ppu --- ion:Areas Tower Tower Face AR Ar, CAAA CAAA Weight Section Elevation In Face Out Face .ft it, ft, 1? K L 1 77.00-37M A 0,000 0.000 0.000 0.000 0.00 B 0.000 OMO 0.000 0.000 0.00 C 0.000 000 0,000 0,000 066 L2 3700-1.00 A 0.000 OMO 0.000 0,000 000 B 0.000 0,000 0.000 0,000 0.00 C 0.000 0.000 0000 0.000 0,94 Feed Line Center of Pressure- -1- AN----------M-0 Section Elevation CPX cpz CPX CPZ Ice Ice in in in in LI 77.00-37.00 0.0000 0.0000 0.0000 0.0000 L2 37.00-1.00 0.0000 0.0000 0.0000 0.0000 Page tnxTower Job Rice Canyon, CA45406-A-01 3 of 16 FDH Engineering,Inc. Project Date 6521 Merideen Drive 13SEV04400 14:14:03 11/04/13 Raleigh,NC 27616 Client Designed by Phone:9197551012 SBA Network Services, Inc. Jonathan FAX. 9197551031 I Rodriguez 4Shieldin§'Factor ki,-, Tower Feed Line Description Feed Line K. Ka Section I Record No. Seg sent Elev.1 Noke I Ice User Defirfe&Ldad Description Elevation Offset Azimuth Weight F, F, Wind Force CAAC From Angle Centroid o K K K K ft, Section 1 57.00 0.00 0.0000 No Ice 0.00 0.00 0,00 0.88 0.00 Service 0.00 0.00 0,00 0.00 0.00 Section 2 21.00 0.00 0.0000 No Ice 0.00 0.00 0.00 1.02 0.00 Service 0.00 0,00 0.00 0.00 0.00 QW-0-12Discrete Tower.-Loads Description Face Offset Offsets. Azamuh Placement CAAA CAAA Weight or Type Hors Adjustment Front Side Leg Lateral Vert ft ft it, ft, K ft ,it Lightning Rod C From Leg 0.00 0.0000 77.00 No Ice 0.25 0.25 0.03 0.00 2,00 (3)T-Arms C None 0,0000 71.00 No Ice 11.59 11.59 0.77 (4)RV65-12-05DBL A From Leg 4.00 0.0000 71.00 No Ice 6,31 4.93 0.05 w/Mount Pipe 0.00 000 (4)RV65-12-05DBL B From Leg 4.00 op000 71,00 No Ice 6.31 4.93 0.05 w/Mount Pipe 0,00 0,00 (4)RV65-12-05DBL C From Leg 4.00 0.0000 71.00 No Teo 6.31 4.93 0.05 w[Mount Pipe 0.00 0.00 (3)Empty Standoffs C None 0.0000 76.00 No fee 2.83 2.83 0.20 (3)T-Arms A None 0.0000 6100 No Ice 5.64 5.64 0.34 DB)a,H-6565A-VTM w/ A From Leg 4.00 0.0000 63.00 No Ice 5.70 4,17 0.05 Mount Pipe 0.00 0.00 DBXL1J-6565A-VTM w/ B From Leg 4.00 0.0000 63.00 No Ice 5.70 4.17 0.05 Mount Pipe 0,00 0.00 DBXLH-6565A-VrM va' C From Leg 4.00 0.0000 63.00 No Ice 5.70 4.17 0.05 Mount Pipe 0.00 01X(' Job Page ower Rice Canyon, CA45406-A-01 4 of 16 FDHEngineering,Inc. Project Date 6521 Meridien Drive 13SEV04400 14:14:03 11/04/13 Raleigh,NC 27616 Client Designed by Phone:9197551012 SBA Network Services, Inc. FAX 9197551031 Jonathan Rodriguez Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft f ft, K ft It 0.00 t*x SBNH-ID6565B w/Mount A From Leg 4.00 0.0000 63.00 No Ice 8,68 7.42 0.09 Pipe 0.00 0.00 SBNH-ID6565B w/Moum B From Leg 4.00 0,0000 63.00 No Ice 8.68 7.42 0.09 Pipe 0,00 0.00 SBNH-ID6565B w/Mount C From Leg 4.00 0.0000 63.00 No Ice 8.68 T42 0.09 Pipe 0.00 0,00 RRUS-12 A From Leg 4.00 0.0000 63.00 No Ice 3.15 1.42 0.06 0.00 0.00 RRUS-12 B From Leg 4.00 0.0000 63.00 No Ice 3.15 1.42 0.06 0.00 0.00 RRUS-12 C From Leg 4.00 0,0000 63.00 No Ice 3.15 1.42 0.06 a o0 0.00 (3)T-Ames A None 0.0000 50.00 No lee 11.59 1159 0.77 (2)SIMX-6516DS-VTM w/ A From Leg 4.00 0.0000 50,00 No Ice 6,11 4.47 0.05 Mount Pipe 0.00 0.00 (2)SITBX-6516DS-VTM w/ B From Leg 4.00 0.0000 50.00 No Ice 6.11 4.47 0,05 Mount Pipe 0.00 0,00 (2)SHBX-6516DS-VTM w/ C From Leg 4.00 0.0000 50.00 No Ice 6.11 4,47 0.05 MountPipe 0.00 0.00 Dish Mount Pipe A From Leg 4.00 0.0000 50.00 No Ice 1.40 1.40 0.03 rho 0.00 Dish Mount Pipe B From Leg 4.00 0,0000 50.00 No Ice 1,40 1.40 0.03 0.00 0.00 Dish Mount Pipe C From Leg 4.00 0.0000 50.00 No Ice 1,40 1.40 0.03 0,00 0.00 Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Horz Adjustment Beam Diameter Area Leg Lateral Width Vert R fl F K s+s 11PD2-18 A Paraboloid From 4.00 0.0000 50.00 104 No Ice 327 0.03 i ' I MxTower Job Page Rice Canyon, CA45406-A-01 5 of 16 i FDHEngineering,Inc Project Date - 6521 Meridien Drive 13SEV04400 14:14:03 1 1/0411 3 Raleigh,NC 27616 Client Desi ned b 9 Y Phone: tolz SBA Network Services, Inc. Jonathan FAX:9197551197s51o31 Rodriguez Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Harz Adjustment Bean: Diameter Area Leg Lateral Width Vert n on it K w/Shroud(HP) Leg 0,00 0.00 HPD2-18 B Paraboloid From 4.00 0.0000 50.00 2.04 No Ice 3.27 0.03 w/Shroud(HP) Leg 0.00 0.00 HPD2-18 C Paraboloid From 4.00 0.0000 50.00 2.04 No Ice 3.27 0.03 w/Shroud(IV) Leg 0,00 0,00 -Tower Pressures - No Ice = GH=1.loo Section z & q, AU F An Ax Ass Leg CAAA CAAA Elevation a % In Out c Face Face ft .R s/ R' e it, B2 jt' t= ,Its L17Z00-37.00 55.67 1.119 0 79.619 A 0.000 79.618 79.618 10000 0.000 0.000 B 0,000 79.618 100.00 0.000 0.000 C 0.000 79.618 100.00 0.000 0.000 L2 37 00-]00 18.63 0.899 0 104.464 A 0,000 104.464 104.464 100.00 0.000 0.000 B 0.000 104.464 100.00 0.000 0.000 C 0.000 104,464 100.00 0.000 0,000 =Tower Pressure.- Service Go=moo Section z Kz q� AG F A An 4, Leg CAAA CAAA Elevation a % In Out c Face Face t sf fr e B2 fi2 BI R2 it, L177.00-37.00 55.67 1.119 0 79.618 A 0.000 79.618 79,618 100.00 0.000 0.000 B 0.000 79.618 100.00 0,000 0,000 C 0.000 79.618 100.00 0.000 0.000 L23700-1.00 1863 0.889 0 104.464 A 0,000 104,464 104.464 100.00 0.000 0.000 B 0,000 104.464 100.00 0000 0.000 C 0.000 104.464 100.00 0,000 0.000 Tower Forces =No Ice '-Wind Normal To Face` - Section Add Self F e Ca q° Dr, Du As F w Ctrl. Elevation Weight Weight a Face c psf ft K K e fF K Pff Ll 0.66 3.13 A 1 1.2 0 1 1 79.618 0.00 0.01 C 77.00-37.00 B 1 1.2 1 1 79.618 C 1 1.2 1 1 79.618 L237.00-1.00 0.94 4.51 A 1 1.2 0 1 1 104.464 0,00 0.01 C i ttt IC!weP Job Page Rice Canyon, CA45406-A-01 6 of 16 Project Date FDHEngineering,Inc 6521 Meridien Drive 13S EV04400 14:14:03 11/04113 Raleigh,NC 27616 Client Designed by Phone:9197551012 SBA Network Services, Inc. Jonathan FAX:9197551031 Rodriguez Section Add Se f F e CF q, Dr DR Ae F w Ch3. Elevation Weight Weight a Face c psf K K e K B I 1.2 1 1 104.464 C 1 1.2 1 1 104.464 Sum Weight: 1.60 7.64 OTM 0.02 ki -ft 0.00 Tower Forces No Ice Wirid 60 To_Face Section Add Self F e CF q, Dr DR AR F w Ctrl. Elevation Weight Weight a Face C psf Jt K K e 111 K pOr Ll 0.66 3.13 A 1 1.2 0 1 1 79.618 0.00 0.01 C 77.00-37.00 B 1 1.2 1 1 79.618 C 1 1.2 I 1 79.618 L2 37,00-1.00 0.94 4.51 A 1 1.2 0 1 1 104,464 0.00 0.01 C B 1 1.2 1 1 104.464 C 1 1.2 1 1 104.464 Sum Weight: 1.601 7.64 1 1 1 OTM 0.02 kip-ft 1 0.00 -Tower Forces No Ice Wind 90 To=Face Section Add Self F IF Cr g. Dr De AR F w Ctrl. Elevation Weight Weight a Face c psf ft K K e it, K PR Ll 0.66 _ 3.13 A 1 12 0 1 1 79.618 0.00 0.01 C 77.00-37.00 B 1 1.2 1 1 79,618 C 1 1.2 1 1 79.618 L2 37 00-1 00 0.94 4.51 A 1 1.2 0 1 1 104.464 0.00 0.01 C B 1 1.2 1 1 104.464 C 1 1.2 1 1 104.464 Sum Weight: 1 1.601 7.64 OTM 0.02 kip-ft 1 0.00 Tower_Forces -=Service=Wind-Normal=To Face _ Section Add Self F e CF Oa DF DR As F w Col. Elevation Weight Weight a Face C paf it K K e it, K Pif Ll 0.66 3.13 A 1 1.2 0 1 1 79.618 0.00 0.01 C 77,00-37.00 B 1 1.2 1 1 79.618 C 1 1.2 1 1 79,618 L237.00-1.00 0.94 4.51 A 1 12 0 1 1 104,464 0.00 0.01 C B 1 1.2 1 l 104.464 C 1 1.2 1 1 104.464 i t ,i ower Job Page Rice Canyon, CA45406-A-01 7 of 16 FDHEngineering,Inc Project Date 6521 Meridien Drive 13SEV04400 14:14:03 11/04/13 Raleigh,NC 27616 Client Designed by Phone:9197551012 SBA Network Services, Inc. Jonathan X:FA 9197551031 Rodriguez Section Add Self F e Cr q, Dr De A& F w Ctrt. Elevation Weight Weight a Face c psf t K K e fi2 K P6, Sum Weight: 1 1,601 7.64 1 0.02 ki -ft 0.00 Tower_iForces: Service - Wind 60 To Face Section Add Self F e CF q, Dp Ds Ay F w Ctrl. Elevation Weight Weight a Face C psf t K K e ft, K olf Ll 0.66 3,13 A 1 1.2 0 1 1 79,618 0.00 0.01 C 77.00-37,00 B 1 1.2 1 1 79.618 C 1 1.2 1 1 79.618 L2 37,00-1.00 0.94 4.51 A 1 1.2 0 1 1 104.464 0.00 0.01 C B 1 1.2 1 1 104.464 C 1 12 1 1 104464 Sum Weight: 1.60 7.64 OTM 0.02 ki -ft 0.00 =Tower Forces- Service Wind 90 To_Face .= Section Add Self F e Ca q° DF Da Aa F w Col. Elevation Weight Weight a Face c psf ft K K e Jt, K p j L1 0.66 3.13 A 1 12 0 1 1 79,618 0.00 0.01 C 77.00-37.00 B 1 1.2 1 1 79.618 C 1 L2 1 1 79.618 L237.00-100 0.94 4,51 A 1 1.2 0 1 l 104.464 0.00 0.01 C B 1 1.2 1 1 104.464 C 1 1.2 l 1 104,464 Sum Weight: 1.60 7.(41 1 1 OTM 1 0,02 kip-ft 0.00 Discrete A ti tena_nce Pressures_ Description Aiming Weight Offset„ Offset, z K. q° CgAc CdAc Azimuth Front Side K ft ft Psf it, Lightning Rod 240.0000 0.03 -0.63 0.37 79.00 1.204 0 0.25 0.25 (3)T-Arms 0.0000 0.77 0.00 0.00 71,00 1.178 0 11.59 11.59 RV65-12-05DBL 0.0000 020 0.00 -4.91 7100 1.178 0 25.25 19.72 w/Mount Pipe RV65-12-05DBL 120.0000 0.20 4.16 2.40 71.00 1.178 0 25.25 19.72 w/Mount Pipe RV65-12-05DBL 240.0000 0.20 -4.16 2.40 7100 1,178 0 25.25 19.72 w/Mount Pipe (3)Empty Standoffs 0.0000 0.20 0.00 0.001 76.00 1,195 0 2.83 2.83 tnx ower Job Page j Rice Canyon, CA45406-A-01 8 of 16 � FDHEngineering,Inc. Project Date 6521 Meridien Drive 13SEV04400 14:14:03 11/04/13 Raleigh,NC 27616 Client Designed by Phone:919 75 51 0 1 2 SBA Network Services, Inc. FAX..9197551031 Jonathan Rodriguez Description Aiming Weight Offset,. Offset, z K, g, CAAC CAAc Azimuth Front Side K ft fi / Psf P (3)T-Anns 0,0000 0.34 0.00 0.00 63.00 1.148 0 5.64 5.64 DBXLH-6565A-VTM w/ 0.0000 0.05 0.00 -4.91 63.00 1.148 0 5.70 4.17 Mount Pipe DBXLI-I-6565A-VTM w/ 120.0000 0,05 4,25 2.45 63.00 1.148 0 5.70 4.17 Mount Pipe DBXLH-6565A-VTM w/ 240,0000 0.05 -4,25 2.45 63.00 1,148 0 5.70 4.17 Mount Pipe SBNH-ID6565B 0.0000 0.09 0.00 -4.91 63.00 1,148 0 868 742 w/Mount Pipe SBNH-ID6565B 120.0000 0.09 4.25 2.45 63.00 1.148 0 8.68 7.42 w/Mount Pipe SBNH-ID6565B 240,0000 0.09 -4.25 2.45 63.00 1.148 0 8.68 7.42 W/Ivlount Pipe RRUS-12 0.0000 0.06 0.00 -4.91 6300 1.148 0 3,15 1.42 RRUS-12 120.0000 0.06 4.25 2.45 63.00 1,148 0 3,15 1.42 RRUS-12 240.0000 0.06 -4.25 2.45 63.00 1,148 0 3.15 1.42 (3)T-Arms 0.0000 0.77 0.00 0.00 50.00 1,094 0 11.59 11.59 SIOX-6516DS-VTM w/ 0.0000 0.10 0.00 -5.07 50.00 1.094 0 12.21 8.94 Mount Pipe SIMX-6516DS-VTM ve/ 120.0000 0.10 4.39 2.53 50.00 1.094 0 12.21 8.94 Mount Pipe SIIBX-6516DS-VTM w/ 240.0000 0.10 -4,39 2.53 50.00 1,094 0 12.21 8.94 Mount Pipe Dish Mount Pipe 0.0000 0.03 0.00 -5,07 50.00 1.094 0 1.40 1.40 Dish Mount Pipe 120,0000 0.03 4.39 2.53 50.00 1.094 0 1.40 1.40 Dish Mount Pipe 240.0000 0.03 -4.39 2.53 50.00 1.094 0 1.40 1.40 Sum 3.70 Weight D1w�eteAppurtenancePre"ssures== Service cH Description Aiming Weight Offset.. Offset, z K ga CAAC CAAC Az/moth Front Side K ft ft ft Py' Lightning Rod 240.0000 0.03 -0.63 0.37 79.00 1204 0 - 0.25 0.25 (3)T-Arms 0.0000 0.77 0.00 0.00 71.00 IA78 0 11.59 11.59 RV65-12-05DBL 0.0000 0.20 0.00 4.81 71.00 1.178 0 25.25 19.72 w/Mount Pipe RV65-12-05DBL 120.0000 0.20 4.16 2.40 71.00 1.178 0 25.25 19.72 w/Mount Pipe RV65-12-05DBL 240.0000 0.20 -4.16 2.40 71.00 1.178 0 25.25 19.72 w/Mount Pipe (3)Empty Standoffs 0.0000 0.20 0.00 0.00 76.00 1.195 0 2.83 2.83 (3)T-Arms 0,0000 0.34 0.00 0.00 63.00 1,148 0 5.64 5,64 DBXLH-6565A-VTM w/ 0.0000 0.05 0.00 -4.91 63.00 1.148 0 5.70 4.17 Mount Pipe DBXLH-6565A-VTM w/ 120.0000 0.05 4.25 2.45 63.00 1,148 0 5.70 4.17 Mount Pipe DBXLI-I-6565A-VTM w/ 240.0000 0.05 -4.25 2.45 63.00 1.148 0 5.70 4.17 Mount Pipe SBNH-ID6565B 0.0000 0.09 0.00 -4.91 63.00 1,148 0 8.68 7.42 w/Mount Pipe SBNH-1D6565B 120.0000 0.09 4.25 2.45 63.00 1.148 0 8.68 7.42 W/Mount Pipe SBNH-ID6565B 240.0000 0.09 -4.25 2.45 63.00 1.148 0 8.68 7.42 w/Mount Pipe RRUS-12 0.0000 0.06 0.00 -4.91 63.00 1.148 0 3.15 1.42 RRUS-12 120.0000 0.06 4.25 2.45 63.00 1.148 0 3.15 1.42 t �I .A.!'.Queer Job Page Rice Canyon, CA45406-A-01 9 of 16 FDHEngineering,Inc Project Date = 6521 Meridien Drive 13SEV04400 14:14:03 11/04/13 Raleigh,MC 27616 Client Designed by Phone 9197551012 SBA Network Services, Inc. FAX.9197551031 Jonathan Rodriguez Description Aiming Weight Offset, Offset, z K. q, CAAC CAAc Azimuth Front Side o K ft fi ft s ft, tI2 RRUS-12 240,0000 0.06 -4.25 2.45 63.00 1.149 0 3,15 1.42 (3)T-Awns 0.0000 0.77 0.00 0.00 50.00 1.094 0 11.59 11.59 SBBX-6516DS-VTM w/ 0.0000 0.10 0.00 -5.07 50.00 1.094 0 12.21 8.94 Mount Pipe SH13X-6516DS-VTM w/ 120.0000 0.10 4.39 2.53 50.00 1.094 0 12.21 8.94 Mount Pipe SBBX-6516DS-VTM w/ 240,0000 0.10 -4.39 2.53 5000 1.094 0 12.21 8.94 Mount Pipe Dish Mount Pipe 0.0000 0.03 0.00 -5.07 50.00 1.094 0 1.40 1.40 Dish Mount Pipe 120.0000 0.03 4.39 2.53 50.00 1,094 0 1.40 1.40 Dish Mount Pipe 240.0000 0.03 -4.39 2.53 50.00 1,094 0 1.40 1.40 Sum 3.70 Weight: Dish 'hressures Notice Elevation Dish Aiming Weight Offset, Offset, K AA g, Jt Description Azimuth K Jt ft ft' Psi 50.00 HPD2-18 0.0000 0,03 0.00 -5.07 1.094 3.27 0 50.00 UP132-18 120.0000 0.03 439 2,53 1094 3.27 0 50.00 HPI)2-18 240,0000 0.03 -4.39 2,53 1.094 3.27 0 Sum 0.09 Weight: =- -Dash Pressures =Service Elevation Dish Aiming Weight Offset. Offset, K, A qo ft Description Azimuth K ft ft f12 psf 50.00 HPD2-18 0.0000 0.03 0.00 -5.07 1,094 3.27 0 50.00 I-IPD2-18 120.0000 0.03 4.39 2.53 1.094 3.27 0 50.00 I-IPD2-18 240.0000 0,03 -4.39 2.53 1.094 3.27 0 Sum 0,09 Weight: Force Totals Load Vertical Sum of Sum of Sim,of San of Simi:Torques Case Forces Forces Forces Overturning OverturningX z Moments,M Moments,M,K K K ki -t ki -t -t Leg Weight 7.14 Bracing Weight 0.00 Total Member Self-Weight 7.64 0.01 0 02 Total Weight 13.03 0.01 0.02 Wind 0 do' -NoIce 0.00 -1,91 -69.89 0.02 -0.00 Wind30deg-NoIce 0,95 -1.65 -60.53 -34.93 000 Wind 60 deg-No Ice 1.65 -0.95 -34.94 -60.52 0.00 Wind 90 deg-No Ice 1.91 -0.00 0.01 -69.88 -0.00 Wind 120 deg-No Ice 1.65 0.95 34,96 -60.52 0.00 Wind 150 deg-No Ice 0.95 1.65 60.55 -34.93 0.00 Job Page tnxTower Rice Canyon, CA45406-A-01 10 of 16 FDHEngineering,Ina Project Data 6521 Meridien Drive 13SEV04400 14:14:03 11/04/13 Raleigh,NC 27616 Client Designed by Phone:9197551012 SBA Network Services, Inc. g Y F .9197551031 Jonathan X. Rodriguez Load i/erkcal Sum of Sum of Sum of Sum of Sum of Torques Case Forces Formes Forces Overturning Overturning X Z Moments,M. Moments,M. K K K Aa - kr' - ki - Wind 180 deg-No Ice 0.00 L91 69.91 0.02 0.00 Wind 210 deg-No Ice -0.95 1,65 60.55 34.97 -0.00 Wind 240 deg-No Ice -1.65 0.95 34.96 60.56 0.00 Wind 270 deg-No Ice -1.91 -0.00 0.01 69.92 0.00 Wind 300 deg-No Ice -1.65 -0.95 -34.94 60.56 -0.00 Wind 330 deg-No Ice -0.95 -1 65 -60.53 34.97 -0.00 Total Weight 13.03 0.01 0.02 Wind 0 deg-Service 0.00 -0.00 -0.03 0.02 -0.00 Wind 30 deg-Service 0.00 -0.00 -0.03 -0.00 0.00 Wind 60 deg-Service 0.00 -0.00 -0.01 -0.02 0.00 Wind 90 deg-Service 0.00 -0.00 0.01 -0.03 -0.00 Wind 120 deg-Service 0.00 0.00 0.03 -0.02 0,00 Wind 150 deg-Service 0.00 0.00 0.05 -0.00 0.00 Wind 180 deg-Service 0.00 0.00 0.06 0.02 0.00 Wind 210 deg-Service -0.00 0.00 0.05 0.04 -0.00 Wind 240 deg-Service -0.00 0.00 0.03 0.06 0.00 Wind 270 deg-Service -0.00 -0.00 0.01 0.06 0.00 Wind 300 deg-Service -0.00 -0.00 -0.01 0.06 -0.00 Wind 330 de -Service -0 00 -0.00 -0 03 0.04 -0.00 Load brWnatjoi s - Comb. Description No. 1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg-No Ice 3 0.9Dead+1.6 Wind 0 deg-NoIce 4 12 Dead+1 6 Wind 30 deg-No Ice 5 0.9 Dead+l 6 Wind 30 deg-No Ice 6 l 2 Dead+1.6 Wind 60 deg-No Ice 7 0.9 Dead+1.6 Wind 60 deg-No Ice 8 1.2 Dead+1.6 Wind 90 deg-No Ice 9 0.9 Dead+1.6 Wind 90 deg-No Ice 10 1.2 Dead+1.6 Wind 120 deg-No Ice 11 0.9 Dead+l 6 Wind 120 deg-No Ice 1.2 1.2 Dead+t 6 Wind 150 deg-No Ice 13 0.9 Dead+1.6 Wind 150 deg-No Ice 14 1.2 Dead+1.6 Wind 180 deg-No Ice 15 0.9 Dead+1.6 Wind 180 deg-No Ice 16 1.2 Dead+1.6 Wind 210 deg-No Ice 17 0.9 Dead+1.6 Wind 210 deg-No Ice 18 1.2 Dead+1.6 Wind 240 deg-No Ice 19 0.9 Dead+1.6 Wind 240 deg-No Ice 20 1.2 Dead+1.6 Wind 270 deg-No Ice 21 0.9 Dead+1.6 Wind 270 deg-No Ice 22 1.2 Dead+1.6 Wind 300 deg-No Ice 23 0.9 Dead+1,6 Wind 300 deg-No Ice 24 12 Dead+1.6 Wind 330 deg-No Ice 25 0.9 Dead+1.6 Wind 330 deg-No Ice _ 26 Dead+Wind 0 deg-Service 27 Dead+Wind30 deg-Service 28 Dead+Wind 60 deg-Service 29 Dead+Wind90 deg-Service 30 Dead+Wind 120 deg-Service 31 Dead+Wind 150 deg-Service 32 Dead+Wind 180 deg-Service tax Tower Job Page Rice Canyon, CA454O6-A-01 11 of 16 FDHEngineering,Inc. Project Date 6521 MeridienDrive 13SEV044OO 14:14:03 11/04/13 Raleigh,NC 27616 Client Designed byI. phone 9197551012 SBA Network X Services, Inc. Jonathan FA 9197551031 Rodriguez Comb. Description No. 33 Dead+Wind 210 deg-Service 34 Dead+Wind 240 deg-Service 35 Dead+Wind 270 deg-Service 36 Dead+Wind 300 deg-Service 37 Dead+Wind 330 deg-Service =Maximum Member Forces Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. Jt Type Load Moment Moment Comb. K kip--t 1149-B Ll 77-37 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 6 -8.56 -19.89 11.48 Max.Mx 20 -8.56 23.02 -0.01 Max.My 14 -8.56 0.02 -23.01 Max.Vy 20 -1.43 20.31 -0.01 Max.Vx 14 1.43 0.02 -20.30 Max.Torque 24 0.00 L2 37-1 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 6 -15.64 -97.66 56,39 Max.Mx 20 -15.64 112.82 -0.01 Max.My 14 -15 64 0.02 -112.81 Max.Vy 20 -3.07 54.85 -0.01 Max.Vx 14 3.07 0.02 -54.84 Max.Torque 24 0.00 Maximum_Reac�ions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb, Pole Max.Vert 6 15.64 -2.64 1.53 Max.% 21 11.73 3,05 0.00 Max.1-I,, 3 11.73 -0.00 3.05 Max.Mx 2 112.79 -0.00 3.05 Max.M, 8 112.78 -3.05 0.00 Max.Torsion 24 0.00 1.53 2.64 Min.Vert 19 11.73 2.64 -1.53 Min.Hx 9 11.73 -3.05 0.00 Min.H" 15 11.73 -0.00 -3.05 Min.Mx 14 -112,81 -0.00 -3.05 Min.K 20 -112.82 3.05 0.00 Min.Torsion 12 -0.00 -1.53 -2.64 Tower Mast Reaction S mmaryu=mAAFZMsWW1 Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment,M. Moment,M. K K K kip-tt kip-/t kip-Jt Dead Only 13.03 0.00 0.00 0.01 0,02 0.00 1.2 Dead+1.6 Wind 0 deg-No 15.64 0.00 -3.05 -112.79 0.02 -0.00 tnxl'u- er Job Page ( Rice Canyon, CA45406-A-01 12 of 16 FDHEngineering,Ina Project Data 6521 Meridien Drive 13SEV04400 14:14:03 11/04/13 Raleigh,NC 27616 Client Designed by Phone:919 75 5101 2 SBA Network Services, Inc. Jonathan FAX.9197551031 Rodriguez Load Vertical Shear, Shem} Overturning Overturning Torque Combination Moment,M. Moment,M K K K kip-/t kip-ft kip-R Ice 0.9 Dead+1.6 Wind 0 deg-No 11.73 0.00 -3.05 -112.55 0.02 -0.00 Ice 1.2 Dead+1.6 Wind 30 deg-No 15.64 1.53 -2.64 -97,67 -56.38 -0.00 Ice 0.9 Dead+1.6 Wind 30 deg-No 11.73 1.53 -2.64 -97.47 -56.26 -0.00 Ice 1.2 Dead+1.6 Wind 60 deg-No 15.64 2.64 -1.53 -56.39 -97.66 0.00 Ice 0.9 Dead+1.6 Wind 60 deg-No 11.73 2.64 4.53 -56.27 -97.46 0.00 Ice L2 Dead+1.6 Wind 90 deg-No 15.64 3.05 -0.00 0.01 -112.78 0.00 Ice 0.9 Dead+1.6 Wind 90 deg-No 11.73 3.05 -0.00 0.01 -112.54 0.00 Ice ]2 Dead+1.6 Wind 120 deg- 15.64 2.64 1.53 56,41 -97.66 0.00 No Ice 0.9 Dead+1.6 Wind 120 deg.- 11.73 2.64 1.53 56,29 -97.46 0,00 No Ice 1.2 Dead+1.6 Wind 150 deg- 15.64 1.53 2.64 97.70 -56 38 0.00 No Ice 0.9 Dead+1 6 Wind 150 deg- 11.73 1.53 2.64 97.49 -56.26 0.00 No Ice 1.2 Dead+1 6 Wind 180 deg- 15.64 0.00 3.05 112.81 0.02 0.00 No Ice 0.9 Dead+1.6 Wind 180 deg- 11.73 0.00 3.05 112.57 0.02 0.00 No Ice 1.2 Dead+1.6 Wind 210 deg- 15.64 -1,53 2.64 9730 56,42 0.00 No Ice 0.9 Dead+1.6 Wind 210 deg- 11.73 -L53 2.64 97.49 56.30 0.00 No Ice 1.2 Dead+1.6 Wind 240 deg- 15.64 -2.64 1.53 56.41 97.71 0.00 No Ice 0.9 Dead+1.6 Wind 240 deg- 11.73 -2.64 1.53 56.29 9750 0.00 No Ice 1.2 Dead+1.6 Wind 270 deg- 15.64 -3 05 -0.00 0.01 112.82 -0.00 No Ice 0.9 Dead+1.6 Wind 270 deg- 11.73 -3,05 -0.00 0.01 112.58 -0.00 No Ice 1.2 Dead+1.6 Wind 300 deg- 15.64 -2.64 -1.53 -56.39 97.71 -0.00 No Ice 0.9 Dead+1.6 Wind 300 deg- 11.73 -2.64 -1.53 -56.27 9750 -0.00 No Ice 1.2 Dead+1.6 Wind 330 deg- 15,64 -L53 -2.64 -97,67 56.42 -0.00 No Ice 0.9 Dead+1.6 Wind 330 deg- 11.73 -1.53 -2.64 -97,47 56.30 -0.00 No Ice Dead+Wind 0 deg-Service 13.03 0.00 -0.00 -0.03 0.02 -0.00 Dead+Wind 30 deg-Service 13.03 0.00 -0.00 -0.03 -0.00 0.00 Dead+Wind 60 deg-Service 13.03 0.00 -0,00 -0.01 -0.02 0.00 Dead+Wind 90 deg-Service 13.03 0.00 -0.00 0.01 -0.03 -0.00 Dead+Wind 120 deg-Service 13.03 0.00 0.00 0.03 -0.02 0.00 Dead+Wind 150 deg-Service 13.03 0.00 0.00 0.05 -0.00 0.00 Dead+Wind 180 deg-Service 13.03 0.00 0.00 0.06 0.02 0.00 Dead+Wind 210 deg-Service 13.03 -0,00 0.00 0.05 0.04 -0.00 Dead+Wind 240 deg-Service 13.03 -0.00 0.00 0.03 0.06 0.00 Dead+Wind 270 deg-Service 13.03 -0.00 -0.00 0.01 0.06 0.00 Dead+Wind 300 deg-Service 13.03 -0.00 -0.00 -0.01 0.06 -0.00 Dead+Wind 330 deg-Service 13.03 -0,00 -0.00 -0.03 0.04 -0.00 i t=PV- @P Job Page Rice Canyon, CA45406-A-01 13 of 16 FDHEngineering,Inc. Project _ Date 6521 Meridien Drive 13SEVO4400 14:14:03 11/04/13 Raleigh,NC27616 Client Designed by Phone:9197551012 SBA Network Services, Inc. FAX 9197551031 Jonathan Rodri uez Solution Summa Sum of Applied Forces Sum ofReactiions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K I Us) -13.03 0.00 0.00 13.03 0.00 0.000% 2 0,00 -15.64 -3.05 -0.00 15.64 3.05 0.003% 3 0.00 -11.73 -3.05 -0.00 11.73 3.05 0.003% '. 4 1.53 -15.64 -2.64 -1,53 15.64 2.64 0.003% 5 1.53 -11.73 -2.64 -1.53 11.73 2.64 0,003% 6 2.64 -15.64 -1.53 -2.64 15.64 1.53 0,003% 7 2.64 -11.73 -1.53 -2.64 11.73 1.53 0.003% 8 3.05 -15.64 -0.00 -3.05 15,64 0.00 0.003% 9 305 -11.73 -0.00 -3,05 11.73 0.00 0.003 10 2.64 -1564 153 -2.64 15,64 -1,53 0.003% 11 2.64 -11.73 1.53 -2.64 11,73 -1,53 0.003% 12 1.53 -15.64 2.64 -1,53 15,64 -2.64 0.003% 13 1.53 -11.73 2.64 -1,53 11.73 -2.64 0,003% 14 0.00 -15.64 3.05 -0.00 15.64 -3.05 0.003% 15 0.00 -11,73 3.05 -0.00 11.73 -3.05 0.003% 16 -153 -15.64 2,64 1.53 15.64 -2.64 0.003% 17 -1.53 -11.73 2.64 1.53 11,73 -2.64 0,003% 18 -2.64 -15.64 1.53 2,64 15.64 -1.53 0,003% 19 -2.64 -11,73 1,53 2,64 11.73 -1.53 0.003% 20 -3.05 -15.64 -0.00 3.05 15.64 0.00 0.003% 21 -3.05 -11.73 -0.00 3.05 11.73 0.00 0.003% 22 -2.64 -15.64 -1.53 2.64 15.64 1.53 0.003% 23 -2.64 -11.73 -1.53 2.64 11.73 153 0.003% 24 -1.53 -15.64 -2.64 1.53 15.64 2.64 0.003% 25 -1.53 -11.73 -2.64 153 11.73 2.64 0.003% 26 0.00 -13.03 -0.00 0.00 13.03 0.00 0.000% 27 0.00 -13.03 -0.00 -0.00 13.03 0.00 0.000% 28 0.00 -13.03 -0.00 -0.00 13.03 0.00 0.000% 29 000 -13.03 -0.00 -0,00 13.03 0.00 0.000% 30 000 -13.03 0.00 -0.00 13.03 -000 0.000% 31 000 -13.03 0.00 -0.00 13.03 -000 0.000% 32 0.00 -13.03 0.00 0.00 1103 -0.00 0.000% 33 -0.00 -1303 0.00 0.00 13.03 -0.00 0,000% 34 -0.00 -13,03 000 0.00 13.03 -0.00 0,000% 35 -0.00 -13,03 -0,00 0.00 13.03 0.00 0.000% 36 -0.00 -13,03 -0.00 0.00 13.03 0.00 0.000% 37 -0.00 -13.03 -0.00 0.00 13.03 0,00 0.000% Non-UrWzr Conve�gence_Resulfs Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 6 0.00000001 0.00000001 2 Yes 7 0,00000001 0.00011303 3 Yes 7 0.00000001 0.00011149 4 Yes 7 0.00000001 0,00011237 5 Yes 7 0.00000001 0.00011084 6 Yes 7 0,00000001 0.00011236 7 Yes 7 0.00000001 0.00011083 8 Yes 7 0.00000001 0.00011301 9 Yes 7 0,00000001 0.00011146 10 Yes 7 0,00000001 0.00011239 Job Page �la�''9wer Rice Canyon, CA45406-A-01 14 of 16 FDHEngineering,Inc. Project Date 6521 Meridien Drive 13SEVO4400 14:14:03 11/04/13 Raleigh,NC 27616 Client Designed by Phone:9197551012 SBA Network Services, Inc. FA 919 75 51 03 1 Jonathan X: Rodriguez 11 Yes 7 0.00000001 0.00011085 12 Yes 7 0.00000001 0.00011243 13 Yes 7 0.00000001 0.00011088 14 Yes 7 0,00000001 0.00011310 15 Yes 7 0.00000001 0.00011153 16 Yes 7 0,00000001 0.00011249 17 Yes 7 0.00000001 0.00011093 18 Yes 7 0.00000001 0.00011250 19 Yes 7 0.00000001 0.00011093 20 Yes 7 0.00000001 0.0001130 21 Yes 7 0.00000001 0,00011155 22 Yes 7 0,00000001 0.00011247 23 Yes 7 0.00000001 0.00011091 24 Yes 7 0.00000001 0.00011243 25 Yes 7 0.00000001 0.00011088 26 Yes 6 0.00000001 0,00000001 27 Yes 6 0,00000001 0.00000001 28 . Yes 6 0.00000001 0.00000001 29 Yes 6 0.00000001 0,00000001 30 Yes 6 0,00000001 0.00000001 31 Yes 6 0,00000001 0,00000001 32 Yes 6 0.00000001 0.00000001 33 Yes 6 0.00000001 0.0000000t 34 Yes 6 0.00000001 0,00000001 35 Yes 6 0.00000001 0.00000001 36 Yes 6 0.00000001 0,00000001 37 Yes 6 0.00000001 0.00000001 _ _Maximum Towe Defle ctions - nu Sece=Wjnd r Section Elevation Dore. Gov. Tilt Twist No. Deflection Load .R in Comb. ° Ll 77-37 0,002 34 0.0000 0.0000 L2 41-l 0.000 34 0,0000 0,0000 INN- - - Critical Deflections and_Radius of Curvature =Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature .it Cnmb. in fi 77.00 Lightning Rod 34 0.002 0.0000 0,0000 Iuf 76.00 (3)Empty Standoffs 34 0.002 0.0000 0.0000 Lit 71.00 (3)T-Arms 34 0.002 0,0000 0.0000 hif 63.00 (3)T-Arms 34 0.001 0.0000 0.0000 mf 57.00 Section 1 34 0.001 0.0000 0.0000 Inf 50.00 ITPD2-18 34 (tool 0.0000 0.0000 Lif 21.00 Section 2 34 0.000 0.0000 0.0000 Inf Maximum Tower Deflections -Des n Wind tnxTower Job Rice Canyon, CA45406-A-01 Page15 of 16 FDHEngineering,Inc Protect Date 6521 Meridien Drive 13SEV04400 14:14:0311/04/13 Raleigh,NC 27616 Client Designed by Phone:9197551012 SBA Network Services, Inc. Jonathan FAX 9197551031 Rodri uez Section Elevation Hon. Gov. Tilt Twist �I No. Deflection Load .ft in Comb. ° L1 77-37 1.740 18 0.1536 0.0000 L2 41-1 0.612 18 0,1300 0.0000 Critical:Deflections and Radius of Curvature Qesi n'Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature B Comb. in ° fd 77.00 Lightning Rod 18 1.740 0.1536 0.0000 136669 76.00 (3)Empty Standoffs 18 1.705 0.1536 0.0000 136669 71.00 (3)T-Arms 18 1.530 0,1533 0.0000 113891 63.00 (3)T-Arms 18 1.256 0,1517 0.0000 48810 57.00 Section 1 18 1.061 0.1490 0,0000 34167 50.00 I-IPD2-18 18 0.849 0,1432 0,0000 25309 21.00 Section 2 18 0.243 0,0753 0,0000 37963 Com cession Cheeks = - MR-P-016-Design Data- Section Elevation Size L L, Kilt A P, diP„ Ratio No. P. ft ft ft in' K K §P� Lt 77-37(1) TP29.52xiT525x0.3125 40.00 0.00 0.0 2T7804 -8.56 2063.95 0.004 L2 37-1(2) TP39.69x27.6955x0 3125 40.00 0.00 0.0 39.0576 -15.64 2712.99 0.006 =Pole Bendm _Dent n_Data - Section Elevation Size M, OM, Ratio My Ratio No. M° Mr ft kin-ft lapjt rMI. kip-ft kpf+ W" Ll 77-37(1) TP29.52xl 7.525x0.3125 23.02 1184.83 0.019 0.00 1184.83 0.000 L2 37-1(2) TP39.69x27.6955x0.3125 112.83 2196.62 0,051 0.00 2196.62 0.000 Pow hear Desl n Data = _ Section Elevation Size Actual dd„ Ratio Actual T, Ratio No. Pu l u T, T. .R K K yy luPft kip-ft § Ll 77-37(1) TP29.52x17.525x0.3125 1.43 1031.97 0.001 0.00 2372.55 0.000 L2 37-1(2) TP39.69x27.6955x0.3125 3.05 1356A9 0.002 0.00 4398.62 0.000 i Page tl'txTowe)' Job 9 Rice Canyon, CA45406-A-01 16 of16 FDHEngineering,Inc Project Date ' 6521 Meridien Drive 13SEV04400 14:14:03 11/04/13 Raleigh,NC 27616 Client Designed by Phone:9197551012 SBA Network Services, Inc. FAX:9197551031 Jonathan Rodriguez Pole Interaction Deli n Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P. M. M„y V„ T Stress Stress it tP„ OM d'M„� �Y, �T, Ratio Ratio ,> L1 77-37(1) 0.004 0.019 0.000 0.001 0,000 0.024 1.000 4 8 2 td V L2 37-1(2) 0,006 0.051 0.000 0,002 0.000 0.057 1.000 4.82 " Section Ca acjt Table Section Elevation Component Size Critical P op.11—, % Pass No. ft Type Element K K Capacity Fail Ll 77-37 Pole TP29.52xl7.525x0.3125 1 -8.56 2063.95 2.4 Pass L2 37-1 Pole TP39.69x27.6955x0.3125 2 -15.64 2712.99 5.7 Pass Summary Pole(L2) 5.7 Pass RATING= 5.7 Pass Program Version 6.1.3.1-7/25/2013 Pile://fdh-ir ine/FDH-Irvine/Projects/2013 Effective-Client Iobs/SBANET SBA Network Services, Inc/CA/CA45406-A Rice Canyon-CA/13SEV04400/Analysis/Seismie/S-Rice Canyon,CA45406-A-01.cri it Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Material Assumption: Clear space between bottom of leveling nut and top of concrete not exceeding (1)*(Rod Diameter) Site Data Reactions Project No. 13SEV04400 Mu: 407,.:'::: ft-kips Site Name: Rice Canyon Axial, Pu:1.1....1611, k ips Site No. CA45406-A-01 Shear,Vu,J Pole Manufacturer. Other - Eta Factor, q L-1 0.55 TIA G(Fig.4-4) Anchor Rod Data Iff No stiffeners, Cmerd'�I AISC LRFD!:<-Only Apocable to Unstiffened Cases Qty:: Diam: 2:25,�,-- in Rod Material: - A6154-t- Anchor Rod Results Non-Rigid Strength(Fu): 100 ksi Max Rod (Cu+Vu/i)): 45.0 Kips AISC LRFID Yield (Fy): ksi Allowable Axial, q)*Fu*Anet: 260.0 Kips tp*Tn Bolt Circle: — -��46-` in Anchor Rod Stress Ratio: 17.3% Pass Plate Data D i a m:1 55 = in Base Plate Results Flexural Check Non-Ri id Thick: -.251--p-_1 in Base Plate Stress: 6.8 ksi AISC LRFD Grade, 5--- ksi Allowable Plate Stress: 58.5 ksi (P*Fy Single-Rod 13-effifflin Base Plate Stress Ratio: 11.6% Pass Y.L. Length: 23.25 Stiffener Data(Welding at both sides) n/a Config, Stiffener Results Weld Type: M.- = Horizontal Weld n/a Groove Depth: in Vertical Weld: n/a Groove Angle = degrees Plate Flex+Shear,fb/Fb+(fv/FV)A 2: n/a Fillet H. Weld = <--Disregard Plate Tension+Shear,ft/Ft+(fv/FV)A 2:n/a Fillet V.Weld: in Plate Comp. (AISC Bracket): n/a Width: in Height: in Pole Results Thick: in Pole Punching Shear Check: n/a Notch: in Grade ksi Weld str.: ksi Pole Data Diam: ...39_.69_—__ in Thick: ___'__0.3125 in AN— _ -- Grade ==65ESP ksi m Z #of Sides: "0"IF Round Fu 80_ ksi HiA Feint.Fillet Weld M "0" if None P 0=none, 1 =every bolt,2=every 2 bolts,3=2 per bolt Note:for corn plete joint penetration groove welds the groove depth must be exactty 1/2 the stiffener thickness for calculation purposes CCIplate 1.5-Circular Base G 1.3, Effective March 19, 2012 Analysis Date: 11/4/2013 i CAISSON Version 12.30 2:17:15 PM Monday, November 04, 2013 FDH Engineering * CAISSON - Fier Foundations Analysis and Design - Copyright Power Line Systems, Inc. 1993-2011 * i Project Title: Rice Canyon, CA45406-A-01 Project Notes: Calculation Method: Full BCD ******* I N P U T D A T A Pier Properties Diameter Distance Concrete steel of Top of Pier Strength Yield above Ground Strength (ft) (ft) (kei) (kei) ------------------------------------------------ 6.00 1.00 4.00 60.00 Soil Properties Layer Type Thickness Depth at Top Density CU KP PHI of Layer (ft) (ft) (lb./ft-3) (ps£) (deg) ________________________________________________________________________________________ 1 Sand 3.00 0.00 130.0 0.001 -86.38 2 Sand 7.00 3.00 130.0 3.000 30.00 3 Sand 10.50 10.00 130.0 3.690 35.00 Design (Factored) Load. at Top of Pier Moment Facial Shear Additional Safety Load Load Factor Against Soil Failure (ft-k) (kips) (kip.) _______________________________________________ 407.0 16.0 9.00 9.81 ******* R E S U L T S f ------- 11 ----------------- .r-344£ F i y i b..c_STs k Ln � 5 s i L � X s' sti aa.xna.ia .�.�w... a.n,,u: j aas:nertw - .`S i ar.1.rv�,I .dE+=� ssr nmLt+. FDH Engineering Page 1/2 Calculated Pier Properties Length Weight Preeeure Pr..eune Total Due To Due To End-Bearing Axial Load Weight Preeeure (ft) (kips) (p.£) (P-E) (p.f) --------------------------------------------------------------- 21.500 91.185 565.9 3225.0 3990.9 Ultimate Resisting Forces Along Pier Type Distance of Top of Layer Thickness Density CU KP Force Arm to Top of Pier (ft) (ft) (lb./ft-3) (psf) (kips) (ft) --------------------------------------------------------------------------------------------------- Sand 1.00 3.00 130.0 0.001 0.01 3.00 Sand 4.00 7.00 130.0 3.000 319.41 8.13 Sand 11.00 5.28 130.0 3,690 575.09 13.82 Sand 16.28 5.22 130.0 3.690 -806.90 19.02 Shear and Moments Along Pier Distance below Shear Moment Shsan Moment Top of Pier (with Safety Factor) (with Safety Factor) (without Safety Factor) (without Safety Factor) (ft) (kips) (ft-k) (kip.) (ft-k) ------------------ --------- ---- ___--__ _,________________________--- ---------------------488- 9288 1 2.15 98.3 4958.5 9.0 507.5 4.30 81.7 516/.4 8.3 526.8 6.45 15.6 5230.9 1.6 538.0 8.60 -82.8 5211.4 -8.4 531.2 10.75 -213.8 4898.4 -21.B 499.3 12.90 -410.8 4237.9 -41.9 432.0 15.05 -651.6 3103.0 -66.4 316.3 19.20 -681.4 1522.1 -69.5 155.2 19.35 -360.6 394.8 -36.8 40.2 21.50 -0.0 0.0 -0.0 0.0 Reinforcement and Capacity Total Reinforcement Usable Usable Reinforcement Area Axial Moment Percent Capacity Capacity (in^2) (kips) (ft-k) ------------------------------------------------------ 0.42 1.7.10 16.0 2284.1 US Standard Re-Bar. (Select one of the following) Quantity Name Area Diameter Spacing (in^2) (in) (in) ------------------------------------------------- 86 #4 0.20 0.500 2.26 56 #5 0.31 0.62E 3.48 39 #6 0.44 0.950 4.99 29 #'7 0.60 0.875 6.72 22 #8 0.79 1.000 8.85 18 #9 1.00 1.128 10.82 14 #10 1.27 1_2v0 1.3.91. 11 #11 1.56 1.410 17.91 8 #14 2.25 1.693 24.35 FDH Engineering Page 2/2 Moment Capacity of Drilled Concrete Shaft (Caisson) for TIA Rev F or G Note: Shaft assumed to have ties, not spiral,transverse reinforcing Site Data Maximum Shaft Superimposed Forces BU#: 13SEV04400 TIA Revision: G Site Name: Rice Canyon Max. Factored Shaft Mu: 538 ft-kips(*Note) '. App#: CA45406-A-01 Max. Factored Shaft Pu: 16 kips Max Axial Force Type: Comp.,,,_;'... * Note: Max Shaft Superimposed Moment does not necessarily Loads Already Factored equal to the shaft top reaction moment For M(WL) —__Disregard For P(DL) 1.3 <___Disregard Load Factor Shaft Factored Loads 1.00 Mu: 538 ft-kips Pier Properties 1.00 Pu: 16 kips Concrete. Pier Diameter= ;k 620,':, ft Material Properties Concrete Area= 4071.5 in' Concrete Comp. strength, fc Reinforcement yield strength, Fy ksi Reinforcement., Reinforcing Modulus of Elasticity E_ '29000 ". ksi Clear Cover to Tie= in Reinforcement yield strain = 0.00207 Horiz.Tie Bar Size 4 Limiting compressive strain= Vert. Cage Diameter= 5.32 ft ACI 318 Code Vert. Cage Diameter= 63.87 in Select Analysis ACI Code= Vertical Bar Size=0 Seismic Properties Bar Diameter= 1.13 in Seismic Design Category Bar Area = 1 in Seismic Risk= Hi h Number of Bars 728„�a}, AS Total= 28 in •' Sblve ' ' <--Press Upon Completing All Input As/Aconc, Rho: 0.0069 0.69% Run ACI 10.5 ,ACI 21.10.4, and IBC 1810. Results: Min As for Flexural. Tension Controlled, Shafts: Governing Orientation Case: 1 (3)*(Sgrt(fc)/Fy: 0.0032 EQ E 200/Fy: 0.0033 Mu Mu r I � � I � Case 1 Case 2 Dist. From Edge to Neutral Axis: 10.94 in Extreme Steel Strain, st: 0.0156 Minimum Rho Check: ct> 0.0050,Tension Controlled Actual Req'd Min. Rho:1 0.339/6 Flexural Reduction Factor,(p: 0.900 Provided Rho: 0.69% OK Ref. Shaft Max Axial Capacities m Max(Pn or Tn): Max Pu = ((p=0.65) Pn. Output Note: Negative Pu=Tension Pn per ACI 318 (10-2)1 8022.52 Ikips For Axial Compression, (p Pn = Pu: 16.00 kips at Mu=((p=0.65)Mn= 4185.71 ft-kips Drilled Shaft Moment Capacity, (pMn: 3801.07 ft-kips Drilled Shaft Superimposed Mu: 538.00 ft-kips Max Tu, =0.9 Tn=1 1512 ki s at Mu=(�=(0.90)Mn=1 0.00 ft-kips (Mul(pMn, Drilled Shaft Flexure CSR: 14.2% DriIled_Shaft_Moment_Capacity, DSMC, Version 1.1 - Effective 04/01/2010 Analysis Date: 11/4/2013