Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
1966 OLIVENHAIN RD; CS; CBC2018-0344; Permit
("'(ity of Carlsbad Commercial Permit - J Print Date: 01/22/2019 Permit No: CBC2018-0344 Job Address: 1966 Olivenhain Rd, Cs Permit Type: BLDG-Commercial Work Class: Tenant Improvement Status: Closed - Finaled Parcel No: 2550405900 Lot #: Applied: 06/21/2018 Valuation: $40,000.00 Reference #: Issued: 11/27/2018 Occupancy Group: Construction Type: Permit Finaled: St Dwelling Units: Bathrooms: Inspector: MColI Bedrooms: Orig. Plan Check 4: Final Plan Check 4: Inspection: 1/22/2019 11:22:21AM Project Title: Description: AT&T: REPALCE 3 ANTENNAS AND RRUS Applicant: Owner: CHRIS HARRISON OLIVENHAIN MUNICIPAL WATER DISTRICT: PUBLIC AGENCY 760-505-9921 1966 Olivenhain Rd ENCINITAS,CA 92024 760-753-6466 BUILDING PERMIT FEE ($2000+) $342.00 BUILDING PLAN CHECK FEE (BLDG) $239.40 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL . $43.00 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $45.00 5B1473 GREEN BUILDING STATE STANDARDS FEE $2.00 STRONG MOTION-COMMERCIAL $11.20 Total Fees: $682.60 Total Payments To Date: $682.60 Balance Due: $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. 1635 Faraday Avenue, Carlsbad, CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov ITHE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: DPLANNING DENGINEERING DBUILDING DFIRE DHEALTH DHAZMAT!APCD I 1k Building Building Permit Application Plan Check No.,QI' f 1635 Faraday Ave., Carlsbad, CA 92008 Est. Value Jj Ph: 760-602-2719 Fax: 760-602-8558 Ucrisbad Plan Ck. Deposit email: building@carlsbadca.gov Date ( lswppp I www.carlsbadca.gov JOB ADDRESS 1966 Olivenhain Road, Carlsbad, CA 92009 I SUITE#/SPACE#/UNITS APN I 255 - 040 - 59 - 00 CT(PROJECT # LOT # PHASE C #OFUNTS BATHROOMS GROUP INDEDROONIS I9 IMMUTIOUSINIESSNAVIE AT&T Wireless - N50028 DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) Remove & replace (3) antennas & (6) RRU, Install (3) RRU, Re-purpose (3) RRU, Remove (3) A2 Module, Replace (1) DUS41 w/(1) BBU 5216, Install (1) RBS6601 w/(1) XMU 0201 & (1) BBU 5216, and Install new socks and dark green foliage for new antennas to match. Project Valuation - $40,000.00 EXISTING USE I PROPOSES USE GARAGE (SF) PATIOS (SF) FIREPLACE AIR CONDITIONING FIRE SPRINKLERS OMWD OPS Center No Change I El I I siJ NO[::]YES [—]NOD YESDN0 I APPLICANT NAME Primary Cont AT&T Wireless - ATTN Chris Harrison, M&M Telecom 'ROPERlY OWNER NAME Olivenhain Municipal Water District, George Briest ADDRESS 5738 Pacific Center Boulevard ADDRESS 1966 Olivenhain Road STATE ZIP CITY San Diego CA 92008 CITY STATE ZIP Carlsbad CA 92009 PHONE FAX PHONE FAX 760-505-9921 f 760-454-4505 760-632-4640 f EMAIL EMAIL chris.harrison@mmtelecominc.com DESIGN PROFESSIONAL Telecom Management Group - Edgardo Ortiz CONTRACTOR BUS. NAME TBD Ai- ci*.Jixcnc*J ADDRESS 14955 Avenida Venusto #8 Po 13 22—,,r CITY ADDRESS , STATE ZIP STATE ZIP San Diego CA 92128 rtvvf~cu PHONE 858-248-7678 1FAX , FAX EMAIL edgar.ortiz@telecommg.com EMAIL a.. 54 2 c.4.-LS6t't Michael Shewbridge ISTATE UC.# C-19797 JTAIEUC.# lCI5 lorry BUS, MR Z37420 (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law[' 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). WOR,qERS' COMPENSATION 9 Wo 'Compensation Declaration: I hereby affirm underpenalfyofpedLwyone of the following dedaralions: I e and will maintain a certificate of consent to self4nsure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers' compensation, as required by Section 3700 of the Labor for the performance of the work for which this peinutis issued My workers' compensation insurance 9an1er and policy 1. number auc Insurance CO, _Qt4rt I4tilC.t. (' Foricy No. _1(° LS3'? Expiration Date _________ This section need not be completed If the permit is for one hundred dollars ($100) or less. 0 Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I strati not employ any person in any manner soasto become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to ceiminal penalties and civil fines up to one hundred thousand dollars (11100,000), In 'addition to the cost of compensation, damages as4foviled for in Section 3706 of the labor code, interest and attorney's fees. JK CONTRACTOR SIGNATURE []AGENT DATE KI'lI li IiI P1 1lf..UlII t.Il thereby affinn thall am exempt from Contractor's License Law rektikrwfsq reason: I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sate (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or- improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If. however, the building or Improvement issold within one year of completion. the owner-builder will have the linden of proving that he did not burnt or improve for the purpose of sale). [J I, as owner of the property, am exclusively contrasting with licensed contractors to construct the project (Sec. 7044, Business and Pmlessions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 0 lam exempt under Section Business and Professions Code for this reason: 1.1 personally plan to provide the major labor and materials for construction of the proposed property ImprcvernenL DYes DNo 2. I (have lhave not) sned an application for a building permit for the proposed work. 3.1 have contracted with the following person (firm) to provide the proposed construction (include name address/phone/contractors license number): 4.1 plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name/address! phone/contractors' license number): 5.1 will provide some of thew* but I have contracted (hired) the following persons to provide the work indicated (include name/address/phone/type of work): ..'PROPERTY OWNER SIGNATURE []AGENT DATE 11?Q V0009 OW919000 (B 0001100 G9 @ 016 ®JQS Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505.25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Yes X No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Yes X No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? I Yes X No IF ANY OF THE ANSWERS ARE YES,A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. 001399 17 ID IM1300a) A 0 69 0000 I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (I) Civil Code). Lenders Name Lender's Address ocjui @O0U®ti I oe*thati have read theapplication and state thattheabove Information Iscorrectand thatthe h.b.ne nonthepimmisammip—lagwtocm*wfthaRCiVodnmmandStobambftfabuMngoogl,i,iL I hereby authorize representative of the Cityof CarLsbad to enter upon the above mentioned property Jorinspedion xnes. I AIMAGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY MANY WAY ACCRUEAGAINST SAID CITY IN CONSEOUB4CEOFTHE GRANTING OF THIS PERMIT. OSHA: An OSHA permit ic requiredkrrexcavaliims over deep and temrltkEor alnmiionofsUudwes over 3 stories m height EXPIRATION: Every permit issued by the Building nder the picelsbsofthis Code thaI expire by limilation and become null and vi*i N the building k authorized bysuch pod onmmencedithiri 180 days from the dale of such permit or ld sent authodzedsuth permit ended or abandoned at any time aller the sent is commenced bra period of 180 days (Section 10644 Uniform Building Code). £APPUCANT'S SIGNATURE ., DATE 0iris4'Hrrison, M&M Telecom, Inc. - IC ow__- STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. CERTIFICATE OF OCCUPANCY (Commercial Projects Onlyl Fax (760)602-8560. Email buildina(carlsbadca.gov or Mail the completed form to City of Carlsbad. Building Division 1635 Faraday Avenue, Carlsbad, California 92008. CO#: (Office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS BUILDING ADDRESS CITY STATE ZIP CITY STATE ZIP Carlsbad CA PHONE FAX EMAIL OCCUPANTS BUS. UC. No. DEUVERYOPI1ONS PICK UP: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) ASSOCIATED CB# MAIL TO: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. NO CHANGE IN USE / NO CONSTRUCTION MAIL/ FAX TO OThER:________________________________ CHANGE OF USE/ NO CONSTRUCTION .5APPUcANVSSIGNA11JRE DATE Permit Type: BLDG-Commercial Application Date: 06/21/2018 Owner: OLIVENHAIN MUNICIPAL WATER DISTRICT: PUBLIC AGENCY Work Class: Tenant Improvement Issue Date: 11/27/2018 Subdivision: RANCHO LAS ENCINITAS Status: Closed - Finaled Expiration Date: 07/22/2019 Address: 1966 Olivenhain Rd, Cs Encinitas, CA 92024-5676 IVR Number: 12094 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 0112212019 0112212019 BLDG-34 Rough 081729-2019 Passed Michael Collins Complete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Three antennas & RRU's Yes BLDG-Final 081726-2019 Passed Michael Collins Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency One antenna & RRU per sector at upper Yes sectors only, three total BLDG-Eleètricai Final Yes Page lofl January 22, 2019 EsG.V. 11,.,--. A SAFEbui1tCornpany DATE: 7/2/2018 JURISDICTION: City of Carlsbad PLAN CHECK #.: CB62018-0344 SET I PROJECT ADDRESS: 1966 Olivenhain Rd. PROJECT NAME: AT&T OMWD OPS Center NS0028 APPLICANT U JURIS. 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. LI The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. Lii The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. LI EsGil staff did advise the plicant that the plan check has been completed. Person contacted: / Telephone #: Date contacted: / (by:J ) Email: Mail Telephone Fax In Person LIII REMARKS: By: David Yao Enclosures: EsGil 6/25/18 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad CBC2018-0344 7/2/2018 [DO NOT PAY - THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2018-0344 PREPARED BY: David Yao DATE: 7/2/2018 BUILDING ADDRESS: 1966 Olivenhain Rd. BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) cell site revision per city 40,000 Air Conditioning Fire Sprinklers TOTAL VALUE 40,000 Jurisdiction Code 1cb IBY Ordinance 1997 UBC Building Permit Fee IVj 1997 UBC Plan Check Fee Type of Review: 121 Complete Review El Structural Only El Repetitive Fee Repeats El Other El Hourly __Hr. @ * EsGil Fee I $195.221 Comments: Sheet of 4 0 5~4a'".w, TELECOM MANAGEMENT GROUP July 18, 2018 To: Chris Glassen RECEIVED Land Development City of Carlsbad JUL 2 3 ZO1B Community & Economic Development Department CITY OF CARLSBAD 1635 Faraday Avenue, DIVISION BUILDING Carlsbad, CA 92008 Dear Mr. Glassen, Below are the responses to the comments on AT&T telecom project located at 1966 Olivenhain Road, Carlsbad, CA 92009, Project ID. CBC2018-0344. 1. Site Plan Review Comment Show: Easements Response Site plan Sheet Al has been updated to show property line, easements and existing building structures. Sheet Al has been clouded and delta numbered. Comment Show on Site Plan: Drainage pattern and proposed site elevations. Show all high points. Response No new drainage, civil works, or any grading works will be part of this project. 5. Grading Permit Requirements Comment Inadequate information available on site plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill, import, export and remedial). This information must be included on plans. If no grading is proposed write: "NO GRADING' Response No new drainage, civil works, or any grading works will be part of this project. "NO GRADING" note has been added on updated site plan, Sheet Al. * MISCELLANEOUS - ROW PERMIT: No ROW Permit is anticipated to be needed for this project. Please let us know if there are any other requirements we need to provide to obtain City approval. Sincerely, £1 Edgardo Ed Agramon Project Engineer Telecom Management Group Rev.O 2015.05.14 d9mot INFRASTRUCTURE SERVICES ENGINEERING INNOVATION FDH Infrastucture Services, LLC 6521 Meridien Dr. Raleigh, NC 27616 919-755-1012 Monday, June 11, 2018 RIGOROUS STRUCTURAL ANALYSIS 41' Monopole (42' AGL) AT&T DESIGNATION: USID: 92996-A Site FA: 10090933 Site Name: OMWD OPS Center Site ID: NS0028 Project Number: I8PEDAI400 ANALYSIS CRITERIA: ANSI/TIA-222-G Codes: 2016 CBC SITE DATA: 1966 Olivenhain Road, Carlsbad, CA 92009, San Diego County Latitude 33.0673611, Longitude -117.2478889 Market: San Diego/Las Vegas 41' Monopole (42' AGL) To Whom it May Concern, FDH Infrastructure Services, LLC is pleased to submit this Rigorous Structural Analysis Report to determine the structural integrity of the aformentioned tower. The purpose of the analysis is to determine the suitability of the tower with the existing and proposed loading configuration detailed in the analysis report. Analysis Results V Tower Stress Level with Proposed Equipment: 97.70% Pass Foundation Ratio with Proposed Equipment: 44,00Y. Pass 4, V Weat FDH Infrastructure Services, LLC appreciate the opportunity of providing our continuing professional services to you and AT&T. If you have any questions or need further assistance on this or any other projects please give us a call. Respectfully Submitted by: FDH Infrastructure Services, LLC Analysis Prepared by: Hailey Hipp, PE Analysis Reviewed by: Hailey Hipp, PE 6/11/18 -11 t8cwls 0003qy INFRASTRUCTURE IcES CNG$NCCRaNG INNOVATION Rigorous Structural Analysis for M&M Telecom 41.0' Monopole Tower (42.0' AGL) Site Name: OMWD Ops Center USID: 92996-A Site ID: NS0028 Site FA: 10090933 Site Address: 1966 Olivenhain Road, Carlsbad, CA 92009 FDH Infrastructure Services, LLC Project Number 18PEDA1400 Analysis Results Tower Components 97.7% Sufficient Foundation 48.7% Sufficient Prepared By: A I* Hailey Hipp, PE Engineering Lead CA License No. 85569 OESs,o 6521 Meridien Drive FDH Infrastructure Services, LLC Raleigh, NC, 27616 (919) 755-1012 69 Structural@fdhvelocitel.com A L 6/11/18 June 11, 2018 Prepared pursuant to the ANSI/T/A-222-G Structural Standard forAntenna Supporting Structures andAntennas and the 2016 California Building Code (CBC) STR-RPT-10100 -- RG-1 .3.20 Rigorous Structural Analysis Report M&M Telecom Site ID: 92996-A June 11, 2018 TABLE OF CONTENTS EXECUTIVESUMMARY..........................................................................................................................................................3 Conclusions...............................................................................................................................................................3 Recommendations....................................................................................................................................................3 RESULTS.................................................................................................................................................................................4 GENERALCOMMENTS...........................................................................................................................................................4 LIMITATIONS........................................................................................................................................................................... 4 APPENDIX................................................................................................................................................................................5 'I STR-RPT-10100 2 Rigorous Structural Analysis Report M&M Telecom Site ID: 92996-A June 11, 2018 EXECUTIVE SUMMARY At the request of M&M Telecom, FDH Infrastructure Services, LLC performed a rigorous structural analysis of the existing Monopole Tower located in Carlsbad, CA to determine whether the tower is structurally adequate to support the antenna configuration in place per TAS pursuant to the ANSI/TIA-222-G Structural Standard for Antenna Supporting Structures and Antennas and the 2016 California Building Code (CBC). Information pertaining to the antenna loading, current tower geometry, member sizes, and below grade parameters was obtained from: The analysis has been performed in accordance with the 2016 CBC based upon an ultimate 3-second gust wind speed of 110 mph converted to a nominal 3-second gust wind speed of 85 mph per Section 1609.3.1 as required for use in the TIA- 222-G Standard per Exception #5 of Section 1609.1.1. Exposure Category C with a maximum topographic factor of 1, Risk Category II and Spectral Accelerations S = 1.052 and S1 = 0.406 were used in this analysis. Conclusions With the antenna configuration in place per TAS we have determined the tower stress level to be sufficient and the foundation(s) to be sufficient pursuant to the requirements stipulated by ANSI/TIA-222-G Structural Standard forAntenna Supporting Structures andAntennas and the 2016 California Building Code (CBC) provided the Recommendations listed below are satisfied. Fora more detailed description of the analysis of the tower, seethe Results section of this report. Our structural analysis has been performed assuming all information provided to FDH Infrastructure Services, LLC is accurate (i.e., the structure member information, 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 current analysis standards are met with the antenna configuration in place per TAS, we have the following recommendations: Proposed feed lines must be installed inside the monopoles shaft unless otherwise noted. RRU/RRH Stipulation: The equipment may be installed in any arrangement as determined by the client. STR-RPT-10`100 Rigorous Structural Analysis Report M&M Telecom Site ID: 92996-A June 11, 2018 RESULTS The following material grades for individual members were used for analysis: Table I - Material Grade Table 2 and 3 display the summary of capacities for the analyzed structure and its additional components. Values greater than 100% indicate locations where the maximum force in the member exceeds its capacity. Note: Capacities up to 105% are considered acceptable (except foundation soil interaction, up to 110%/s considered acceptable). If the assumptions outlined in this report differ from actual field conditions, FDH Infrastructure Services, LLC should be contacted to perform a revised analysis. Furthermore, as no information pertaining to the allowable twist and sway requirements for the appurtenances was provided, deflection and rotation were not taken into consideration when performing this analysis. See the Appendix for detailed modeling information. Table 2- Structure Member Capacities Li 1 42-31 1 Pole I P10x.365 1 39.4 1 Pass L2 1 31-22 1 Pole I P12075 1 63.9 1 Pass I L4 I 20-1 I Pole I P30x.188 I 97.7 I Pass I Table 3—Additional Structure Component Capacities 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 M&M Telecom 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 Infrastructure Services, LLC 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 Infrastructure Services, LLC. STR-RPT-10100 Rigorous Structural Analysis Report M&M Telecom Site ID: 92996-A June 11, 2018 APPENDIX STR-RPT-10100 5 Tower Analysis Summary Form 5unhlnfO Site Name OMWD Ops Center Site Number 92996-A FA Number 10090933 Date of Analysis 611112018 Company Performing Analysis FOH Infrastructure Sevices, LLC flecerintion The information contained in this summary report is not to be used independently from the PE stomped tower analysis. flute fission Pammeters Tower Type (0, SST. MP) - Monopole Tower - Tower Height (top of steel AGL) 42 AOL - Tower Manufacturer SCI - Tower Model - - Previous Structural Analysis B+T Group 81712015 Geotechnicut Report Tore International 81712010 Design Code Used TIA.22243 2016 CRC Location of Tower (County, State) San Diego, CA Basle Wind Speed (mph) 85 ice Thickness (in) 0 Structure Classification (I, ii, iii) 9 Exposure Category (B, C. Dl C Topographic Category (I to 5) 1 Steel Yield Strength (ksi) Assumed? Tower Shaft 35 Wills 65 N Bose Plate I A572-50 N Anchor Reds I F1554-05 N Ezistino I Reserved Loadino Antenna - - Mount Transmission Use - Antenna Owner Mount Height (11) Antenna CL (it) Quantity Typo Manufacturer Model Azimuth Quantity Manufacturer Type Quantity Model Size Attachment Leg/Face AT&T 42 42 12' panel cci HPA45R-BUU-N6 401140I260 3 T-Arms B Feed Lines inside AT&T 42 42 Is, RRH ericsson RRU-11 AT&T 42 42 3' RRH ericsson RRU.11*A2 AT&T 42 42 3 Surge ,aycap 006.4840.18.8F Verizon 27 27 6 panel I lcathreio 1 808 10736v01 3 T-Arms 2 1418' inside Verizon 27 27 6 panel commscope SBNHH.1068B Verizon 27 27 6 RRH ericsson RRUSI2 Verizon 27 27 3 RRH ericsson RRUSII Verizon 27 27 9 RRH ericsson RRUS A2 Verizon 27 27 2 Surge Isycap RCMDC-3315-PF40 '(3) CCI HPA45R-BUU-H6 panel antennas, (3) Ericsson RRU41. and (3) Ericsson RRU-11+A2 lobe removed prior to the Installation of the proposed loading listed below. Equipment not considered in this analysis. PrOfaned Loodinri Antenna - - Mount - Transmission line Antenna Owner Mount Height (ft) Antenna CL (ft) Quantity Type Manufacturer Model Azimuth Quantity Manufacturer Type Quantity Model Sine Attachment 1e8/Face AT&T 42 1 42 3 panel kathrein 8110 109911 4011401260 on existing mounts AT&T 42 42 3 RRH ericsson RRU 4478 814 AT&T 42 42 6 RRH ericsson RRU42 'Proposed equipment lobe Installed In addition lathe remaining existing equipment listed above. Future Londinti Antenna - - Mount Transmission Une Antenna Owner Mount Height (it) Antenna CL (it) Quantity Type Manufacturer Model Azimuth Quantity - Manufacturer Type Quantity - Model Size Attachment Leg/Face HPA-65R-BUU-1-16 wl Mount Pipe 42 (3) RRUSA2 21 800 10991 WI Mount Pipe 42 RCMDC-3315-PE-48 21 RRU-11 42 RCMDc-3315-PF48 21 (2) RRU-32 42 T-Arm 27 RRU 4478 B14 42 (2) SBNHH-1065B WI Mount Pipe 27 DC8-4860-18-8F 42 RRU811 27 T-Arm 42 (2)800 10735v01 WI Mount Pipe 27 Branches (Top Section) 38.2 (2) RRUS12 27 Top Upper Trunki 38.5 Bottom Upper Trunki 25.5 MATERIAL STRENGTH GRADE I Fy I Fu I GRADE I Fy I Fu A53-B.35 135 ksi 163 kni TOWER DESIGN NOTES Tower is located in San Diego County, California. Tower designed for Exposure C to the TIA-222-G Standard. Tower designed for a 85 mph basic wind in accordance with the TIA-222-G Standard. Deflections are based upon a 60 mph wind. S. Tower Structure Class II. with Crest Height of 0.00 ft EACTIONS ACTORED l(IAL MOMENT 109 kip--ft TORQUE 17 kip-ft REACTIONS -85 mph WIND 1:1 El DESIGNED APPURTENANCE LOADING FDH Infrastructure Se 6521 Meridien Drive Raleigh, NC 27616 roii-ts Phone: (919) 755-1012 92996-A - OMWD 0 Project: I8PEDAI400 client: M&M Telecom IDrawn by: HHIPP Appd: Code: TiA-222-G IDate: 06111118 Scale: t Job 92996-A - OMWD Ops Center (Upper) PagenxTower 1 of 15 FDH Infrastructure Services 6521 Meridien Drive Project 18PEDA1400 Date 10:21:55 06/11/18 Raleigh, NC 27616 Phone: (919) 755-1012 FAX: Client M&M Telecom Designed by HHIPP Tower Input Data = There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in San Diego County, California. ASCE 7-10 Wind Data is used (wind speeds converted to nominal values). Basic wind speed of 85 mph. Structure Class II. Exposure Category C. Topographic Category 1. Crest Height 0.00 ft. Deflections calculated using a wind speed of 60 mph. A non-linear (P-delta) analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is 1. Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Options I Consider Moments - Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification Use Code Stress Ratios Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) SR Members Have Cut Ends SR Members Are Concentric Distribute Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wind Area Use Clear Spans For KL/r Retension Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appurt. Autocalc Torque Arm Areas Add IBC .6D+W Combination Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Treat Feed Line Bundles As Cylinder Use ASCE 10 X-Brace Ly Rules Calculate Redundant Bracing Forces Ignore Redundant Members in FEA SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation 'I Consider Feed Line Torque Include Angle Block Shear Check Use TIA-222-G Bracing Resist. Exemption Use TIA-222-G Tension Splice Exemption Pes___________ 'I Include Shear-Torsion Interaction Always Use Sub-Critical Flow Use Top Mounted Sockets Pole Section Geometry I Section Elevation Section Pole Pole Socket Length Length Size Grade ft ft ft LI 42.00-31.00 11.00 P10x.365 A53-B-35 (35 ksi) L2 31.00-22.00 9.00 P12x.375 A53-B-35 (35 ksi) L3 22.00-20.00 2.00 P10x.5 A53-B-35 (35 ksi) tnxTower Job 92996-A - OMWD Ops Center (Upper) Page 2 of 15 FDH Infrastructure Services Project Date 6521 Meridien Drive 18PEDAI400 10:21:55 06/11/18 Raleigh, NC 27616 Phone: (919) 755-1012 FA X: Client M&M Telecom Designed by HHIPP Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Muit. Double Angie Double Angle Double Angle Elevation Area Thickness A, Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) A Spacing Spacing Spacing Diagonals Horizontals Redundants ft fi in in in in LI 42.00-3 1.00 I I 1 L2 31.00-22.00 I 1 L3 22.00-20.00 1 1 I I Feed Line/Linear Appurtenances - Entered As Area I Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Leg ft 1i2/ft p1! Feed Lines C No Inside Pole 42.00 -20.00 3 No Ice 0.00 0.54 1-5/8" C No Inside Pole 42.00-20.00 2 No Ice 0.00 0.82 Feed Line/Linear Appurtenances Section Areas I Tower Tower Face AR AF CAAA CAAA Weight Section Elevation In Face Out Face ft f,2 ft2 f12 Y K LI 42.00-31.00 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 0.04 L2 31.00-22.00 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 0.03 L3 22.00-20.00 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 0.01 Feed Line Center of Pressure I Section Elevation CPx CP2 CPx Cl'2 Ice Ice ft in in in in LI 42.00-31.00 0.0000 0.0000 0.0000 0.0000 L2 31.00-22.00 0.0000 0.0000 0.0000 0.0000 L3 22.00-20.00 0.0000 0.0000 0.0000 0.0000 Shielding Factor Ka Tower Feed Line Description Feed Line K Section Record No. Segment Elev. No Ice Ice tnxTower Job 92996-A - OMWD Ops Center (Upper) Page 3 of 15 Project I8PEDAI400 Date 10:21:55 06/11/18 FDH Infrastructure Services 6521 Meridien Drive Raleigh, NC 27616 Phone: (919) 755-1012 FA X: Client M&M Telecom Designed by HHIPP User Defined Loads CAAc Description Elevation Offset Azimuth Weight F F Wind Force From Angle Centroid ft ft K K K K Top Upper Trunk 36.50 -5.00 0.0000 No Ice 0.45 0.00 0.00 0.12 5.91 Service 0.45 0.00 0.00 0.05 5.91 Bottom Upper Trunk 25.50 -2.50 0.0000 No Ice 0.60 0.00 0.00 0.14 7.70 Service 0.60 0.00 0.00 0.06 7.70 Transition Pipes 21.00 0.00 0.0000 No Ice 0.20 0.00 0.00 0.00 0.00 Service 0.20 0.00 0.00 0.00 0.00 Branches (Tapered Section) 27.90 -6.70 0.0000 No Ice 0.23 0.00 0.00 0.72 38.31 Service 0.23 0.00 0.00 0.32 38.31 Branches (Top Section) 38.20 -9.00 0.0000 No Ice 0.35 0.00 0.00 1.15 57.74 Service 0.35 0.00 0.00 0.51 57.74 Top Self Weight Offset 36.50 0.00 0.0000 No Ice -0.45 0.00 0.00 0.00 0.00 Service -0.45 0.00 0.00 0.00 0.00 Bottom Self Weight Offset 25.50 0.00 0.0000 No Ice -0.60 0.00 0.00 0.00 0.00 Service 0.60 0.00 0.00 0.00 0.00 Discrete Tower Loads Weight Description Face Offset Offsets: Azimuth Placement CAAA CAAA or Type Horz Adjustment Front Side Leg Lateral Vert ft ft fit Y K ft ft (3) HPA-65R-BUt.J-H6 wl A From Leg 4.00 0.0000 42.00 No Ice 9.90 8.11 0.08 Mount Pipe 0.00 0.00 800 10991 wl Mount Pipe A From Leg 4.00 0.0000 42.00 No Ice 14.05 7.63 0.13 0.00 0.00 (4) RRIJ-1 I A From Leg 4.00 0.0000 42.00 No Ice 2.52 1.30 0.05 0.00 0.00 (2) RRU-32 A From Leg 4.00 0.0000 42.00 No Ice 3.46 2.42 0.08 0.00 0.00 RRU 4478 B14 A From Leg 4.00 0.0000 42.00 No Ice 2.02 1.25 0.06 0.00 0.00 DC6-48-60-I8-8F A From Leg 4.00 0.0000 42.00 No Ice 1.21 1.21 0.03 0.00 0.00 T-Arm C From Leg 0.00 0.0000 42.00 No Ice 7.28 3.02 0.26 0.00 0.00 (2) 800 I0735v01 wl Mount A From Leg 4.00 0.0000 27.00 No Ice 8.79 5.41 0.06 Pipe 0.00 0.00 (2) SBNHH-1D65B w/ A From Leg 4.00 0.0000 27.00 No Ice 8.29 7.00 0.08 Mount Pipe 0.00 tinxT Job 92996-A - OMWD Ops Center (Upper) Pageower 4 of 15 Project I8PEDAI400 Date 10:21:55 06/11/18 FDH Infrastructure Services 6521 Meridien Drive Raleigh, NC 27616 Phone: (919) 755-1012 FA X: Client M&M Telecom Designed by HHIPP Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft ft2 ft2 K ft ft 0.00 RRUSI2 A From Leg 4.00 0.0000 27.00 No Ice 3.15 1.29 0.06 0.00 0.00 RRUSII A From Leg 4.00 0.0000 27.00 No Ice 2.52 1.07 0.05 0.00 0.00 RRUS A2 A From Leg 4.00 0.0000 27.00 No Ice 2.07 0.50 0.02 0.00 0.00 RCMDC-3315-PF-48 A From Leg 4.00 0.0000 27.00 No Ice 3.71 2.19 0.02 0.00 0.00 RCMDC-3315-PF-48 B From Leg 4.00 0.0000 27.00 No Ice 3.71 2.19 0.02 0.00 0.00 T-Arm C From Leg 0.00 0.0000 27.00 No Ice 7.28 3.02 0.26 0.00 0.00 Tower Pressures - No Ice GH=1.100 Section Elevation ft z ft psf K2 q AG I1' F a c e AF ft2 AR ft2 A, ft2 Leg CAAA In Face ft? CAAA Out Face L142.00-3 1.00 36.50 1.024 18 9.854 A 0.000 9.854 9.854 100.00 0.000 0.000 B 0.000 9.854 100.00 0.000 0.000 C 0.000 9.854 100.00 0.000 0.000 L2 31.00-22.00 26.50 0.957 17 9.563 A 0.000 9.563 9.563 100.00 0.000 0.000 B 0.000 9.563 100.00 0.000 0.000 C 0.000 9.563 100.00 0.000 0.000 L3 22.00-20.00 21.00 0.911 16 1.792 A 0.000 1.792 1.792 100.00 0.000 0.000 B 0.000 1.792 100.00 0.000 0.000 C 1 0.000 1.792, 100.00 0.000 0.000 Tower Pressure - Service - GH=1.100 Section z Kz q AG F AF AR A, Leg CAAA CAAA Elevation a In Out c Face Face ft ft psf ft2 e ft2 ft2 ft2 T-142.00-3 1.00 36.50 1.024 8 9.854 A 0.000 9.854 9.854 100.00 0.000 0.000 tix 7awer Job 92996-A - OMWD Ops Center (Upper) Page 5 of 15 Project Date FDH Infrastructure Services 6521 Meridien Drive 18PEDA1400 10:21:55 06/11/18 Raleigh, NC 27616 Client Designed by Phone: (919) 755-1012 M&M Telecom HHIPP FAX _______________ Section z J(z qg AG F AF AR A, Leg CAAA CAAA Elevation a % In Out c Face Face t _..._.....E!L. Y e f,2 p2 B 0.000 9.854 100.00 0.000 0.000 C 0.000 9.854 100.00 0.000 0.000 L2 31.00-22.00 26.50 0.957 7 9.563 A 0.000 9.563 9.563 100.00 0.000 0.000 B 0.000 9.563 100.00 0.000 0.000 C 0.000 9.563 100.00 0.000 0.000 L3 22.00-20.00 21.00 0.911 7 1.792 A 0.000 1.792 1.792 100.00 0.000 0.000 B 0.000 1.792 100.00 0.000 0.000 C 0.000 1.792, 100.00 0.000 0.000 Tower Forces - No Ice - Wind Normal To Face I Section Elevation ft Add Weight K Self Weight K F a c e e CF q1 psf DF DR AE F? F K w plf Ctrl. Face LI 0.04 0.45 A 1 0.6 18 I I 9.854 0.12 10.63 C 42.00-31.00 B I 0.6 I I 9.854 C I 0.6 I I 9.854 L2 0.03 0.45 A 1 0.6 17 I I 9.563 0.11 11.79 C 31.00-22.00 B 1 0.6 I I 9.563 C 1 0.6 I I 9.563 L3 0.01 0.11 A 1 0.6 16 I I 1.792 0.02 9.47 C 22.00-20.00 B 1 0.6 I I 1.792 C I 0.6 I 1 1.792 Sum Weight: 0.07 1.00 - - OTM 2.64 kip-ft 0.24 I Tower Forces - No Ice - Wind 60 To Face I Section Elevation ft Add Weight K Self Weight K F a c e e CF q psi DF DR AE ft2 F K w p1! Ctrl. Face - LI 0.04 0.45 A I 0.6 18 I 1 9.854 0.12 10.63 C 42.00-31.00 B 1 0.6 I 1 9.854 C 1 0.6 I 1 9.854 L2 0.03 0.45 A I 0.6 17 I I 9.563 0.11 11.79 C 31.00-22.00 B 1 0.6 I I 9.563 C I 0.6 I I 9.563 L3 0.01 0.11 A I 0.6 16 1 I 1.792 0.02 9.47 C 22.00-20.00 B 1 0.6 1 I 1.792 C I 0.6 1 1 1.792 Sum Weight: 1 0.07 1 1.00 - 1 - OTM 1 2.64 kip-ft 1 0.24 I Tower Forces - No Ice - Wind 90 To Face I tnx2/ower Job 92996-A - OMWD Ops Center (Upper) Page 6 of 15 Project 18PEDAI400 Date 10:21:55 06/11/18 FDH Infrastructure Services 6521 Meridien Drive Raleigh, NC 27616 Phone: (919) 755-1012 FA X. Client M&M Telecom Designed by HHIPP Section Elevation ft Add Weight K Self Weight K F a c e e CF q psf Dp DR AR F K w p1! Ctrl. Face - LI 0.04 0.45 A I 0.6 18 1 I 9.854 0.12 10.63 C 42.00-31.00 B I 0.6 I 1 9.854 C I 0.6 1 1 9.854 L2 0.03 0.45 A I 0.6 17 1 1 9.563 0.11 11.79 C 31.00-22.00 B I 0.6 1 I 9.563 C I 0.6 I I 9.563 L3 0.01 0.11 A 1 0.6 16 I I 1.792 0.02 9.47 C 22.00-20.00 B 1 0.6 I I 1.792 C I 0.6 1 I 1.792 Sum Weight: 0.07 1.00 OTM 2.64 kip-ft 0.24 Tower Forces - Service - Wind Normal To Face I Section Elevation ft Add Weight K Self Weight K F a c e e CF qg psf DF DR AE . 112 F K w Of Ctrl. Face LI 0.04 0.45 A I 0.706 8 1 1 9.854 0.06 5.58 C 42.00-31.00 B I 0.706 1 I 9.854 C I 0.706 1 1 9.854 L2 0.03 0.45 A I 0.616 7 1 1 9.563 0.05 5.39 C 31.00-22.00 B I 0.616 I 1 9.563 C I 0.616 1 1 9.563 L3 0.01 0.11 A I 0.748 7 1 1 1.792 0.01 5.26 C 22.00-20.00 B I 0.748 1 1 1.792 C I 0.748 1 1 1.792 Sum Weight: 1 0.07 1.00 - -1 OTM 1 1.34 kip-ft 1 0.12 Tower Forces - Service - Wind 60 To Face I Section Elevation ft Add Weight K Self Weight K F a c e e CF q PSI` DF DR AR 112 F K w Pif Or/. Face LI 0.04 0.45 A I 0.706 8 1 1 9.854 0.06 5.58 C 42.00-31.00 B I 0.706 1 1 9.854 C I 0.706 1 1 9.854 L2 0.03 0.45 A 1 0.616 7 I 1 9.563 0.05 5.39 C 31.00-22.00 B 1 0.616 1 1 9.563 C 1 0.616 I 1 9.563 L3 0.01 0.11 A 1 0.748 7 I I 1.792 0.01 5.26 C 22.00-20.00 B 1 0.748 I I 1.792 C I 0.748 I I 1.792 Sum Weight: 1 0.071 1.00 -1 1 1 1 -1 OTM 1 1.34 kip-ft 1 0.12 iniTow Job 92996-A - OMWD Ops Center (Upper) Page er 7 of 15 FDH Infrastructure Services Project Date 6521 Meridien Drive 18PEDA1400 10:21:55 06/11/18 Raleigh, NC 27616 Phone: (919) 755-1012 FAX: Client M&M Telecom Designed by HHIPP I Tower Forces - Service - Wind 90 To Face I Section Elevation ft Add Weight K Self Weight K F a C e e CF q psf DF DR A5 F K w p11 Ctrl. Face LI 0.04 0.45 A I 0.706 8 1 I 9.854 0.06 5.58 C 42.00-31.00 B I 0.706 I I 9.854 C I 0.706 I I 9.854 L2 0.03 0.45 A I 0.616 7 I 1 9.563 0.05 5.39 C 31.00-22.00 B 1 0.616 I I 9.563 C 1 0.616 1 1 9.563 L3 0.01 0.11 A I 0.748 7 1 I 1.792 0.01 5.26 C 22.00-20.00 B I 0.748 1 I 1.792 C I 0.748 I I 1.792 Sum Weight: 0.07 1.00 OTM 1.34 kip-ft 0.12 I Discrete Appurtenance Pressures - No Ice GH=1.100 I Description Aiming Azimuth Weight K Offsets ft Offset. ft z It K q2 psI CAAc Front CAAc Side 112 HPA-65R-BUU-H6 wl 0.0000 0.24 0.00 -4.45 42.00 1.054 19 29.69 24.34 Mount Pipe 800 10991 wl Mount 0.0000 0.13 0.00 -4.45 42.00 1.054 19 14.05 7.63 Pipe RRU-I1 0.0000 0.20 0.00 -4.45 42.00 1.054 19 10.09 5.21 RRU-32 0.0000 0.16 0.00 -4.45 42.00 1.054 19 6.93 4.85 RRU4478B14 0.0000 0.06 0.00 -4.45 42.00 1.054 19 2.02 1.25 DC6-48-60-18-8F 0.0000 0.03 0.00 -4.45 42.00 1.054 19 1.21 1.21 T-Arm 240.0000 0.26 -0.39 0.22 42.00 1.054 19 7.28 3.02 800 1073541 w/ Mount 0.0000 0.12 0.00 4.53 27.00 0.961 17 17.58 10.82 Pipe SBNHH-ID65B wl 0.0000 0.16 0.00 4.53 27.00 0.961 17 16.58 14.01 Mount Pipe RRUS12 0.0000 0.12 0.00 4.53 27.00 0.961 17 6.29 2.57 RRUS II 0.0000 0.05 0.00 -4.53 27.00 0.961 17 2.52 1.07 R.RUS A2 0.0000 0.06 0.00 -4.53 27.00 0.961 17 6.20 1.49 RCMDC-3315-PF48 0.0000 0.02 0.00 -4.53 27.00 0.961 17 3.71 2.19 RCMDC-3315-PF-48 120.0000 0.02 3.92 2.27 27.00 0.961 17 3.71 2.19 T-Arm 240.0000 0.26 -0.46 0.27 27.00 0.961 17 7.28 3.02 Sum 1.89 Weight: Discrete Appurtenance Pressures - Service GH=1.100 I Description Aiming Weight Offsets Offset, z 1(2 q, CAAc CAAc Azimuth Front I Side K ft ft ft psf 112 112 HPA-65R-BIJIJ-H6 wl 0.0000 0.24 0.00 -4.45 42.00 1.054 8 29.69 24.34 Mount Pipe 800 10991 w/ Mount 0.0000 0.13 0.00 -4.45 42.00 1.054 8 14.05 7.63 Pipe RRU-11 0.0000 0.20 0.00 -4.45 42.00 1.054 8 10.09 5.21 tnxTower Job 92996-A - OMWD Ops Center (Upper) Page 8 of 15 Project I8PEDAI400 Date 10:21:55 06/11/18 FDHlnfrastrucfure Services 6521 Meridian Drive Raleigh, NC 27616 Phone: (919) 755-1012 FAX: Client M&M Telecom Designed by HHIPP _______________ Description Aiming Azimuth Weight K Offsets ft Offsets ft z ft K qg PSI` CAAc Front ft2 CAAc Side ft2 RRU-32 0.0000 0.16 0.00 -4.45 42.00 1.054 8 6.93 4.85 RRU 4478 B14 0.0000 0.06 0.00 -4.45 42.00 1.054 8 2.02 1.25 DC6-48-60-18-8F 0.0000 0.03 0.00 -4.45 42.00 1.054 8 1.21 1.21 T-Arm 240.0000 0.26 -0.39 0.22 42.00 1.054 8 7.28 3.02 800 10735v0I w/ Mount 0.0000 0.12 0.00 -4.53 27.00 0.961 8 17.58 10.82 Pipe SBNHH-1D65B wl 0.0000 0.16 0.00 4.53 27.00 0.961 8 16.58 14.01 Mount Pipe RRIJS12 0.0000 0.12 0.00 4.53 27.00 0.961 8 6.29 2.57 RRUSII 0.0000 0.05 0.00 4.53 27.00 0.961 8 2.52 1.07 RRUS A2 0.0000 0.06 0.00 4.53 27.00 0.961 8 6.20 1.49 RCMDC-3315-PF-48 0.0000 0.02 0.00 -4.53 27.00 0.961 8 3.71 2.19 RCMDC-3315-PF-48 120.0000 0.02 3.92 2.27 27.00 0.961 8 3.71 2.19 1-Ann 240.0000 0.26 -0.46 0.27 27.00 0.961 8 7.28 3.02 Sum 1.89 Weight: Force Totals I Load Vertical Sum of Sum of Sum of Sum of Sum of Torques Case Forces Forces Forces Overturning Overturning X Z Moments, M Moments, M K K K kip-ft kip-ft kip-ft Leg Weight 1.00 Bracing Weight 0.00 2.59 0.14 Total Member Self-Weight 1.00 Total Weight 3.74 2.59 0.14 0.06 -4.53 0.08 Wind 0 deg - No Ice -63.35 -0.86 Wind 30 deg - No Ice 2.03 -3.95 -55.02 -29.34 5.28 Wind 60 deg - No Ice 3.46 -2.32 -31.25 -49.92 9.07 Wind 90 deg -NoIce 3.95 -0.06 1.59 -57.09 10.43 Wind 120 deg - No Ice 3.39 2.21 34.70 48.92 8.99 Wind 150 deg - No Ice 1.92 3.89 59.20 -27.61 5.15 Wind 180 deg - No Ice -0.06 4.53 68.53 1.14 -0.08 Wind 2l0 deg -NoIce -2.03 3.95 60.20 29.62 -5.28 Wind 240 deg - No Ice -3.46 2.32 36.43 50.20 -9.07 Wind 270 deg - No Ice -3.95 0.06 3.59 57.37 -10:43 Wind 300 deg - No Ice -3.39 -2.21 -29.52 49.20 -8.99 Wind 330 deg - No Ice -1.92 -3.89 -54.02 27.89 -5.15 4.94 0.14 Total Weight 2.59 0.03 0.91 1.55 1.78 1.52 0.86 -0.03 -0.91 -1.55 -1.78 -1.52 -0.86 -2.03 -1.77 -1.04 -0.03 0.99 1.74 2.03 1.77 1.04 0.03 -0.99 -1.74 0.03 2.35 4.04 4.65 4.01 2.29 -0.03 -2.35 -4.04 -4.65 -4.01 -2.29 Wind 0 deg - Service Wind 30 deg -Service Wind 60 deg - Service Wind 90 deg - Service Wind 120 deg - Service Wind ISO deg - Service Wind 180 deg - Service Wind 210 deg - Service Wind 240 deg - Service Wind 270 deg - Service Wind 300 deg - Service Wind 330 deg - Service -26.97 -23.23 -12.58 2.14 16.98 27.97 32.15 28.41 17.76 3.04 -11.80 -22.79 -0.30 -13.08 -22.32 -25.54 -21.87 -12.31 0.59 13.36 22.60 25.82 22.15 12.59 I Load Combinations I tnxTower Job 92996-A - OMWD Ops Center (Upper) Page 9 of 15 Project 18PEDAI400 Date 10:21:55 06/11/18 FDH Infrastructure Services 6521 Meridien Drive Raleigh, NC 27616 Phone: (919) 755-1012 FA X: Client M&M Telecom Designed by HHIPP Comb. Description No. I Dead Only 2 l.2Dead+l.6 Wind 0 deg -NoIce 3 0.9 Deadl-l.6 Wind 0 deg - No Ice 4 1.2 Dead+1.6 Wind 30 deg - No Ice 5 0.9 Dead+1.6 Wind 30 deg - No Ice 6 1.2 Dead+l .6 Wind 60 deg - No Ice 7 0.9 Dead+I .6 Wind 60 deg - No Ice 8 1.2 Dead+1.6 Wind 90 deg - No Ice 9 0.9 Dead+l .6 Wind 90 deg - No Ice 10 1.2 Dead+1.6 Wind 120 deg - No Ice II 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+1.6 Wind 150 deg - No Ice 14 1.2 Dead+1.6 Wind 180 deg-No Ice 15 0.9 Dead+I .6 Wind 180 deg - No Ice 16 I.2Dead+1.6 Wind 2I0 deg -NoIce 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 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 Dead+Wind 90 deg - Service 30 Dead+Wind 120 deg - Service 31 Dead+Wind 150 deg - Service 32 Dead+Wind 180 deg - Service 33 Dead+Wind 210 deg - Service 34 Dead+Wind 240 deg - Service 35 Dead+Wind 270 deg - Service 36 Dead+Wind 300 deg - Service 37 Dead+Wind 330 deg - Service I Maximum Member Forces I Section Elevation Component Condition Coy. Axial Major Axis MinorAxis No. ft Type Load Moment Moment Comb. K kip-ft kip-ft LI 42-31 Pole Max Tension I 0.00 -0.00 0.00 Max. Compression 8 -2.25 -32.12 -1.51 Max. Mx 20 -2.25 32.37 -2.84 Max. My 14 -2.23 0.79 -40.02 Max. Vy 8 3.76 -32.12 -1.51 Max. Vx 14 4.27 0.79 -40.02 Max. Torque 9 -11.69 L2 31 -22 Pole Max Tension I 0.00 0.00 0.00 Max. Compression 8 -4.09 -79.33 -1.74 Max. Mx 20 -4.09 79.67 -4.56 Max. My 14 -4.08 1.58 -94.84 Max. Vy 8 6.32 -79.33 -1.74 Max. Vx 14 7.23 1.58 -94.84 Max. Torque 9 -19.37 L3 22-20 Pole Max Tension 1 0.00 0.00 0.00 (niTower Job Page 92996-A - OMWD Ops Center (Upper) 10 of 15 Project Date FDHlnfrastructure Services 6521 Meridien Drive 18PEDA1400 . 10:21:55 06/11/18 Raleigh, NC 27616 Client Designed by Phone: (919) 755-1012 M&M Telecom HHIPP FAX Section Elevation Component Condition Coy. Axial MajorAxis Minor Axis No. ft Type Load Moment Moment Comb. K kip-ft kip-ft Max. Compression 8 -4.49 -91.98 -1.53 Max. Mx 20 -4.49 92.32 -4.74 Max. My 14 -4.48 1.78 -109.31 Max. Vy 8 6.33 -91.98 -1.53 Max. Vx 14 7.25 1.78 -109.31 Max. Torque 9 -16.59 I Maximum Reactions Location Condition Coy. Vertical Horizontal, X Horizontal, Z Load K K K Comb. Pole Max. Vert 2 4.49 -0.10 7.24 Max. H. 21 3.37 6.33 -0.10 Max. H2 3 3.37 -0.10 7.24 Max. M2 3 103.66 -0.10 7.24 Max. M. 8 91.98 -6.33 0.10 Max. Torsion 21 16.59 6.33 -0.10 Mm. Vert 9 3.37 -6.33 0.10 Min. H. 9 3.37 -6.33 0.10 Min. H2 15 3.37 0.10 -7.24 Mm. M. 14 -109.31 0.10 -7.24 Mm. M. 20 -92.32 6.33 -0.10 Min. Torsion 9 -16.59 -6.33 0.10 I . Tower Mast Reaction Summary I Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment, M2 Moment, M. K K K kip-ft kip-ft kip-ft Dead Only 3.74 0.00 -0.00 2.63 0.14 0.00 1.2 Dead+1.6 Wind 0 deg - No 4.49 0.10 -7.24 -103.05 -1.44 0.12 Ice 0.9Dead+l.6 Wind 0 deg -No 3.37 0.10 -7.24 -103.66 -1.48 0.12 Ice 1.2 Dead+1.6 Wind 30 deg-No 4.49 3.25 -6.32 -89.63 -47.29 8.38 Ice 0.9 Dead+1.6 Wind 30 deg - No 3.37 3.25 -6.32 -90.26 47.26 8.40 Ice 1.2 Dead+1.6 Wind 60 deg - No 4.49 5.53 -3.71 -51.35 -80.43 14.40 Ice 0.9 Dead+1.6 Wind 60 deg - No 3.37 5.53 -3.71 -52.05 -80.35 14.43 Ice 1.2 Dead+1.6 Wind 90 deg - No 4.49 6.33 -0.10 1.52 -91.98 16.56 Ice 0.9 Dead+l.6 Wind 90 deg -No 3.37 6.33 -0.10 0.74 -91.87. 16.59 Ice 1.2 Dead+1.6 Wind 120 deg - 4.49 5.43 3.54 54.83 -78.83 14.28 No Ice 0.9 Dead+1.6 Wind 120 deg- 3.37 5.43 3.54 53.96 -78.74 14.31 No Ice 1.2 Dead+1.6 Wind 150 deg- 4.49 3.08 6.22 94.28 44.51 8.18 No Ice tnxTower Job 92996-A - OMWD Ops Center (Upper) Page 11 of 15 Project I8PEDAI400 Date 10:21:55 06/11/18 FDH Infrastructure Services 6521 Meridien Drive Raleigh, NC 27616 Phone: (919) 755-1012 FAX. Client M&M Telecom Designed by HHIPP Load Vertical Shears Shears Overturning Overturning Torque Combination Moment, M Moment, M K K K kip-ft kip-ft kip-ft 0.9 Dead+1.6 Wind ISO deg- 3.37 3.08 6.22 93.35 44.48 8.19 No Ice 1.2 Dead+1.6 Wind 180 deg- 4.49 -0.10 7.24 109.31 1.78 -0.12 No Ice 0.9 Dead+1.6 Wind 180 deg- 3.37 -0.10 7.24 108.35 1.73 -0.12 No Ice 1.2 Dead+1.6 Wind 210 deg - 4.49 -3.25 6.32 95.89 47.64 -8.38 No Ice 0.9 Dead+1.6 Wind 210 deg - 3.37 -3.25 6.32 94.95 47.52 -8.40 No Ice 1.2 Dead+1.6 Wind 240 deg - 4.49 -5.53 3.71 57.61 80.78 -14.40 No Ice 0.9 Dead+1.6 Wind 240 deg- 3.37 -5.53 3.71 56.74 80.60 -14.43 No Ice 1.2 Dead+1.6 Wind 270 deg - 4.49 -6.33 0.10 4.74 92.32 -16.56 No Ice 0.9 Dead+1.6 Wind 270 deg - 3.37 -6.33 0.10 3.95 92.13 -16.59 No Ice 1.2 Dead+1.6 Wind 300 deg - 4.49 -5.43 -3.54 -48.57 79.17 -14.28 No Ice 0.9 Dead+1.6 Wind 300 deg- 3.37 -5.43 -3.54 49.27 79.00 -14.31 No Ice 1.2 Dead+1.6 Wind 330 deg- 4.49 -3.08 -6.22 -88.02 44.85 -8.18 No Ice 0.9 Dead+1.6 Wind 330 deg - 3.37 -3.08 -6.22 -88.66 44.73 -8.19 No Ice Dead+Windodeg - Service 3.74 0.03 -2.03 -27.11 -0.31 0.03 Dead+Wind 30 deg - Service 3.74 0.91 -1.77 -23.35 -13.15 2.34 Dead+Wind 60 deg - Service 3.74 1.55 -1.04 -12.64 -22.44 4.02 Dead+Wind 90 deg - Service 3.74 1.78 -0.03 2.16 -25.67 4.62 Dead+Wind 120 deg - Service 3.74 1.52 0.99 17.08 -21.99 3.99 Dead+Wind 150 deg - Service 3.74 0.86 1.74 28.12 -12.38 2.28 Dead+Wind 180 deg - Service 3.74 -0.03 2.03 32.33 0.59 -0.03 Dead+Wind 210 deg - Service 3.74 -0.91 1.77 28.57 13.44 -2.34 Dead+Wind 240 deg - Service 3.74 -1.55 1.04 17.86 22.72 -4.02 Dead+Wind 270 deg - Service 3.74 -1.78 0.03 3.06 25.95 -4.62 Dead+Wind 300 deg - Service 3.74 -1.52 -0.99 -11.86 22.27 -3.98 Dead+Wind 330 deg - Service 3.74 -0.86 -1.74 -22.91 12.66 -2.28 Solution Summary I Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ % Error Comb. K K K K K K 1 0.00 -3.74 0.00 -0.00 3.74 0.00 0.000% 2 0.10 -4.49 -7.24 -0.10 4.49 7.24 0.000% 3 0.10 -3.37 -7.24 -0.10 3.37 7.24 0.000% 4 3.25 -4.49 -6.32 -3.25 4.49 6.32 0.000% 5 3.25 -3.37 -6.32 -3.25 3.37 6.32 0.000% 6 5.53 -4.49 -3.71 -5.53 4.49 3.71 0.000% 7 5.53 -3.37 -3.71 -5.53 3.37 3.71 0.000% 8 6.33 -4.49 -0.10 -6.33 4.49 0.10 0.000% 9 6.33 -3.37 -0.10 -6.33 3.37 0.10 0.000% 10 5.43 -4.49 3.54 -5.43 4.49 -3.54 0.000% 11 5.43 -3.37 3.54 -5.43 3.37 -3.54 0.000% 12 3.08 -4.49 6.22 -3.08 4.49 -6.22 0.000% 13 3.08 -3.37 6.22 -3.08 3.37 -6.22 0.000% 14 -0.10 4.49 7.24 0.10 4.49 -7.24 0.000% tnxTower Job 92996-A - OMWD Ops Center (Upper) Page 12 of 15 FDH Infrastructure Services Project Date 6521 Meridien Drive I8PEDA1400 10:21:55 06/11/18 Raleigh, NC 27616 Phone: (919) 755-1012 FA X: Client M&M Telecom Designed by HHIPP Sum ofApplied Forces Sum of Reactions Load PX PY PZ PX PY PZ % Error Comb. K K K K K K 15 -0.10 -3.37 7.24 0.10 3.37 -7.24 0.000% 16 -3.25 4.49 6.32 3.25 4.49 -6.32 0.000% 17 -3.25 -3.37 6.32 3.25 3.37 -6.32 0.000% 18 -5.53 4.49 3.71 5.53 4.49 -3.71 0.000% 19 -5.53 -3.37 3.71 5.53 3.37 -3.71 0.000% 20 -6.33 -4.49 0.10 6.33 4.49 -0.10 0.000% 21 -6.33 -3.37 0.10 6.33 3.37 -0.10 0.000% 22 -5.43 4.49 -3.54 5.43 4.49 3.54 0.000% 23 -5.43 -3.37 -3.54 5.43 3.37 3.54 0.000% 24 -3.08 4.49 -6.22 3.08 4.49 6.22 0.000% 25 -3.08 -3.37 -6.22 3.08 3.37 6.22 0.000% 26 0.03 -3.74 -2.03 -0.03 3.74 2.03 0.002% 27 0.91 -3.74 -1.77 -0.91 3.74 1.77 0.000% 28 1.55 -3.74 -1.04 -1.55 3.74 1.04 0.000% 29 1.78 -3.74 -0.03 -1.78 3.74 0.03 0.000% 30 1.52 -3.74 0.99 -1.52 3.74 -0.99 0.000% 31 0.86 -3.74 1.74 -0.86 3.74 -1.74 0.000% 32 -0.03 -3.74 2.03 0.03 3.74 -2.03 0.000% 33 -0.91 -3.74 1.77 0.91 3.74 -1.77 0.000% 34 -1.55 -3.74 1.04 1.55 3.74 -1.04 0.000% 35 -1.78 -3.74 0.03 1.78 3.74 -0.03 0.000% 36 -1.52 -3.74 -0.99 1.52 3.74 0.99 0.000% 37 -0.86 -3.74 -1.74 0.86 3.74 1.74 0.000% Non-Linear Convergence Results I Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance Yes 6 0.00000001 0.00000001 2 Yes 7 0.00000001 0.00003763 3 Yes 7 0.00000001 0.00002981 4 Yes 8 0.00000001 0.00013391 5 Yes 8 0.00000001 0.00010729 6 Yes 9 0.00000001 0.00000001 7 Yes 9 0.00000001 0.00000001 8 Yes 9 0.00000001 0.00000001 9 Yes 9 0.00000001 0.00000001 10 Yes 9 0.00000001 0.00000001 11 Yes 9 0.00000001 0.00000001 12 Yes 8 0.00000001 0.00013501 13 Yes 8 0.00000001 0.00010678 14 Yes 7 0.00000001 0.00004029 15 Yes 7 0.00000001 0.00003128 16 Yes 8 0.00000001 0.00013747 17 Yes 8 0.00000001 0.00010859 18 Yes 9 0.00000001 0.00000001 19 Yes 9 0.00000001 0.00000001 20 Yes 9 0.00000001 0.00000001 21 Yes 9 0.00000001 0.00000001 22 Yes 9 0.00000001 0.00000001 23 Yes 9 0.00000001 0.00000001 24 Yes 8 0.00000001 0.00013168 25 Yes 8 0.00000001 0.00010562 26 Yes 6 0.00000001 0.00012375 27 Yes 7 0.00000001 0.00010931 28 Yes 8 0.00000001 0.00000001 tnxTower Job 92996-A - OMWD Ops Center (Upper) Page 13 of 15 Project I8PEDA1400 Date 10:21:55 06/11/18 FDH Infrastructure Services 6521 Meridien Drive Raleigh, NC 27616 Phone: (919) 755-1012 FAX: Client M&M Telecom . Designed by HHIPP 29 Yes 8 0.00000001 0.00000001 30 Yes 8 0.00000001 0.00000001 31 Yes 7 0.00000001 0.00013047 32 Yes 7 0.00000001 0.00000001 33 Yes 7 0.00000001 0.00013438 34 Yes 8 0.00000001 0.0000000 35 Yes 8 0.00000001 0.00000001 36 Yes 8 0.00000001 0.00000001 37 Yes 7 0.00000001 0.000 10668 Maximum Tower Deflections - Service Wind Section Elevation Horz. Coy. Tilt Twist No. Deflection Load ft in Comb. LI 42-31 1.122 32 0.3397 0.1045 L2 31 -22 0.362 32 0.2593 0.0659 0 22-20 0.017 32 0.0814 0.0161 Critical Deflections and Radius of Curvature - Service Wind I Elevation Appurtenance Coy. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 42.00 (3) 1{PA-65R-BUU-H6 wl Mount 32 1.122 0.3397 0.1045 8548 Pipe 38.20 Branches (Top Section) 32 0.840 0.3159 0.0922 8548 36.50 Top Upper Trunk l 32 0.718 0.3044 0.0865 7771 27.90 Branches (Tapered Section) 32 0.200 0.2236 0.0521 2744 27.00 (2) 800 10735v01 wl Mount Pipe 32 0.160 0.2098 0.0476 2532 25.50 Bottom Upper Trunk l 32 0.102 0.1816 0.0394 2277 21.00 Transition Pipes 32 0.007 0.0420 0.0082 2239 I Maximum Tower Deflections - Design Wind I Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. LI 42-31 3.733 14 1.1690 0.3754 L2 31-22 1.211 14 0.8630 0.2367 L3 22-20 0.059 14 0.2741 0.0577 Critical Deflections and Radius of Curvature - Design Wind I Elevation Appurtenance Coy. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft -- tn Tower Job 92996-A - OMWD Ops Center (Upper) Page 14 of 15 FDH Infrastructure Services Project Date 6521 Meridien Drive I8PEDAI400 10:21:55 06/11/18 Raleigh, NC 27616 Client Designed by Phone: (919) 755-1012 M&M Telecom HHIPP FAX: ___________________________________________ Elevation Appurtenance Coy. Deflection Tilt Twist Radius of Load Curvature ft Comb, in ft 42.00 (3) HPA-65R-BIJU-H6 w/ Mount 14 3.733 1.1690 0.3754 2627 Pipe 38.20 Branches (Top Section) 14 2.800 1.0717 0.3311 2627 36.50 Top Upper Trunk 14 2.396 1.0264 0.3106 2388 27.90 Branches (Tapered Section) 14 0.670 0.7448 0.1870 830 27.00 (2) 800 10735v01 wi Mount Pipe 14 0.537 0.6997 0.1708 764 25.50 Bottom Upper Trunk l 14 0.344 0.6072 0.1413 684 21.00 Transition Pipes 14 0.024 0.1418 0.0294 672 I Compression Checks I Pole Design Data I Section Elevation Size L La Kl/r A P Ratio No. Pa ft ft ft in2 K K LI 42-31(1) P10x.365 11.00 0.00 0.0 11.9083 -2.23 375.11 0.006 L2 31-22(2) P12x.375 9.00 0.00 0.0 14.5790 -4.08 459.24 0.009 L3 22-20(3) PI0x.5 2.00 0.00 0.0 16.1007 -4.48 507.17 0.009 Pole Bending Design Data Section Elevation Size M 4)M. Ratio 114,, M, Ratio No. M Mw ft kip-ft kip-ft W. kip-ft kip-ft 41Vf,,,, L 42-31(l) PIOx.365 40.03 103.38 0.387 0.00 103.38 0.000 L2 31-22(2) PI2x.375 94.85 150.79 0.629 0.00 150.79 0.000 0 22-20(3) P10x.5 109.32 138.00 0.792 0.00 138.00 0.000 Pole Shear Design Data I Section Elevation Size Actual 4, V. Ratio Actual 4T Ratio No. V. V. T. T. ft K K v0 kip-ft kip-ft Li 42-31(t) PI0x.365 4.27 187.56 0.023 0.04 157.00 0.000 L2 31-22(2) P12075 7.24 229.62 0.032 0.12 230.04 0.001 L3 22-20(3) PI0x.5 7.25 253.59 0.029 0.12 207.02 0.001 I Pole Interaction Design Data I tnxTower Job 92996-A - OMWD Ops Center (Upper) Page 15 of 15 FDH Infrastructure Services Project Date 6521 Meridien Drive I8PEDAI400 10:21:55 06/11/18 Raleigh, NC 27616 Phone: (919) 755-1012 FA X: Client M&M Telecom Designed by HHIPP Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P, M M., T Stress Stress V. •T Ratio Ratio LI 42-31 (1) 0.006 0.387 0.000 0.023 0.000 0.394 1.000 4.8.2 L2 31-22(2) 0.009 0.629 0.000 0.032 0.001 0.639 1.000 4.8.2 L3 22-20(3) 0.009 0.792 0.000 0.029 0.001 0.802 1.000 4.8.2 I Section Capacity Table 7771 Section Elevation Component Size Critical P lP0110 . % Pass No. ft Type Element K K Capacity Fail LI 42-31 Pole Pl0x.365 I -2.23 375.11 39.4 Pass L2 31 -22 Pole PI2x.375 2 -4.08 459.24 63.9 Pass L3 22-20 Pole Pl0x.5 3 4.48 507.17 80.2 Pass Summary Pole (L3) 80.2 Pass RATING = 80.2 Pass Element Map I Section Section Component Element List No. Elevation Type ft LI 42.00-31.00 Pole L2 31.00-22.00 Pole 2 L3 22.00-20.00 Pole 3 Total number of elements: 3 Program Version 7.0.5.1 - 2/1/2016 File:C:IUsers!HHipp/Desktop/For Review/92996-A_OMWD Ops Center/I 8PEDA1400-STAMOO_ATT/R.0/Analysis/ReportedTowerltJpper Trunk/OMWD_(Upper).en 1.0 it ci I I0II0IWI 0 I 100 1 i 01W' Illolg rl<l ALL REACTIONS ARE FACTORED AXIAL 16K SHEA MOMENT 21K 666 kip-ft TORQUE 0 kip-ft REACTIONS -85 mph WIND FT U DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEV HPA-65R-BUU-H6 wl Mount Pipe 42 ) SBNt4H-1065B wI Mount Pipe 27 HPA45R-BLJU-H6 WI Mount Pipe 42 ) SBNHH-10658 wI Mount Pipe 27 HPA-65R-BUU-H8 w/ Mount Pipe 42 ) RRUS12 27 010991 W/ Mount Pipe 42 ) RRUS12 27 800 10991 WI Mount Pipe 42 ) RRUS12 27 800 10991 w/ Mount Pipe 42 RRUS11 27 -11 42 RRUS11 27 1.1-11 42 RRUS11 27 U-11 42 )RRUSA2 27 U-32 42 )RRUSA2 27_____ -32 42 )RRUSA2 27_ -32 42 CMDC-3315-PF48 27 U4478B14 42 CMDC-3315-PF48 27 U4478814 42 )T.Anns 27- RU 4478 814 42 800 10735v01 WI Mount Pipe 27 DC6-48-60-18-8F 42 800 10735v01 WI Mount Pipe 27 DC6-48-80-18-8F 42 800 10735v01 WI Mount Pipe 27 008-48-60-18-8F 42 SBNHH-1D85Bw/ Mount Pipe 27 T-Arms 42 Bottom Upper Trunk2 25.5 Top Upper Trunkl 36.5 1 Bottom Upper Trunk3 125.5 Top Upper Trunk2 36.5 Bottom Upper Trunkl 25..5 Top Upper Trunk3 36.5 Transition Pipes 121 Bronchus 32.2 1 Coax 120 MATERIAL STRENGTH GRADE Fy Fu I GRADE I Fy I F A572-65 65 ksi 80 ksi 11-0 9 TOWER DESIGN NOTES Tower is located in San Diego County, California. Tower designed for Exposure C to the TIA-222-G Standard. Tower designed for a 85 mph basic wind in accordance with the TiA-222-G Standard. Deflections are based UPOfl a 60 mph wind. Tower Structure Class II. Topographic Category 1 with Crest Height of 0.00 ft TOWER RATING: 97.7% FDH Infrastructure Se L~14 6521 Meriduen Drive Raleigh, NC 27616 oi-i-ts Phone: (919) 755-1012 FAX: 92996-A - OMWD Ops Center I PrOjed: IBPEDAI400 client: M&M Telecom Itwh1 by: HHIPP IAppd: Code: TIA-222-G Date: 06/11/18 Isoate: ,, tuxTower Job 92996-A - OMWD Ops Center Page I of 16 FDH Infrastructure Services 6521 Meridien Drive Project I8PEDA1400 Date 10:31:08 06/11/18 Raleigh, NC 27616 Phone: (919) 755-1012 FA X: Client M&M Telecom Designed by HHIPP Tower Input Data There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in San Diego County, California. ASCE 7-10 Wind Data is used (wind speeds converted to nominal values). Basic wind speed of 85 mph. Structure Class II. Exposure Category C. Topographic Category 1. Crest Height 0.00 ft. Deflections calculated using a wind speed of 60 mph. A non-linear (P-delta) analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is 1. Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Options I Consider Moments - Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification '1 Use Code Stress Ratios 'I Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) SR Members Have Cut Ends SR Members Are Concentric Distribute Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wind Area Use Clear Spans For KIJr Retension Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appurt. Autocalc Torque Arm Areas Add IBC .6D+W Combination Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Treat Feed Line Bundles As Cylinder Use ASCE 10 X-Brace Ly Rules Calculate Redundant Bracing Forces Ignore Redundant Members in FEA SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation I Consider Feed Line Torque Include Angle Block Shear Check Use T[A-222-G Bracing Resist. Exemption Use TIA-222-G Tension Splice Exemption Poles J 1 Include Shear-Torsion Interaction Always Use Sub-Critical Flow Use Top Mounted Sockets Tapered Pole Section Geometry I Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius ft ft ft Sides in in in in LI 20.00-1.00 19.00 18 30.0000 30.0000 0.1880 0.7520 A572-95- (65 ksi) I Tapered Pole Properties I tux-Tower Tower 92996-A - OMWD Ops Center Page 2 of 16 Project I8PEDAI400 Date 10:31:08 06/11/18 FDH Infrastructure Services 6521 Meridien Drive Raleigh, NC 27616 Phone: (919) 755-1012 FAX Client M&M Telecom Designed by HHIPP Section Tip Dia. Area I r C I/C J It/Q w wit in id in in in in' in in LI 30.4628 17.7892 1997.4484 10.5833 15.2400 131.0662 3997.5250 8.8963 4.9491 26.325 30.4628 17.7892 1997.4484 10.5833 15.2400 131.0662 3997.5250 8.8963 4.9491 26.325 Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) Spacing Spacing Spacing Diagonals Horizontals Redundants in in in LI 20.00-1.00 I I I Feed Line/Linear Appurtenances - Entered As Area I Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Leg ft 112ift p1! Feed Lines C No Inside Pole 20.00 -1.00 9 No Ice 0.00 0.54 1-5/8" C No Inside Pole 20.00 -1.00 2 No Ice 0.00 0.82 Feed Line/Linear Appurtenances Section Areas I Tower Tower Face AR AF CAAA CAAA Weight Section Elevation In Face Out Face ft j2 ft ft2 ft2 K LI 20.00-1.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.12 I Feed Line Center of Pressure I Section Elevation CPx Cl'2 CPx CPz Ice Ice ft in in in in LI 20.00-1.00 0.0000 0.0000 0.0000 0.0000 I Shielding Factor Ka I Tower Feed Line I Description I Feed Line I I( Section I Record No. Segment Elev. No Ice Ice I User Defined Loads I r tax To we Job 92996-A - OMWD Ops Center Page 3 of 16 FDH Infrastructure Services Project Date 6521 Meridien Drive I8PEDA1400 10:31:08 06/11/18 Raleigh, NC 27616 Phone: (919) 755-1012 FAX. Client M&M Telecom Designed by HHIPP Description Elevation Offset Azimuth Weight F F Wind Force CAAc From Angle Centroid ft ft K K K K ft2 Top Upper Trunk 36.50 5.00 0.0000 No Ice 0.45 0.00 0.00 0.12 5.91 Service 0.45 0.00 0.00 0.05 5.91 Top UpperTrunk2 . 36.50 5.00 120.0000 No Ice 0.45 0.00 0.00 0.12 5.91 Service 0.45 0.00 0.00 0.05 5.91 Top Upper Trunk3 36.50 5.00 240.0000 No Ice 0.45 0.00 0.00 0.12 5.91 Service 0.45 0.00 0.00 0.05 5.91 Bottom Upper Trunk I 25.50 2.50 0.0000 No Ice 0.60 10.00 0.00 0.14 7.70 Service 0.60 0.00 0.00 0.06 7.70 Bottom Upper Trunk2 25.50 2.50 120.0000 No Ice 0.60 0.00 0.00 0.14 7.70 Service 0.60 0.00 0.00 0.06 7.70 Bottom Upper Trunk3 25.50 2.50 240.0000 No Ice 0.60 0.00 0.00 0.14 7.70 Service 0.60 0.00 0.00 0.06 7.70 Transition Pipes 21.00 0.00 0.0000 No Ice 0.59 0.00 0.00 0.00 0.00 Service 0.59 0.00 0.00 0.00 0.00 Branches 32.20 0.00 0.0000 No Ice 2.04 0.00 0.00 6.42 333.35 Service 2.04 0.00 0.00 2.86 333.35 Coax 20.00 0.00 0.0000 No Ice 0.37 0.00 0.00 0.00 0.00 Service 0.37 0.00 0.00 0.00 0.00 I Discrete Tower Loads I Description Face or Leg Offset Type Offsets: Hors Lateral Vert ft ft ft Azimuth Adjustment Placement ft CAAA Front f,2 CAAA Side ft2 Weight K (3) HPA-65R-BUU-H6 wl A From Leg 4.00 0.0000 42.00 No Ice 9.90 8.11 0.08 Mount Pipe 0.00 0.00 (3) HPA-65R-BUU-H6 w/ B From Leg 4.00 0.0000 42.00 No Ice 9.90 8.11 0.08 Mount Pipe 0.00 0.00 (3) HPA-65R-BtJU-H6 wl C From Leg 4.00 0.0000 42.00 No Ice 9.90 8.11 0.08 Mount Pipe 0.00 0.00 800 10991 WI Mount Pipe A From Leg 4.00 0.0000 42.00 No Ice 14.05 7.63 0.13 0.00 0.00 800 10991 wl Mount Pipe B From Leg 4.00 0.0000 42.00 No Ice 14.05 7.63 0.13 0.00 0.00 800 10991 w/ Mount Pipe C From Leg 4.00 0.0000 42.00 No Ice 14.05 7.63 0.13 0.00 0.00 (4) RRU-I I A From Leg 4.00 0.0000 42.00 No Ice 2.52 1.30 0.05 0.00 0.00 (4) RRU-I I B From Leg 4.00 0.0000 42.00 No Ice 2.52 1.30 0.05 0.00 0.00 (4)RRU-I I C From Leg 4.00 0.0000 42.00 No Ice 2.52 1.30 0.05 0.00 tzv Tower Job 92996-A - OMWD Ops Center Page 4 of 16 FDH Infrastructure Services 6521 Meridien Drive Project I8PEDA1400 Date 10:31:08 06/11/18 Raleigh, NC 27616 Phone: (919) 755-1012 FA X: Client M&M Telecom Designed by HHIPP Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft i? Y K ft ft 0.00 (2) RRU-32 A From Leg 4.00 0.00 0.00 (2) RRU-32 B From Leg 4.00 0.00 0.00 (2) RRU-32 C From Leg 4.00 0.00 0.00 RRU 4478 B14 A From Leg 4.00 0.00 0.00 RRU 4478 B 14 B From Leg 4.00 0.00 0.00 RRU 4478 B14 C From Leg 4.00 0.00 0.00 DC648-60-1 8-8F A From Leg 4.00 0.00 0.00 DC648-60-1 8-8F B From Leg 4.00 0.00 0.00 DC648-60-I8-8F C From Leg 4.00 0.00 0.00 (3) T-Arms C None (2) 800 10735v01 wi Mount A From Leg 4.00 Pipe 0.00 0.00 (2) 800 I 0735v0 I w/ Mount B From Leg 4.00 Pipe 0.00 0.00 (2) 800 10735v01 wi Mount C From Leg 4.00 Pipe 0.00 0.00 (2) SBNHH-1 D65B wi A From Leg 4.00 Mount Pipe 0.00 0.00 (2) SBNHH-ID65B wi B From Leg 4.00 Mount Pipe 0.00 0.00 (2) SBNHH-ID65B wi C From Leg 4.00 Mount Pipe 0.00 0.00 (2) RRUSI2 A From Leg 4.00 0.00 0.00 (2) RRUSI2 B From Leg 4.00 0.00 0.00 (2) RRUSI2 C From Leg 4.00 0.00 0.00 0.0000 42.00 No Ice 3.46 2.42 0.08 0.0000 42.00 No Ice 3.46 2.42 0.08 0.0000 42.00 No Ice 3.46 2.42 0.08 0.0000 42.00 No Ice 2.02 1.25 0.06 0.0000 42.00 No Ice 2.02 1.25 0.06 0.0000 42.00 No Ice 2.02 1.25 0.06 0.0000 42.00 No Ice 1.21 1.21 0.03 0.0000 42.00 No Ice 1.21 1.21 0.03 0.0000 42.00 No Ice 1.21 1.21 0.03 0.0000 42.00 No Ice 11.59 11.59 0.77 0.0000 27.00 No Ice 8.79 5.41 0.06 0.0000 27.00 No Ice 8.79 5.41 0.06 0.0000 27.00 No Ice 8.79 5.41 0.06 0.0000 27.00 No Ice 8.29 7.00 0.08 0.0000 27.00 No Ice 8.29 7.00 0.08 0.0000 27.00 No Ice 8.29 7.00 0.08 0.0000 27.00 No Ice 3.15 1.29 0.06 0.0000 27.00 No Ice 3.15 1.29 0.06 0.0000 27.00 No Ice 3.15 1.29 0.06 tax Tower Job 92996-A - OMWD Ops Center Page 5 of 16 Project Date FDH Infrastructure Services 6521 Meridien Drive I8PEDAI400 10:31:08 06/11/18 Raleigh, NC 27616 Client Designed by Phone: (919) 755-1012 M&M Telecom HHIPP FAX: ______________ Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft . ft ft2 ft2 K ft ft RRUSI I A From Leg 4.00 0.0000 27.00 No Ice 2.52 1.07 0.05 0.00 0.00 RRUS II B From Leg 4.00 0.0000 27.00 No Ice 2.52 1.07 0.05 0.00 0.00 RRUS II C From Leg 4.00 0.0000 27.00 No Ice 2.52 1.07 0.05 0.00 0.00 (3) RRUS A2 A From Leg 4.00 0.0000 27.00 No Ice 2.07 0.50 0.02 0.00 0.00 (3) RRUS A2 B From Leg 4.00 0.0000 27.00 No Ice 2.07 0.50 0.02 0.00 0.00 (3) RRUS A2 C From Leg 4.00 0.0000 27.00 No Ice 2.07 0.50 0.02 0.00 0.00 RCMDC-3315-PF-48 A From Leg 4.00 0.0000 27.00 No Ice 3.71 2.19 0.02 0.00 0.00 RCMDC-3315-PF48 B From Leg 4.00 0.0000 27.00 No Ice 3.71 2.19 0.02 0.00 0.00 (3) T-Arms C None 0.0000 27.00 No Ice 11.59 11.59 0.77 I I TowerPressures - No Ice I GH=1.100 Section z I(z qz Ac F AF AR Aie8 Leg CAAA CAAA Elevation a % In Out c Face Face ._L f2 e It? 1?2 ft2 ft2 LI 20.00-1.00 10.50 0.85 15 48.233 A 0.000 48.233 48.233 100.00 0.000 0.000 B 0.000 48.233 100.00 0.000 0.000 C 1 0.0001 48.233 1 100.001 0.0001 0.000 I Tower Pressure - Service I GH=1.100 Section z K5 Qg AG F AF AR A, Leg CAAA CAAA Elevation a In Out c Face Face ft ft psf It' e ft2 ftz Y p2 f12 LI 20.00-1.00 10.50 0.85 7 48.233 A 0.000 48.233 48.233 100.00 . 0.000 0.000 tnxTow Job 92996-A - OMWD Ops Center Page 6 of 16 FDHlnfrastruclw-e Services Project Date 6521 Meridien Drive I8PEDAI400 10:31:08 06/11/18 Raleigh, NC 27616 Client Designed by Phone: (919) 755-1012 . M&M Telecom HHIPP FA X: Section z K2 q AG F AF AR A, Leg CAAA CAAA Elevation a In Out c Face Face ft ft psf 112 a i12 112 liz f12 f12 B 0.000 48.233 100.00 0.000 0.000 C 0.000 48.233 100.00 0.000 0.000 I Tower Forces - No Ice - Wind Normal To Face I Section Add Self F e CF qg Dp DR AE F w Co. Elevation Weight Weight a Face c psi ft K K e K plf LI 20.00-1.00 0.12 1.15 A 1 0.65 15 I I 48.233 0.52 27.11 C B I 0.65 I I 48.233 C 1 0.65 I 1 48.233 Sum Weight: 1 0.121 1.151 1 OTM 1 4.89 kip-ft 1 0.52 Tower Forces - No Ice - Wind 60 To Face I Section Add Self F e CF qz DF DR A5 F w CO. Elevation Weight Weight a Face c psf ft K K e f12 K p11 LI 20.00-1.00 0.12 1.15 A I 0.65 15 I 1 48.233 0.52 27.11 C B 1 0.65 I 1 48.233 C 1 0.65 I 1 48.233 Sum Weight: 1 0.121 1.151 1 OTM 1 4.89 kip-ft 1 0.52 I Tower Forces - No Ice - Wind 90 To Face I Section Add Self F e CF q DF DR A5 F w Co. Elevation Weight Weight a Face c psf ft K K e i12 K p11 - LI 20.00-1.00 0.12 1.15 A 1 0.65 15 I I 48.233 0.52 27.11 C B I 0.65 I I 48.233 C I 0.65 I I 48.233 Sum Weight: 1 0.121 1.151 1 OTM 1 4.89 kip-ft 1 0.52 Tower Forces - Service - Wind Normal To Face I millbwer Job 92996-A - OMWD Ops Center Page 7 of 16 Project 18PEDAI400 Date 10:31:08 06/11/18 FDHlnfrastrucfure Services 6521 Meridien Drive Raleigh. NC 27616 Client Designed by Phone: (919) 755-1012 FAX M&M Telecom HHIPP Section Add Self F e CF q DF DR AE F w Ctrl. Elevation Weight Weight a Face c psf ft K K e 112 K Of LI 20.00-1.00 0.12 1.15 A I 0.65 7 I I 48.233 0.23 12.09 C B I 0.65 1 I 48.233 C I 0.65 I 1 48.233 Sum Weight: 1 0.121 1.151 1 OTM 1 2.18 kip-ft 0.23 Tower Forces - Service - Wind 60 To Face I Section Add Self F e CF q2 DF DR A5 F w Ctrl. Elevation Weight Weight a Face c psf ft K K e Ii K plf LI 20.00-1.00 0.12 1.15 A I 0.65 7 I 1 48.233 0.23 12.09 C B I 0.65 I 1 48.233 C I 0.65 I I 48.233 Sum Weight: 1 0.121 1.15 - - -1 OTM 1 2.18 kip-ft 1 0.23 I Tower Forces - Service - Wind 90 To Face I Section Add Self F e CF q2 DF DR A5 F w Ctrl. Elevation Weight Weight a Face c psf ft K K e 2 K pif LI 20.00-1.00 0.12 1.15 A 1 0.65 7 1 1 48.233 0.23 12.09 C B 1 0.65 1 I 48.233 C I 0.65 1 1 48.233 Sum Weight: 1 0.121 1.15 - OTM 2.18 kip-ft 1 0.23 I Discrete Appurtenance Pressures - No Ice GH=1.100 I Description Aiming Azimuth Weight K Offsets ft Offset. It z ft K. q2 Of CAAc Front fi2 CAAC Side HPA-65R-BUIJ-H6 wl 0.0000 0.24 0.00 -5.25 42.00 1.054 19 29.69 24.34 Mount Pipe HPA-65R-BUU-H6w/ 120.0000 0.24 4.55 2.63 42.00 1.054 19 29.69 24.34 Mount Pipe HPA-65R-BUU-H6w/ 240.0000 0.24 -4.55 2.63 42.00 1.054 19 29.69 24.34 Mount Pipe 800 10991 w/ Mount 0.0000 0.13 0.00 -5.25 42.00 1.054 19 14.05 7.63 Pipe 800 10991 %v/ Mount 120.0000 0.13 4.55 2.63 42.00 1.054 19 14.05 7.63 Pipe 800 10991 w/ Mount 240.0000 0.13 -4.55 2.63 42.00 1.054 19 14.05 7.63 Pipe tnxTower Job 92996-A - OMWD Ops Center Page 8 of 16 FDH Infrastructure Services Project Date 6521 Meridien Drive 18PEDAI400 10:31:08 06/11/18 Raleigh, NC 27616 Client Designed by Phone: (919) 755-1012 M&M Telecom HHIPP FA X: Description Aiming Azimuth Weight K Offset, ft Offset, ft z ft K2 qz psf CAAc Front p2 CAAc Side f,2 RRU-11 0.0000 0.20 0.00 -5.25 42.00 1.054 19 10.09 5.21 RRU-11 120.0000 0.20 4.55 2.63 42.00 1.054 19 10.09 5.21 RRU-11 240.0000 0.20 -4.55 2.63 42.00 1.054 19 10.09 5.21 RRU-32 0.0000 0.16 0.00 -5.25 42.00 1.054 19 6.93 4.85 RRU-32 120.0000 0.16 4.55 2.63 42.00 1.054 19 6.93 4.85 RRU-32 240.0000 0.16 -4.55 2.63 42.00 1.054 19 6.93 4.85 RRU4478B14 0.0000 0.06 0.00 -5.25 42.00 1.054 19 2.02 1.25 RRU4478 814 120.0000 0.06 4.55 2.63 42.00 1.054 19 2.02 1.25 RRU4478B14 240.0000 0.06 4.55 2.63 42.00 1.054 19 2.02 1.25 DC6-48-60-18-8F 0.0000 0.03 0.00 -5.25 42.00 1.054 19 1.21 1.21 DC6-48-60-18-8F 120.0000 0.03 4.55 2.63 42.00 1.054 19 1.21 1.21 DC6-48-60-18-8F 240.0000 0.03 4.55 2.63 42.00 1.054 19 1.21 1.21 (3) T-Arms 0.0000 0.77 0.00 0.00 42.00 1.054 19 11.59 11.59 800 10735v01 W/ Mount 0.0000 0.12 0.00 -5.25 27.00 0.961 17 17.58 10.82 Pipe 800 10735vOI w/ Mount 120.0000 0.12 4.55 2.63 27.00 0.961 17 17.58 10.82 Pipe 800 10735v01 w/ Mount 240.0000 0.12 -4.55 2.63 27.00 0.961 17 17.58 10.82 Pipe SBNHH-1D65Bw/ 0.0000 0.16 0.00 -5.25 27.00 0.961 17 16.58 14.01 Mount Pipe SBNHH-ID65Bw/ 120.0000 0.16 4.55 2.63 27.00 0.961 17 16.58 14.01 Mount Pipe SBNHH-ID65B w/ 240.0000 0.16 -4.55 2.63 27.00 0.961 17 16.58 14.01 Mount Pipe RRUS12 0.0000 0.12 0.00 -5.25 27.00 0.961 17 6.29 2.57 RRUS12 120.0000 0.12 4.55 2.63 27.00 0.961 17 6.29 2.57 RRUS12 240.0000 0.12 4.55 2.63 27.00 0.961 17 6.29 2.57 RRUSII 0.0000 0.05 0.00 -5.25 27.00 0.961 17 2.52 1.07 RRUSII 120.0000 0.05 4.55 2.63 27.00 0.961 17 2.52 1.07 RRUSII 240.0000 0.05 4.55 2.63 27.00 0.961 17 2.52 1.07 RRUSA2 0.0000 0.06 0.00 -5.25 27.00 0.961 17 6.20 1.49 RRUSA2 120.0000 0.06 4.55 2.63 27.00 0.961 17 6.20 1.49 RRUS A2 240.0000 0.06 -4.55 2.63 27.00 0.961 17 6.20 1.49 RCMDC-3315-PF-48 0.0000 0.02 0.00 -5.25 27.00 0.961 17 3.71 2.19 RCMDC-3315-PF-48 120.0000 0.02 4.55 2.63 27.00 0.961 17 3.71 2.19 (3) T-Arms 0.0000 0.77 0.00 0.00 27.00 0.961 17 11.59 11.59 Sum 5.58 Weight: 1 I Discrete Appurtenance Pressures - Service GH=1.100 I Description Aiming Azimuth Weight K Offset, ft Offset, ft z ft K. q2 psI CAAc Front ft2 CAAc Side ft2 HPA-65R-BUU-H6 wl 0.0000 0.24 0.00 -5.25 42.00 1.054 8 29.69 24.34 Mount Pipe HPA-65R-BUU-H6 w/ 120.0000 0.24 4.55 2.63 42.00 1.054 8 29.69 24.34 Mount Pipe HPA-65R-BUU-H6w/ 240.0000 0.24 -4.55 2.63 42.00 1.054 8 29.69 24.34 Mount Pipe 800 10991 w/ Mount 0.0000 0.13 0.00 -5.25 42.00 1.054 8 14.05 7.63 Pipe 800 10991 w/ Mount 120.0000 0.13 4.55 2.63 42.00 1.054 8 14.05 7.63 Pipe 800 10991 w/ Mount 240.0000 0.13 -4.55 2.63 42.00 1.054 14.05 7.63 Pipe 81 RRU-I1 0.0000 0.20 0.00 -5.25 42.00 1.054 8 10.09 5.21 txTower Job 92996-A - OMWD Ops Center Page 9 of 16 Project Date FDH Infrastructure Services 6521 Meridien Drive 18PEDAI400 10:31:08 06/11/18 Raleigh, NC 27616 Phone: (919) 755-1012 FA X: Client M&M Telecom Designed by HHIPP Description Aiming Azimuth Weight K Offset, ft Offset. ft z ft 1(2 q2 psi CAAC Front ft2 CAAc Side RRU-11 120.0000 0.20 4.55 2.63 42.00 1.054 8 10.09 5.21 RRIJ-11 240.0000 0.20 -4.55 2.63 42.00 1.054 8 10.09 5.21 RRU-32 0.0000 0.16 0.00 -5.25 42.00 1.054 8 6.93 4.85 RRU-32 120.0000 0.16 4.55 2.63 42.00 1.054 8 6.93 4.85 RRU-32 240.0000 0.16 4.55 2.63 42.00 1.054 8 6.93 4.85 RRU 4478 B14 0.0000 0.06 0.00 -5.25 42.00 1.054 8 2.02 1.25 RRU4478B14 120.0000 0.06 4.55 2.63 42.00 1.054 8 2.02 1.25 RRU4478B14 240.0000 0.06 -4.55 2.63 42.00 1.054 8 2.02 1.25 DC6-48-60-18-8F 0.0000 0.03 0.00 -5.25 42.00 1.054 8 1.21 1.21 DC648-60-18-8F 120.0000 0.03 4.55 2.63 42.00 1.054 8 1.21 1.21 DC6-48-60-18-8F 240.0000 0.03 -4.55 2.63 42.00 1.054 8 1.21 1.21 (3) T-Arms 0.0000 0.77 0.00 0.00 42.00 1.054 8 11.59 11.59 800 1073501 wl Mount 0.0000 0.12 0.00 -5.25 27.00 0.961 8 17.58 10.82 Pipe 800 10735v0l wl Mount 120.0000 0.12 4.55 2.63 27.00 0.961 8 17.58 10.82 Pipe 800 10735v01 wl Mount 240.0000 0.12 -4.55 2.63 27.00 0.961 8 17.58 10.82 Pipe SBNHH-ID65BwI 0.0000 0.16 0.00 -5.25 27.00 0.961 8 16.58 14.01 Mount Pipe SBNHH-ID65BwI 120.0000 0.16 4.55 2.63 27.00 0.961 8 16.58 14.01 Mount Pipe SBNHH-ID65B wl 240.0000 0.16 -4.55 2.63 27.00 0.961 8 16.58 14.01 Mount Pipe RRUS12 0.0000 0.12 0.00 -5.25 27.00 0.961 8 6.29 2.57 RRUS12 120.0000 0.12 4.55 2.63 27.00 0.961 8 6.29 2.57 RRUS12 240.0000 0.12 4.55 2.63 27.00 0.961 8 6.29 2.57 RRUSII 0.0000 0.05 0.00 -5.25 27.00 0.961 8 2.52 1.07 RRUS11 120.0000 0.05 4.55 2.63 27.00 0.961 8 2.52 1.07 RRUSII 240.0000 0.05 4.55 2.63 27.00 0.961 8 2.52 1.07 RRUSA2 0.0000 0.06 0.00 -5.25 27.00 0.961 8 6.20 1.49 R.RUSA2 120.0000 0.06 4.55 2.63 27.00 0.961 8 6.20 1.49 RRUSA2 240.0000 0.06 -4.55 2.63 27.00 0.961 8 6.20 1.49 RCMDC-3315-PF48 0.0000 0.02 0.00 -5.25 27.00 0.961 8 3.71 2.19 RCMDC-3315-PF-48 120.0000 0.02 4.55 2.63 27.00 0.961 8 3.71 2.19 (3) T-Arms 0.0000 0.77 0.00 0.00 27.00 0.961 8 11.59 11.59 Sum 5.58 Weight: I Force Totals I Load Vertical Sum of Sum of Sum of Sum of Sum of Torques Case Forces Forces Forces Overturning Overturning X Z Moments, M2 Moments, M. K K K kip-ft kip-ft kip-ft Leg Weight 1.15 Bracing Weight 0.00 -0.05 -0.09 Total Member Self-Weight 1.15 Total Weight 12.99 -0.05 -0.09 ______ ________ -0.01 6.49 11.25 12.99 11.26 6.51 0.01 -6.49 -11.25 -13.01 -11.26 -6.49 0.01 6.51 11.27 13.01 11.26 6.49 0.15 0.09 0.00 -0.09 -0.15 -0.17 -0.15 -0.09 0.00 WindOdeg - Nolce Wind 30 deg - No Ice Wind 60 deg - No Ice Wind 90 deg -NoIce Wind 120 deg-No Ice Wind 150 deg - No Ice Wind 180 deg-No Ice Wind 2l0 deg -No Ice Wind 240 deg - No Ice -414.10 -358.50 -206.86 0.20 207.19 358.65 413.99 358.40 206.75 0.16 -206.75 -358.29 -413.84 -358.54 -207.19 -0.34 206.57 358.10 lnxTower Job 92996-A - OMWD Ops Center Page 10 of 16 Project Date FDH Infrastructure Services 6521 Meridien Drive I8PEDAI400 10:31:08 06/11/18 Raleigh, NC 27616 Phone: (919) 755-1012 FA X: Client M&M Telecom Designed by HHIPP 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 kip-ft kip-ft kip-ft Wind 270 deg-No Ice -12.99 -0.01 -0.31 413.66 0.09 Wind 300 deg - No Ice -11.26 -6.51 -207.30 358.36 0.15 Wind 330 deg - No Ice -6.51 -11.27 -358.75 207.01 0.17 Total Weight -0.05 12.99 -0.09 -0.00 -5.80 0.07 WindOdeg - Service -184.64 0.02 Wind 30 deg - Service 2.89 -5.02 -159.86 -92.22 0.04 Wind 60 deg - Service 5.01 -2.90 -92.25 -159.78 0.00 Wind 90 deg - Service 5.79 0.00 0.06 -184.55 -0.04 Wind 120 deg - Service 5.02 2.90 92.34 -159.89 -0.07 Wind 150 deg - Service 2.90 5.02 159.86 -92.42 -0.08 Wind 180 deg - Service 0.00 5.80 184.54 -0.20 -0.07 Wind 210 deg - Service -2.89 5.02 159.75 92.04 -0.04 Wind 240 deg - Service -5.01 2.90 92.14 159.60 0.00 Wind 270 deg - Service -5.79 -0.00 -0.17 184.37 0.04 Wind 300 deg - Service -5.02 -2.90 -92.45 159.71 0.07 Wind 330 deg - Service 1 -2.90 -5.02 -159.97 92.24 0.08 I Load Combinations I Comb. Description No. I 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+1.6 Wind 30 deg - No Ice 6 1.2 Dead+1.6 Wind 60 deg - No Ice 7 0.9 Dead+l .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 II 0.9 Dead+1.6 Wind 120 deg - No Ice 12 1.2 Dead+1.6 Wind ISO deg - No Ice 13 0.9 Dead+1.6 Wind ISO 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+I .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+l .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 Dead+Wind 90 deg - Service 30 Dead+Wind 120 deg - Service 31 Dead+Wind 150 deg - Service 32 Dead+Wind 180 deg - Service 33 Dead+Wind 210 deg - Service 34 Dead+Wind 240 deg - Service 35 Dead+Wind 270 deg - Service tw.To Job wer 92996-A - OMWD Ops Center Page 11 of 16 Project I8PEDAI400 Date 10:31:08 06/11/18 FDH Infrastructure Services 6521 Meridien Drive Raleigh, NC 27616 Phone: (919) 755-1012 Client M&M Telecom HHIPPFAX: Designed by I Comb. Description No. 36 Dead+ Wind 300 deg - Service 37 Dead+ Wind 330 deg - Service Maximum Member Forces I Section Elevation Component Condition Coy. Axial Major Axis MinorAxis No. ft Type Load Moment Moment Comb. K kip-ft kip-ft LI 20 -1 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 18 -15.57 576.00 -332.55 Max. Mx 8 -15.57 -665.58 -0.34 Max. My 2 -15.57 0.30 666.00 Max. Vy 8 20.80 -665.58 -0.34 Max. Vx 2 -20.82 0.30 666.00 Max. Torque 24 -0.27 Maximum Reactions I Location Condition Coy. Load Comb. Vertical K Horizontal, X K Horizontal, Z K Pole Max. Vert 2 15.59 0.02 20.81 Max. H. 21 11.69 20.79 0.02 Max. H2 3 11.69 0.02 20.81 Max. M2 2 666.00 0.02 20.81 Max. M2 8 665.58 -20.79 -0.02 Max. Torsion 12 0.27 -10.41 -18.03 Mm. Vert 19 11.69 18.00 -10.39 Mm. H. 9 11.69 -20.79 -0.02 Min. H2 IS 11.69 -0.02 -20.81 Mm. M. 14 -665.87 -0.02 -20.81 Min. M2 20 -665.36 20.79 0.02 Mm. Torsion 24 -0.27 10.41 18.03 I Tower Mast Reaction Summary I Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment, M. Moment, M2 K K K kip-ft kip-ft kip-ft Dead Only 12.99 0.00 0.00 -0.05 -0.09 0.00 1.2 Dead+1.6 Wind 0 deg - No 15.59 -0.02 -20.81 -666.00 0.30 0.24 Ice 0.9 Dead+I .6 Wind 0 deg - No 11.69 -0.02 -20.81 -665.11 0.32 0.24 Ice 1.2 Dead+1.6 Wind 30 deg - No 15.59 10.38 -18.01 -576.58 -332.49 0.14 Ice 0.9 Dead+1.6 Wind 30 deg - No 11.69 10.38 -18.01 -575.80 -332.02 0.14 Ice 1.2 Dead+I .6 Wind 60 deg - No 15.59 18.00 -10.39 -332.68 -576.22 0.00 Ice 0.9 Dead+I .6 Wind 60 deg - No 11.69 18.00 -10.39 -332.22 f-575.43 0.00 tnxThwer Job 92996-A - OMWD Ops Center Page 12 of 16 FDH Infrastructure Services Project Date 6521 Meridien Drive I8PEDAI400 10:31:08 06/11/18 Raleigh, NC 27616 Phone: (919) 755-1012 FA X. Client M&M Telecom Designed by HHIPP Load Vertical Shears Shears Overturning Overturning Torque Combination Moment, M Moment, M K K K kip-ft kip-ft kip-ft Ice 1.2 Dead+1.6 Wind 90 deg - No 15.59 20.79 0.02 0.34 -665.58 -0.14 Ice 0.9 Dead+I .6 Wind 90 deg - No 11.69 20.79 0.02 0.36 -664.67 -0.14 Ice 1.2 Dead+1.6 Wind 120 deg - 15.59 18.01 10.42 333.26 -576.63 -0.24 No Ice 0.9 Dead+1.6 Wind 120 deg - 11.69 18.01 10.42 332.83 -575.84 -0.24 No Ice 1.2 Dead+1.6 Wind 150 deg - 15.59 10.41 18.03 576.86 -333.20 -0.27 No Ice 0.9 Dead+1.6 Wind 150 deg - 11.69 10.41 18.03 576.11 -332.73 -0.27 No Ice 1.2 Dead+1.6 Wind 180 deg - 15.59 0.02 20.81 665.87 -0.52 -0.24 No [cc 0.9 Dead+1.6 Wind 180 deg - 11.69 0.02 20.81 665.01 -0.49 -0.24 No Ice I.2Dead+1.6 Wind 210 deg - 15.59 -10.38 18.01 576.45 332.27 -0.14 No Ice 0.9Dead+I.6 Wind 2I0 deg - 11.69 -10.38 18.01 575.71 331.86 -0.14 No Ice 1.2 Dead+1.6 Wind 240 deg- 15.59 -18.00 10.39 332.55 576.00 0.00 No Ice 0.9 Dead+1.6 Wind 240 deg - 11.69 -18.00 10.39 332.13 575.26 0.00 No Ice 1.2 Dead+1.6 Wind 270 deg - 15.59 -20.79 -0.02 -0.47 665.36 0.14 No Ice 0.9 Dead+1.6 Wind 270 deg - 11.69 -20.79 -0.02 -0.45 664.51 0.14 No Ice I.2Dead+1.6 Wind 300 deg - 15.59 -18.01 -10.42 -333.39 576.41 0.24 No Ice 0.9 Dead+1.6 Wind 300 deg - 11.69 -18.01 -10.42 -332.93 575.67 0.24 No Ice 1.2 Dead+1.6 Wind 330 deg- 15.59 -10.41 -18.03 -576.99 332.98 0.27 No Ice 0.9 Dead+1.6 Wind 330 deg - 11.69 -10.41 -18.03 -576.21 332.56 0.27 No Ice Dead+Wind 0 deg - Service 12.99 -0.00 -5.80 -185.45 0.02 0.07 Dead+Wind 30 deg - Service 12.99 2.89 -5.02 -160.56 -92.63 0.04 Dead+Wind 60 deg - Service 12.99 5.01 -2.90 -92.66 -160.48 0.00 Dead+Wind 90 deg - Service 12.99 5.79 0.00 0.06 -185.36 -0.04 Dead+Wind 120 deg - Service 12.99 5.02 2.90 92.75 -160.60 -0.07 Dead+Wind ISO deg - Service 12.99 2.90 5.02 160.57 -92.83 -0.08 Dead+Wind 180 deg - Service 12.99 0.00 5.80 185.35 -0.20 -0.07 Dead+Wind 210 deg - Service 12.99 -2.89 5.02 160.45 92.45 -0.04 Dead+Wind 240 deg - Service 12.99 -5.01 2.90 92.55 160.30 0.00 Dead+Wind 270 deg - Service 12.99 -5.79 -0.00 -0.17 185.18 0.04 Dead+Wind 300 deg - Service 12.99 -5.02 -2.90 -92.85 160.41 0.07 Dead+Wind 330 deg - Service 12.99 -2.90 -5.02 -160.67 92.64 0.08 Solution Summary I Sum of Applied Forces ' Sum of Reactions Load PX PY PZ PX PY P2 %Error Comb. K K K K K K I 0.00 -12.99 0.00 0.00 12.99 0.00 0.000% 2 -0.02 -15.59 -20.81 0.02 15.59 20.81 0.000% 3 -0.02 -11.69 -20.81 0.02 11.69 20.81 0.000% taxTo wer Job 92996-A - OMWD Ops Center Page 13 of 16 Project 18PEDAI400 Date 10:31:08 06/11/18 FDH Infrastructure Services 6521 Meridien Drive Raleigh, NC 27616 Phone: (919) 755-1012 FA X: Client M&M Telecom Designed by HHIPP Sum ofApplied Forces Sum of Reactions Load PX PY PZ PX PY PZ % Error Comb. K K K K K K 4 10.38 -15.59 -18.01 -10.38 15.59 18.01 0.000% 5 10.38 -11.69 -18.01 -10.38 11.69 18.01 0.000% 6 18.00 -15.59 -10.39 -18.00 15.59 10.39 0.000% 7 18.00 -11.69 -10.39 -18.00 11.69 10.39 0.000% 8 20.79 -15.59 0.02 -20.79 15.59 -0.02 0.000% 9 20.79 -11.69 0.02 -20.79 11.69 -0.02 0.000% 10 18.01 -15.59 10.42 -18.01 15.59 -10.42 0.000% II 18.01 -11.69 10.42 -18.01 11.69 -10.42 0.000% 12 10.41 -15.59 18.03 -10.41 15.59 -18.03 0.000% 13 10.41 -11.69 18.03 -10.41 11.69 -18.03 0.000% 14 0.02 -15.59 20.81 -0.02 15.59 -20.81 0.000% 15 0.02 -11.69 20.81 -0.02 11.69 -20.81 0.000% 16 -10.38 -15.59 18.01 10.38 15.59 -18.01 0.000% 17 -10.38 -11.69 18.01 10.38 11.69 -18.01 0.000% 18 -18.00 -15.59 10.39 18.00 15.59 -10.39 0.000% 19 -18.00 -11.69 10.39 18.00 11.69 -10.39 0.000% 20 -20.79 -15.59 -0.02 20.79 15.59 0.02 0.000% 21 -20.79 -11.69 -0.02 20.79 11.69 0.02 0.000% 22 -18.01 -15.59 -10.42 18.01 15.59 10.42 0.000% 23 -18.01 -11.69 -10.42 18.01 11.69 10.42 0.000% 24 -10.41 -15.59 -18.03 10.41 15.59 18.03 0.000% 25 -10.41 -11.69 -18.03 10.41 11.69 18.03 0.000% 26 -0.00 -12.99 -5.80 0.00 12.99 5.80 0.000% 27 2.89 -12.99 -5.02 -2.89 12.99 5.02 0.000% 28 5.01 -12.99 -2.90 -5.01 12.99 2.90 0.000% 29 5.79 -12.99 0.00 -5.79 12.99 -0.00 0.000% 30 5.02 -12.99 2.90 -5.02 12.99 -2.90 0.000% 31 2.90 -12.99 5.02 -2.90 12.99 -5.02 0.000% 32 0.00 -12.99 5.80 -0.00 12.99 -5.80 0.000% 33 -2.89 -12.99 5.02 2.89 12.99 -5.02 0.000% 34 -5.01 -12.99 2.90 5.01 12.99 -2.90 0.000% 35 -5.79 -12.99 -0.00 5.79 12.99 0.00 0.000% 36 -5.02 -12.99 -2.90 5.02 12.99 2.90 0.000% 37 -2.90 -12.99 -5.02 2.90 12.99 5.02 0.000% Non-Linear Convergence Results I Load Combination Converged? Number of Cycles Displacement Tolerance Force Tolerance Yes 6 0.00000001 0.00000001 2 Yes 6 0.00000001 0.00000001 3 Yes 6 0.00000001 0.00000001 4 Yes 6 0.00000001 0.00000001 5 Yes 6 0.00000001 0.00000001 6 Yes 6 0.00000001 0.00000001 7 Yes 6 0.00000001 0.00000001 8 Yes 6 0.00000001 0.00000001 9 Yes 6 0.00000001 0.00000001 10 Yes 6 0.00000001 0.00000001 II Yes 6 0.00000001 0.00000001 12 Yes 6 0.00000001 0.00000001 13 Yes 6 0.00000001 0.00000001 14 Yes 6 0.00000001 0.00000001 15 Yes 6 0.00000001 0.00000001 16 Yes 6 0.00000001 0.00000001 17 Yes 6 0.00000001 0.00000001 tnxTower Job 92996-A - OMWD Ops Center Page 14 of 16 Project Date FDH Infrastructure Services 6521 Meridien Drive I8PEDAI400 10:31:08 06/11/18 Raleigh, NC 27616 Phone: (919) 755-1012 FAX: Client M&M Telecom Designed by HHIPP 18 Yes 6 0.00000001 0.00000001 19 Yes 6 0.00000001 0.0000000 20 Yes 6 0.00000001 0.00000001 21 Yes 6 0.00000001 0.00000001 22 Yes 6 0.00000001 0.00000001 23 Yes 6 0.00000001 0.0000000 24 Yes 6 0.00000001 0.0000000 25 Yes 6 0.00000001 0.00000001 26 Yes 6 0.00000001 0.00000001 27 Yes 6 0.00000001 0.00000001 28 Yes 6 0.00000001 0.00000001 29 Yes 6 0.00000001 0.00000001 30 Yes 6 0.00000001 0.00000001 31 Yes 6 0.00000001 0.00000001 32 Yes 6 0.00000001 0.00000001 33 Yes 6 0.00000001 0.00000001 34 Yes 6 0.00000001 0.00000001 35 Yes 6 0.00000001 0.00000001 36 Yes 6 0.00000001 0.00000001 37 Yes 6 0.00000001 0.00000001 Maximum Tower Deflections - Service Wind I Section Elevation Horz. Coy. Tilt Twist No. Deflection Load ft in Comb. LI 20-1 0.802 26 0.3540 0.0003 I Critical Deflections and Radius of Curvature - Service Wind I Elevation Appurtenance Coy. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 42.00 (3) HPA-65R-BUU-H6 wi Mount 26 0.802 0.3540 0.0003 Inf Pipe 36.50 Top Upper Trunk 26 0.802 0.3540 0.0003 Inf 32.20 Branches 26 0.802 0.3540 0.0003 Inf 27.00 (2) 800 I0735v0I wl Mount Pipe 26 0.802 0.3540 0.0003 Inf 25.50 Bottom Upper Trunk 26 0.802 0.3540 0.0003 Inf 21.00 Transition Pipes 26 0.802 0.3540 0.0003 lnf 20.00 Coax 26 0.802 0.3540 0.0003 Inf Maximum Tower Deflections - Design Wind Section Elevation Hors. Gov. Tilt Twist No. Deflection Load ft in Comb. LI 20-1 2.880 24 1.2713 0.0010 InxT ower Job 92996-A - OMWD Ops Center Page 15 of 16 Project Date FDH Infrastructure Services 6521 Meridien Drive I8PEDA1400 10:31:08 06/11/18 Raleigh. NC 27616 Client Designed by Phone: (919) 755-1012. M&M Telecom HHIPP FA X: I Critical Deflections and Radius of Curvature - Design Wind I Elevation Appurtenance Coy. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 42.00 (3) HPA-65R-BUU-H6 w/ Mount 24 2.880 1.2713 0.0010 Inf Pipe 36.50 Top Upper Trunk 24 2.880 1.2713 0.0010 Inf 32.20 Branches 24 2.880 1.2713 0.0010 Inf 27.00 (2) 800 10735v01 wl Mount Pipe 24 2.880 1.2713 0.0010 lnf 25.50 Bottom Upper Trunk l 24 2.880 1.2713 0.0010 Lnf 21.00 Transition Pipes 24 2.880 1.2713 0.0010 Inf 20.00 Coax 24 2.880 1.2713 0.0010 Inf I Compression Checks I Pole Design Data I Section Elevation Size L L Kl/r A P. Ratio No. P. ft ft ft in-' K K LI 20-1(1) TP30x30x0.188 19.00 0.00 0.0 17.7892 -15.57 1127.73 0.014 Pole Bending Design Data I Section Elevation Size M $M, Ratio M0, $M, Ratio No. M. M,, ft kip-ft kip-ft $M kip-ft kip-ft •M0, LI 20-1(1) TP30x30x0.188 666.17 692.40 0.962 0.00 692.40 0.000 I Pole Shear Design Data Section Elevation Size Actual V. Ratio Actual T. Ratio No. V. V. T0 T. ft K K •v0 kip-ft kip-ft T. LI 20-1(1) TP30x30xO.188 20.83 563.86 0.037 0.27 1386.49 0.000 I Pole Interaction Design Data I Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P. M. M. V. T. Stress Stress ft •p0 •M. •M0, V. T. Ratio Ratio tnx Tower b Jo 92996-A - OMWD Ops Center Page 16 of 16 Project Date FDH Infrastructure Services 6521 Merldien Drive I8PEDAI400 10:31:08 06/11/18 Raleigh, NC 27616 Phone: (919) 755-1012 FAX: Client M&M Telecom Designed by HHIPP Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P M M, V T. Stress Stress ft M. W. Mu, •T Ratio Ratio LI 20-1(1) 0.014 0.962 0.000 0.037 0.000 0.977 1.000 V 482 Section Capacity Table Section Elevation Component Size Critical P IPdl.. % Pass No. ft Type Element K K Capacity Fail LI 20-I Pole TP30x30x0.I88 1 -15.57 1127.73 97.7 Pass Summary Pole (LI) 97.7 Pass RATING = 97.7 Pass I Element Map I Section Section Component Element List No. Elevation Type ft LI 20.00-1.00 Pole I Total number of elements: I Program Version 7.0.5.1 -2/1/2016 File:C:IUsers/HHipp/Desktop/For Review/92996-A OMWD Ops Center/I 8PEDAI 400-STAMOO_ATT/R.0/Analysis/ReportedTower/Base/OMWD_(Base).eri Plate Data Diam: Thick: Grade: Single-Rod B-eff: 42 in in ksi in 2 50 11.90 Stiffener Data (Welding at both sides) Config: Weld Type: Groove Depth: Groove Angle: Fillet H. Weld: Fillet V. Weld: Width: Height: Thick: Notch: Grade: Weld str.: 0 * <-- Disregard <-- Disregard in in in in in in ksi ksi Base Plate Results Flexural Check Rigid Base Plate Stress: 18.5 ksi AISC LRFD Allowable Plate Stress: 45.0 ksi ç*Fy Base Plate Stress Ratio: 41.0% Pass Y.L. Length: 20.79 n/a Stiffener Results Horizontal Weld: n/a Vertical Weld: n/a Plate Flex+Shear, fb/Fb+(fv/Fv)A2: n/a Plate Tension+Shear, ftlFt+(fv/Fv)A2: n/a Plate Comp. (AISC Bracket): n/a Pole Results Pole Punching Shear Check: n/a Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Material I TIA Rev G lAssumPtion: Clear space between bottom of leveling nut and top of concrete not exceeding (1)*(Rod Diameter) Site Data BUM 0 Site Name: 0 App #: 0 Pole Manufacturer] Other Anchor Rod Data Qty: Diam: Rod Material: Strength (Fu): Yield (Fy): Bolt Circle: 8 in ksi ksi in 2 Other 75 55 36.5 Reactions Mu: 666 ft-kips Axial, Pu: 16 kips Shear, Vu: 21 kips Eta Factor, ri 0.5 TIA G (Fig. 4-4 If No stiffeners, Criteria: I AISC LRFD 1<-Only Applcable to Unstiffened Cases Anchor Rod Results Rigid Max Rod (Cu+ Vu/1): 116.7 Kips AISC LRFD Allowable Axial, ø*Fu*Anet: 150.0 Kips ,*Tn Anchor Rod Stress Ratio: 77.8% Pass Pole Data Diam: Thick: Grade: #of Sides: Fu Reinf. Fillet Weld 30 in in ksi "0' IF Round ksi "0' if None 0.188 65 18 80 0 o - 0 0 0 0 0 0 0 = none, 1 = every bolt, 2 = every 2 bolts, 3 = 2 per bolt Note: for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes Analysis Date: 6/11/2018 Drilled Pier Foundation BU #:________________ Site Name: App. Number: TIA-222 Revison:1 G Tower Type: I Monopole Applied Loads Comp. Uplift Moment (kip-ft) 1 666 Axial Force (kips) 1 16 Shear Force (kips) 1 21 AFITIflI laws. Concrete Strength, fc: 1 3 ksi Rebar Strength, Fy: 60 ksi Pier Design Data Depth 1 20 ft Ext. Above Gradel 0.5 ft Pier Section 1 From 0.5' above giade to 20' below grade Pier Diameter 5 ft Rebar Quantity 18 Rebar Size 8 Clear Cover to Ties 4 in Tie Size 5 Analysis Results Soil Lateral Cenadtv Cnmnresion tinlift D (ft from TOC) 6.32 - Soil Safety Factor 9.62 - Max Moment (kip-ft) 779.00 - Rating 13.8% - Soil Vertical Caoacitv comnression 11011ff Skin Friction (kips)l 345.49 - End Bearing (kips) 192.77 - Weight of Concrete (kips ) 72.45 - Total Capacity (kips) 538.26 - Axial (kips) 88.45 - Ratingi 16.4% - Reinforced Concrete Canacitv Com0resiOn (muff Critical Depth (ft from TOC) 6.39 - Critical Moment (kip-ft) 778.97 - Critical Moment Capacity 1601.02 - Rating 48.7% - Soil Interaction Ratingi 16.4% Structural Foundation Ratingi 48.7% Soil IJProfile Groundwater Depth I n/a ft I # of Layers I 5 - Angle of 17- Calculated Calculated Ultimate Skin Ultimate Skin Ult. Gross Top Bottom Thickness YOH Cohesion Ultimate Skin Ultimate Skin Friction Comp Bearing SPT Blow Layer (ft) (ft) (ft) (pcf) (pcf) (ksf) Friction Friction Comp Friction Uplift Override Friction Uplift Capacity Count Soil Type - (degrees) (ksf) (ksf) (ksf) Override (ksf) (ksf) 1 0 2.5 2.5 108 150 0 0 0.000 0.000 Cohesionless 2 2.5 5 2.5 108 150 0 40 0.502 0.502 60 Cohesionless 3 5 10 5 126 150 4 0 2.0451 2.0451 Cohesive 41 101 151 51 1281 1501 01 351 1.5241 1.5241 . 321 Cohesionless 51 151 201 51 1221 1501 41 01 2.0451 2.0451 13.091 Cohesive Version 1.1.3 I . I ©fffl© Monopole Analysis Site BU: Work Order: Application: Rev. 0 From TNX: Axial,W,=l 4.5 I Shear, V = 7.0 33.0674 degrees -117.2479 Idegrees (Table 2-9) (Table 2-1) (Table 2-11) USGS Seismic Tool It (Table 2-3) (Table 2-12) (Table 2-13) (2.7.6) (2. 6) (2.7.7.1) kips degrees minutes seconds Site Latitude = 33 4 2.50 Site Longitude = -117 14 1 52.40 Mass or Stiffness Irregularities = No Ground Supported Structure = Yes Structure Class = II Site Class = C - Dense Soil/Soft Rock sponse acceleration short periods, Ss = 1.052 1 response acceleration 1 s period, S = 0.406 Tower Height (AGL), Ht = 22.0 Importance Factor, I = 1.0 cceleration-based site coefficient, Fa = 1.0 Velocity-based site coefficient, F = 1.4 sponse acceleration short period, SDS = 0.701 response acceleration 1 s period, 5D1 = 0.377 Calculated C = 0.468 Base Seismic Shear, V = 1.7 kips kips Appurtenance Weight (top 1/3 of structure), W = 1.1 Average Moment of Inertia, 'avg = 213.9 Fundamental Frequency, F1= 2.387 F1 related variable, 5A = 0.701 kips in4 (2.7.11.2) (2.7.8.1) Calculated Ca = 0.600 Minimum C = 0.031 Minimum C when S 2:0.75 = 0.000 Final C = 0.600 Alternative Base Seismic Shear, V = 2.2 (2.7.7.1) (2.7.7.1) (2.7.7.1) kips Full seismic analysis is required by 2015 IBC for all sites. Page 1 Analysis Date: 6/11/2018 DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION Seismic Discrete Force 1 42 Seismic Section Force 3 30 Seismic Linear Force 1 41 Seismic Discrete Force 2 27 Seismic Section Force 1 37 Seismic Linear Force 3 25 Seismic Linear Force 2 35 Seismic Section Force 4 22 Seismic Section Force 2 31.5 MATERIAL STRENGTH GRADE Fy Fu GRADE I Fy I Fu A53-B-35 1351c5i 163ks1 TOWER DESIGN NOTES Tower is located in San Diego County, California. Tower designed for Exposure C to the TIA-222-G Standard. Tower designed for a 85 mph basic wind in accordance with the TiA-222-G Standard. Deflections are based upon a 60 mph wind. Tower Structure Class II. Topographic Category 1 with Crest Height of 0.00 ft TOWER RATING: 25.8% ALL REACTIONS ARE FACTORED AXIAL 4K SHEAR MOMENT 2K 35 kip-ft REACTIONS -85 mph WIND 1 FDH Infrastructure Se I . 555055) 6521 Merldlen Drive Raleigh, NC 27616 F01-1-15 Phone: (919) 755-1012 92996-A-OMWD Ops Center M&M Telecom Wfl t HI-tIPP "" Ilode: TIA-222-G Date: 06/11/18 Scale: NTS FOH ASCE 7.10 Seismic Project Inromarion Analysis ONO Discrete Loads 800 10991 wf Mount Pipe 42 (2)_RRUS12 27 (4)RRU.11 42 F.CMDC-3315-PF48 27 (2) RRU-32 42 2)800 1073541 at! Mount Pipe 27 RRU 4478 814 42 Lateral Seismic Force 711 27 0c6-48.60-18-8F 42 SBNHH-1065B wl Mount Pipe 27 T.Azm 42 RCMOC-3315-PF-48 27 Lateral Seismic Force 22 it 42 RRUSII 27 Lateral Seismic Force 21 ft 41 T-Aim 27 Branches (Top Section) 38.2 RRUSA2 27 Lateral Seismic Force 17 ft 37 Bottom Upper Trunkl 25.5 Top Upper Trunki 38.5 Bottom Self Weight Offset 25.5 Top Self Weight Offset 38.5 Lateral Seismic Force 511 25 Lateral Seismic Force 15 ft 35 Lateral Seismic Force 2 ft 22 Lateral Seismic Force 11.5 ft 31.5 Transition Pipes 121 Lateral Seismic Force lOft 30 MATERIAL STRENGTH GRADE Fy Fu I GRADE I Fy I Fu A51B-35 135 ksi 163 koi TOWER DESIGN NOTES Tower is located in San Diego County, California. Tower designed for Exposure C to the TIA-222-G Standard. Tower designed for a 1 mph basic wind in accordance with the TIA-222-G Standard. Tower Structure Class II. with Crest Height of 0.00 ft FACTIONS ACTORED l(IAL MOMENT 34 kip-ft TORQUE 0 kip-ft REACTIONS - I mph WIND _ H DESIGNED APPURTENANCE LOADING a I TYPE I ELEVATION I TYPE FDH Infrastructure Services f0b 92996-A -OMWD Ops Center (Upper) (ASCE7-10 Seis 512455) 6521 Meridien Drive I8PEDAI400 ""a.....'u' Raleigh, NC 27616 client:M&M Telecom 10rawn by: HHlpp Appd: FOH.IS Phone: (919)755-1012 TIA 222 G Date 06/11/18 Cod'Scale: NTS FAX: Path: Dwg No. E-1 kips Monopole Analysi.s Site BU: Work Order: Application: Rev. 0 From TNX: Axial, W =1 15.6 I Shear,V=I 21.0 Site Latitude = 33 4 2.50 33.0674 Idegrees Site Longitude = -117 14 52.40 -117.2479 degrees Mass or Stiffness Irregularities = No (Table 2-9) (Table 2-1) (Table 2-11) Ground Supported Structure = Yes Structure Class = II Site Class = C - Dense Soil/Soft Rock Spectral response acceleration short periods, Ss = 1.052 USGS Seismic Tool Spectral response acceleration 1 s period, Si = 0.406 Tower Height (AGL), H = 19.0 ft (Table 2-3) (Table 2-12) (Table 2-13) (2.7.6) (2.7.6) (2.7.7.1) kips Importance Factor, I = 1.0 Acceleration-based site coefficient, Fa = 1.0 Velocity-based site coefficient, F = 1.4 Design spectral response acceleration short period, 5DS = 0.701 Design spectral response acceleration 1 s period, 5D1 = 0.377 Calculated C = 0.468 Base Seismic Shear, V = 6.1 kips kips Appurtenance Weight (top 1/3 of structure), W = 5.6 Average Moment of Inertia, ',vg = 1996.8 Fundamental Frequency, Ff = 4.409 Ff related variable, SA = 0.701 kips in (2.Z11.2) (2.7.8.1) Calculated C = 1.109 Minimum C5 = 0.031 Minimum C5 when S1 ~ 0.75 = 0.000 Final C5 = 1.109 Alternative Base Seismic Shear, V = 14.4 Full seismic analysis is required by 2015 IBC for all sites. Page 1 Analysis Date: 6/11/2018 DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION Seismic Discrete Force 1 42 Seismic Section Force 1 15 Seismic Discrete Force 2 27 Seismic Linear Force 2 16 Seismic Linear Force 1 15.5 Seismic Section Force 2 15.5 MATERIAL STRENGTH GRADE Fy Fu GRADE FyI Fu A572-65 65 ksi 80 ksi TOWER DESIGN NOTES Tower is located in San Diego County, California. Tower designed for Exposure C to the TIA-222-G Standard. Tower designed for a 85 mph basic wind in accordance with the TIA-222-G Standard. Deflections are based upon a 60 mph wind. Tower Structure Class It. Topographic Category 1 with Crest Height of 0.00 ft TOWER RATING: 36% AN ALL REACTIONS ARE FACTORED AXIAL 8K SHEA MOMENT 7K 244 kip-ft REACTIONS -85 mph WIND ; NVAMMM1FDH Infrastructure Se ssmims) 6521 Meridien Drive Raleigh, NC 27616 FDH-1S Phone: (919) 755-1012 92996-A-OMWD Ops Center lby:HHIpp 1APP.o: 06/11118 1 Scale: N U 9 I I 0 I 0 0 111 " 11 tcto 1010 C! 00 - ldtó t'l 1.0 It IN DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE PA-65R-BUU-H6WI6 Mount Pipe 42 ) RRUS12 WI Mount Pipe 42 ) RRUS12 1H (3 PA-65R-BUU-H6 PA-65R-BUU-H6 WIMount Pipe RUSh 800 42 0991 WIMount Pipe RUSh 800 42 0991 WI Mount Pipe 42 RUSh 800 0991 WI Mount Pipe 42 RRUSA2 RRU-11 42 RRUSA2 RRU-11 42 RRUSA2 RRU-11 42 CMDC-3315-PF-48 IRU-32 42 CMDC-3315-PF-48 RRU-32 42 T-Arms RRU-32 42 C 800 10735v01 WI Mount Pipe U 4478 B14 42 600 10735v01 WI Mount Pipe U 4478 B14 42 SBNHH-1065B wl Mount Pipe U 4478 B14 42 SBNHH.10656 WI Mount Pipe DC6-4860-18-8F 42 800 10735v01 WI Mount Pipe DC6-48-60-18-SF 42 Lateral Seismic Force 26 It Dc6-48-60-18-8F 42 Bottom Upper Tiunki T-Arms 42 Bottom Upper Trunk2 Lateral Seismic Force 41 ft 42 Bottom UooerTrunk3 Branches 1 32.2 Lateral Seis mi c Force 14 ft (2) SBNHH-1065B wl Mount Pipe 27 Lateral Seiomic Force 5 ft (2) RRUS12 127 1 Lateral Seismic Force 4.5 ft MATERIAL STRENGTH A572.65 165 km TOWER DESIGN NOTES Tower is located in San Diego County, California. Tower designed for Exposure C to the TIA-222-G Standard. Tower designed for a 1 mph basic wind in accordance with the TIA-222-G Standard. Tower Structure Class II. Topographic Category 1 with Crest Height of 0.00 ft TOWER RATING: 32.2% 27 27 27 27 27 27 27 27 27 27 27 ALL REACTIONS ARE FACTORED AXIAL 16K SHEAR MOMENT 6K 213 kip-ft TORQUE 0 kip-ft REACTIONS - I mph WIND ' FDH Infrastructure Servicest°° 92996-A - OMWD Ops Center (ASCE7-10 seisi 6521 Meridien Drive Project: I8PEDAI400 Raleigh, NC 27616 client: M&M Telecom IDraWI1 by: HHIPP App'd: FDH-IS Phone: (919) 755-1012 code: TIA-222-G Date: 06/11118 Scale: NTS FAX: Path: - DwgNo.1 ENGQU,EST February 8, 2018 Nicole Myers M&M Telecom, Inc. 6886 Mimosa Drive, Carlsbad, CA 92011 Subject: Mount Analysis for AT&T's Proposed Antenna Installation on Existing Sector Mount Site Number: NS0028 Site Name: OMWDOPS Center FA Number: 10090933 Site Address: 1966 Olivenhain Road, Carlsbad, CA 92009 EQ Project Number: 1870001 NS0028 Dear Ms. Myers: ENGQUEST, Inc. has completed a sector mount analysis of the above referenced site to determine its adequacy for AT&T's new antenna and equipment installation as shown in the following page. This analysis assumes that the existing structures, structure modifications and associated components have been properly constructed per original design and have been well maintained.,,__.. The loads considered in this analysis were determined in accordance with the requirements of the California Building Code, 2016 Edition and the ANSIITIA-222-G (Structural Standard for 1P Antenna Support Structures and Antennas) for an ultimate design wind speed of 110 mph (equivalent to 85 mph 3-second gust) for San Diego County, California. Ss=1.050g, S=0.405g, Site Class D, Risk Category II. Our findings show that the existing sector mounts will be adequate to support AT&T's new antenna and equipment installation. The new antennas will be mounted on the existing antenna pipes. The analysis is based solely on information available to us as listed on the following page. This report is considered void if any of the listed information is incorrect. We trust that this report is satisfactory. If you have any questions regarding the analysis, please contact our office. Yours very truly, ENGQUEST, Inc. *0 LA CtvL,4 David Tan, P.E. (CA License C 58359) ENGQUEST Inc.- 3325 Duluth Hwy. 120, Suite 101, Duluth, GA 30W61~qJT671 - wwugzqq AT&T Analysis Report Page Site No: NS0028, OMWD OPS Center Design Criteria & Information Wind 110 mph ultimate wind speed (85 mph 3-second gust) Seismic Ss = 1.050, S1 = 0.405g, Site Class D, Risk Category II. Construction Drawings by Telecom Management Group, dated 01/13/2018. Documents Mount Manufacture Drawings by SCI, dated 12/12/2013. Site Photos. AT&T Antenna Loading Ant. New Dimensions Weight Sector Tip Carrier /Existing Antenna Description (in) (Ibs) Elev. Alpha AT&T E (9) HPA-65R-BUU-H6 72.3x14.4x7.3 47.9 & AT&T E (12) RRUS-11 17.8x1 7x7.2 55 Beta 45' AT&T N (3) Kathrein 800-10991K 78.7x20x6.9 101 & Gamma AT&T N (6) RRUS-32 26.7x12.1x6.7 53 AT&T N (3) RRUS B14 4478 15x13.2x7.4 60 Notes: 1. Any discrepancies in loading from this listing should be brought to ENGQUEST's attention. Results of this evaluation cannot be used if the loading is different. Mount Analysis Summary INPUT FIELDS FIELDS Ba sic Windspeed Radial Ice Height Exposure TOPO ount Pipes pipe WeigSectoj (mph) (in) (It) C•ategory Glass C•ategory /jSector l I aLl1E RJy/I_Al (ti) __ - "I,- 1 AT&T Analysis Report Site No: NS0028, OMWD OPS Center CALCULATIONS Wind Load Wind Loads - Other Structures: ASCE 7-10 Page 3 Ultimate Wind Pressures' Wind Factor =' 1.00 Gust Effect Factor (G)=' 0.85 Ultimate Wind Speed = 110 mph Kzt' 1.00 Exposure = C Kathrein 800-10991K .Height tooentroidDfAf(z)'45.0ft Kz = 1.070 Cross-Section Square Square F] Base pressure (qz) = 29.8 psf' Directionality (Kd) 0.90 Square &ASCE7 load combinations El h/D = 4.33 Height (h) ' 6.5 ft Width (0) ' 1.5ff Type of Surface 'N/A - INA El Scuare (wind along diaoonaI Scuare (wind normal to face Cf= 1.06 C.= 1.36 F=qzGCfAf = 26.8 At F=qjGCA. = 34.4 At Af = 4.Osf At = 9.3sf F = 107 lbs F = 335 lbs HPA-651R-BUU-1-16 Height to centroid of Af z)' 45.0 ft Kz = 1.070 Cross-Section Square Square El Base pressure (qz) = 29.8 psf Directionality (Kd) 0.90 Square & ASCE7 load combinations El h/D . 6.00 qI Height (h) 6.0 if Width (0) " 1.0 ft Type Surface 'N/A INIA El of Scuare (wind alone diaoonal) Scuare (wind normal to face) C.f = 1.08 C. = 1.38 F=qzGCfAf= 27.5A1 F=q GC. .A,= 35.1Af Af = 3.3sf A. = 60 sf F= 91 Ills F = 210 lbs. RRUS-11 H eight to can troidafAf(z)' 45.0ff - Kz = - 1.00, Cross-Section Square Square El Base pressure. (qz) = 29.8 psf Directionality (1(d) 0.90 Square & ASCE7 load combinations El h/D = 2.50 Height (h) ' 115 TI Width (0) ' 0.6 ft Type of Surface 'NIA NIA El Scuare (wind along diagonals Square (wind normalto face Cf = 1.03 C. = 1.33 F = qz C Cf Af = 26.0 At F q, C C. A. = 33.6 At Af = 0.9 si A. = 0.9 sf - F= 23 lbs - F = 30 lbs AT&T Analysis Report Page 4 Site No: NS0028, OMWD OPS Center RRUS B14 4478 eightcntroid ofAf(z)' 45.oft to [ Cross-Section Square Square Fl Base pressure (qz)= 29.8 psf Directionality (Kd) 0.90 Square & ASCE7 load combinations [] h/D = 1.09 Height (h) " 1.2 ft; Width (0) of ' 1.1 ft N/A_ IWiA Type Surface Scuare (wind along diaoonal Scuare (wind normal to face Cf = 1.00 C. = 1.30 F=qzGCfAf= 25.4Af F=qGC.A. = 33.0 At - Af = O&sf A. 1.3sf - 151bs F= 44 be RRUS 32 eighttocentrokto1Af(z)7 45.0ff - - Kz = 1.070 Crass-Section ;Square I Square Fl Base pressure (qz) = 29.8 psf Directionality (1(d) 0.90 Square lic ASCE7 load combinations F] h/U = 1.91 Height (h) 2.1 It, Width 0) of 1.1 it, "N/A NA El Type Surface _.. Square (wind along diaqonsO Square (wind normal to face • Cf= 1.02 C.= 1.:32 F = qz 6 Cf At = - 25.7 At F .= q 6 C. A. = 33.3 At At =L 1.2sf A. = 2.3sf •• 31 lbs F = F = 77 lbs Pipe (2.38" O.D.) = eight to: centroidofAf(z)"45.0ft 1.070 Base pressure (qz) = 28.2 psf Width (zero if round) - 0.0 ft Diameter (zero if rea 02 ft Dqz.5: 1.06 Percent of open area I - to gross area. C. = 1.2 V Directionality (Kd) - 0.85IASCE7 Load Combinations Used Pipe (3.5" O.D.) ______ = Height to centroidofAf(z)'• 45.0 ft Base pressure (qz) = 28.2 psf Width (zero if round) 0.0 ft Diameter (zero if rec 0.3 ft D(qzr.5 = 1.59 Percentef open area - - . I = 0 to gross area 100.0%C.=1.2 Directionality (1(d) 0.851 ASCE7 Load Combinations Used [] Tube 3"x3" Height to centroid of At (z)" 45.0 ft F=qG.C.A,= 28.7Af Solid Area: A =' 0.3 sf 91bs Kz = 1.070 Base pressure (qz) 28.2 psf Width (zero if round) Diameter (zero if re Percent of open area to gross area Directionality (Kd) 0.3 ft 0.0 It: V 1= 0 100.0%: C. = 2 0.851 ASCE7 Load Combinations Used F = q2 G C. A. = 47.9 At Solid Area: A. ' 0.3 at F = 14 b F=qGCA.= 28.7Af Solid Area: A. =" 0.2sf F= 61bs AT&T Analysis Report Page 5 Site No: N50028, OMWD OPS Center Seismic Load Seismic Loads: IBC 2015 Strength Level Forces RiskCategory: 0 Importance Factor (l): 1.00 Site Class: L D Class 0 [J Se (02 sec) = %Jj SI (1.0 eec) =L40•50 %ô' Fa = 1.080 Srns = 1.134 Sm = 0.756 Design Category = 0 Fv= 1.595 Sm1= 0.646 SOI 0.431 Design Cate gory= - 0 MECH AND ELEC COMPONENTS SEISMIC COEFFICIENTS Seismic Design Category 0 & 1pt0. therefore see ASCE? Section 13.1.4 For exceptions Mach or Electrical Component: Other mechanical or electrical components. Importance Factor (Ip): Ip z 1.0 all other components [J Component Amplification Factor (a) = I h 41.5 feet Camp Response Modification Factor (R)= 1.5 z 4i.5feet zlh = 1.00 Fp = 0.4aSdsIpWp(12z1hRp = 0.605 Wp not greater than Fp = 1.6SdslpWp = 1.210 Wp but not less than Fp = 0.3SdslpWp = 0.227 Wp use Fp = 0.605 Wp E = 0.605 x 101 lbs = 62 lbs (seismic load on the mount pipe due to antenna self-weight) Wind Load Governs! Please see attached Risa-31D output report. ENGQUEST - SK-1 GW Sector Mount Feb 8, 2018 at 2:56 PM NS0028 Sector Mount.r3d -J zcm cnz 00 c -< DIN PIPE 2.0 I P1 2.0 CD 0 0 1 P1 2.0 0 C V P1 2.0 ("mc/) Crj cr 90 0 - 00 (71 V 0) -- -u 4;. Member Length (in) Displayed ENGQUEST SK-3 GW Sector Mount Feb 8, 2018 at 2:57 PM NS0028 Sector Mountr3d xv&.Y • J9 J15 13 18 J17 i16 N14 ENGQUEST SK-4 GW Sector Mount Feb 8, 2018 at 2:57 PM NS0028 Sector Mount.r3d 4Y •. ENGQUEST • SK-5 GW Sector Mount Feb 8, 2018 at 2:57 PM NS0028 Sector Mount.r3d Code Check (Env) No Calc >1.0 .90-1.0 .75-.90 rr 110-50 N-. CV LO Member Code Checks Displayed (Enveloped) Envelope Only Solution ENGQUEST I SK-6 GW I Sector Mount Feb 8, 2018 at 2:57 PM NS0028 Sector Mountr3d Shear Check v,. (En No Calc v) • >1.0 I .90-1.0 X Y - .75-.90 I •I .50-.75 0.-.50 04 Member Shear Checks Displayed (Enveloped) Envelope Only Solution ENGQUEST ISK-7 GW Sector Mount I Feb 8, 2018 at 2:57 PM NS0028 Sector Mount.r3d Company : ENGQUEST 11R1SA* Designer : GW Feb 8, 2018 Job Number : NS0028 2:58 PM Checked By:_____ ANEMET5CHECQMY Model Name : Sector Mount Hot Rolled Steel Properties I ahpl F 1ki1 r. Fki1 Ni, Thrm 11F flQnih,1kIft v,Ir1rI,i1 12., mak.ii Of A992 29000 .11154 .3 £5 .49 .50 _1.1_ 65 _1.1_ 2 A36 Gr.36 29000 11154 .3 .65 .49 36 1.5 58 _12. _L A572Gr.50 29000 _11154 .3 .65 .49 50 _11_. 65 1.1 4 A500Gr.8RND 29000 _11154 .3 .65 .527 42 _lj_ 58 1.3 ....j... A500 Gr. BRect 29000 1_11154 .3 .65 .527 46 _14_ 58 1.3 _. A53Gr.B 29000-L-11154 .3 .65 1 .49 35 _1_. 60 1.2 A1085 29000 11154 .3 .65 .49 50 _14__. 65 1.3 - /,gLflt Coordinates and Temperatures I ANA Y Fini V Fini 7 F..,1 Trn.,., ri ..,, NI -12 0 0 0 _2_. N2 120 0 0 0 N3 117 36 0 0 _4._. N4 117 0 0 0 _._ N5 -15 0 0 0 N6 123 0 .0 0 _L.. N7 120 0 60 0 N8 120 0 -60 0 _.. N9 -12 0 60 NIO 0 10 12 0 -60 0 jj. Nh -9 36 0 0 12.... N12 -9 0 0 13 N13 76 0 60 0 14_. N14 76 . 0 -60 0 j. N15 32 0 1 60 0 16 N16 32. 0 -60 N17 0 17 76 0 0 I 0 18 N18 32 0 .0 [____________ Joint Boundary Conditions Hot Rolled Steel Design Parameters I 2hpi qhanp I. nrithf ml LbvvFinl Lb1in1 Lcnmn toølinlLcnmn britlini I-toro.. Kvv Kzz Cb Function PIPE3.0 138 Lbvv_I Lateral 2 M2 I HSS3x3x3 36 Lbyy Lateral M3 I PIPE2.0 120 Lbvv . Lateral _. 4 M4 PIPE 2.0 120 Lbyy Lateral 5 MS _HSS3x3x3 36 Lbvv . Lateral A.... M6 _._I_PIPE _2.0 120 Lbyy . Lateral ...i_.. M7 I_ PIPE 2.0 120 1 Lbyy Lateral Joint Loads and Enforced Displacements Joint Label LAM Direction Mapnitudef(lb.k-ft). (in.rad. (lb *SA 2... I No Data to Print ... RISA-30 Version 16.0.1 [\.......\...\...\187000I TMG\NS0028 FirstNet\RO\Calculations\Sector Mount.r3d] Page 1 Company : ENGQUEST Feb 8, 2018 IRISA Designer : GW 2:58 PM Job Number : NS0028 Checked By:_____ ANEMETCHE(COMNY Model Name : Sector Mount Basic Load Cases - , _••• .7 _...e.. I..:... fl;.e.4k..e.1 IQLi i_'•_••• -"' i -:' ----: ii 2 WLF EL 11215 3 WLS I None I I 12 I 6 Load Combinations - .,• S fl f_ I #S DI I' ....4 DI r' DI I' C.s...+ DI 1' .,M DI f' u.,f DI (' DI ( l EnveIoe Joint Reactions v rlka I f' ,rI1 I 1' 7 FII1 I f' MY tI,_f+1 I (' MV _fIi I ( M7 rkJ.1 I _j... N3 max 270.384 4 1 47.24 4 1 487.158 .... -.826 2..1 .354 4 1 .516 ..4... 2 min -270.183 3 -406.181 2 399.352 _4.. -1.42 2.1 .301 .11 -.516 2. _L Nil max 270.216 ..4_. 47.247 1. 521.986 4. -.93 2.. -.264 .4.. 1 .516 ..i. 4 min -270.417 3 -357.919 2 434.18 3 -1.505 .4.. -.341 .... -.516 .1. 5 Totals: max 540.6 4 0 3 921.338 2. 6 mm -540.6 3 -764.1 2 921.338 1 4 1 -Envelope joint Displacements r:.a I f' V I PS V I PS 7 r I PS 1 I Ni max 035 3 003 _4_ -055 2. 5544e-03 413338e-03 319498e-04 2. 2 mm -.035 4 -.003 3.. -.129 4_ 1.562e-03 212.448e-03 4 1 -9.499e-04 4 _L N2 max .035 3. .003 2.. -:045 .2..1 5.29e-03 3 1 -2.826e-03 3 I9.497e-04 3 4 min -.035 A.. -.003 .4._ -.121 .2. 1.168e-03 2 -3.451e-03 4 1 -9.495e-04 4 N3 max 0 3 0 2 0 4_ 0 3 1 0 3 0 2. min 0 .4. 0 .4... 0 2. 0 1 21 0 ..4.. 0 4... 7 N4 max .035 3 1 0 2 -.054 .1 5.29e-03 3 -2.891e-03 3I9.498e-04 3 _i. min -.035 A. 0 4_ -.129 2. 1.287e-03 2 -3.398e-03 4I -9.495e-04 4 _L. N5 max .035 ..L. .006 4_ -.047 2. 5.544e-03 4 13.338e-03 3 9.498e-041 .1. 10 min -.035 4 -.006 2. -.122 _4_ 1.562e-03 2. 2.448e-03 4_I -9.499e-04 4 11 N6 max .035 1.. .006 L -.035 .2.. 5.29e-03 3 1 -2.826e-03 3I9.497e-04 .1. JZ. min -.035 A._. -.006 ..4_. -.112 2. 1.168e-03 .2..1 -3.451e-03 4 I_ -9.495e-04 4 13 N7 max 1 .033 3 1 .241 .2.. -.045 .2... 5.324e-03 2. 1.257e-03 3I9.497e-04 2. .1.4... min -.411 .4.... -.316 .1.. -.121 .2... -6.654e-03 2..1 -7.575e-03 4I -9.495e-04 4 15 N8I max .246 3 .319 2. -.045 2.. 5.268e-03 2. -2.557e-03 1 4I9.497e-04 1 3 16 min .13 .j. .118 .2.. -.121 .2.. 2.209e-03 2 -3.694e-03 3 _-9.495e-04 4 17 N9 max .415 .... .219 2.. -.055 .2 5.635e-03 4 7.662e-03 319.498e-04 .1. ii. min -.064 .4_. -.333 .1.1 -.129 A.. -6.295e-03 .2... -1.78e-03 4 _-9.499e-04 4 19 N10 max 1 -.123 2.1 .335 4 1 -.055 2 5.521e-03 .4... 3.318e-03 419.498e-04 .. 10. min 1 -.223 .4... .142 .2... -.129 .4... 2.602e-03 .2... 2.445e-03 .. -9.499e-04 4 21... Nil max 0 2. 0 2. 0 2.1 0 A. 0 1. 0 2. 22 min 0 4... 0 2. 0 4....1 0 2. 0 .4... 0 A. 23 N12 max .035 1. 0 .2.. -.064 2 5.542e-03 4 3.276e-03 319.498e-04 .. 24 mm -.035 .4_. 0 i... -.136 .4_. t682e-03 2J2.535e-0 4F_ -9.5e-04 4 25 N13 max .119 2. .618 .2.. -.19 2.. 5.313e-03 2. 2.935e-03 3 I2.956e-04 4 26 min - -.393 .4... -.326 .1. -.259 3 -1.344e-02 .2..1 -7.521e-03 4 1-1.196e-03 2 27 1 N14 _max .211 .1. .307 ..4. -.19 2.... 5.I62e-03 3 1-1.31le-03 4 4 28 - 1 I_mm .057 .4... .115 .2... -.259 2. 1.161e-03 -3 03 .144e- 3 _2.956e-04 _-1.196e-03 2 RISA-3D Version 16.0.1 [\...\...\...\...\1870001 TMG\NS0028 FirstNet\RO\Calculations\Sector Mount.r3d) Page 2 Company : ENGQUEST Feb 8, 2018 IIR Designer : GW 2:58 PM isA Job Number : NS0028 Checked By:_____ Model Name : Sector Mount Envelope Joint Displacements (Continued) Inint V r..,i I f' V r..,1 If' 7 r;...1 I 1' V D.4..4. I t' %I 29 N15 max .356 3 .397 2 191 2 5.379e-03 4 16.682e-03 3 11.276e-03T1 30 min -.091 .L -.33 A -.256 4 -8 253e 03 2 1 -2.225e-03 4 -2.955e-04 3 31 N16 max 4.066 .1 .312 2. -.191 2 5.262e-03 A_ 2.86e-03 4 1.276e-03 2. 32 mm -.196 4 089 2 -256 ...4_ 6 912e-04 2 1.5e-03 3 I -2.955e-04 3 33 N17 max .035 .1. .064 2. -.19 5.196e-03 3 -2.032e-03 3 I2.956e-04 j mm - 035 - 009 .. - 258 3 -7.676e-04 2 2 454e-03 4 1 196e 03 2 35 N18 rn .035 1 3 .059 1 2.1 -.191 1 2_ 5.284e-03 4 1 2.39e-03 3 1.276e-03 2. 36 5 ..4_. -.009 4 '-.256 ' 4 -3.568e-04 2 . I1988e-03 4 ,-2.955e-043 - Envelooe Member Section Forces RA..I...... C.... A..:..trll.., I fl .. e.i,......_rIi..I I - CL.....rILI I I' r_.__.....rI. I .. I a - - n...,., . a .J_.. Ml I maxI 0 1 .1 0 ...t. 0 1 0 ..i_ 0 1 1 I i _2_ minl 0 1j_ 0 1_1_' _0 j... 0 .j_. 0 1 0 j_. 3 2 max 197.58 2 283,828T 4 186.249 2 .263 2 .136 3 -.261 4 - mu -118617 3 194 846 3 -47.289 ...L -018 .2.. -.136 4 -275 _. ..4._ 5 x 197.58 ...L. 65.316 ..j 47.244 _4.. .049 2 .321 2 -.565 mw -5.81-7-- _. -2249 .2.. -47 243 .2.. -015 _L. 0 4 -.568* ._. .2.. 7 4 max 197.58 2 -209.919 4 47.287 4 .039 4 .136 4. -.279 _4_ 8 - mu' -132.384 4 -299.114 3 -216.544: 2 -265 2 - 136 3 -.327 3 .i._ i..max 0 1 0 1 0 j 0 1 0 1 0 1 rniv 0 ....j.... 0 ..j.... 0 _t.. 0 1. 0 T:- 0 .....L. M2 1 max 406.181 2 487.43 3 270.257 1 3 -.301 ..L. .516 4 1.42 _3.. iZ.. ID -4724 _j. 399116 ...4._ m270.309 ...4.. -354 _4.. -516 3 826 .L. 13 2 maxi 406.181 2 482.2421 3 263.395 3 -.301 3 .316 4 1.056 3 jj. - jp -47.24 _4... 393.9291...4.... -263.447 A... -.364! 4 -.316 3 495 _2_. 15'2. max 406.1811 2 477.0551.2... 255.407 3 -.301 3 .121 4 .696 3 16 11 mm 4724 4 388.7411 4..k255.459 4 -354 4 -121 3 167 2 17 - 4 max 406.1811 2 471.867 3 246.295 3 -.301 3 .264 2 .34 3 18 ___ mm '47.24 1 4 383.553 4. -246.347 4 -.354 4 1 -.067 4 -A56 2 19 m406.181 2 466.67913 236.057 ...L -.301 3 1 .412 2 1 .04 ....4.... .20... I - _4... F378.366 L4._ -236 109 ._4 -.354 _4 - -248 4 -476 _L 21 M3 I max 3 .278 3 27.328 4 0 1 0 1 0 1 22 I jj t32.677 mm 1 -63212 2 -26998 3 0 1 0 1 0 1 21 2. max 3 .278 13 36.328 4 0 1 .08 4 1 .158 p .j_. -63212 L2_. 2 24 -35998 .2.. 0 _1_ -079 3 0 .2.. max 41.354 3 75.534 1 _2._. 45.328 ...j.. 0 _1_ .182 4 .316 (flil) -41.354 ....j_ 246 14_ -44998 _L-26 . _L 0 _1_ -18 3 I____-001 2.. 27.... _4_.. mp -8.677 j._ 8.934-T 2 8.884 _L1 0 1 011 4 .011 _L. 28 r -8677 1 -175 J1 -9091 ..4_. 0 _1_ -011 3 1_0 _..3... 29 max 0 1 -.066 _L.. -.091 .4_. 0 ....1 0 1 - 0 - om 0 _L -.175 _1.. -.116:- _1 30 _L 0 _1_ 0 _1 - I _0 _1 - IL M4 j... max 24 ...j_ .741 _4_. 27.063 .4_. 0 .j 0 _1 0 _1 - Z. m 24 _1_ -63.4871.2... -27837 _L 0 _1_ 0 1 0 _1_ 33 1 2. maxi 32.677 _1_ .741 1 4 36.063 4 0 _1_ .079 4 .159 2 min 32.677 _1 - -63.487 .j.. -36.837 .L 0 .j - -.081 3 -.002 A... 35 2. max 141.354 _1_ 75.521 .L. 72.663 .4 0 . _1_ .208 4 .317 _2.... 36 jj 141.354 _1_ 659 _.. -73437 2... 0 _1.. -212 3 -004 _4_. 37 4 max -8.677 2 1 8.921 2 9.087 3 0 _1_ .011 4 .011 2 38 jp -8.677 _4.... -.183L4._'-8.896 ...4_. 0 . _1_ -.011 3_. 0 ..4_ 39 5 max 0 1 -.079 1 2 .104 ...4_. 0 _1_ 0 _1 0 _1_ min 0 j_.. -.183 r4 087 0 j_. , 0 _1 - 0 _1 - .41 M5 - .1... r!c 357.919 _L. 522.2731 4 1270.343 .2.. .341 .1.. .516 4 1.505 _4.. myjp -47.247 1433.93 3 ;-270.291 .4_ .264' _4._. 516 3' I .93 _L. Al - 2. max 357.9191 2 1517.0851 4 263.48 3 .341 3 .316 4 1.115 4 jp 1 -47.247 1 .... 428.7421 3•-263.428...4.... ' .264 ...4.... .316 3 I .573 r .2.... RISA-3D Version 16.0.1 [\...\...\...\...\1870001 TMG\NS0028 FirstNet\RO\Calculations\Sector. Mount.r3d) Page 3 Company : ENGQUEST Feb 8, 2018 Designer : GW 2:58 PM I R I SA Job Number : NS0028 Checked By:______ ANEMcHEi(cQMI4y Model Name : Sector Mount Envelope Member Section Forces (Continued) -- • .. t...._..rIL1 i ^ - I I ..rt. I .. . I f' ,. 3 max 357919_5118971_4_255493.L 341 3 121 4 1_73 _4_ 46 mm -47.247 3 423.554 3 -255.441 4 .264 4 -.121 3 .22 2 47 4 max 357.919 2 506.71 1 4 246.38 3 .341 3 .067 3 .348 4 48 mm -47.247 3 418.367 3 -246.328 4 .264 4 -.244 2 -.13 2 49 5 max 357.919 2 501.5221 4 236.143 3 .341 3 .248 3 .021 3 50 mm -47.247 3 413.179 3 -236.091 4 .264 4 -.392 2 1 -.475 2 51 M6 I max 50 2 .942 1 3 33.463 4 0 1 0 1 1 0 1 52 min 50 3 -102.4491 2 -32.65 3 0 1 0 1 0 1 53 2 max 58.677 2 .942 1 3 42.463 4 0 1 .095 4 1 .256 2 54 jp 58.677 _L. -102.4491 2 -41.65 ..L 0 _1 -.093 3 -.002 ..L. 55 3 max 173.354 2 113.3541 2 88.663 4 1 0 1 1 .25 4 1_.512 2 56 min 173.3541 3 .903 4 1 -87.85 3 1 0 1 1 -.245 3 1_-.005 3 57 4m -8.677 _3 8.954 j2 8.842 .....L 0 _1_ .011 4 .011 ....L. 58 mm -8.677 1 1 -.279 I 3 -9.083 4 0 1 -.011 3 0 3 59 5 max 0 1 -.046 2 -.083 4 0 1 0 1 1 0 1 - min 0 _1_ -.279 3 -.158 3 0 _1 - 0 1 1 0 _1 - 61 M7 I max 24 1 .771 4 27.133 4 0 1 0 1 0 1 62 mm 24 1 -63.812 1 2 -27.772 3 0 1 0 1 0 1 63 .2.. max 32.677 _1_ .771 1 4 36.133 1 4 0 - - .079 4 .16 2 64 min 32.677 _1_ -63.8121_L. -36.772 ...L 0 - - -.081 3 -.002 _4.. 65 3 max 156.354 _1_ 75.584 2 67.933 4 0 _1_ .203 A .319 ..L. 66 1_ mm 156.354 _1_ .74 1 3 -68.572 .... 0 _1_ -.207 3 -.004 _j... 67 _4... ma -8.677 _1_ 8.984 2 9.056 3 0 _1_ .011 4 .011 2 68 1 mm -8.677 4 -.174 4 -8.912 4 0 1 -.011 3 0 4 69 5 max 0 1 .j.. -.016 2 .088 1 j. 0 1 0 1 0 1 70 I min 1 1 -.174 4 .056 1 3 1 0 1 0 1 1 0 1 - EtjeIone Member Section Stresses a.... A....IrL...;1 I t, .. I I r' i r' .,_irii I ' ,_mnrfr.1 I C' _n+rI,n I C' _L. Ml Imax 0 1 01 0 11 0 11 o 1 0 iji 0 iii 2 min o 1 0 1 0 1.0 1 0 1 0 1 0 1 3 2lmax .095 2 .274 .4. .18 2. 2.025 4 -1.924 3.. 1.001 3 1.001 4. 4 - nn -.057 3 .188 3 -.046 3 1.924 3 -2.025 A -1.001 4 -1.001 _.L. _L m .095 2. .063 .4. .046 .4 4.185 2 -4.16 3 2.363 2 0 .4. 6 - min -.003 3 -.022 3 -.046 3 1 4.16 3 -4.185 2 0 4 1 -2.363 2 _L. _4_ max .095 2 -.203 .4. .046 4 2.409 1 3 -2.055 1.001 4 1.001 mill -.064 A -.289 3 -.209 2. 2.055 14 -2.409 -1.001 3 -1.001 A _w 0 1.. 0 ..t 0 1 0 1. 0 .1 0 .1 0 .1 .iQ. min 0 .1 0.1 0 1 0 .1 0 .1 0 ..i 0 .1 ii. M2 ....j. .215 2. .565 .313 -6.047 2. 10.387 3.776 4 3.776 IL mm -.025 A .463 A -.313 .4. -10.387 6.047 2 -3.776 3. -3.776 1 4 13 max .215 2 .559 3 .305 3 1 -3.622 2. 1 7.727 3 2.311 A 2.311 3. 14 - m -.025 4 .457 A -306 A -7.727 3 3.622 2 -2.311 3. -2.311 II. _L.Imax .215 2. .553 3 .296 3 -1.225 2. 5.094 3 .887 4 .887 i. mm -.025 A .451 4 -.296 A -5.094 3 1.225 2. -.887 3 -.887 4 17 4 max .215 2 .547 3 .286 3 1.143 2. 2.491 3 1.934 2 .491 4 18 - min -.025 4 .445 4 -.286 A -2.491 -1.143 2 -.491 4 -1.934 2 IL .215 2. .541 .. .274 3. 3.482 2. 1 .292 4 3.018 2 1.815 4. 20 - mm -.025 4 .439 4 -.274 4 1 -.292 4 1 -3.482 2 -1.815 4 -3.018 2 21 M3 1 max .024 3 0 3 .054 A 0 1 0 1 0 1 0 1 22 mm .024 1 -.124 2 -.053 3 0 j.. 0 1 0 1 0 1 23 2 Imax .032 3 0 3 .071 A .016 3 3.599 2 1 1.812 4 1.793 3 24 mm .032 1 -.124 2 -.071 3 -3.599 2. -.016 3. -1.793 . -1.812 .4 25 3 Imaxi .041 1 3 .148 2 .089 A .032 3 7.198 2 4.137 4 4.099 3 26 1mm -.041 j 0 4 -.088 -7.198 2. -.032 .. -4.099 3 -4.137 4 RISA-30 Version 16.0.1 [\...\...\...\...\1870001 TMG\NS0028 FirstNet\RO\Calculations\Sector Mount.r3d] Page 4 Company ENGQUEST Feb 8 2018 Designer GW 2 58 PM Job Number NS0028 Checked By Model Name . Sector Mount Envelóne Member Section Stresses i'dóntinuedj .. •. Member : : SéÔ AciaI1ksi1 LC v Sheari , LC z ShearL. LC v-TonFki1 LC v-RntFksi1 LC z-mnfksil 'LC* 7.Rnffkcil I -27,1- 4 max -.0091.018 2 .017 .01 2522 1 .261 14.. .25 1 8 1 -018 .4... A452 2:1 -261 29 ....Lmax 0 j.. 0.2•0 .4 01 0 1 0 10 1 0 1 0 3 0 3 0 1 0 1 0 1 0 1 31 ,!M4 j_ max,, .024 1 .001 .4. .053 4. 0 1 0 j 0 1 0 1 mm OM2 3,-114213"2 -055 3 0 1 0 1 0 1 0 1 33 - ...2.L 032 1 001 4 1 .071 4 .042 4 3.615 12 1.797 4 1.841 3 i -.124 `2 42 __________ max .139 1. .148 2 .142 4 .084 4 7.23 2 4.735 4 4.823 3 -4735 .4. 37 4 max -.009 2 .017 2 .018 3 Al 4 .252 2 .25 4 .261 3 4 -252 2 -01 4 -2b1 3 -25 4 39 5 max 0 1 0 2 0 40 1 0 1 0 1 1 0 1 40 mm 0 1 0 0 3 3 41 M5 I max .189 2 .606 4 313 3 1 -6.805 2 11.014 4 3.776 4 3.777 3 42 : mm 025. 3 :.53 1 3 iioT--31`3:~: 43 2 max .189 1.2. .6 4 .306 3 -4.192"2 8.162 4 2.311 4 2.311 3 mm - 25 3 497 3 -305 4 -8 162 4 4 192 2 -2 311 3 -2 311 F 4 45 3 max .189 2 .594 4 .296 3 -1.607 2 5.338 4 .887 4 .887 3 ws mm - '25 3 491 3 -296 4 -5338 4 160 2 -887 &W -887 4 47 4 max .189 2 .588 4 .286 3 .95 2 2.543 4 1 .491 3 1.785 2 - u25 485 3 -286 4. -2 543 4 95 2 -1 785 Ii -491 1 49.11 5 max . .189. 2 .582 4 .274 3 3.478 12 .152 3 1.81513 2.869 2 Al 1 51 M6 1 max .049 2 .002 3 .066 4.. 0. I 0 1 0 1 0 1 mm 049 3 -201 2 -064 3 0 1 0 1 0 1 0 1 53 . 2 . max .058 2 .002 3 .083 14 054 3 5.833 2 r 2.162 4 2.1.15 3 058 3 -201 2 -082 3 E333 2 -054 3 -2115 3 -2162 4 55 3 max .17 2 .222 :'2 .174 4 .107 3 11.666 2j 5.683 4 5.59 3 a 002 4 -172 .. -11666 2. 4107 3.]. -559 a 5683 4. 57 47, max -.009 3 .018 2 .017 3 .016 3 .254 2 I .261 j4 .247 3 1 0 . -018 4. -254 .. -016 .aT-2471.a -261 4. 59:5 max I D I 0 2 ___1•J. .0 1 0 1 xo 61 M7__. I max .024 T. .002 4 .053 4 0 1 0 1 I .0 1 . . 0 1 024 1 -__125 054 3 1 0 1 1 0 1 u 1 .2.. m .032 .1 .002 4. .071 4. .044 4. 3.633 . 1.801 .44_1.837 1 .0 -044 .4 -1 837 65 3 max .153 1 i...o .148 2 .133 4 .088 4 . 7.267 2 4.634 41 4.707 I 3 :Fn n 153 1 001 3 - 134 .. -7 267 2 - 088 4. -4 707 11 -4 634 14 4.... ma -.009 1 .018 2 .018 3 .01 4. .255 2 .251 4 .259 131 0 4 -017 4. -255 2 -01 .4... -259 La -251___14] 69 5max 0 10204 Q_1.0 110 1011] 70 mm 0 1 1 4 _Q_ u 1 0 110 1 0111 Envelope Member Section Defléct1ons.Servic . : . Member x__nfl_LC y_Fini -LC zFini LC x Rotate Fr.. LC(nLiv_ Ratio LC (nLizRatio_ jLC - .d. [i Ml I max - .035 __I_3 -.047 21 .006 J35.544e-04 L NC NC I I mm__I_-_035___I_4 -__122 41_-__00€ 4 1 562e-03 NC I 1 - NC Ti 3. ._2_ max __.035 _I_3 -.157 2 .011__jE5.363e-03 11254.8311 4.1 NC I -224 .4. -04 LL647e-04 2____I_fl9204__I____3 3090_58912.. 5 1 3 maxl_.035___I3. I -.215 2 0 1 4 5.133e-03 4 _I_802.104 I_4 I NC I I mint___ -035____14 -281 LII -075 LL1 5622e 04 2___178895413 11732719 .2.. 4 maxl_ .035_I_3 - - .155 12.1 .011 3;5.225e-03 3.11188.5491 _3 1 NC 1 ________~ni M1 ______ ______ • 1:411eo4 .:;.:Ii.1842og.Ii27g::I.26. RISA-30 Version 16.0.1 .[\...\..*..\...\1870901,TMG\NS0028 FirstNet\RO\Calculations\Sector Mount.r3d] Page5 Company : ENGQUEST Feb 8, 2018 Designer : GW 2:58 PM I R I SA Job Number : NS0028 Checked By:_____ Model Name : Sector Mount EnveIoe Member Section Deflections Service (Continued) I 1 ,rin1 I ( , Fini i r Pntntp Fr I ( in) I Iv Ratio IC (n Liz Ratio LC 9 5 max .035 3 1 10 .006 4 5.29e-03 3 NC j NC - mm -.035 _4 -.006 2. 1.168e-03 2. NC j NC M2 i 0 1 M032 1 11 0 I 0 j NC j NC 0 1 _rnin 0 j 0 1 NC j NC rn 0 j 1 .2.. .004 8.494e-04 5075.993 j NC 1 mm 0 2 1 14 -.004 3 1724.555 3 7509.59 3 IL L. max 0 4 -.021 2. .013 4 j6262.578 2 NC i. 16 - nihi 0 2 -.041 3 -.013 U2.548e-03 3M515.162 8569.213 4 0 4 -.039 2. IL 2. .025 4 NC 2 NC W IL mm 0 2 -.082 1 -.025 2. 2435.498 3 8514.98 5 max 0 4 -.054 2 19 2 .035 3 4 1 NC 1 I NC 1 20 - mm 0 2 1 -.129 3 -.035 3 2.891 e-03 3 NC 1_1 - NC _1 - 21 M3 I max 1 .121 3 .316 3 .411 4 9.495e-04 4 NC I NC I 2. min 1 .045 2. -.241 2.. -.033 3 -9.497e-04 .1 NQ - NC _1. 23 2 max .121 3 .156 3 1 .193 4 9.495e-04 4 NC I NC 1 24 mm .045 2.1 -.061 2 1 -.004 2. -9.497e-04 2. 801.875 2.. 1446.6631 .j. 25 3 max .121 3 1 .003 4 .035 4 9.495e-04 4 1 NC 1 NC I 26 mm .045 2. -.003 3 -.035 3 -9.497e-04 3 659.453 2. 1138.189 4 27 4 max .121 3 -.053 2 -.052 4 9.495e-041 4 1 NC I I NC I 28 mm .045 2 -.161 3 -.136 3 -9.497e-04 3 1244.535 2 2070.392 1 4 29 5 max .121 1 3 1 -.118 2 1 -.13 j 9.495e-04 j NC 1 1. .N LL 30 mm .045 1 2 1 -.319 3 1 -.246 3 -9.497e-04 3 NC I NC I 31 M4 I max .129 1 4 1 .333 4 1 .064 4 9.499e-04 4 NC I NC 1 32 mm .055 1 2 -.219 2 1 -.415 3 -9.498e-04 3 1NQ I NC I 33 .2... ma .129 4 .165 4 1 .019 4 9.499e-04 41_NC _1_ NC _1_ 34 an .055 LI -.05 2 1 -.194 3 9.498e-04 2. 798.776 1_2_ 1391.448 3 35 3 max 1 .129 14 .003 3 1 .035 .j 9.499e-04 4 NC 1j_ NC i_. 36 in 1 .055 2 -.003 _4_ -.035 3 -9.498e-04 3 657.105 1 .2_ 1085.75 3 37 4 max 1 .129 4 -.065 2 .124 4... 9.499e-04 4 NC _1 NC i... -- min I .055 .2. -.169 A. .049 3 -9.498e-04 2. 1240.506 _2_ 1983.386 .3 39 5 Imax .129 4 -.142 2 .223 4 9.499e-04 4 1 NC I NC 1 40 mm .055 2 -.335 4 .123 3 -9.498e-04 3 NC I NC 1 41 M5 Imax 0 1 0 1 1 0 1 0 1 NC 1 NC 1 42 min o 1 0 1 1 0 1 0 1 NC 1 I NC 1 Al max 0 1 -.007 2.. .004 4 -6.336e-04 4.14164.93512.. NC ..1 - Al min; 0 2.1 -.012 4 -.004 .1 -8.189e-04 3 1640.1721 4 7508.159 4 A. LI maxI 0 1 2. -.024 2 .013 4 -1.267e-03 A. 1 4784.34912. NC 1 I min1 0 1 2. -.043 4... -.013 1 1.638e-03 2. 1446.0681..j 8567.31 A.. AL max 1 0 2. -.045 2.. .025 1 4 -1 .901 e-03 41 NC 1 2 NC I min1 0 2. -.087 4 -.025 1 -2.457e-03 312336.103 _4.. 9707.643 2.. 49 5 maxT 0 1 3 -.064 2 .035 4 -2.535e-03 4 1 NC 1 NC I 50 miii 0 2. -136 A. -035 3 -3276e-03 3 NC 1 NC I 51 M6 I I maxI .259 1 3 1 .326 2. .393 4 1.196e-03 2 1 NC _1. NC .1. min .19_12.1 -.618 2.1 -.119 3 -2.956e-04 4 1 NC 1_1 - NC - - 53 2_. max .259 3 1 .166 .1 .178 4 1.196e-03 .2.1 NC _1 - NC - - 54 min .19 12.1 -.246 2. -.042 3 -2.956e-04 4 486.842 1 2 11170.965 4 3 max i_.258 2.1 .009 2. .035 4 1.196e-03 L NC L NC :1: min .19 2.1_-.064 2. -.035 3 -2.956e-04 4 396.283 2. 906.575 4 57 4 ImaxI .259 Ii -.081 2.. -.017 41.196e-032 NC 1 t.1 NC :: min _.19 1 2.1 -.158 4 -.117 3 -2.956e-04 4 750.153 1 2 11658.691 4 59 5 max .259 2. -.115 2..1 -.057 41.196e-032 NC I 1 NC 1 - min .19 1 2..1 -.307 A.. -.211 3 -2.956e-04 4 NC I NC I 61 M7 I max l .256 1 4 1 .33 4 .091 4 2.955e-04 3 NC - 1 NC I 62 min 1 .191 12.1 -.397 2.. -.356 3 -1.276e-03 2 NC .1.. NC 1 63 2 ImaxI .256 1 4 1 .169 4 .033 1 42.955e-043 NC _1 NC Ii - min .191 2.T -.169 2.. -.165 3 1-1.276e-031.2. 794.638 1 2. 1400.55913 3 _max.. .256 141_.009 1 4 1 .035 1 j. 12.955e-0412. NC 1j.1 NC I I RISA-31D Version 160.1 F\ ... \\M 870001 TMG\NS0028 FirstNet\R0\CaIcuIationsSector Mount:r3dl Paae 6 URI Company : ENGQUEST Feb 8, 2018 S , Designer : GW 2:58 PM Job Number : NS0028 Checked By:_____ AMETSCHECOMWff Model Name : Sector Mount Envelope Member Section Deflections Service (Continued) Q- If' .,F.,1 If' .r;..1 I,- ..o,.e......r.. If' If' ifs 66 mini .191 I 2 -.059 2 -035 3 -1.276e-031 2 653.662 I 2 1094.728 67 4 maxi .256 I 4 -.068 2 .111 4 2.955e-04 3 I NC I I NC I 68 mini .191 I 2 -.161 3 .021 3 -1.276e-03 2 11233.6251 2 1999.321 3 69 5 max l .256 I 4 I -.089 2 .196 4 2.955e-04 3 I NC I I NC 1 1Q mm I .191 I 2 I -.312 3 .066 3 -1.276e-03 2 I NC I 1 NC 1 - Er.yjIoDe AISC 14th(360-10): ASD Steel Code Checks MmIsr Qhmna f',,,t ( I ,s.-flnl I f' Qh I n,4nl fli, I f' Dn.s1,rn nki D.sêI,s,,s nki ^6 0-- 1 1 Ml PIPE 3.0 .177 86.25 Z 1 .107 130.8.. 2 21372.917 43383.234 3.825 I 3.825 1... H1-1b _.L M2 HSS3x3x3 429 P_. . 120 ......Q.. 4 148687 166 5205988 4.522:.4.522 1 Hi-lb 3 M3 PIPE 2.0 .255 60. Z .012 fl. - 2 6544.642 21377.246 1.245 1.245 1... HI-lb 4 M4 PIPE 20 266 . 2 012 - 2 6544642 21377246 1_245: 1.245 1_HI-lb.... 5 M5 HSS33x3 .447 0 1441 .119 _L_ 3 148687.166 52059.88 4.522 4.522 17 H1-1b 6 M6 PIPE 20 425 60 2 018 - 2 6544642 21377246 1.24& 1.245. 1_ Hi -lb 7 M7 PIPE 2.0 .268 Q. Z .012 - 2 16544.642 121377.2461 1.245 1 1.245 11. HI-lb 5' 13 ¼ RISA-3D Version 16.0.1 [\...\...\...\...\I87000l TMG\NS0028 FirstNet\RO\Calculations\Sector Mount.r3d] Page 7 AT&T Analysis Report Page 6 Site No: NS0028, OMWD OPS Center Conclusion The existing sector mounts are adequate to support AT&T's equipment installation. The existing sector mount will be stressed to 45% of its structural capacity.