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CC-17-1301 (2) RECEIVED - ��► `� Miami Shores Village MAY l 1017 Building Department 10050 N.E.2nd Avenue,Miami Shores, Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 r INSPECTION LINE PHONE NUMBER:(305)762-4949 FBC 20 BUILDING Master Permit No. C C PERMIT APPLICATION sub Permit No. # QBUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION []RENEWAL PLUMBING MECHANICAL PUBLIC WORKS CHANGE OF CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 602 NE 96th St. City: Miami Shores County: Miami Dade Zip: 33138 Folio/Parcel#: 11-3206-014-1410 Is the Building Historically Designated:Yes• NO X Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER:Name(Fee Simple Titleholder): Northeast Presbyterian Church Phone#: Address:602 NE 96th St. City: Miami Shores- State: FL Zip: 33138 Tenant/Lessee Name: Verizon WI Bless Phone#:954 234 7070 Email: Dylan@Verticalpropertyloiutions.cim CONTRACTOR:Company Name: To a determin, d Phone#: 561 253 4793 Address: 3 City: Ite., Zip: Qualifier Name: �- Phone#: State Certification or Registration#: �tt Certificate of Competency#: DESIGNER:Architect/Engineer: Klmley', 3 Phone#: 561 845 0665 Address: 1920 Wekiva Way A �Owl I City: West Palm Beach state: FL Zip: 33411 Value of Work for this Permit:$32,000.` d Square/Linear Footage of Work: Type of Work: ❑ Addition 0 Alt tion �9unted New Q Repair/Replace El Demolition Description of work: Verizon wireless t install flus a antennas on a steeple, associated equipment on a platform on existing rooftop, remove and rep"I ce oor access and wall.A 35KW natural gas generator will be installed for emergency power of associated equipment and antennas. Specify color of color thru tile: Submittal Fee$ Permit Fee$ CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ Bond$ "P121-7 L t�AWaP-Y 0-D TOTAL FEE NOW DUE$ (Revised02/24/2014) e a Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip i Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES,BOILERS, HEATERS,TANKS,AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." 4 Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person' whose property is subject to attachment. Also,a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this 24 day of Aprll 20 7 by day of 20 by Thomas Leonard who is personally known to who is personally known to me or who has produced as me or who has produced a's f identification and who did take an oath. identification and who did take an oath. ! NOTARY PUBLIC: NOTARY PUBLIC: a ign: Sign: an Washburn Print: DYLAN D.WASHBURN Seal: } Seal: ;a.- Commission#FF 123287 t - P:7 Expires May 14,2018 F O Bonded Tluu Roy Fein Insurance B00J85.7019 � t APPROVED BY Plans Examiner Zoning )� Structural Review Clerk (Revised02/24/2014) 1 i 1 . � r I S + J ANNE M. _GANNON _ P.O:-Boz 3353,West Palm Beach,FL"33.402-3353 "LOCATED AT"' CONSTITUTIONAL TAX COLLECTOR www.pbctax.com Tel:(561)355-2264 Serving Pahn Beach.County 1290 OLD CONGRESS AVE Serving yntc. WEST PALM BEACH; FL 33409 TYPE OF BUSINESS OWNER CERTIFICATION# RECEIPT#/DATE PAID AMT PAID 23-0051 GENERAL CONTRACTOR SCHEHR BRAD JAMES # CGC7504970 817.48047D-07/74117 $27.50JjBILL 171486 This document is valid only when receipted by the lax Collector's Office: STATE OF'FLORIDA PALM BEACH COUNTY J CROMPTON ELECTRIC INC 131 -825 2017/2018 LOCAL BUSINESS TAX RECEIPT, J CROMPTON ELECTRIC INC LBTR Number: 2015081446 1290 OLD CONGRESS AVEEXPIRES: SEPTEMBER 30, 2018 WEST PALM BEACH, FL 33409 This receipt grants the privilege of engaging in or managing any business profession or occupation within its jurisdiction and MUST be conspicuously displayed at the place of business and in such a { manner as to be open to the view of the public. . x r � , r ' a I. t 1 { t ' , _ I i 3 Aco DATE(MM/DDYYY() 0/13CERTIFICATE OF LIABILITY INSURANCE 1/2017 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND,-EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED,the policy(ies)must be endorsed. If SUBROGATION IS WAIVED,subject to the terms and conditions of the policy,certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER CONTACT NAME: Brown&Brown of Florida, Inc PHONE,. FAX A/C No): 1401 Forum Way E-MAIL West Palm Beach FL 33401 ADDRESS: r INSURERS AFFORDING COVERAGE NAIC# INSURER A:Hartford Fore Insurance INSUREDI _ JCROMP1 INSURER B:A Marine Insurance 22837 J. Crompton Electric, Inc. INSURER C:AlliedWorld Assurance o+ 19489 1290 Old Congress Ave INSURER 0: West Palm Beach FL 33409 INSURER E: INSURER F: COVERAGES CERTIFICATE NUMBER:1450793727 REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS .,_CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED'BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR TYPE OF INSURANCE ADDL SUBR POLICY EFF POLICY EXP LIMITS LTR INSR WVD 'POLICY NUMBER MWOD MM/DD A GENERAL LIABILITY 21UEAJA8892 10/31/2017 10/31/2018 EACH OCCURRENCE $1,000,000 DAMAGE TO RENTE X •COMMERCIAL GENERAL LIABILITY PREMISES Ea occurrence $300,000 CLAIMS-MADE K OCCUR i MED EXP(Any one person) $10,000 I X PD Ded$5,000 PERSONAL&ADV INJURY $1,000,000 GENERAL AGGREGATE , $2,000,000 GEN'L AGGREGATE LIMIT APPLIES PER: 4 PRODUCTS-COMP/OP AGG $2,000,000 POLICY X PROJ CT- LOC Employee Benefits $1,000,000 r A AUTOMOBILE LIABILITY 21UEAJA8891 10/31/2017 10/31/2018 COMBINED SINGLE[nMT-- Ea accident 1000000 r ANY AUTO BODILY INJURY(Per person) $ ALL OWNED SCHEDULED' BODILY INJURY(Per accident) $ AUTOS, AUTOS X HIRED AUTOS X' NON-OWNED PROPERTY DAMAGE $ XrAUTOS Per accident PIP 1 $10,000 3 A X UMBRELLA LIAB X OCCUR 21RHA'JA9655 10/31/2017 10/31/2018 EACH OCCURRENCE $6,000,000 11 EXCESS LIABf CLAIMS-MADE AGGREGATE $6,000,000 DED I X I RETENTION$10,000 $ A WORKERS COMPENSATION 21 WBAAA5197 10/31/2017 10/31/2018 X WC STATLU 0TH- State:Florida AND EMPLOYERS'LIABILITY Y/NTORY LIM ANY PROPRIETOR/PARTNER/EXECUTIVE E.L.EACH ACCIDENT $1,000,000 OFFICER/MEMBER EXCLUDED? N❑ N/A (Mandatory in NH) E.L.DISEASE-EA EMPLOYEE $1,000,000 If yes,describe under DESCRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT $1,000,000 B Leased/Rented Equipment MX193079166 10/31/2017 10/31/2018 $100,000 E Ded$2,500 C Contractors Professional Liabilit 03110072 10/31/2017 10/31/2018 See Below' C• Contractors Pollution Liability 03110072 10/31/2017 10/31/2018 See Below` DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES (Attach ACORD 101,Additional Remarks Schedule,if more space Is required) C.iContractors Professional Liability: $1,000,000 Limit for Each Act, Error or Omission;$2,000,000 Aggregate Limit of Liability Retention$25,000 for Each Act, Error or Omission; Retroactive Date: 10/31/2017 C.Contractors Pollution Liability:$1,000,000 Each Occurrence;$2,000,000 Aggregate Limit Retention$25,000 for Each Pollution Incident B. Installation Floater-MX193079166; 10/31/17-10/31/18;Any One Installation Site$1,000,000;Any One Storage Location$1,000,000; Installation Property,Transit$250,000;Any One Loss, Disaster or Casualty(Involving Items 1,2,or 3 any combination thereof): $1,000,000; See Attached... CERTIFICATE HOLDER CANCELLATION k SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE Miami Shores Village THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN 10050 NE 2nd Ave ACCORDANCE WITH THE POLICY PROVISIONS. r Miami Shores FL 33138 T AUTHORIZED REPRESENTATIVE t ©1988-2010 ACORD CORPORATION. All rights reserved. ACORD 25(2010/05) The ACORD name and logo are registered marks of ACORD AGENCY CUSTOMER ID: JCROMP1 LOC#: ACO® ADDITIONAL'REMARKS SCHEDULE Page 1 of 1 AGENCY NAMED INSURED r Brown&Brown of Florida, Inc J.Crompton Electric, Inc. 1290 Old Congress Ave POLICY 1 NUMBER West.Palm Beach FL 33409 CARRIER NAIC CODE EFFECTIVE DATE: ADDITIONAL REMARKS THIS ADDITIONAL REMARKS FORM IS A SCHEDULE TO ACORD FORM, FORM NUMBER: 25 FORM TITLE: CERTIFICATE OF LIABILITY INSURANCE Deductible$2,500 Crime-Employee Theft:04/05/17-04/05/18; 106119471;Travelers Casualty&Surety Company; $1,000,000 Deductible$5,000 EC13002872—Jonathan Crompton, Electrical Contractor CGC62911 —Michael Poirier, General Contractor CGC1504970—Bradley Schehr, General Contractor { k i I 1 i t } I 1 , k k 1 1. f I i ACORD 101 (2008101) ©2008 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD i s �t November 13, 2017 , Dennis Demarco MasTec Network Solutions, LLC 6100 Broken Sound Parkway, Suite 6 Boca Raton, FL 33487 Alf:= P=1 ENGINEERING GROUP Subject: Structural Evaluation -Existing Church Steeple AT&T Site: M139[FA# 10070209] , Site Address: 602 NE 96th Street, Miami Shores, FL 33138 APX Project: 17-0107.163 s Dear Mr. Demarco: APX Engineering Group, LLC (APX) has completed an-evaluation of the effect on loading of the subject structure created by the addition of new equipment. This evaluation was based on published•0atalog information, information obtained during our site visit, previous site construction dralvinga,the RI?l 4m;unt •••• • calculations by APX dated November 13, 2017, and information provided by AT&T. -Mle irftent of thi,; Igtter •• is to assess the effect of the proposed addition of new telecommunication equipmeflt tapbii the sopperting •••••• structural systems, which include the existing church steeple. '•"" • The proposed Remote Radio Unit (RRU) loading will impose approximately 7 square feet of project wind area and 160 pounds of weight spread over three locations currently being occup Q•6y AT& OW9nna •••••• equipment. The wind area increase as a result of the proposed equipment is less tha Viten percent and the •- 'weight increase in negligible in comparison to the weight of the steeple. In accorVance;with tpe Florida ••••�• Building Code- Existing, 5th Edition (2014), Sections 402.3 and 402.4, these are agcepiable lir:itsoffoad • increase. Therefore, based on our evaluation of the above-referenced information, itis 6u(opiniop•thpt the ;••••; subject supporting structure will support the proposed AT&T loading. •. • Should you have any questions or wish to discuss any aspect of this letter, please do not hesitate to contact the undersigned. Sincerely, APX Engineering Group, LLC e`� �••�oCEN• ,1�+++ No 8 y .-( O / •� N r w -C9 Michael A. Phillips, P.E.Chef +++5 •1 r',:•;;;��e` i Flolnda License#68312 ®neer J*©I a e e\-\ 00 Lakeside Drive,Suite 525 Florida COA at&t November 13, 2017 Dennis Demarco P=XX MasTec Network Solutions, LLC ENGIN EE RING 'GROUP 6100 Broken Sound Parkway, Suite 6 Boca Raton, FL 33487 a Subject: Structural Analysis— RRU Mount Carrier Designation: AT&T: M139'[FA# 10070209] APX Project: 17-0107.163 Site Information: 602 NE 96' Street Miami Shores, Miami-Dade County, FL 33138 Latitude 25.8635000 N, Longitude 80.184800°W Existing Wall-Mounted RRU Mount •••• Dear Mr. Demarco: •• •••••• APX Engineering Group, LLC (APX) is pleased to submit this Structural Analysis•teMlerminEfVVt2ther •••••• the subject Remote Radio Unit(RRU) mount is able to support certain proposed loAds•.••• :,...; ! It is our understanding that AT&T, who retained MasTec Network Solutions, LLC (MUIr, desires to install ••:••. new telecommunication equipment on the subject mount. This analysis was ba*ed•or1 the supporting •••••• information listed in Table 2. Our services were performed in accordance with the tpeIgs•ond conditions of •• the master service agreement between.APX and MNS. This report summari4es•thV resylts of our •;••�• ...... findings. • •• • •• • . • The purpose of this analysis is to determine the suitability of the aforementioned structure to sWW the loading indicated in the attached calculations. This analysis has been performed in accordance with the Florida Building Code, based upon an ultimate 3-second. gust wind speed of 175 mph, using hand calculations. Based on our analysis, subject to the assumptions noted, it is our opinion that the subject structure will support the proposed loading. Members: Pass at 42.5%, Connections: Pass at 23.5% « This report has been prepared for the purpose of providing a structural evaluation of the subject structure for the loading conditions indicated. It is intended for the exclusive use of MNS and AT&T. The i information, assumptions, and recommendations contained in this report-should not be used by others for any purpose without express written authorization from APX. We appreciate the opportunity to provide our professional services to you and,look forward to continuing our relationship. If we can be of any further assistance, please do not hesitate to contact us. %1AL 1%111 111801elf, a A. Sincerely, evo G?� %,%C Flys• . s APX Engineering Group, LLC a NO 6 -o .,woo. S�qj OF • Michael A. Phillips, P.E. �o R :• ••:� �` Chief Engineer s �% { Florida License#68312 Group,APX Engineering LLC www.aloxerigineering.com— 11 Lakeside Drive,Suite 525 Florida COA Miramar,FL 33027 (954)744-1538 r f ' AT&T:M139[FA#100702091 Structural Analysis Report i Table 1: Analysis Criteria MIA BuildinFCodFe Florida Building Code, 5th Edition (2014) i Standard - Loads ASCE 7-10 Minimum Design Loads for Building and Other Structures FBC 1620.1 Standard - Steel AISC LRFD 14th Edition Standard -Concrete ACI 318-11 Masonry ACI 530-11 Risk Category II i Ultimate Wind Speed 175 mph, 3-Second Gust(FBC 1620.2) Nominal Wind Speed 136 mph, (FBC 1609.3.1) Exposure Category C •••• •••••• Live Load N/A •••••• •• •• •••••• ••.••• Dead Load Design RRU = 75 lbs ." • .... . ..... Table 2:Supporting Information ...... • • • • • •••.•• October 24, 2017 Radio Frequency Data Sheet(RFDS) AT&T • July 25, 2016 Construction Drawings CALTROP Corporation June 3, 2016 Site Walk/ Investigation CALTROP Corporation Various Miscellaneous Information AT&T/MNS Analysis Assumptions and Limitations t 1. Information in the supporting documentation that could not be verified by APX personnel is assumed to be correct. 2. All existing building components are assumed to be in adequate condition to carry their full design capacity. 3. The configuration of equipment/appurtenances is assumed to be as specified in this report. 4. Emergency/essential communication equipment will not be supported by this assembly. t If any of the above assumptions are not valid or have been made in error, these calculations may be affected, and APX should be allowed to review any new information to determine its effect on the structural integrity of the subject structure. Recommendations i 1. Check all bolts for proper tightening in accordance with. AISC "Snug-Tight" method prior to installation of proposed equipment. t 2. Replace any rusted/corroded hardware with new galvanized hardware. APX Engineering Group,LLC Wind- Load- - Appurtenance - r �E In Accordance With ASCE 7-10,Chapter 29 AT&T ` F APX Engineering Group, LLC M139 [FA# 10070209], 17-0107.163 = 3400 Lakeside Drive,#525, Miramar, FL 33027 M. Phillips, November 2017 Design Parameters Page 1 of 1 Wind Speed, V„It= 175 mph (Ultimate Wind Speed,ASCE Figure 26.5-1A) Zg= 900 (ASCE Table 26.9-1) a = 9.5 (ASCE Table 26.9-1) Exposure= C (Exposure Category,ASCE 26.7.3) ZR,In= 15 (ASCE Table 26.9-1) (= 500 (ASCE Table 26.9-1) IZ= (ASCE Eq. 26.9-7) See Risk Category= II (ASCE Table 1.5-1) ZgAR= So_ (ASCE 26.9.4) c= 0.2 (ASCE Table 26.9-1) Q = (ASCE Eq. 26.9-8) Z= SOL (Effective Height) g= 0.2 (ASCE Table 26.9-1) LZ= (ASCE Eq. 26.9-9) G =. 0.93 (MAX Gust-Effect Factor,ASCE 26.9) KZ Kzt, Kd= Bel- (ASCE Table 29.3-1,ASCE 26.8.2,ASCE Table 26.6-1) Cf/Cr= s l- (Force Coefficients,ASCE 29.5) q,= 0.00256K,K,tKdV2 (Velocity Pressure,ASCE Eq.29.3-1) Af= H•W or H•D(Projected Area Normal to Wind Direction) F = q,GCfAf (Design Wind Force,ASCE Eq. 29.5-1 or 2) Wind Load Appurtenance Type z H W D Round ZBAR Z, LZ I: Q KZ K, Kd % Cf Cf F,,..t Fside Wt • (ft) (ft) (ft) (ft) ? (psf) Front Side (Ibs) (lbs) (lbs) Design Remote Radio Unit Radio 100 2.5 1.5 0.67 N 60 60 564 0.18 0.99 1.27 1.0 0.85 84.3 1.31 1.35 383 170 75.0 Ericsson RRUS-32 Radio 85 2.27 1.01 0.58 N 51 51 545 0.19 0.99 1.22 1.0 0.85 81.5 1.32 ,1.35 228 132 50.6 Definitions:Panel=Panel or Directional Antenna,Omni=Omni-Directional Antenna, Dish=Microwave D*b Ufenoa,kadi!=Jemoto Radio Unit(RRU),TMA=Tower Mounted Amplifier McMber Capacity Calculations 4 In Accordance With Manufacturer's Specifications AT&T a APX Engineering Group, LLCy, M139[FA# 100702091, 17-0107.163 , i, , 3400 Lakeside Drive,#525, Miramar, FL 33027 M. Phillips, November 2017 * Page 1 of 1 Member: Unistrut Channel at Wall Unistrut#P1000 Pu==Ibs (MAX Component Wind Load, Ultimate) i PMax= 229.8 lbs (MAX Component Wind Load, Service) x L.=r 37.5 1 in (MAX Span Between Anchors, Conservative) a MMax= PMAX • L/4 (MAX Member Bending, Service) = 2,154 Ib-in f MALL= 5,070 Ib-in (Allowable Member Bending,Service) . . .... ...... MMax < MALL OK 9999 • • • •• 42.5%Stressed •00.09 90 09 9000•0 • 09.900 • • 9 ••09.• • • 00.00• •••900 •0r• •000• •• •• •• • •90.9• • •9009• i • •• 0.909• • • • •000•• t '� v t. h 1 6 i 1 1 Connection Capacity Calculations F 4 , In Accordance With Manufacturer's Specifications AT&T j APX Engineering Group, LLC M139 [FA# 100702091, 17-0107.163 3400 Lakeside Drive,#525, Miramar, FL 33027 M. Phillips, November 2017 �;ec,�[ri..a•e•�.�o•_acor�t Page 1 of 1 Channel Bolts to Unistrut Channel _ Unistrut Channel Nut, 1/2"0 with Spring to#P1000 Tu =1 229.8 lbs (MAX Tension Reaction, Service) F—Existing N =141 (Numbers of Anchors in Tension) Wall TMax= T./N (MAX Tension per Anchor) 57 lbs per Anchor Anchors V„= 229.8 lbs (MAX Shear Reaction,Service) (TYP.) n = 4 (Numbers of Anchors in Shear) VMax= Vu/ n (MAX Shear per Anchor) T 57 lbs per Anchor •.• TAllow= 2,000 lbs (Anchor Allowable Tension Capacity,Service) • •• • •• VAllow— 1,500 IbS= (Anchor Allowable Shear Capacity, Service) • • •• •• •• •••••• — = 1 (Combined Stress Exponent) *see • • •••• • • •••••• •••• • •GeneR!lkRdh• TM ax VMax t 57 57 •••••• •••• ••i••• • • • _ = 0.067 _ 1.0 •••..• .. . •••••• (7AIow + VAuow 2000 + ( 1500) �x • 6.7%ScessLd • • ••••i• Anchors to Wall •• • 0•• • • • ITW-Buildex Tapcon, 1/4 0 with 1" Embedment(CMU) T„= 229.8 lbs (MAX Tension Reaction, Service) N =[4f (Numbers of Anchors in Tension) TMax= T./N (MAX Tension per Anchor) 57 lbs per Anchor f. V„= 229.8 lbs (MAX Shear Reaction, Service) n = 4 (Numbers of Anchors in Shear) VMax— V„/n (MAX Shear per Anchor) = 57 lbs per Anchor TAitow= 170 lbs (Anchor Allowable Tension Capacity, Service) VAllow= 280 lbs (Anchor Allowable Shear Capacity, Service) = 5/3 (Combined Stress Exponent) 1.0 OK �, a, 5/3 5/3 TM.. l + VMax 0.235= 57 + 57 = <_ TAuow/ 170 280 ) 23.5%Stressed I i r ...... .... . . ...... .. .. ...... ...... . .. .. .. ...... . . . . s d k + A V Secure Gas Services 6951 Saint. Edmunds Loop Ft. Myers, R.33966 239-931-7546 Date: 6/20/2017 a State of F-L County of Before me this day personally appeared Bradley Schehr who, being duly sworn, deposes and says: + That he or she will be the only person working on the project located at: 602 NE 96th St. Miami Shores, FL 33138 Sworn to (or affirmed) and subscribed before me this day of _. 2017, by r '?)rrldls?u �(1�1C1► Personally Know ! or Produced Identification Type of Identification Produced DYLAN D.WASHBURN _. commission#FF 123287 Expires May 14,2018 FyO'�' Bonded Thm Troy Fein Inswance 800-385.7019 Print, Type tamp Name of Notary Thank you for the business!! a t 15��c s� Miami shores Village Building Department p artment 10050 N'.E.2nd Avenue �lORiD ' Miami Shores, Florida 33138 , " Tel: (305) 795.2204 Fax: (305) 756.8972 Notice to Owner — Workers' Compensation Insurance Exemption 1 Florida Law requires Workers' Compensation insurance coverage under Chapter 440 of the Florida Statutes. Fla. Stat. § 440.05 allows corporate officers in the construction industry to exempt themselves from this requirement for any construction project prior to obtaining a building permit. Pursuant to the Florida Division of Workers'Compensation Employer Facts Brochure: An employer in the construction industry who employs one or more part-time or full-time employees,including the owner,must obtain workers'compensation coverage. Corporate officers, or members of a limited liability company (LLC) in the construction industry may elect to be. exempt if 1. The officer owns at least 10 percent of the stock of the,corporation,or in the case of an LLC,a statement attesting to the minimum 10 percent ownership; 2. The officer is listed as an officer of the corporation in the records of the Florida Department of State,Division of Corporations;and 3. The corporation is registered and listed as active with the Florida Department of. State,Division of Corporations. r No more than three corporate officers per corporation or limited liability company members are allowed to be exempt. Construction exemptions are valid for a period of two years or until a, voluntary revocation is filed or the exemption is revoked by the Division. { 6 Your contractor is requesting a permit under this workers'compensation exemption and has acknowledge that he or she will not use day labor,part-time employees or subcontractors for your project.The contractWhas provided an affidavit stating that he or she will be the only person allowed to work on your project.In these circumstances,Miami Shores Village does not require verification of workers'compensation insurance coverage from the contractor's company for day labor,part-time employees or subcontractors. BY SIGNING BELOW YOU ACKNOWLEDGE THAT YOU HAVE READ THIS NOTICE AND UNDERSTAND ITS CONTENTS. Signature: Owner State of Florida County of Miami-Dade The foregoing was acknowledge before me this 15 day of June _,2017 By Thomas Leonard who is personally known to me or has produced as identification. No ommission#FF 123287 SEAL: Expires May 14,2018 ''�:,p�� Bonded Thru Troy Fan Insurance 800-385.7019 a - l Parcel Owner Report Parcel Number: 1132060141410 602 NE 96 Street Miami Shores FL Tax ID: 1132060141410 Owner Information CHURCH Current Owner: No Company: MIAMI SHORES PRESBYTERIA1 Phone: (305)754-9541 MIAMI SHORES PRESBYTERIAN CHURCI- Current Owner: Yes Company: MIAMI SHORES PRESBYTERIAP Phone: (305)751-5917 �LJ Nrv�z2 Wednesday,June 21, 2017 Page 1 of 4 _E — , a Related Permits Permit Number' Application Date Expiration Date Status 40 Yr ReCertification BP2005-9.65 07/24/2006 01/01/2999 CLOSED ertiS ationY' `RG-R. 2!23/2 1� 0T 0I129QED 40 Yr ReCertification RCRT-7-08-1316 07/17/200'801/01/2999 CLOSED Awnings/Canopies/Tents ACT-4-12-672 04/16/2012 01/01/2999 CLOSED Commercial Construction CC-7-08-1384 07/28/2008 01/01/2999 CLOSED Commercial Construction CC-5-16-1315 05/16/2016 01/01/2999 CLOSED Commercial Construction CC-5-12-863 05/15/2012 01/01/2999 CLOSED Commercial Construction CC-9-10-1703 09/24/2010 01/01/2999 CANCELLED Commercial Construction CC-12-08-2211 12/23/2008 01/01/2999 CLOSED Commercial Construction CC-5-17-1301 05/11/2017 12/12/2017 APPROVED Commercial Construction CC-7-16-2109 07/26/2016 01/01/2999 CLOSED Commercial Construction CC-12-11-2319 12/15/2011 01/01/2999 CLOSED Commercial Construction CC-4-14-849 04/25/2014 01/01/2999 CLOSED Commercial Construction CC-12-12-2434 12/26/2012 01/01/2999 CLOSED Commercial Construction CC-8-12-1568 08/20/2012 01/01/2999 CLOSED r Commercial Construction CC-2-06-458 02/23/2006 01/01/2999 CLOSED Demolition DEMO-7-15-1711 07/09/2015 01/01/2999 CLOSED Demolition DEMO-6-12-1194 06/28/2012 01/01/2999 CLOSED Demolition DEMO-7-15-1710 07/09/2015 01/01/2999 CLOSED Driveways/Sidewalks/Slabs DS-12-08-2134 12/11/2008 01/01/2999 CLOSED Driveways/Sidewalks/Slabs DS-10-11-1940 10/20/2011 01/01/2999 CLOSED Driveways/Sidewalks/Slabs DS-10-11-1941 10/20/2011 01/01/2999 CLOSED a Electrical -Commercial ELC-4-14-850 02/06/2015 01/01/2999 CLOSED Electrical -Commercial ELC-11-07-2327 11/16/2007 01/01/2999 CANCELLED Electrical -Commercial ELC-4-08-782 04/29/2008 01/01/2999 CLOSED Electrical - Commercial ELC-4-10-600 04/08/2010 01/01/2999 CLOSED Electrical -Commercial ELC2005-389 11/09/2005 01/01/2999 CLOSED Electrical -Commercial ELC-12-05-373 11/02/2005 01/01/2999 CLOSED Electrical -Commercial ELC-6-17-1592 06/15/2017 12/18/2017 APPROVED Electrical -Commercial ELC-12-12-2435 01/17/2013 01/01/2999 CLOSED Electrical-Commercial ELC-5-16-1316 05/16/2016 01/01/2999 CLOSED Electrical-Commercial ELC-3-08-512 10/29/2007 01/01/2999 CLOSED Electrical -Commercial ELC-8-12-1631 08/30/2012 01/01/2999 CANCELLED Electrical -Commercial ELC-12-08-2212 12/23/2008 01/01/2999 CLOSED Electrical -Commercial ELC-7-16-2110 07/26/2016 01/01/2999 CLOSED Electrical -Commercial ELC-8-12-1569 08/20/2012 01/01/2999 CLOSED Electrical -Commercial ELC-5-12-864 07/17/2012 01/01/2999 CLOSED Electrical -Commercial ELC-12-11-2320 12/15/2011 01/01/2999 CLOSED Electrical -Commercial EL2005-153 07/05/2005 01/01/2999 CANCELLED lectncal- omrnercial . ' • f4R Electrical -Commercial ELC-2-06-461 02/23/2006 01/01/2999 CLOSED Electrical -Commercial ELC-3-14-437 03/07/2014 01/01/2999 CLOSED Garage Sale GS-10-16-2714 10/04/2016 01/01/2999 CLOSED Garage Sale GS-8-13-1908 08/22/2013 01/01/2999 CLOSED Garage Sale GS-2-08-294 02/20/2008 01/01/2999 CLOSED Wednesday, June 21, 2017 Page 2 of 4 Garage Sale GS-6-08-1001 06/02/2008 01/01/2999 CLOSED Imported Permit ME2003-82 05/06/2003 01/01/2999 CLOSED Imported Permit BP2003-469 03/24/2003 01/01/2999 CLOSED Imported Permit BP2003-1998 12/31/2003 01/01/2999 CLOSED Imported'P_ermit _ MC2005�;152 1'1% r f Imported Permit BP2002-1890 11/01/2002 01/01/2999 CLOSED Imported Permit EL2005-227 07/05/2005 01/01/2999 CLOSED Imported Permit EL2003-358 12/02/2003 01/01/2999 CLOSED Imported Permit BP2003-25 01/07/2003 01/01/2999 CLOSED Imported Permit BP2004-1410 10/26/2004 01/01/2999 CLOSED Imported Permit BP2004-213 02/17/2004 01/01/2999 CLOSED Imported Permit PL2003-318 12/02/2003 01/01/2999 CLOSED Imported Permit ME2003-181 09/24/2003 01/01/2999 CLOSED Imported Permit BP2002-1784 10/18/2002 01/01/2999 CLOSED Imported Permit BP2003-1485 09/11/2003 01/01/2999 CLOSED Imported Permit PL2005-144 05/10/2005 01/01/2999 CLOSED Imported Permit ME2002-127 09/16/2002 01/01/2999 CLOSED Imported Permit EL2003-303 10/08/2003 01/01/2999 CLOSED Imported Permit EL2004-38 02/17/2004 01/01/2999 CLOSED Imported Permit MC2005-62 05/10/2005 01/01/2999 CLOSED Imported Permit EL2003-148 "05/28/2003 01/01/2999 CLOSED Imported Permit PL2005-238 07/27/2005 01/01/2999 CLOSED Imported Permit BP2005-283 02/28/2005 01/01/2999 CANCELLED Imported Permit BP2003-720 05/05/2003 01/01/2999 CLOSED Imported Permit EL2002-321 10/04/2002 01/01/2999 CLOSED Imported Permit BP2004-1024 07/26/2004 01/01/2999 CLOSED Imported Permit BP2003-1404 08/28/2003 01/01/2999 CLOSED Imported Permit BP2004-558 04/26/2004 01/01/2999 CLOSED Imported Permit BP2004-1660 12/20/2004 01/01/2999 CLOSED Imported Permit EL2003-113 05/05/2003 01/01/2999 CLOSED Mechanical -Commercial MC-10-07-2189 10/29/2007 01/01/2999 CLOSED Mechanical -Commercial MC-3-08-395 10/29/2007 01/01/2999 CLOSED Mechanical -Commercial MC-9-16-2494 09/08/2016 01/01/2999 CLOSED Mechanical -Commercial MC-1-14-157 01/29/2014 01/01/2999 CLOSED Mechanical -Commercial MC-1-09-93 01/21/2009 01/01/2999 CLOSED Paint PT-10-08-1869 10/22/2008 01/01/2999 CLOSED Paint PT-2-09-268 02/25/2009 01/01/2999 CLOSED Plumbing -Commercial PLC-6-17-1593 06/15/2017 12/18/2017 APPROVED Plumbing -Commercial PLC-11-08-2041 11/24/2008 01/01/2999 CLOSED Plumbing - Commercial PLC-11-08-1946 11/05/2008 01/01/2999 CLOSED Plumbing -Commercial PLC-6-07-1370 06/29/2007 01/01/2999 CLOSED Plumbing - Residential PL-6-07-1345 06/27/2007 01/01/2999 CLOSED gublicWorks PW-7-09-1209 ;07/21% 609 2/0' Roof RF-2-14-336 02/21/2014 01/01/2999 CLOSED Roof RF-12-08-2200 12/22/2008 01/01/2999 CLOSED Roof RF-6-09-906 06/01/2009 01/01/2999 CLOSED Roof RF-7-08-1325 07/18/2008 01/01/2999 CLOSED Wednesday,June 21, 2017 Page 3 of 4 i Sign SGN-10-09-1649 10/08/2009 01/01/2999 CLOSED Windows/Shutters WS-8-08-1496 08/13/2008 01/01/2999 CLOSED Windows/Shutters WS-12-11-2328 12/16/2011 01/01/2999 CLOSED Related Code Cases Case Number Case Status Case Date Compliance Date Ordinance Violation CASE-8-10-7572 Case Closed 08/18/2010 12/1/2010 Ordinance Violation CASE-1-14-12263Case Closed 01/23/2014 2/24/2014 t Wednesday,June 21, 2017 Page 4 of 4 cc 31' Miami ShoresPresbyterian Church 9038184 Structural Report 03/17/2017 1 of 87 ngineecing,LLC 4915 NW 43`d Street, Gainesville, Florida 32606 tjing; WT N I Structural Design for Roof Top Equipment Platform and An Verizon Wireless Cell Site Equipment Platform and Antenna Atta 0- gPY PECEIYEA Site located at: Miami Shores Presbyterian Church ' Verizon Site#9038184 • ...... .. . ..... 602 NE 96th Street •..:.. • Miami Shores, FL 33138 •�•�� Miami-Dade County •••• ...... . . ..... .. .. . ..... March 17,2017 • Designed in accordance with the requirements of the 5th Edition (2014) Florida BuildirfgCode, WiflB'. • 00 Loading requirements within Chapter 16. 1 Analysis Prepared for: Kimley-Horn and Associates, Inc. Albert Rios 1920 Wekiva Way Suite 200 West Palm Beach, FL 33411YNe `��\��PC �0' �0 No.25349 Analysis Prepared by: 10 , �0 STATE OF 0144` Waylon Oswald Francis, EI #EI 1100019320 per., i�', 4ORIDP /ONA Seal: Reviewed by: John Wayne Mishoe, PhD PE #PE 25349 Stephen Matthew Belser, PE #PE 67514 JWM Engineering, LLC #CA 28619 j S 1"RUCTU ?Ai_ REVIEW a � S' nakure Date ,' APPROVED _DATE Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 2 of 87 ngineeriag,LLC 4915 NW 43`d Street,Gainesville, Florida 32606 Table of Contents Page Part 1:Equipment Platform Analysis Structural Report 3 Proposed Site Layout by KHA 6 •• •••• • ...... .. . .... . Original Construction Roof Frame Plan —Selected Pages •••••• 8 ' MECA Wind Loads •.•... 10 ••�• .. .. . ...... RISA 3D Cabinet Platform Load Distribution Model 12 • RISA Connection Calculations •..• :34 ••• • Beam/Girder to Column Connection 42 RISA Base Plate Calculations 44 RISA Base CMU Wall Plate Calculations 49 HILTI HY-70 Wall Plate Anchor Calculations 53 HILTI HY-200 Anchor Calculations 58 Part 2:Existing and Proposed Antenna Analysis Antenna Wind Loads Calculations 65 Connect-It WM-100 Wind Load Calculations 67 Connect-It CIW-221L Wind Load Calculations 72 Connect-IT Antenna Mount WM-100 Specifications 77 Connect-IT Antenna Mount CIW-221L Specifications 80 Structural Sheets 84 4 Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 3 of 87 4915 NW 43'd Street,Gainesville, Florida 32606 Project Scope of Work and General Conditions PART 1: The scope of work for this part of the project is to design a new equipment platform which will be mounted to the roof deck of an existing equipment room.The platform will hold 3 outdoor equipment cabinets and a 35-kW natural gas generator.The frame will be attached using three different methods. The first will be a connection to an existing concrete column.The sec8ad0.' •••• • will be multiple connections to the existing CMU wall.The third will be two corfrfectlons tow.. 0000.. .. . 0000 . roof deck of the existing equipment room by means of two 8" x 12" base plat��..�is frame vuill • 0000 . be installed in accordance with the current 2014 Florida Building Code (FBC). ' .00000 0000 0000 60.60. .. 0000. Part 2 6 6 66.06• .. . 0000.. The scope of work for this part of the project is to structurally analyze new ant e)wsAng antenn.a • . . 0000.. mounts (Connect-It WM100& CIW-221L) and their ability to support the installation of vaiious• ;06 6; 6 6 antennas and associated equipment.These evaluations are based upon the mirfifnum 6 • 6 requirements of the 2014 Florida Building Code (FBC). PART 1 REPORT Structural Analysis The analysis is based upon the following documentation provided to JWME from KHA: 1. Roof Plan Layout of proposed equipment layout, prepared by KHA, dated January 2017. 2. Selected pages of original building construction drawings by Harold E. Wagoner,A.I.A& Associates, dated 10-07-1966. 3. Site Photographs taken by KHA during site visit. JWME used the best information available to analyze the impact on the building and to determine the required loading.The proposed equipment information was provided by KHA and the data used to determine required loads. Loads considered in the analysis include the following: 1. Wind loads were computed using ASAE 7-10 methods assuming an ultimate wind speed (Vuti) of 175MPH (Vasa = 136MPH), Building Category II, Exposure C and MWFRS forces computed based upon existing building configuration. 2. Equipment dead weights were included for the following cabinets. This equipment list includes proposed equipment to be placed on the frame. Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 4 of 87 4915 NW 43`d Street,Gainesville, Florida 32606 a. LTE Outdoor Cabinets (1600 lbs.) b. LTE Outdoor Cabinets (1600 lbs.) c. LTE Outdoor Cabinets (1600 lbs.) d. 35kW Natural Gas Generator (2750lbs.) Evaluations were conducted on the following major components: 1. Member stresses including beams and girders. •�•� . . . .... . 2. Worst case loaded connections were checked using record drawings afid.figOlel anaJ.yc.i.6. • 3. Worst case beam to girder connector analyzed. 0 • . .... ...... .. . 4. Worst case base plate analyzed. ...... •••••• 0..... .... . ..... Because this is an existing structure, no consideration was given to the continuvucload path to. 0.0.0 ..... ... .. the foundation and the installer must assure a code compliant structure in gocd.repair. exists at • time of installation. However, with this installation the additional equipment it nod expected toy ;. change the overall loading of the structure. 0 0 :""' • Results of Analyses The equipment frame has been designed to meet the minimum requirements of the 5th Edition (2014) FBC.The specifications are provided by JWME in the attached drawings.This design assumes the current structure has been kept in good repair, code compliant and built in accordance with the record drawings.The contractor must verify these assumptions and inspect the continuous load path to the foundation of the structure and report to the engineer any discrepancies as it may affect the results and design of this frame. PART 2 REPORT Structural Analysis The proposed equipment information was provided by KHA and the data used to determine required loads. Wind loads were computed using ASAE 7-10 methods assuming a wind speed of 175 MPH, Building Category II, Exposure C and Wind forces computed with the other structures: solid signs. The analysis assumes the equipment layout as shown in the attached site plan documents.The list of equipment includes the following: 1 JMA Wireless Antennas (X7CQAP-665-vR0) with two WM-100 mounts or two CIW-221L mounts 4 Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 5 of 87 ngineecing,WC 4915 NW 43rd Street, Gainesville, Florida 32606 This analysis examines the manufacturer's rated load capacity of the antenna mounts with the proposed loads. It is assumed that the point of connection to the existing building and building influence was originally designed and verified for frame's manufacturers rated load capacity. Because this is an existing structure, no consideration was given to the continuous load path to the foundation and the installer must assure a code compliant structure in good repair exists at time of installation. However, with this installation the additional equipment it not expect cM. . . 0000 0000 . change the overall loading of the structure in a significant manner. .••. •0• 0. . 0 . 00 0 • 0000 . • . • 0000.. 0000.. Results of the Frame Analysis •••••0 00000 0 • 0000 . 0000. Based upon our comparative analysis the proposed Connect-It WM-100 mowttsupport• '1 U ••• •• the proposed equipment loads. 0 0 000400 0000.. Proposed Frame Connect-IT WM-100 '0• 0 ••• 0 • • Allowed Required • Wind Speed, MPH 181 175 Height,ft 150 112 Weight Load, lbs 250 58.2 Wind Area Load, int 2155 1051.2 Adjustment factor Wind Area (corrected for actual 1.2 (2294.8) conditions, in 2) Based upon our comparative analysis the proposed Connect-It CIW-221L mount WILL support the proposed equipment loads. Proposed Frame Connect-IT CIW-221L Allowed Required Wind Speed, MPH 181 175 Height,ft 120 112 Weight Load, lbs 230 58.2 Wind Area Load, in 1870 1051.2 Adjustment factor Wind Area (corrected for actual 1.1(2457.5) conditions, in 2) MiamiShores-Presbyterian-Church 9038184 Stru I Report 03/17/2017 6 of 8 NE 96TH STVel'�Z011 • -� .�e�� ♦/�v j "_""""'4' '�'— Wim-. - ExIsnNG FIBER � .mo�^aN+�<T.sla Ia0 g �- —�.1♦ � .•• _� ti .- ` y ,�., DEUARc' f ►Z�- � - .� rr o ~ �L�'�+•-�p+!�+��'` U-;sa.r iii_A. -r-' (xu vsruoo f '�•..r-r ♦ <F _ rr' - -' '� ��`°.i ° ✓Y.�'�e...�•-i`++ ' ROJECT INrORAMTKNI: MIAMI SHORES PRESBYTERIAN CHURCH SITE No 9038184 602 NE 96TH ST. i G '• FF '� T - MIAMI SHORES,FL 33138 p•' *d'. 1 - ^z._yS.'' `»f ° hA.�t�-�F, ,�._,• MIAMI-DADE COUNTY ~ r( j >f1 t Ejl-'F'' �• URRENT ISSUE DATE: JANUARY 2017 CONSTRUCTION DRAWINGS F EXISTING BENCH TOP TO BE TEMPORARILY �''' vC GA {'t` EV.:--0ATE:�ESCRIPTK)N' REMOVED FOR ACCESS TO PROPOSED MAX LESSEE PROPOSED ANTENNAS �(y/{I"_ � i• - i a,,,+++VVV...JJJ � y J• MOUNTED ON ExION STEEPLE '7 +�� A],�,a'r T .f✓ .�..J CABLE RW TE UP TO LESSEE PROPOSED ))) (SEE ELEVATION ON SHEET C-9) f V ' ANTENNAS(SEE PHOTO K W SHEET C-3) 4 `� 'tae'^,,,•.. r �-JJ}HI'PP �. FP i •F-A•"= LESSEE PROPOSED UIIOEYGRWND � � •f T -"E"•'L ANTEN A CABLES(SEE PHOTO K ON SHEET C-2) 6 EXIST' x SANG CHASE TO BE: 1 - • ��,ny��`` }� •+.+� 7 f'•�,V- �- UTLIZED BY LESSEE ? :ROOFTOP[L 2° i(elf.f '- a}. T i 't ROOrTOP�EL 28.54 ACL) (SEE TO FON SHEET C-2 �. -X� �.• 'X tC i '>,n' X7M{ •�a•• 6L •1 AND PHOTO K DN SLEET C-}) �'`'` — ,(� 1 •!w .. r LANS PREPARED BY: H - LESSEE PROPOSED ELECTRICAL AND 1 F c. • . N �� 4 A COAX ROUTE SECURED TO OPAL S ^^^^ 4 • A& Kimley)>>Horn ! (SEE PHOTO F AND G ON SHEET C-2)I ' -r F d �•,- LESSEE PROPOSED ELECTRICAL x / A•+° S S ,j^r ROUTE(SEE SHEET C-2) L Noic xxA[r wWN xrvP nnttv.•m'mc. L ` r 1 N "L" 3 '141 S J•�� y I F �' - 1920 V. FL IDA .Y` A • - - T T ) WEST PALM BEACH. 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PAINTE:T=:ATCH:TING BUILDI G�EXTERI�R. •••3.ALL ELECTRICAL—SHALL COMPLY NTH THE LATEST er•,E,,e eHartN ADOPTED EOWW OF NEPA 70 NATIONAL ELECTRICAL OWE 044048134 • • • • • • • • • • J E y; - , PROPOSED NO MfE - t T r LESLEE PROPMm LTECTRIcu ,... � _ �,^A fl ;UTCh R ti ROUTE SECURED TO WALL wALL .. Miami ores Presbyterian ru Report 0 - (SEE[IECTRICAL PLANS) _ 1. .� i 4 ' )._.. 1—_P'- i 'Y w verizon .. - LESSEE PROPOSED NO uNE RATE SEaRm.• ( '.Y` To EzsTM6 conDIAT SINPptTs 1 - ,Tao�xaAY�GM1 suTE roD y _ fLESSEE PROPOSED MECTRICAL , -.-.- - •^ ; ROJECT INFORMATION- ROUTE • (SEE ELEDTRICA.PUNS) ` MIAMI SHORES PRESBYTERM CHURCH SITE No 9038184 WE m J ON BHEET C-10 tons _ 6 _ CDN,R1UAlIDN �I 1{ _ 602 NE 9TH Si. 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Copyright www.mecaenterprises.com Date 11/3/2016 Project No. August Manor (Miami Shores Pre Company Name JWME Designed By SB Address 4915 NW 43rd Street Description Equipment Platform City Gainesville Customer Name : Verizon Site #60608 (9038184) State FL Proj Location Miami Shores, FL File Location: S:\JWME\Jobs\KHA\Verizon Wireless\60608 - AUGUST MANOR\CALCULATIONS\MEGA Wind Antenna Loads - 60608 August Manor.wnd Input Parameters: Other Structures & Building Appurtances MWFRS (Ch 29) Basic Wind Speed(V) = 175.00 mph Structural Category = II Exposure Category = C Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Alpha 9.50 Zg = 900.00 ft At 0.11 Bt = 1.00 0000 Am = 0.15 Bm = 0.65 • • 0000 0000•• Cc = 0.20 1 = 500.0 ft••• • Epsilon 0.20 Zmin = 15.00*fit 0 0 ••• • B - Horizontal Dim. = 20.00 ft Ht- Grade to Top of Sign= 10.090"x• 6•00 •00a 0 W - Sign Depth = 14.00 ft S - Vertical Sign Dim. = 8.00 ft • Bs- Ratio of B / S = 2.50 Sh- Ratio of S / Ht = 0.80000000 • 0••••0 E - Solidity Ratio = 100.00 W Elb - Base Elevation = 20.00 fa000 0 0 • • •0000• 0000•• • ••••• Gust Factor Calculations - • • Gust Factor Category I Rigid Structures - Simplified Method •00000 • • 00000 • Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85 000000 ••000• •0.00• • Gust Factor Category II Rigid Structures - Complete Analysis ••0.00 • •• Zm: 0.6*Ht = 15.00 ft • • •• • 0.00•• 0 • lzm: Cc*(33/Zm)"0.167 = 0.23 • • •0000 • • Lzm: 1*(Zm/33)"Epsilon = 427.06 ft •0•• 0•• • �••••! Q: (1/(1+0.63*((B+Ht)/Lzm)"0.63))"0.5 = 0.95 • • Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.90 •• Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Design Wind Pressure - Other Structures Elev Kz Kzt qz W Pres_Cf( 1.54) ft paf paf ------- ------- ------- -------- ----------------- 30.00 0.98 1.00 65.457 85.68 28.00 0.97 1.00 64.513 84.45 1 26.00 0.95 1.00 63.515 63.14 24.00 0.94 1.00 62.453 81.75 22.00 0.92 1.00 61.320 80.27 Note: W Pres Cf is Wind Pressure based on Cf(Force Coefficient) Figure 29.4-1: Wind Loads for Solid Signs & Freestanding Walls CAS A Case B Y t � 4- 013 5 } Ulm Cf - Force Coefficient = 1.54 i Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 11 of 87 Rd - Reduction Factor (1-(1-E)�1.5) = 1.00 Kz = 0.98 Kzt = 1.00 Qz = 65.46 psf Wind Pressure at Elevation 30 ft = 85.68 psf Notes: 1) Signs with openings comprising < 30t of gross area are considered solid signs 2) Force Coefficients for solid signs with openings shall be multiplied by Rd 3) Case C only applies when Bs >= 2 Case C S S S Balance. HalancO S S S 0000 �. 0000 0000.. F00 . .0000. WindF � YF T.t(.i 0000 0000.. 0000 0000.. 0000 0000. Distance from Cf Kz Kzt Qh Wind-Pressure @ Difsant.• •.•••. •�..•• leading edge ft Force Coeff. psf psf •••••0 • •� ----------------------------------------------------------------------• --•_• • From 0 to 8.0 2.43 0.98 1.00 65.46 135.20 • ..•.•• From 8.0 to 16.0 1.60 0.98 1.00 65.46 89.02 • • • • • From 16.0 to 20.0 1.15 0.98 1.00 65.46 63.98 • • . •.•.•• RdC - Reduction Factor for Case C (1.8 - S / Ht) = 1.00 •• Note: When S / Ht > 0.8 then Cf must be multiplied by RdC. I J Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 12 of 87 Y Z X 1 sees t • • • . sees .e ess 00 . e 000 e • e . ..sees ee •.a see •. .06 sees . • e sees•. 0000 a •• •e s . 60.00 6 e 00 •6 • 00.00. so • e e 0 0 0 • 001000 e0 000 6 • e e 004 0 6 .e 4 i Envelope Only Solution Verizon SK- 1 WM August Manor(Miami Shore Presbyterian Church) Jan 27, 2017 at 1:38 PM L60608 (9038184) 60608 August Manor Equipment PI... Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 13 of 87 Y Z X • • •••• •• ••• �A •••••• • • • A B ••••!• • • •• ••• •. .. . 30A •• .•• • • . .. •.• A .• .•• A • • A 30 29A 29C 124 5 6A 8 14 2 121 Envelope Only Solution Verizon SK-3 WM August Manor(Miami Shore Presbyterian Church) Jan 27, 2017 at 1:39 PM 60608 (9038184) 60608 August Manor Equipment PI... Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 14 of 87 Y i z X • 10. 4 •••• • • i• •.� I ,gyp 4 ••:••i i• •i• •• ••• � 2Q 24S •• •• • w• ••• • 4 1 • • • • 4 1N 4 •• •• • • • ao •• 4 A 1A 4 M 2q 9 4 4 4 1 4 M M f Member Length(ft)Displayed Envelope Only Solution Verizon SK-2 WM August Manor(Miami Shore Presbyterian Church) Jan 27, 2017 at 1:38 PM 60608 (9038184) 60608 August Manor Equipment PI... Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 15 of 87 Y ' r Z X . • .... •• ..• ��J,2 3p •.•• • • Q M 4f M37 �� ..�..: :.•.:. .. .. M79 .. ... M26 X15 M33 v �•: til2p � J %4p M27 LO M22q Mas . M2s 3 J U M J 0 U Envelope Only Solution Verizon SK-4 WM August Manor(Miami Shore Presbyterian Church) Jan 27, 2017 at 1:39 PM 60608 (9038184) 60608 August Manor Equipment PI... Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 16 of 87 Y Z X 0000 • • •.•• •• .•• •• • • •00 • 0000•. •• • •0 0 0• • � 0000•. • • • 8-Pj8 0.00 i• ••: • • •0000• 0000 • •• •• • 0000•• • • •• •• 8x78 �4��1 8x78 07�x ••0000 0000•• •• •.• 8Y 78 ?S •••••• • • w8 1 �Vx 0 • 0 • • •• •00 x78 �Q�'I- 78 •• ••• 8 • • • • x78 • •• • i• ••0 w w8Y78 78 00 : 8x78 DL8x78 3,��1 �8x7e �'8 8x78 I u �` �8x b8x78 l L8x78 GY8x76 �8x7(9 U) x x Envelope Only Solution Verizon SK-5 WM August Manor(Miami Shore Presbyterian Church) Jan 27, 2017 at 1:39 PM 60608 (9038184) 60608 August Manor Equipment PI... r Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 17 of 87 Y Z X 0000 . . 0000 .. ... *0 0 . ... 0000.. .. . .. ... 0 0000. :000:0 0000 0 .. .. o • eF 6Fq c 0000: :000:0 0. 00 eFq qM� ��P R��i� M� cygNF 0 0.0 0.00 ee d 0 04 0 0 0 M7 .. ... qM7 :04 6 e eFgM7 ��P eFgM� 0 FqM 6 BFq eFgM7 o Fq 7 M� e eFq FgM7 0 6F FqM' 1 9F qM7 g�c J qM� ZM 0 0 Envelope Only Solution Verizon SK-6 WM August Manor(Miami Shore Presbyterian Church) Jan 27, 2017 at 1:39 PM 60608 (9038184) 60608 August Manor Equipment PI... J t � Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 18 of 87 Y , Z X • • .•.• .. ••. ..••.• •• • •. .•. Pgg ,9992 •• ••• p q 999 gg `9'92 -93 ••�••• �••••• •• ••• 9982 9992 Pgg 992 .• ••• '9982 �� •�• � :. ••: '9992 Pgg 9992 0 �• ,9992 9992 Pgg 9992 ` q99 9 o q 499 gg`Z 9992 P 9992 p 9992 9992 P 2 0 9992 0 0 0 o � Envelope Only Solution Verizon SK-7 WM August Manor(Miami Shore Presbyterian Church) Jan 27, 2017 at 1:39 PM 60608 (9038184) 60608 August Manor Equipment Pi... k Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 19 of 87 Y Z X 0000 . . 0000 .• .•• 0 0000•• •• • •• ••• • - 0 0000•. • • • 0000 • • .• ••. 0000.. 0000 •. •• -10psf .•�..: •.:. •• •.• *0 09 00000 • • • • • 0 •• •0• • • 0 0 • • • • • I Loads: BLC 1, DEAD LOAD Envelope Only Solution Verizon SK- 8 WM August Manor(Miami Shore Presbyterian Church) Jan 27, 2017 at 1:40 PM L60608 (9038184) 60608 August Manor Equipment PI... Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 20 of 87 Y Z X • • SSSS •• ••• SSSS•• •• • •• ••• • SSSS • • • • • o SSSS•• Soso • •• •• • SSSS•• • • •• •• -60psf • • SSSS•• .SSSS • • • • a J 1 Loads:BLC 2, LIVE LOAD Envelope Only Solution Verizon SK-9 WM August Manor(Miami Shore Presbyterian Church) Jan 27, 2017 at 1:40 PM 60608 (9038184) ; 60608 August Manor Equipment PI... Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 21 of 87 Y Z X •••• 0000•• •• • •• ••• 0000 • • • • • • •0006• 0000 00 09• 909••0 • • •• •• • • 0000•• •• •• •t •• ••• 0 9009•• • • • • • • 6 • •• .•• • • • a y Loads:BLC 3,WIND LOAD-X Envelope Only Solution Verizon SK- 10 WM August Manor(Miami Shore Presbyterian Church) Jan 27, 2017 at 1:40 PM 60608 (9038184) 60608 August Manor Equipment Pl.'. x Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 22 of 87 Y Z X r •••• • • 0.00 001000 •• • 0 ••• • -86psf ••••0• 0000 i •• •i• • 000000 • • • •••• • • 0 • • • •0••0• • • •••0•• 0* 00 s •0•••• • • Sol 000 Loads:BLC 4,WIND LOAD-Z Envelope Only Solution Verizon SK- 11 WM August Manor(Miami Shore Presbyterian Church) Jan 27, 2017 at 1:40 PM L60608 (9038184) 60608 August Manor Equipment PI... T Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 23 of 87 Y Code Check (Env) No Calc >1.0 Z X .90-1.0 .75-.90 .50-.75 0.-.50 • ••• , 1N p0 •••V• •• • •• ••• •••••• , '07 3Q 00 •.•• • •• •• tib+ '07 •••••• , ooof • 00. ago 07.07 3� 00 •.•• , •• • •07 36 00 i • • • • .p7 • • , •07 31 00 0 o •7 7 '00 36 '00 pp .p7 U '00 cfl '00 0 M O Member Code Checks Displayed(Enveloped) Envelope Only Solution Verizon SK- 12 WM August Manor(Miami Shore Presbyterian Church) Jan 27, 2017 at 1:40 PM 60608 (9038184) 60608 August Manor Equipment PI... Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 24 of 87 Company Verizon Jan 27,2017 ngineering,L�C Designer WM 1:38 PM Job Number 60608(9038184) Checked By:WM Model Name August Manor(Miami Shore Presbyterian Church) (Global) Model Settings Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation? . Yes Increase Nailing,Caaci for Wind? Yes Include Warping? Yes Trans Load Btwn Intersecting Wood Wall? Yes Area Load Mesh (in^2 144 Merge Tolerance in .12 P-Delta Analysis Tolerance 0.50% Include P-Delta for Walls? Yes Automatically Iterate Stiffness for Walls? Yes Max Iterations for Wall Stiffness 3, Gravity Acceleration ft/sec^2 32.2 •• ••• Wall Mesh Size in 12 Ei ensolution Convergence Tol. 1.E- 4 ' ...... .. . ....:. Vertical Axis Y • Global Member Orientation Plane Xz • Static Solver Sparse Accelerated • Dynamic Solver Accelerated Solver "" ••••• Hof Rolled Steel Code AISC 14th 360-10 : LRFD .. .. . ...... Adjust Stiffness? Yes(Iterative) •;•; • RISAConnection Code AISC 14th 360-10 : LRFD 40 ....:. Cold Formed Steel Code AISI S100-12: LRFD Soo Wood Code AF&PA NDS-05/08:ASD •• ... Wood Temperature < 100F Concrete Code ACI 318-11 Masonry Code ACI 530-08:ASD Aluminum Code AA ADM1-05:ASD-Building Number of Shear Regions 4 Region Spacing Increment in 4 Biaxial Column Method Exact Integra ion Parme.Beta Factor PCA .65 Concrete Stress Block Rectangular Use Cracked Sections? Yes Use Cracked Sections Slab? Yes Bad Framing Warnings? No Unused Force Warnings? Yes Min 1 Bar Diam.•S acin ? No Concrete Rebar Set REBAR SET ASTMA615 Min %Steel for Column 11 Max% Steel for Column 18 1 RISA-31D Version 15.0.2 [S:\...\...\...\...\...\...\...\60608 August Manor Equipment Platform Structural Analy§lagRdv.3.r3d] { I 9 Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 25 of 87 Company Verizon Jan 27,2017 3W/A n4meering,WC Designer WM 1:38 PM Job Number 60608(9038184) Checked By:WM Model Name August Manor(Miami Shore Presbyterian Church) (Global) Model Settings, Continued Seismic Code ASCE 7-10 Seismic Base Elevation ftNot Entered Add Base Weight? Yes Ct X .02 Ct Z .02 T X sec Not Entered- T Z sec Not Entered RX 3 R 3 Ct Ex .X .75 Ct Exp. Z .75 SD1 1 SDS 1 •••� . ...... S1 1 TL sec 5 Risk Cat I'orll ...... ...... • Drift Cat Other �•�� ••••�• Dm 1 • m X 1 ..... ...... Cd X 1 .. .. ...... Rho Z 1 •••••• ' Rho X 1 Hot Rolled Steel Proaerties Id 1 A36 Gr.36 29000 11154 .3 .65 .49 36 1.5 58 1.2 2 A572 Gr.50 29000 11154 .3 .65 .49 50 1.1 58 1.2- 3 A992 29000 11154 .3 .65 .49 50 1.1 58 1.2 4 A500 Gr.42' 29000 " 11154 .3 .65 .49 42 1.3 581.1 5 1 A500 Gr.46 29000 11154 .3 .65 .49 1 46 1.2 58 1.1 Hot Rolled Steel Section Sets Label Shaoe Tvoe DesianA lin2l lvv fin4l Izz rin4l 1 BEAM1 W8x18 Beam Wide Flan e A992 T ical 5.26 7.97 61.9 .172 2 GIRDER W12x26 Beam Wide Flange A992 Typical 7.65 17.3 204 .3 3 COLUMN HSS4x4x4 Column Tube A500 Gr.46 Typical 3.37 7.8 7.8 - 12.8 4, C-CHANEEL C12x25 Beam Channel A36 Gr.36 Typical 7.34 4.45 144 .538 5 BEAM2 W8x18 Beam Channel A992 Typical 5.26 7.97 61.9 .172 Joint Boundary Conditions 1 N1 Reaction Reaction Reaction 2 N3 Reaction. Reaction Reaction 3 N4 Reaction Reaction Reaction 4 N21 Reaction Reaction Reaction 5 N29A 6 N30A 7 N26 8 N27 9 N29C Reaction Reaction Reaction 10 N14 Reaction Reaction Reaction 11 N16 Reaction Reaction Reaction RISA-3D Version 15.0.2 [S:\...\...\...\...\...\...\...\60608 August Manor Equipment Platform Structural AhalyglaglR&.3.6d] Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 26 of 87 Company Verizon Jan 27,2017 ngineering,lLC Designer WM 1:38 PM Job Number 60608(9038184) Checked By:WM 4 Model Name August Manor(Miami Shore Presbyterian Church) Joint Boundary Conditions (Continued) Joint Label in Y in Z Win X Rot.k-ft/rad Y Rot.k- r Z R t.k- r d 12 N17 Reaction Reaction Reaction 13 N18 Reaction Reaction Reaction 14 N19 Reaction Reaction Reaction 15 N20 Reaction Reaction Reaction 16 N21A 17 N22 18 N23 19 N25 20 N24 21 N25A 22 N26A 23 N27A 24 N28 0000 0.00• • ... • 25 N29 0000.. .. r 000:0 26 N30B 27 N31 000000 0 • 28 N32 0000 • 0 •6969: 29 N33 0000 • 00009 30 N34 000000 6 9 60:90' 31 N36 60-00, . 000000 32 N37 ••0000 • 0 33 N38 6 • 34 N39- 66.6.6 0.00 35 N40 00.0OPOOOO 36 N40A • 0 37 N41 38 N42 - 39 N43 40 N44 41 N45 42 N46 43 N47 44 N48 45 N49 46 N50 47 N51 48 N52 49 N53 „ 50 N54 51 N55 52 N56 53 N57 54 N58 55 N59 56 N60 57 N61 58 N62 59 N63 60 N64 Member Primary Data Label I Joint J Joint K Joint Rotate(---Section/Sh... Tvoe Desian List Material Desian Rules 1 GIRDER-3 N2 N4 BEAM1 Beam Wide Flange A992 I T ical 2 GIRDER_2 N4 N3 1 180 r-CHANEEqBeaml Channel IA36Gr...I Typical 3 GIRDER_4 N2 I N1 I I BEAM1 I Beam lWide Flangel A992 I Typical , RISA-31D Version 15.0.2 [S:\...\...\...\...\...\...\...\60608 August Manor Equipment Platform Structural Analy§lagROv.3.6d] Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 27 of 87 • Company Verizon Jan 27,2017 n4%neering,LLC Designer WM 1:38 PM Job Number 60608(9038184) Checked By:WM Model Name August Manor(Miami Shore Presbyterian Church) Member Primary Data (Continued) Label I Joint J Joint K Joint Rotate(... a tion h... Tvoe Desian List Material Desian Rules 4 COL 3 N2 N21 COLUMN Column Tube A500 G.. T ical 5 M12 N25 N30 RIGID None None RIGID Typical 6 M13 N30 N30A RIGID None None RIGID Typical 7 M14 N30A N29A RIGID None None RIGID T ical 8 M15 N30 N2 RIGID None None RIGID Typical 9 M22 N26 N27 BEAM1 Beam Wide Flange A992 Typical 10 COL 1 N48A N29C COLUMN Column Tube A500 G.. Tyl2ical 11 COL 2 N15 N14 COLUMN Column Tube A500 G.. Typical 12 M13A N21A N25 RIGID None' None RIGID Tyl2ical 13 M13B N21 N16 BEAM1 Beam Wide Flange A992 Typical 14 M14A N48A N17 BEAM1 Beam Wide Flange A992 Tyoic6l 15 M15A N22 N18 BEAM1 Beam Wide Flange A992 TvDical"" 16 M16 N15 N19 BEAM1 Beam Wide Flange A992 . 'l ical '* 4••••• 17 M17 N23 N20 BEAM1 Beam lWide Flange A992 7 is ' '•• •• 18 M18 N29 N40A BEAM1 Beam Wide Flange A992 TY12ical'•• ••• • 19 M19 N40A N41. BEAM1 Beam Wide Flange A992 ""•T ical • 20 M20 N41 N42 BEAM1 Beam Wide Flange A992 .0000,T icj4 4 •: 21 M21 N42 N43 BEAM1 Beam Wide Flange A992 •••• T icai ..... 22 M22A N43 N44 BEAM1 Beam Wide Flange A992 ••••••T ical :..' 23 M23 N44 N28 BEAM1 Beam wide Flange A992 •• ••-TvpicEj 24 M24 N27A N36 BEAM1 Beam Wide Flange A992 000—oTyl2ical 25 M25 N36 N37 BEAM1 Beam Wide Flange A992 ,rvl)icaj 26 M26 N37 N38 BEAM1 Beam Wide Flange A992 . T is * 27 M27 N38 N39 BEAM1 Beam Wide Flange A992 ' *Typical.. 0 Poe** 28 M28 N39 N40 BEAM1 BeamWide Flange A992 Typical • 29 M29 N40 N26A BEAM1 Beam Wide Flange A992 T ical 30 M30 N25A N30B BEAM1 Beam Wide Flange A992 Tyl2ical 31 M31 N30B N31 BEAM1 Beam Wide Flange A992 T ical 32 M32 N31 N32 BEAM1 Beam Wide Flange A992 Tyl2ical 33 M33 N32 N33 BEAM1 Beam Wide Flange A992 Typical 34 M34 N33 N34 BEAM1 Beam Wide Flange A992 Tyl2ical 35 M35 N34 N24 BEAM1 Beam Wide Flange A992 Tvoical 36 M36 N56 I N55 BEAM1 Beam wide Flange A992 Typical Hot Rolled Steel Design Parameters Lbzzfffl Lcomp t 1 GIRDER_3 BEAM1 14 Se ment Se ment Se ment Segment Lateral 2 GIRDER 2 C-CHANEEL 24.5 Segment Segment Segment Segment Lateral 3 GIRDER 4 BEAM1 24.5 Segment Seciment Se ment Seciment r Lateral 4 COL 3 COLUMN: 3 Segment Seciment Segment Seciment Lateral 5 M22 BEAM1 14 Segment Se ment Segment Se ment Lateral 6 COL 1 COLUMN 3 Se ment Se ment Segment Se met Lateral 7 COL 2 COLUMN 3 Se ment Se ment Se ment Se ment Lateral 8 M13B BEAM1 14 Lbvv Lateral 9 M14A BEAM1 14 Lbvv Lateral 10 M15A BEAM1 14 Lbvv Lateral 11 M16 BEAM1 14 Lbvv Lateral 12 M17 BEAM1 14 Lbvv Lateral 13 M18 BEAM1 4 Lbvv Lateral 14 M19 BEAM1 4 Lbyy Lateral 15 M20 BEAM1 4 Lbvv Lateral 16 M21 BEAM1 4 Lb Lateral 17 M22A BEAM1 4 Lb Lateral 18 M23 BEAM1 4 Lbyy Lateral 19 M24 BEAM1 4 Lb Lateral RISA-31D Version 15.0.2 [S:\...\...\...\...\...\...\...\60608 August Manor Equipment Platform Structural Analy§laglRdv.3.r3d] I Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 28 of 87 Company Verizon Jan 27,2017 ngineering,LLC Designer WM 1:38 PM Job Number 60608(9038184) Checked By:WM Model Name August Manor(Miami Shore Presbyterian Church) Hot Rolled Steel Design Parameters (Continued) Label ShaDe Lenathfftl Lbvvfftl Lbzz[ftl Lcom t ft L om bot ft L-t r Kvv Kzz Cb F n ti... 20 M25 BEAM1 4 Lb' Lateral 21 M26 BEAM1 4 Lbvv Lateral 22 M27 BEAM1 4 Lb Lateral 23 M28 BEAM1 4 Lb Lateral 24 M29 BEAM1 4 Lb Lateral 25 M30 BEAM1 4 Lbvv Lateral 26 M31 BEAM1 4 Lbyy Lateral 27 M32 BEAM1 4 Lbvv Lateral 28 M33 BEAM1 4 Lbyy, Lateral 29 M34 BEAM1 4 Lbvv Lateral 30 M35 BEAM1 4 Lbyy Lateral r3�11 M36 BEAM1 1 4 1 i Lb .'•'• ateral Joint Loads and Enforced Displacements (BLC 1 : DEAD LOAD) ••• •••• • Joint Label L D M Direction Ma i Ib I - (in.rad). I *s^.i.••••: 1 N46 L Y • • -4C6--;- 2 N45 L Y 4 3 N48 L Y • -4 •.:. ' 4 N47 L Y -4Q0 •••• 5 N50 L Y -400 •� 6 N49 L Y ' -4(19,-:- 7 4 7 N52 L Y -400 • 8 N51 L Y " -00 • • 9 N42 L Y -400 •• 10 N38 L Y -400 11 N54 L Y -400 12 N53 L Y -400 13 N57 L Y -344 14 N58 L Y -344 15 N59 L Y -344 16 N60 L Y -344 V11920 N61 L Y -344 N62 L Y -344 N63 L Y -344 N64 L Y -344 Member Distributed Loads (BLC 5 : BLC 1 Transient Area Loads) Member Label Direction Start Macinitudefib/ft.F.psfl End Ma nitude 1...Start L ati n ft° End Locationlft.... 1 GIRDER 3 Y -12.194 -21.632 0 2 2 GIRDER 3 Y -21.632 -23.452 2 4 3 GIRDER 3 Y -23.452 -21.178 4 6 4 GIRDER 3 Y -21.178 -16.434 6 8 5 GIRDER 3 Y -16.434 -16.951 8 10 6 GIRDER 3 Y -16.951 -22.837 10 12 7 GIRDER 3 Y -22.837 -22.837 12 14 8 M22 Y -12.193 -21.632 0 2 9 M22 Y -21.632 -23.442 2 4 10 M22 Y -23.442 -21.169 4 6' 11 M22 Y -21.169 -16.444 6 8 12 M22 Y -16.444 -16.961 8 10 13 M22 Y -16.961 -22.837 10 12 14 M22 Y -22.837 -22.837 12 14 15 M13B Y -24.385 -43.264 0 2 16 M13B Y -43.264 -46.885 2' 4 RISA-3D Version 15.0.2 [S:\...\...\...\...\...\...\...\60608 August Manor Equipment Platform Structural AnalyglaglRdi✓.3.r3d] Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 29 of 87 Company Verizon Jan 27,2017 ngineering,LLC Designer W M 1:38 PM Job Number 60608(9038184) Checked By:WM Model Name August Manor(Miami Shore Presbyterian Church) ` Member Distributed Loads (BLC 5 : BLC 1 Transient Area Loads) (Continued) Member Label Direction tart Maanituder1b/ft.F.psfl End Maanitudefl... t rt L t' n ft° End Location[ft.... 17 M13B Y -46.885 1 -42.337 4 6 18 M13B Y -42.337 -32.888 6 8 19 M13B Y -32.888 -33.921 8 10 20 M13B Y -33.921 -45.674 10 12 21 M13B Y -45.674 -45.674 12 14 22 M14A Y -24.384 -43.264 0 2 23 M14A Y -43.264 -46.885 2 4 24 M14A Y -46.885 -42.337 4 6 25 M14A Y -42.337 -32.888 6 8 26 M14A Y -32.888 -33.921' 8 10 27 M14A Y -33.921 -45.674 10 12 28 M14A Y 45.674 -45.674 12 . •'i 29 M15A Y -24.387 -43.264 a'. '6002 •••• 30 M15A Y -43.264 -46.885 2 `• be*** •� 31 M15A Y -46.885 -42.337 '•' " •• 6 • •••• 32 M15A Y -42.337 -32.888 00060• • 8 0 • 33 M15A Y -32.888 -33.921 .•g• • 010 • • 34 M15A Y -33.921 -45.674 •61t)' • 2 . ... 35 M15A Y -45.674 -45.674 ••012• .14 :..' 36 M16 Y -24.387 -43.264 •• 8• . .... 37 M16 Y -43.264 -46.887 000119• 4 38 M16 Y -46.887 -42.34 • . 6 ;• 39 M16 Y -42.34 -32.885 . 6. "'•S 40 M16 Y -32.885 -33.919 ' 8 10 ••• 41 M16 Y -33.919 `-45.674 10 2 • 42 M16 Y -45.674 -45.674 12 14 43 M17 Y -24.387 -43.264 0 2 44 M17 Y -43.264 -46.902 2 4 45 M17 Y -46.902 -42.354 4 6 46 M17 Y -42.354 -32.871 6 8 47 M17 Y -32.871 -33.904 8 10 48 M17 Y -33.904 -45.674 10 12 49 M17 Y -45.674 -45.674 12 14 Member Distributed Loads (BLC 6 : BLC 2 Transient Area Loads) LabelMember Direction Start Maanitudeflb/ft.F.Dsfln Magnitudell.. Start Locationflo 1 GIRDER 3 Y -73.165 -129.792 0 2 2 GIRDER 3 Y -129.792 -140.71 2 4 3 GIRDER 3 Y -140.71 -127.07 4 6 4 GIRDER 3 Y -127.07 -98.606 6 8 5 GIRDER 3 Y -98.606 -101.705 8 10 6 GIRDER 3 Y -101.70 -137.022 10 12 7 GIRDER 3 Y -137.022 -137.022 12 14 K188 M22 Y -73.16 -129.793 0 2 M22 Y -129.793 -140.654 2 4 M22 Y -140.654 -127.012 4 6 M22 Y -127.012 -98. 65 6 8 M22 Y -98.665 -101.763 8 10 M22 Y -101.763 -137.023 10 12 14 M22 Y -137.023 -137.023 12 14 15 M13B Y -146.31 -259.586 0 2 16 M13B Y -259.586 -281.312 2 4 17 M13B Y -281.312 -254.024 4 6 18 M13B Y -254.024 -197.328 6 8 19 M13B Y -197.328 -203.527 8 10 20 M13B Y -203.527 -274.046 10 _12 RISA-313 Version 15.0.2 [S:\...\...\...\...\...\...\...\60608 August Manor Equipment Platform Structural Analy§1agRO/.3.6d] a • Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 30 of 87 Company Verizon Jan 27,2017 3WIA n4meering,tLC Designer WM 1:38 PM Job Number 60608(9038184) Checked By:WM Model Name August Manor(Miami Shore Presbyterian Church) Member Distributed Loads (BLC 6 : BLC 2 Transient Area Loads) (Continued) Member Label Direction Start Maanituderlb/ft.F.Dsfl End Magnitudell... tart Location ft° End Location ft... 21 M13B Y -274.046 -274.046 12 14 22 M14A Y -146.305 -259.586 0 2 23 M14A Y -259.586 -281.312 2 4 24 M14A Y -281.312 254.024 4 6 25 M14A Y -254.024 -197.33 6 8 26 M14A Y -197.33 -203.527 8 10 27 M14A Y -203.527 -274.046 10 12 28 M14A Y -274.046 -274.046 12 14 29 M15A Y -146.321 -259.585 0 2 30 M15A Y -259.585 -281.307 2 4 31 M15A Y -281.307 -254.024 4 6 32 M15A Y -254.024 -197.329 6 33 M15A Y -197.329 -203.527 . a,"* "6610 • •••• 34 M15A Y -203.527 -274.045 0 ` • • 35 M15A Y -274.045 -274.045 4941re •• 1% • •••• 36 M16 Y -146.321 -259.585 609099 • 2 • • 37 M16 Y -259.585 -281.324 *620- • •4 • .... 38 M16 Y -281.324 -254.038 0046 • 0 009 :00 39 M16 Y -254.038 -197.313 000800 • •8 . :..' 40 M16 Y -197.313 -203.512 •+ 8• . 0 .... 41 M16 Y -203.512 -274.045 490166 12 0 42 M 16 Y -274.045 -274.045 • . 2 e14 •• • 43 M17 Y -146.321 -259.585 . 0. ****02 44 M17 Y -259.585 -281.409 4 • ••• 45 M17 Y -281.409 -254.126 4 • ' 46 M17 Y -254.126 -197.227 6 8 47 M17 Y -197.227 -203.425 8 10 48 M17 Y -203.425 -274.045 10 12 49 M17 Y -274.045 -274.045 12 14 Member Distributed Loads (BLC 7: BLC 3 Transient Area Loads) Member Label Direction Start Maanitudellb/ft-F-pso nd Magnitudell,Start Locationrft.%l 1 M14 X -473 -473 1 4.274e-15 8 2 M15 X -473 -473 4.274e-15 8 Member Distributed Loads (BLC 8 : BLC 4 Transient Area Loads) Member Label Direction Start Ma nit de Ib ft F s End Ma itude I...Start L ati n ft° End Locationrift... 1 M15 Z 1 -860 -860 1 1.332e-15 1 8 2 M13A Z 1 -860 -860 1.332e-15 1 8 Member Area Loads (BLC 1 : DEAD LOAD) Joint A Joint B Joint C Joint D Direction Distribution Magnitudefpsfl 1 N26 N2 N4 N27 Y A-B -10 Member Area Loads (BLC 2 : LIVE LOAD) Joint A Joint B Joint C Joint D DirectionDistribution s 1 N26 N2 N4 N27 Y A-B -60 Member Area Loads (BLC 3 : WIND LOAD-)0 Joint A Joint B Joint C Joint D Direction Distribution Magnituderpsfl 1 N30 N30A I N29A N2 X I A-B -86 RISA-3D Version 15.0.2 [S:\...\...\...\...\...\...\...\60608 August Manor Equipment Platform Structural Analy§1agRs7v.3.r3d] Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 31 of 87 Company Verizon Jan 27,2017 ngineering,lIc Designer WM 1:38 PM Job Number 60608(9038184) Checked By:WM Model Name August Manor(Miami Shore Presbyterian Church) Member Area Loads (BLC 4 : WIND LOAD-Z) Joint A Joint B Joint C Joint D Direction Distribution Ma nitude 1 N25 N30 N2 N21A Z I A-13 1 -86 Basic Load Cases BLC Descri tion Cateaory X GravitvYGravitvZ Gravitv Joint Point Distri u..Area M...Surface... 1 DEAD LOAD DL -1 20 1 2 LIVE LOAD LLL 1 3 WIND LOAD-X WL-X 1 4 WIND LOAD-Z WL-Z 1 5 BLC 1 Transient Area Loa.. None 49 6 BLC 2 Transient Area Loa.. None 49 7 BLC 3 Transient Area Loa.. None 2 $ JBLC 4 Transient Area Loa.. None 2 Load Combinations •• ... DescriD' n So PDel.. RLC Fa- RLC Fa... BLC Fa.- RLQ a...BLCFa. RLCF Fa.. a...En-C Fa... 1 ASCE Strength 1 Yes Y DL 1.4 •• • 2 ASCE Strength..Yes Y DL 1.2 LL 1.6 LLS 1.6 RLL .5 •• • 3 ASCE Strength..Yes Y DL 1.2 LL 1.6 LLS 1.6 •• •••• 4 ASCE Strength..Yes Y DL 1.2 RLL 1.6 LL .5 LLS 1 •• •• •• 5 ASCE Strength Yes Y DL 1.2 RLL 1.6 WL.. .5 •• •• ••.•. 6 ASCE Strength..Yes Y DL 1.2 RLL 1.6.WL.., .5 •• •• 7 ASCE Strength..Yes Y DL 1.2 RLL 1.6 WL.. .5 ...:. 8 ASCE Strength..Yes Y DL 1.2 RLL 1.6 WL.. .5 9 ASCE Strength..Yes Y DL 1.2 L+ 5 '•'•• 1 ASCE Strength Yes Y DL 1.2 L+Z .5 11 ASCE Strength..Yes Y DL 1.2 WL-X .5 12 ASCE Strength..Yes Y DL 1.2 WL-Z .5 13 ASCE Strength..Yes Y DL 1.2 WL+X 1 LL .5 LLS 1 RLL .5 14 ASCE Strength..Yes Y DL 1.2 L+Z, 1 LL .5 LLS 1 RLL .5 15 ASCE Strength..Yes Y DL 1.2 WL-X 1 LL .5 LLS 1 LL .5 16 ASCE Strength..Yes Y DL 1.2 WL-Z 1- LL .5 LLS 1 RLL .5 17 ASCE Strength..Yes Y DL 1.2 WL+X 1 LL .5 LLS 1 18 ASCE Strength..Yesl Y I I DL 1.2 L+Z 1 LL .5 LLS 1 19 ASCE Strength..Yesl Y I DL 1.2 WL-X 1 LL .5 LLS 1 20 ASCE Strength..Yes Y DL 1.2 WL-Z. 1 LL .5 LLS 1 21 ASCE Strength..Yes Y DL .9 WL+X 1 22 ASCE Strength.:Yes Y DL .9 L+Z 1 23 ASCE Strength..Yes Y DL .9 WL-X 1 24 ASCE Strength..Yes Y DL .9 WL-Z 1 i 25 26 'ASD LOAD CO... 27 ASCE ASD 1 Y DL 1 28 ASCE ASD 2 Y DL 1 LL 1 LLS 1 29 ASCE ASD 3(a) Y DL 1 30 'ASCE ASD 5(a.. Y DL 1 1 L+ .6 31 ASCE ASD 5(a.. Y DL 1 L+Z .6 32 ASCE ASD 5(a.. Y DL 1 WL-X .6 33 ASCE ASD 5(a.. Y, DL 1 WL-Z .6 34 ASCE ASD 6 a.. Y DL 1 L+ .45 LL .75 LLS .75 35 ASCE ASD 6(a.. Y DL 1 L+Z .45 LL .75 LLS .75 36 ASCE ASD 6 a.. Y DL 1 WL-X .45 LL .75 LLS .75 37 ASCE ASD 6(a.. Y DL 1 WL-Z .45 LL .75 LLS .75 38 ASCE ASD 7(a) Y DL .6, L+ .6 El 39 JASCE ASD 7(b) Y DL .6 L+Z .6 RISA-3D Version 15.0.2 [S:\...\...\...\...\...\...\...\60608 August Manor Equipment Platform Structural Analy§IagR&v.3.r3d] Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 32 of 87 Company Verizon Jan 27,2017 E eering,LLC Designer WM 1:38 PM Job Number 60608(9038184) Checked By:WM Model Name August Manor(Miami Shore Presbyterian Church) Load Combinations (Continued) Descriotion So..PDel..S . BLC Fa... BLC Fa... BLC Fa... BLC Fa...BL F ...B F ...BL F ...BL Fa.. BL F ...BL F ... 40 JASCE ASD 7 c Y DL .6 WL-X .6 41 ASCE ASD 7 d) Y DL .6 WL-Z .6 42 43 UNFACTORED.. 44 DL Y DL 1 45 LL Y LL 1 46 W L-X Y W L-X 1 47 WL-Z Y wL-z 1 Envelope Joint Reactions Joint X llbl LC Y Flbl LC Z IV LC MX fib-ftl fib-ftLC MY[lb-ftl LC MZ Ib-ft LC 1 N1 ax 7392.304 115 1 3299.58 2 .025 2 0 1 0 1 ' 0 1 2 min .018 21 929.764 21 -95.636 15 0 1 0 1 i 0b• 1 3 N3 ax 21.088 23 1679.77 2 114.614 24 0 1 0 0 1 0 Q• 1060690 4 min -4,175 16 377.966 23 -.023 2 0 1 '0 '.1 .0. . 1 5 N4 ax 111.794 23 5558.5 16 6.949.775 16 0 1 6.0....1 0.O' 1 6.:. 6 min -93.395 16 899.378 23 .024 21 0 1 A: 1 0. 1 7 N21 ax .006 24 4574.073 2 .135 24 0 1 a.. 1 0 1•••••• 8 min -.123 15.-2350.619 24 -.022 15 0 1 •1 :9"•• 1 9 N29C ax 0 2 10322.605 2 .01 15 0 11 0 1 10 min -.646 15 3104.007 24 -.032 16 0 1 0' •1 ;40;0 1 11 N14 ax 0 2 8100.178 2 .001 15 0 1 0 00 1 61 0 1 12 min -.392 15 2012.823 23 0 2 0 1 ;-(T;-; 1 0 1 •. 13 N16 ax 10.074 23 4247.804 2 6578.61 24 0 1 0 1 ...0... 1000000 14 min -5.93 16 957.207 24 -1895.252 15 0 1 . 0 . 1 0 0 10 90 0: 15 N17 ax 7.551 23 3802.136 2 130.921 16 0 1 0Q 1 *0% • 10 0 16 min -5.852 16 848.374 23 -35.058 15 0 1 0 1 0 •• 1 17 N18 ax 7.805 23 3980.413 2 18.007 23 0 1 0 1 0 1 18 min -5.973 116 929.055 23 -53.009 16 0 1 0 1 0 1 19 N19- ax 8.079 23 3668.872 2 4.586 16 0 1 0 1 0 1 20 min -6.079 161 703.936 24 -15.877 23 0 1 0 1 0 1 21 N20 ax 10.469 23 4224.321 2 47.631 23 0 1 0 1 0 1 22 min -9,477 16 1126.2 21 -.046 2 0 1 0 1 0 1 23 Totals: ax 7568 23 50472.0032 13760 16 24 Imin 0 2 13662.002 24 0 21 Envelope RISC 14th(360-10): LRFD Steel Code Checks Member ShaDe Code Check Locrftl LC Shear Check Loc ft Dii LC Dhi*Pnc.. hi*Pnt... hi*Mn... hi*Mn... Cb E n 1 IGIRDER_3 W8x18 .280 11.083 16 1 .098 14 IV 116148924.. 236700 17475 63750 1.652 H1-1b 2 GIRDER_2 C12x25 .013 0 15 .019 24.51 v 12 162035.. 237816 8090.909 79380 1.335 H1-1b 3 GIRDER_4 W8x18 .132 20.161 15 .061 16.0..Iv 2 126116.. 236700 17475 63750 1.415 H1-1b 4 COL 3 HSS4x4x4 .034 3 2 .000 0 1 134360.. 139518 16180.5 16180.5 1 H1-1b* 5 M22 W8x18 .113 5.979 2 .036 0 y2 148924.. 236700 17475 63750 1.028 H1-1b 6 COL 1 HSS4x4x4 .077 3 2 .000 0 V 1 134360.. 139518 16180.5 16180.5 1 H1-1b* 7 COL 2 HSS4x4x4 .060 3 2 .000 0 11134360.. 139518 16180.5 16180.5 1 H1-1b* 8 M13B W8x18 .345 5.688 2 .076 0 2 163793.... 236700 17475 43509.... 1.148 H1-1b 9 M14A W8x18 .345 5.688 2 .076 0 2 63793.... 236700 17475 43513.... 1.148 H1-1b 10 M15A W8x18 .357 5.542 2 .079 0 2 63793.... 236700 17475 43671.... 1.152 H1-1b 11 M16 W8x18 .307 6.125 2 .067 0 v 2 63793.... 236700 17475 43126.'... 1.138 H1-1b 12 M17 W 8x 18 1 .362 6.854 2 .085 02 63793.... 236700 17475 43204.... 1.14 H1-1b 13 M18 W8x18 .010 2 1 .011 O 2 211793.. 236700 17475 63750 1.299 H1-1b 14 M19 W8x18 .010 2 1 .011 0 y 1 211793.. 236700 17475 63750 11.011 H1-1b 15 M20 W8x18 .010 2 1 .006 4 1 211793.. 236700 17475 63750 11.2991 H1-1b 16 M21 W8x18 .007 3. 1 .010 4 1 211793.. 236700 17475 63750 1:309 H1-1b RISA-3D Version 15.0.2 [S:\...\...\...\...\...\...\...\60608 August Manor Equipment Platform Structural Analy§taglR&.3.6d] Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 33 of 87 3WACompany Verizon Jan 27,2017 ngineedng,LLC Designer WM 1:38 PM Job Number 60608(9038184) Checked By:WM Model Name August Manor(Miami Shore Presbyterian Church) Envelope RISC 14th(360-10): LRFD Steel Code Checks (Continued) Member ShaDe Code Check Locrfti LC Shear Check Loc ft DirLC hi*Pnc.. hi*Pnt... hi*Mn... hi*Mn.. Cb Eon 17 M22A W8x18 .001 2 1 1 .003 O Ml 211793.. 236700 -17475 -63750 1.136 H1-1b 18 M23 W8x18 .005 2 1 .020 0 v 2 211793.. 236700 17475 63750 1.02 H1-1b 19 M24 W8x18 .010 2 1 .008 0 2 211793.. 236700 17475 63750 1.299 H1-1b 20 M25 W8x18 .010 2 1 .011 _4 v 1 211793.. 236700 17475 63750 1.01 H1-1b 21 M26 W8x18 .010 2 1 .006 4 1 211793.. 236700 17475 63750 1.299 H1-1b 22 M27 W8x18 .007 3 1 .009 4 1 211793.. 236700 17475 63750 1.309 H1-1b 23 M28 W8x18 .001 2 1 .002 0 V 1 211793..236700 17475 63750 1.136 H1-1b 24 M29 W8x18 .005 2 1 .014 0 v 21211793.. 236700 17475 63750 1.02 H1-1b 25 M30 W8x18 .001 2 1 .006 0 2 211793..•236700 17475 63750 1.136 H1-1b 26 M31 W8x18 .001 2 15 .001 4 2 211793.. 236700 17475 63750 1.136 H1-1b 27 M32 W8x18 .001 2 15 .001 0 1 211793.. 236700 17475 63750 1.136 H1-1b 28 M33 W8x18 .001 2 15 .003 4 1 211793.. 236700 17475 63750 1.136 H1-1b 29 M34 W8x18 .001 2 15 .003 0 y 1 211793.. 236700 17475 63750 1.136 H1-1b 30 M35 W8x18 .005 2 1 .017 O 2 211793.. 236700 17475 63750 102 H1-1b 31 M36 W8x18 .012 .5 16 .010 3.5 y 1 27rnet.enIH1-1b . . .... ...... ...... .. . ...... .... . ..... ...... . . ..... .. .. . ...... . . . . ...... RISA-31D Version 15.0.2 [S:\...\...\...\...\...\...\...\60608 August Manor Equipment Platform Structural AnalNgeR&.3.r3d] ` a Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 34 of 87 RISAConnection version 6.0.1 3WAZ-41-eeekng;t.LC 0112712017 Global Parameters -Descriation: Project Title August Manor(Miami Shore Presbyterian Church) Company Verizon Designer WM Job Number 60608(9038184) Notes Cabinet Equipment Platform Global Parameters -Solution: Design Method AISC 14th(360-10):LRFD Bolt Group Analysis Method Center of Rotation Weld Analysis Method Center of Rotation Consider Bolt Hole Deformation? Yes Check Weld Filler Material Matching? Yes Check Rotational Ductility? Yes Full Shear Eccentricity Considered? No .... Plastic Pa6el-Zone Shear Deformation Considered? No . . • • • BEAM 1 1 - GIRDER 3: 2D Views • Girder/Beam 4AMt(p Sher j;pprUction • • Side view :..• •1•t•• 3,..31 • • �•.••. .... • 1.50 1.50 •• • ••• • t __ y ' •• -------------- ------------- ---_..____ - t i i 7 i 5 I r I 3 Front view I Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 35 of 87 I , 9 1.54 ,262 _8888 . o i :..... ............... 8888.......................:............ �? �.. Y. 8888.. .- . o � s � j - � 1 • • 0000 0000 0000•• •• • •000 •08.00 • • ••0• ' 0000 • • • ._ ,__. __ ___8888_._ _._.._.___8.8_88 - �•__._.,e•_.__._...,.�••-•..0.8...__a 000• • 1000 • • BEAM 1 I - GIRDER 3: LRFD Results • LRFD •� Girder/Beam Clip Angle She jr ggTection • •••• . Report • . 8888 Material Properties: •• Girder W8x18 A992 Fy=50.00 ksi Fu=58.00 ksi Beam W8x18 A992 Fy=50.00 ksi Fu=58.00 ksi ' Angle L4x3 5x6 A36 Fy=36.00 ksi Fu=58.00 ksi ---- r..___ ... Input Data: Shear Load 2449.90 lbs User Input Shear Load L Axial Load - -1823.30 lbs User Input Axial Force(tension) Note: Unless specified,all code references are from AISC 360-10 Governing LC: 3D-15 -ASCE Strength 4(a) (c) Limit State Required Available Unity Check Result Geometry Restrictions at Beam PASS Geometry Restrictions at Girder _ PASS Erection Stability PASS �. �eam Shear Yield 3053.92 lbs 44850.00 lbs 0.07 PASS ."':' 8888 w.....,..,.�...__......_._....-.��_.._"_�-m_.._.._.'._.._.._..._-,... ._.........._ ........w,., ,.._ ,.,._.................._ 88 :��.��._..._�.�.._.....,�>._�_..-....._...;_.._,_..i Clip Angle Shear Yield 3053.92 lbs 48600.00 lbs 0.06 PASS - - _ — - Beam Shear Rupture 3053.92 lbs 28514 25 lbs 0.11 PASS t Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 36 of 87 _ __-- _._._ Clip Angle Shear Rupture at Beam 3053.92 lbs 41596.88 lbs 0.07 PASS JClip Angle Shear Rupture at Girder 2449.90 lbs 41596.88 lbs 0.06 PASS Clip Angle Block Shear at Girder 2449.90 lbs 44669 53 lbs 0.05 PASS Beam Block Shear 3053.92 lbs 32706.34 lbs 0.09 PASS E Clip Angle Block Shear at Beam 3053.92 lbs 44669.53 lbs 0.07 PASS ,_.,. - - -_ - -- - j Plate Tearout on Clip Angle at Beam 1823.30 lbs 52889.06 lbs 0.03 PASS Coped Beam Flexural Rupture 2449.90 lbs 18503.45 lbs 0.13 PASS Coped Beam Lateral Torsional Buckling 2449.90 lbs 19141.50 lbs 0.13 PASS Bolt Bearing on Girder 2449.90 lbs 35784.70 lbs 0.07 PASS Bolt Bearing on Clip Angle at Girder 2449.90 lbs 35784 70 lbs 0.07 PASS Colt Bearing on Beam 3053.92 lbs 35613.66 lbs 0.09 PASS Bolt Bearing on Clip Angle at Beam 3053.92 lbs 35784.70 lbs 0.09 PASS Bolt Shear at Girder 2449.90 lbs 18833.49 lbs 0.13 PASS I Bolt Group Eccentricity at Girder 0.53 ++++ Bolt Shear at Beam_ w 3053.92 lbs- 22581.94 lbs- Y0.43. •PASS ' •••• 0000.._- ..-._---- --.__. _0000__0000_ ___. _.•__.:.--_0000. ...--:::0000 --:_..--_..- •• Bolt Group Eccentricity at Beam 0.63 ..+.•+ `..' • ..�- Angle Leg Bending 397.33 Ib-ft 917.58 Ib-ft 0.43 PASS Bolt Prying 0000 00. BOItTenSlOnatGirder - _ 00.00• �.ON � +000 :00... 00• • • • .000 . . . ...: BEAM 1 J - C-CHANNEL: 2D Views .. • • Girder/Beam Clip Angle Shear Corwi�ction Side view f Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 37 of 87 • � I i � _ __________ __ _ _-- _______ C7: C �•^ �y. '`y ------------------------ Ln A 7 1 i ( I s Jam` • • � •••• --:606:6• • • Front view ....•. •• ••• . . .. ••• . • ©ter - --------- -' ------------------- QD - � o I i BEAM 1 J - C-CHANNEL: LRFD Results LRFD R p rt GirderlBeam Clip Angle Shear Connection e Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 38 of 87 Material Properties: Girder W1 WO A36 Fy=36.00 ksi Fu=58.00 ksi Gr.36 Beam W8x18 A992 Fy=50.00 ksi Fu=58.00 ksi i Angle L4x3.5x6 A36 Fy=36.00 ksi Fu=58.00 ksi Input Data - Shear Load 1887.99 lbs User Input Shear Load Axial Load -1823.30 lbs User Input Axial Force(tension) Note:Unless specified,all code references are from AISC 360-10 Governing LC: 3D-15-ASCE Strength 4(a) (c) _ Limit State Required Available Unity Check Result Geometry Restrictions at Beam PASS Geometry Restrictions at Girder ..%SS - __ - _-- - -_�---��--=--• :_._.._ate; Erection Stability _ "ISASS� Beam Shear Yield r 2624.68 lbs 48300.00 lbs ...4.Q6 •..PA$S �....;. Clip Angle Shear Yield 2624.68 lbs 48600.00 lbs �(�.b� SASSY -----_- ____...._ _ .__mow _..�.:=.�:�______�..�T _ - � ..�. ,_::_.::M•..__ �-. -=._;_,i • Beam Shear Rupture 2624.68 lbs 31515.75 lbs ••8.08 Clip Angle Shear Rupture at Beam 2624.68 lbs 41596.88 lbs *0.06 6••PASS I Clip Angle Shear Rupture at Girder � 1887.99 lbs 41596.88 lbs - 0'2.11; PASS • Clip Angle Block Shear at Girder 1887.99 lbs 44669.53 lbs • 0,04 ;••PASS iBeam Block Shear 2624.68 lbs 31925.96 lbs "0.08 "'?4S • Clip Angle Block Shear at Beam_ - 2624.68 lbs 44669.53 lbs _ 0.06 PASS Plate Tearout on Clip Angle at Beam 1823.30 lbs 52889.06 lbs 0.03 PASS Beam Flexural Rupture 1887.99 lbs 30151.14 lbs 0.06 PASS [Coped- ----------- _ - - - Coped Beam Local Web Buckling 1887.99 lbs 31190 84 lbs 0.06 PASS Bolt Bearing on Girder 1887.99 lbs 35784.70 lbs 0.05 PASS [Bolt: on Clip Angle at Girder 1887.99 lbs 35784.70 lbs 0.05 PASS Bolt Bearing on Beam 2624.68 lbs 35784.70 lbs 0.07 PASS Bolt Bearing on Clip Angle at Beam 2624.68 lbs 35784.70 lbs 0.07 PASS (Bolt Shear at Girder--��T 1887.99 lbs 19772.84 --- lbs 0.10 PASS , Bolt Group Eccentricity at Girder 0.55 1 Bolt Shear at Beam 2624.68 lbs 23487.29 lbs 0.11 PASS Bolt Group Eccentricity at Beam 0.66 Angle Leg Bending 397.33 Ib-ft 917.58 Ib-ft 0.43 PASS Bolt Prying No Prying Bolt Te-____-__.-.____.-_.__ nsion at Girder N/A i k Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 39 of 87 M30 I - GIRDER 1 : 2D Views GirderBeamClip Angle Shear Connection Side view I 3:31 t.5Q 1.515 � �-- - - � ........ 00:00.:... -��-�- ---_ -----------=- -- �' KI - -------.---- -- 4 I e+i ----------- F, � 0000 0000 0000. _ so* - -- --- . . . 4 5 •.•;.• •• • 0000• i I 0000.• • � • V - V •.0000 • • 0000•• 0000 • 06.00 i 0000.• • • •0000 0 • •000.0 j 00 •. . i0. ••• i_____.____ _.-__ _.__ _____.___ • .=.'.•...:••� �•___._. • • • • Front view • • ;0...0 (•• 09-6 1. • 000 •. ... • •0 io5 , 2.BZ i a ........ �.......:Y l ........................................ tf1 �. � w :I CD E - ------ - r P'n � . I� { i _ d LRFD Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 40 of 87 ' M3O I - GIRDER 1: LRFD Results Report GirderlBeam Clip Angle Shear Connection Material Properties: Girder W8x18 � A992� Fy=50.00 ksi Fu=58.00 ksi Beam W8x18 A992 Fy=50.00 ksi Fu=58.00 ksi I Angle L4x3.5x6 A36 Fy=36.00 ksi Fu=58.00 ksi jInput Data: Shear Load 42.96 lbs User Input Shear Load Axial Load -25.98 lbs User Input Axial Force(tension) Note:Unless specified,all code references are from AISC 360-10 Governing LC: 3D-16-ASCE Strength 4(a) (d) ---~ _ Limit State - �- _ Required Available Unity Check Resu--�--- lt Geometry Restrictions at Beam ."PASS Geometry Restrictions at GirderDili 404-e'i- '.•' : . QQSS .• Erection Stability . PASS j Beam Shear Yield 50.20 lbs 44850.00 lbs •••0.00- •PASS -_a Clip`Angle Shear Yield 50.20 lbs 48600 00 lbs 0.00 PASS 1700. • _ earn Shear Rupture 50.20 lbs 28514 25 lbs •• 8.400 PASS o• •o• � - _ Clip Angle Shear Rupture at Beam 50.20 lbs 41596.88 lbs ; 0.4 • Pips 1 -• Clip Angle Shear Rupture at Girder 42.96 lbs 41596.88 lbs ; 9.109 • PASS - • 00 Clip Angle Block Shear at Girder42.96 lbs 44669.53 lbs 0.00 Pas Ceam Block Shear 50.20 lbs 32706.34 lbs 0.00 PASS Clip Angle Block Shear at Beam 50.20 lbs- 44669.53 lbs - 0.00 _ PASS Plate Tearout on Clip Angle at Beam 25.98 lbs 52889.06 lbs 0.00 PASS Coped Beam Flexural Rupture 42.96 lbs 18503.45 lbs 0.00 PASS Coped Beam Lateral Torsional Buckling 42.96 lbs 19141.50 lbs 0.00 PASS Bolt Bearing on Girder 42.96 lbs 35784.70 lbs 0.00 PASS Bolt Bearing on Clip Angle at Girder 42.96 lbs 35784.70 lbs 0.00 PASS LBOIt Bearing on Beam 50.20 lbs 34202.32 lbs 0.00 PASS J Bolt Bearing on Clip Angle at Beam 50.20 lbs 35784.70 lbs 0.00 PASS Bolt Shear at Girder 42.96 lbs 18332 50 lbs 0.00 PASS �Bolt GroupEccentrics at Girder J - -. � _ Eccentricity r 051 1 Bolt Shear at Beam 50.20 lbs 22114.95 lbs 0.00 PASS Bolt Group Eccentricity at Beam 0.62 Angle Leg Bending 5.66 Ib ft 917.58 Ib ft 0.01 PASS Bolt P u.. -- =� tying No Prying 1 Bolt Tension at Girder � �- � � N/A s Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 41 of 87 M31 I - BEAM 1 : 2D Views GirderBeam Clip Angle Shear Connection Side view 3.31 1 r 1.50 1.50 Q i ------------- - 1 ------------------_ I i --------------- •••• i • 1*0 00 00 00 0 • • •••••• } • 1111._ __ �.._._..�_.. • • • • • Front view •• 1160 2.82 1 O CD � ! j t 1 t S I , r I Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 42 of 87 MIAMI SHORES 1/27/2017 S194R2Ci1TN�,t�C PRESBYTERIAN CHURCH Connector Analysis Verizon Site#9038184 Girder on Top Of Column 602 NE 96th Street Verizon Site#9038184 Beam to Girder & Girder to Column Connection Check Unit Defination LEGEND Define Miscellaneous Unit Variables. [INPUT CALCUATIONS IRESULTSI lbf lbf lbf 3 kip 2 3 plf = 1•— psf= 1•— pcf = 1•— kip= 1 x 10 lbf ksi= 1•— SF:= ft CF:= ft ft ft2 ft3 in Site Location MIAMI SHORES PRESBYTERIAN CHURCH •••• Verizon Site#9038184 G>ir • • /$eik•• •••••• 602 NE 96th Street t " •` i`i `• Miami Shores, FL 33128 Top Play •• • Miami-Dade County •.•• • • �••••� Column • •••.•. •••• • ••••• NOTES: .••••. . . .•.•• •• •. • .••..• 1. Unity Codes(UC) <or= 1 pass. UC> 1 FAIL. ..•••• • •• . • • • • ••.••• ....% Girder to Column is Simple Connection ' .•• • • • i:= 1 Total Number of Member.• . •,• • ;••••; .• n:= O..i - 1 � Member Information Bolt Information Member0:= "w8xl8" W Section 13olt0 "A3255X'1Bolt Type Label := "Girder 2" Member Type Fnv.b 68ksi Nominal Shear Strength F 90k�s Nominal Tension Strength Ff := 5.25in Flange Width nt.b_i� 0 dO.SOin bolt FBolt Diameter do:= 8.125i 1 Member Depth NumboltsA 4 Number of Bolts tf 0.3125in Flange Thickness 0 X1 := gin Bolt Spacing Parallel To Girder tW := 0:25n Web Thickness 0 X2 3.25in Bolt Spacing Perpendicular To Girder Lbt.bolts:= dbolf3 = 1.5-in Min Distance Between Bolts Ledge.min dbolf 1.5 =0.75.in Min Edge Distance S:\JWME\Jobs\KHA\Verizon Wireless\60608 1 of 2 -AUGUST MANOMCALCULATIONS \MODIFICATIONS\ 1 Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 43 of 87 MIAMI SHORES 1/27/2017 ng'snecr\ng,ttC PRESBYTERIAN CHURCH Connector Analysis Verizon Site#9038184 Girder on Top Of Column 602 NE 96th Street Verizon Site#9038184 Shear and Tension Values Per Member from RISA Model Label =("Girder 2" ) Ty:_ 8060 Vz:_ Olbf VX=- oib£ Max Column Axial and Shear Loads From RISA I Torsion and Moment Values Per Member from RISA Model Label =("Girder 2" ) :--OIb ft M := O lbf•ft R77 Olbf ft Max Column Moments From RISA ► HIDDEN ARE A:_Calculations ShearPerbolt ' UCshear.3.1:= =0.00 Unity Code for Shear Shear bolt Tensionperbolt UCtension.3.1 =(0.15) Unity Code for Tension ••••• 'Tensionbolt ' • •••• •••••• .. . • ••• [q HIDDEN, RICUIat10n5 •••r•• ••.•'®�� • • T 0000 UC y =0.61 Unity Code of Available Tensile Strength of Bolt Subject Yo....' :""' 0000. J.3.2 Rn.J3.2 Combined Tension And Shear 0000.. 0 0 00000 .. .. . 0000.. 0000.. 0000.. S:\JWME\Jobs\KHA\Verizon Wireless\60608 2 of 2 -AUGUST MANOMCALCULATIONS \MODIFICATIONS\ { d V Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 44 of 87 • Company JWME January 27,2017 Designer WM Job Number : 9038184 Miami Shores Presbyterian Church Checked By: X Bolt X in Z in 1 2.5 4.5 • • 2 2.5 -4.5 12 3 -2.5 4.5 4 -2.5 -4.5 Z<__ 7.-"'- co 3 4 12 in Geometry and Materials Length 12.in Column Shape HSS4x4x4 Anchor Bolt Diameter .5 in Width 8.in Column eX ` 0.in Anchor Bolt Material A307 Thickness .5 in Column eZ 0.in Anchor Bolt Fu 60.ksi 0*0 0 Base Plate Fy 36.ksi Column to Edge Min(X) 1.in Anchor Bolt Fy 36.16s! 000000 Base Plate E 29000.ksi Column to Edge Min(Z) 1.in Anchor Bolt E 29000 lei 0 00* . Bearing Fp 4.144 ksi HSS Tube X-sides welded AB Stretch Length .5 in • Bearing Fc' 4.ksi HSS Tube Z-sides welded AB to AB Min Spacing 1 gin' " ' •'•••• Pedestal Length 60 in Plain Base Plate Connection AB to Stiffner Min Spacing"flit• • Pedestal Width 15 in Vx Shear Lug NOT present AB to Column Min Spacing •4 I • • • • Pedestal Height 8 in Vz Shear Lug NOT present AB to Edge Min Spacing 0.4 in o : ••... 4 Analyze Base Plate as Flexible - AB Row Min Spacing .•Oip• . �; • , Pp Based on AISC J8 Criteria Priority is AB to Edge SpacjAg.• ;••••• Steel Code: AISC 14th:LRFD Include Threads for AB Dgtig Concrete Code: ACI 318-11 (With IBC 2012 Amendments) AB Fv,Ft based on AISC Criteria: '. AB Head: Hex NW Concrete Total AB Length: 7.in * 0 ;...;. 000000 Seismic Reduction%: 0. Concrete NOT Cracked NO Supp.Reinforcement; .0. • :0 0 0 0 ABs NOT Welded to Base Plate NO Anchor Reinforcement•• • ••• • • • Tension Anchor Reinf Bar Fy: N.A. �.: Shear Anchor Reinf Bar Fy:N.A. Loads P Ib Vx Ib Vz Ib Mx Ib-ft Mz Ib-ft DL 3453. LL 3862. WL 1117. EL -4. Base Plate Stress and Bearinq Result Base Plate Stress(ksi) Bearing Pressure(ksi) Combination Load Sets Allowable ASIF U.C. Allowable ABIF U.C. SCE Strength 1 1 1 ADL 48.6 1. .01 4.144 1. .054 A CE Strength 2 a 2 1.2DL+1.6LL 48.6 1. .022 4.144 1. .115 A CE Strength 3 a 3 1.2DL+.5WL 48.6 1. .01 4.144 1. .052 A CE Strength 3 b 4 1.2DL+.5EL 48.6 1. .009 4.144 1. .046 A CE Strength 3 c 5 1.2DL+.5OL1 48.6 1. 009 4.144 1. 046 A CE Strength 3 d 6 1.2DL+.5OL2 48.6 1. .009 4.144 1. .046 A CE Strength 4 a 7 1.2DL+.5LL+1WL 48.6 1. .015 4.144 1. .08 A CE Strength 4 b 8 1.2DL+.5LL+1 EL 48.6 1. .013 4.144 1. .068 A CE Strength 4 c 9 1.2DL+.5LL+1OL1 48.6 1. 013 4.144 1. 068 A CE Strength d 0 1.2DL+.5LL+1OL2 48.6 1. 013 4.144 1. 068 SCE Strength 5 1 1.2DL+.5LL 48.6 1. .013 4.144 1. .068 A E Strength 6 a 12 .9DL+1WL 48.6 1. .009 4.144 1. .047 A E Strength 6 b 13 .9DL+1 EL 1 48.6 1 1. 1 .006') 4.144 1 1. 1 .035 RISABase Version 2.10 [S:\JWME\Jobs\KHA\Verizon.Wirel......Plate Equipment Platform-60608 August Manor.rbs] Page 1 r Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 45 of 87 • Company JWME January 27,2017 Designer WM Job Number : 9038184 Miami Shores Presbyterian Church Checked By: Base Plate Stress and Bearin_-g Results(continued Base Plate Stress(ksi) Bearing Pressure(ksi) Combination Load Sets Allowable ASIF U.C. Allowable ABIF U.C. AS E Strength 6 c 14 .9DL+1OL1 48.6 1. .006 4.144 1. .035 A E Strength 6 d 15 .9DL+1OL2 48.6 1. .006 4.144 1. .035 SCE Strength 7 1 .9DL 48.6 1. .006 4.144 1. .035 Bearing Contours ® 223 .475 .217 (ksi) ®(ksi) �(ksi) 0. 0. 0. 1 ADL 1.2DL+1.6LL 1.2DL+.5WL Allowable :4.144 ksi Allowable :4.144 ksi Allowable :4.144 ksi U.C. :.054 U.C. : .115 U.C. : .052 191 - 191 .191 •••• •••• •• (ksi) ®(ksi) ksi) 0. 0. �0 .0 • • • 1.2DL+.5EL 1.2DL+.5OL1 1.2DL+.5OL2• •"• :•••:• • • Allowable :4.144 ksi Allowable :4.144 ksi Allowable :4.144 We"' ' ••••• U.C. : .046 U.C. : .046 U.C. :.046 *0:00: • • ••••• •• •• • •••••• w 331 .28 """.28 • • (ksi) I (ksi) (ksi) �•••:• �""•* ••.••• 0. 0. •• •0• ••• • • • 1.2DL+.5LL+1 WL 1.2DL+.5LL+1 EL 1.2DL+.5LL+1 OL1 Allowable :4.144 ksi Allowable :4.144 ksi Allowable :4.144 ksi U.C. : .08 U.C. :.068 U.C. :.068 ® 28 .28 .195 (ksi) ®(ksi) (ksi) 0. 0. 0. 1.2DL+.5LL+1 OL2 1.2DL+.5LL .9DL+1 WL Allowable :4.144 ksi Allowable :4.144 ksi Allowable :4.144 ksi U.C. : .068 U.C. : .068 U.C. :.047 z.144 .144 .144 (ksi) ®(ksi) go. (ksi) 0. 0. .9DL+1 EL .9DL+1 OL1 .9DL+1OL2 Allowable :4.144 ksi Allowable :4.144 ksi Allowable :4.144 ksi U.C. : .035 U.C. : .035 U.C. : .035 RISABase Version 2.10 [S:\JWME\Jobs\KHA\Verizon Wirel......Plate Equipment Platform-60608 August Manor.rbs] Page 2 { Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 46 of 87 Company JWME January 27,2017 Designer WM Job Number : 9038184 Miami Shores Presbyterian Church Checked By: Bearin_i Contours(continued) 144 ®(ksi) 0. ADL Allowable :4.144 ksi U.C. .035 Base Plate Stress Contour ® 491 1.049 .478 (ksi) ®(ksi) �(ksi) .02 .042 .019 1.4DL 1.2DL+1.6LL 1.2DL+.5WL • • •+•• ••.•.. Allowable :48.6 ksi Allowable :48.6 ksi Allowable :48.6 ksi••• : • ••• •' U.C. : .01 U.C. : .022 U.C. : .01 •...•. '••• ; ••••�• • .421 .421 •1.421(ksi) (ksi) • (ksi).017 .017 • .017 i•••i• ••"' • •• • •••••• • 1.2DL+.5EL 1.2DL+.5OL1 1.2DL+.5OL2: • : • • ••••:• Allowable :48.6 ksi Allowable :48.6 ksi Allowable :48.6 ksi U.C. : .009 U.C. :.009 U.C. .009 ••••• ®.731 1.617 .617 (ksi) � (ksi) - ®(ksi) .029 .025 .025 1.2DL+.5LL+1 WL 1.2DL+.5LL+1 EL 1.2DL+.5LL+1 OL1 Allowable :48.6 ksi Allowable :48.6 ksi Allowable :48.6 ksi U.C. :.015 U.C. : .013 U.C. : .013 j.617 .429 (ksi) M.617 (ksi) _ ®(ksi) .025 .025 .017 1.2DL+.5LL+1OL2 1.2DL+.5LL .9DL+1 WL Allowable :48.6 ksi Allowable :48.6 ksi Allowable :48.6 ksi U.C. : .013 U.C. : .013 U.C. : .009 RISABase Version 2.10 [S:\JWME\Jobs\KHA\Verizon Wirel......Plate Equipment Platform-60608 August Manor.rbs] Page 3 1 Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 47 of 87 Company JWME January 27,2017 Designer WM Job Number : 9038184 Miami Shores Presbyterian Church Checked By: Base Plate Stress Contours(continued) ® 315 .316 .316 (ksi) ®(ksi) ®(ksi) .013 .013 .013 .9DL+1 EL .9DL+1 OL1 .9DL+1 OL2 Allowable :48.6 ksi Allowable :48.6 ksi Allowable :48.6 ksi U.C. :.006 U.C. :.006 U.C. : .006 316 ®(ksi) .013 .9DL • • • • Allowable :48.6 ksi • i i •• U.C. : .006 •••••• •• • •••••• • Anchor Bolt Results ' •••• 0 0 • Note:Fnt and Fnv shown below include phi factors. • 00000 • Combination Load Sets Bolt Tens. Ib Vx Ib Vz Ib Fnt ksi ft ksi •F&lv ksi :{v�i{SI UW44.•. SCE Strength 1 1 1ADL 1 17.244 0. 0. N.A. N. .A. N.,A. N.A. 2 17.244 0. 0. N.A. N. • M.A. N. N.A 0 3 17.244 0. 0. N.A. N.A. N.A. •*N.A!• N.A. 4 17.244 0. 0. N.A. N.A . W.A. N.A. N. •.. ASCE Strength 2 a 2 1.2DL+1.6LL 1 41.909 0. 0. N.A. N.A." .A. 2 41.909 0. 0. N.A. N.A. N.A. N.A?• N.A. 3 41.909 0. 0. N.A. N.A. N.A. N.A. N.A. 4 1 41.909 0. 1 0. N.A. I N.A. N.A. N.A. N.A. ASCE Strength 3 a 3 1.2DL+.5WL 1 16.65 0. 0. N.A. N.A. N.A. N.A. N.A. 2 16.65 0. 0. N.A. N.A. N.A. N.A. N.A. 3 16.65 0. 0. N.A. N.A. N.A. N.A. N.A. 4 16.65 0. 0. N.A. N.A. N.A. N.A. N.A. AS CE Strength 3 b 4 1.2DL+.5EL 1 14.131 0. 0. N.A. N.A. N.A. N.A. N.A. 2 14.131 1 0. 0. N.A. N.A. N.A. N.A. N.A. 3 14.131 0. 0. N.A. I N.A. N.A. N.A. N.A. 4 14.131 0. 0. N.A. N.A. N.A. N.A. N.A. ASCE Strength 3 c 5 1.2DL+.5OL1 1 14.14 0. 0. N.A. N.A. N.A. N.A. N.A. 2 14.14 0. 0. N.A. N.A. N.A. N.A. N.A. 3 14.14 0. 0. N.A. N.A. N.A. N.A. N.A. 4 14.14 0. 0. N.A. N.A. N.A. N.A. N.A. AS CE Strength 3 d 6 1.2DL+.5OL2 1 14.14 0. 0. N.A. N.A. N.A. N.A. N.A. 2 14.14 0. 0. N.A. I N.A. N.A. N.A. N.A. 3 14.14 0. 0. N.A. I N.A. N.A. N.A. N.A. 4 14.14 0. 0. N.A. N.A. N.A. N.A. N.A. ASCE Strength 4 a 7 1.2DL+.5LL+1WL 1 27.837 0. 0. N.A. N.A. N.A. N.A. N.A. 2 27.838 0. 0. N.A. N.A. N.A. N.A. N.A. 3 27.837 1 0. 0. N.A. N.A. N.A. N.A. N.A. 4 27.837 0. 0. N.A. N.A. N.A. N.A. N.A. AS CE Strength 4 b 8 1.2DL+.5LL+1 EL 1 22.8 0. 0. N.A. N.A. N.A. N.A. N.A. 2 22.8 0. 0. N.A. I N.A. N.A. N.A. N.A. 3 22.8 0. 0. N.A. N.A. N.A. N.A. N.A. 4 22.8 0. 0. N.A. N.A. N.A. N.A. N.A. RISABase Version 2.10 [S:\JWME\Jobs\KHA\Verizon Wirel......Plate Equipment Platform-60608 August Manor.rbs] Page 4 Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 48 of 87 Company JWME January 27,2017 Designer WM Job Number : 9038184 Miami Shores Presbyterian Church Checked By: Anchor Bolt Results(continued) Combination Load Sets F Bolt Tens. Ib Vx Ib Vz Ib Fnt ksi ft ksi Fnv ksi fv(k§i) Unit A CE Strength 4 c 9 1.2DL+.5LL+1OL1 1 22.818 0. 0. N.A. N.A. N.A. N.A. N.A. 2 22.818 0. 0. N.A. N.A. N.A. N.A. N.A. 3 22.818 0. 0. N.A. N.A. N.A. N.A. N.A. 4 22.818 0. 0. N.A. N.A. N.A. N.A. N.A. ASCE Strength d 0 1.2 DL+.5LL+1OL2 1 22.818 0. 0. N.A. N.A. N.A. N.A. N.A. 2 22.818 0. 0. N.A. N.A. N.A. N.A. N.A. 3 22.818 0. 0. N.A. N.A. N.A. N.A. N.A. 4 22.818 0. 0. N.A. N.A. N.A. N.A. N.A. SCE Strength 5 1 1.2DL+.5LL 1 22.818 0. 0. N.A. N.A. N.A. N.A. N.A. 2 22.818 0. 0. N.A. N.A. N.A. N.A. N.A. 3 22.818 0. 0. N.A. N.A. N.A. N.A. N.A. 4 22.818 0. 0. N.A. N.A. N.A. N.A. N.A. AS CE Strength 6 a 12 .9DL+1WL 1 14.505 0. 0. N.A. N.A. N.A. N.A. N.A. 2 14.504 0. 0. N.A. N.A. N.A. N.A. N.A. 3 14.504 0. 0. N.A. N.A. N.A. •N.A! N.A. 4 14.504 0. 0. N.A. N.A. *N.A. eN.A• N.Q.•• • ASCE Strength 6 b 13 .9DL+1EL 1 9.467 0. 0. N.A. N.A! A. . N.A. . 2 9.467 0. 0. N.A. N. N.A. • N.A. • N.A • 3 9.467 0. 0. N.A. N.A. • N.A. N.A. N.A. 4 9.466 0. 1 0. N.A. N.A. TA. N. . N.Is•• AS E Strength 6 c 14 .9DL+1OL1 1 9.485 0. 0. N.A. N. • • .A. N.A. 2 9.484 0. 0. N.A. N.A.•0•*N.A. • N.A. N.A!•• • 3 9.484 0. 0. N.A. N.Ae•e•9N.A. • N.Av N.Ar•• 4 9.484 0. 0. N.A. N.A.• ••M.A. '. 41* N.A. • • AS CE Strength 6 d 15 .9DL+1OL2 1 9.485 0. 0. N.A. N.A. .A. N.,A. N.A. 2 9.484 0. 0. N.A. N.AeII.A. N.A N.A. • 3 A9.484 0. 0. N.A. N.A. N.A. •.N.A-• N.A. 4 0. 0. N.A. N.A. • N.A. , N.A. N. ..• SCE Strength 7 1 .9DL 1 0. 0. N.A. N.A.• M.A. 'OR..A. ' N.A. • 2 0. 0. N.A. N.A. N.A. N.A?• N.A. 3 0. 0. N.A. N.A. N.A. NAN4 0. 0. N.A. RISABase Version 2.10 [S:\JWME\Jobs\KHA\Verizon Wirel......Plate Equipment Platform-60608 August Manor.rbs] Page 5 Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 49 of 87 Company JWME January 27,2017 Designer WM Job Number : 9038184 Miami Shores Presbyterian Church Checked By: X Bolt X in Z in 1 0. 4.5 2 0. -4.5 a Z< • 1 2 F 12 in Geometry and Materials ,... Length 12.in Column Shape HSS4x4x4 Anchor Bolt Diameter .7510 • •••• ••••;• Width 12.in Column eX 0.in Anchor Bolt Material A307•• • • ••• • Thickness .5 in Column eZ 0.in Anchor Bolt Fu 60.Nsi.... �.. : ....:. Base Plate Fy 36.ksi Column to Edge Min(X) 1.in Anchor Bolt Fy 36.Irby.;.. Base Plate E 29000.ksi Column to Edge Min(Z) 1.in Anchor Bolt E 29000,k.%!. ;••••; Bearing Fp 2.763 ksi HSS Tube X-sides welded AB Stretch Length .5!no • •••••• Bearing Fc' 4.ksi HSS Tube Z-sides welded AB to AB Min Spacing in : • Pedestal Length 60 in Plain Base Plate Connection AB to Stiffner Min Spacing '• 1r?; Pedestal Width 15 in Vx Shear Lug NOT present AB to Column Min Spacing••110 • ••••;• Pedestal Height 8 in Vz Shear Lug NOT present AB to Edge Min Spacing ••1 in• • • Analyze Base Plate as Rigid AB Row Min Spacing : 1 in: • . ....:. Pp Based on AISC J8 Criteria Priority is AB to Edge Spying . :0 0 Steel Code: AISC 14th:LRFD Include Threads for AB DdsjyA ;••••; Concrete Code: ACI 318-11 (With IBC 2012 Amendments) AB Fv, Ft based on AISC Criteria • • AB Head: Hex NW Concrete Total AB Length: 7.in Seismic Reduction%: 0. Concrete NOT Cracked NO Supp.Reinforcement ABs NOT Welded to Base Plate NO Anchor Reinforcement Tension Anchor Reinf Bar Fy: N.A. Shear Anchor Reinf Bar Fy:N.A. Loads P Ib Vx Ib Vz Ib Mx Ib-ftMz Ib-ft DL 1064. LL 1857. WL -1895. 10. EL 6579. -6. Base Plate Stress and Bearinq Result Base Plate Stress(ksi) Bearing Pressure(ksi) Combination Load Sets Allowable ASIF U.C. Allowable ABIF U.C. MStrentth Strength 1 1 1.4DL 48.6 1. 0. 2.763 1. 0. A Strength 2 a 2 1.2DL+1.6LL 48.6 1. 0. 2.763 1. 0. A Strength 3 a 3 1.2DL+.5WL 48.6 1. .065 2.763 1. 0. A Strength 3 b 4 1.2DL+.5EL 48.6 1. .117 2.763 1. .008 A Strength 3 c 5 1.2DL+.5OL1 48.6 1. 0. 2.763 1. 0. A Strength 3 d 6 1.2DL+.5OL2 48.6 1. 0. 2.763 1. 0. An th 4 a 7 1.2DL+.5LL+1WL 48.6 1. 13 2.763 1. 0. An th 4 b 8 1.2DL+.5LL+1 EL 48.6 1. .234 2.763 1. .017 A CE Strength 4 c 9 1.2DL+.5LL+1OL1 48.6 1. 0. 2.763 1. 0. A CE Strength d 0 1.2DL+.5LL+1OL2 48.6 1. 0. 2.763 1. 0. SCE Strength 5 1 1.2DL+.5LL 48.6 1. 0. 2.763 1. 0. AS E Strength 6 a 12 .9DL+1WL 48.6 1. .13 2.763 1. 0. AS E Strength 6 b 13 .9DL+1 EL 48.6 1. .234 2.763 1. .017 RISABase Version 2.10 [S:\JWME\Jobs\KHA\Verizon Wirel......S\Base Plate(Wall Mount)-60608 August Manor.rbs] Page 1 Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 50 of 87 Company JWME January 27,2017 Designer WM Job Number : 9038184 Miami Shores Presbyterian Church Checked By: Base Plate Stress and Bearin_g Results(continued Base Plate Stress(ksi) Bearing Pressure(ksi) Combination Load Sets Allowable ASIF U.C. Allowable ABIF U.C. AS E Strength 6 c 14 .9DL+1OL1 48.6 1. 0. 2.763 1. 0. A E Strength 6 d 15 .9DL+1OL2 48.6 1. 0. 2.763 1 1. 0. SCE Strength 7 1 .9DL 48.6 1 1. 1 0. 1 2.763 1 1. I0. Bearinq Contours ®0. 0. 0. (ksi) (ksi) go.(ksi) 0. go. II ADL 1.2DL+1.6LL 1.2DL+.5WL Allowable :2.763 ksi Allowable :2.763 ksi Allowable :2.763 ksi •""• U.C. :0. U.C. :0. U.C. :0. ; �'• "" "";' 023 0. •• • ® 0. . ••. • (ksi) M(ks!) • (ksi).0220. • 0, • • • • 1.2DL+.5EL 1.2DL+.5OL1 1.2DL+.5OL2 Allowable :2.763 ksi Allowable :2.763 ksi Allowable :2.763 kji";'; U.C. :.008 U.C. :0. U.C. 0. • • ' • •••••• 0. 046 y' to. • i••••i • •••• : • • ®(ksi) r r ®(ksi) (ksi) 0. .045 0. 1.2DL+.5LL+1 WL 1.2DL+.5LL+1 EL 1i.2DL+.5LL+1 OL1 Allowable :2.763 ksi Allowable :2.763 ksi Allowable :2.763 ksi U.C. :0. U.C. : .017 U.C. :0. 0. 0. - 0. ®(ksi) 9(ksi) go. (ksi) 0. 0. 1.2DL+.5LL+1OL2 1.2DL+.5LL .9DL+1WL Allowable :2.763 ksi Allowable :2.763 ksi Allowable :2.763 ksi U.C. 0. U.C. :0. U.C. 0. 046 0. 0. (ksi) ®(ksi) ®(ksi) .045 0. 0. a .9DL+1 EL .9DL+1 OL1 .9DL+1OL2 Allowable :2.763 ksi Allowable :2.763 ksi Allowable :2.763 ksi U.C. : .017 U.C. :0. U.C. : 0. RISABase Version 2.10 [S:\JWME\Jobs\KHA\Verizon Wirel......S\Base Plate(Wall Mount)-60608 August Manor.rbs] Page 2 Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 51 of 87 • Company JWME January 27,2017 Designer WM Job Number : 9038184 Miami Shores Presbyterian Church Checked By: Bearin_g Contours(continued) 0. (ksi) 0. a .9DL Allowable :2.763 ksi U.C. :0. Base Plate Stress Contour __.. 0. __._. .._ 0. 3.153 ®(ksi) go. (ksi) ®(ksi) •••• 0. 9.9318'Ig�S�•• ��•�•� • II ADL 1.2DL+1.6LL 1.2DL+.5W L •••••• • • • Allowable :48.6 ksi Allowable :48.6 ksi Allowable :48.6 ksi .•.• • • :•••�: U.C. :0. U.C. :0. U.C. : .065 ',•�.' ;•'••' •.... 5.676 0. •• 0. • • ••••• (ksi) (ksi) ' (ksi) ' •':' • 2.052 0. .0' • . ..•..• •.••% 1.2DL+.5EL 1.2DL+.5OL1 1.2DL+.5OL2 ••: Allowable :48.6 ksi Allowable :48.6 ksi Allowable :48.6 ksi U.C. :.117 U.C. :0. U.C. 0. 6.306 11.351 0. M ®(ksi) ®(ksi) ®(ksi) .000198636 .104 0. 1.2DL+.5LL+1 WL 1.2DL+.5LL+1 EL 1.2DL+.5LL+1 OL1 Allowable :48.6 ksi Allowable :48.6 ksi Allowable :48.6 ksi U.C. :.13 U.C. : .234 U.C. :0. 0. 0. 6.306 { ®(ksi) ®(ksi) ® (ksi) 0. 0. .000198636 A M 1.2DL+.5LL+1 OL2 1.2DL+.5LL .9DL+1 W L Allowable :48.6 ksi Allowable :48.6 ksi Allowable :48.6 ksi U.C. :0. U.C. :0. U.C. :.13 RISABase Version 2.10 [S:\JWME\Jobs\KHA\Verizon Wirel......S\Base Plate(Wall Mount)-60608 August Manor.rbs] Page 3 ` l Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 52 of 87 Company JWME January 27,2017 Designer WM Job Number : 9038184 Miami Shores Presbyterian Church Checked By: Base Plate Stress Contours(continued) 11.351 0. 0. (ksi) (ksi) go.(ksi) .104 go. v I r .9DL+1 EL .9DL+1OL1 .9DL+1 OL2 Allowable :48.6 ksi Allowable :48.6 ksi Allowable :48.6 ksi U.C. : .234 U.C. :0. U.C. :0. 0. 1(ksi) 0. • • •••• •••••• .9DL • • • • Allowable :48.6 ksi •• • •• ••• •• U.C. 0. •••�•• •• • •••••• Anchor Bolt Results 0 •••• • Note:Fnt and Fnv shown below include phi factors. 00K.0 Combination Load Sets Bolt Tens. Ib Vx Ib Vz Ib Fnt ksi ft ksi Fry ksi :fv ksi Uni •••• SCE Strength 1 1 1.4DL 1 0. -744.8 0. N.A. N.A,• 0 oN.A. N.Q. N.A. . 2 0. -744.8 0. N.A. N. • • A. N.A N.J. • ASCE Strength 2 a 2 1.2DL+1.6LL 1 0. -2124. 0. N.A. N.A. N.A. •fl.A!• N.A. 2 0. -2124. 0. N.A. N.A. . K.A. N.A. N.A.*•. ASCE Strength 3 a 3 1.2DL+.5WL 1 473.744 -638.4 -2.5 N.A. N.A. A. .Q. . N. 2 473.745 -638.4 -2.5 N.A. N.A. N.A. N.A*• N.A. AS CE Strength 3 b 4 1.2DL+.5EL 1 0. -638.4 1.5 N.A. I N.A. N.A. N.A. N.A. 2 1 0. 1 -638.4 1.5 N.A. N.A. N.A. N.A. N.A. ASCE Strength 3 c 5 1.2DL+.5OL1 1 0. -638.4 0. N.A. N.A. N.A. N.A. N.A. 2 0. -638.4 0. N.A. N.A. N.A. N.A. N.A. AS CE Strength 3 d 6 1.2DL+.5OL2 1 0. -638.4 0. N.A. N.A. N.A. N.A. N.A. 2 0. -638.4 0. N.A. N.A. N.A. N.A. N.A. ASCE Strength 4 a 7 1.2DL+.5LL+1WL 1 947.489 -1102.65 -5. N.A. N.A. N.A. N.A. N.A. 2 947.49 -1102.65 -5. N.A. N.A. N.A. N.A. N.A. ASCE Strength 4(b)-(8) 1.2DL+.5LL+1E L 1 1 0. -1102.65 3. N.A. N.A. N.A. N.A. N.A. 2 0. -1102.65 3. N.A. N.A. N.A. N.A. N.A. ASCE Strength 4 c 9 1.2DL+.5LL+1OL1 1 0. -1102.65 0. N.A. N.A. N.A. N.A. N.A. 2 0. -1102.65 0. N.A. N.A. N.A. N.A. N.A. ASCE Strength d 0 1.2DL+.5LL+1OL2 1 0. -1102.65 0. N.A. N.A. N.A. N.A. N.A. 2 0. -1102.65 0. N.A. N.A. N.A. N.A. N.A. P.SCE Strength 5 1 1.2DL+.5LL 1 0. -1102.65 0. N.A. N.A. N.A. N.A. N.A. 2 0. -1102.65 0. N.A. N.A. N.A. N.A. N.A. ASCE Strength 6 a 12 .9DL+1WL 1 947.489 -478.8 -5. N.A. N.A. N.A. N.A. N.A. 2 947.49 -478.8 -5. N.A. N.A. N.A. N.A. N.A. ASCE Strength 6 b 13 .9DL+1 EL 1 0. ' -478.8 3. N.A. N.A. N.A. N.A. N.A. 2 0. -478.8 3. N.A. N.A. N.A. N.A. N.A. ASCE Strength 6 c 14 .9DL+101-1 1 0. -478.8 0. N.A. N.A. N.A. N.A. N.A. 2 0. -478.8 0. N.A. N.A. N.A. N.A. N.A. ASCE Strength 6 d 15 .9DL 101-2 1 1 0. -478.8 0. N.A. N.A. N.A. N.A. N.A. 2 0. 1 -478.8 0. N.A. N.A. N.A. N.A. N.A. SCE Strength 7 1 .9DL 1 0. -478.8 0. N.A. N.A. N.A. N.A. N.A. 2 1 0. -478.8 1 0. N.A. N.A. N.A. N.A. I N.A. RISABase Version 2.10 [S:\JWME\Jobs\KHA\Verizon Wirel......S\Base Plate(Wall Mount)-60608 August Manor.rbs] Page 4 Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 53 of 87 MIAMI SHORES 1/27/2017 3WA L141n, PRESBYTERIAN CHURCH HILTI HY 70 EPDXY Verizon Site#9038184 ANCHOR CHECK 602 NE 96th Street Site#9038184 HILTI HIT HY 70 Epoxy LEGEND UNIT DEFINITION INPU_ CALCUATIONS `R SULTS lbf IVIV3 kip 2 3 plf = 1•— psf= 1•— pcf= 1•— kip= 1 x 10 IV ksi= IJ— SF:= ftCF:= ft ft ft _ ft3 in —m Anchor Diameter�HS •'7U'- 4 •.• ease eeee.e . e aaaeea ae a aeae% f := 1500p Existing Grouted CMU Wall • c.ccrete 1 •••••• • • • .ase.. • a asssea aele • •saes Lembedment - 6.75in Embedment Depth of Bolt ..:..e .. .. . ...... Trisa.rnax~- (950)lb, Maximum Factored Tension Load on Single Bolt (From RISABAS4 Model) • •••••• a .. a ese Vrisa.y.max (1103)lbf Maximum Factored Y Shear Load on Single Bolt (From RISA BASE Model) ••e Vrisa.z.max - (5)lb � Maximum Factored Z Shear Load on Single Bolt (From RISA BASE Model) Vrisa.max La:y.max2+ Vrisa.z.11 0x2=(I.103)•kiplVlaximum Shear Component on Single Bolt HIT-HY-70 Hybrid for Masonry Construction 3.2.7 3.2.7.3 Technical data Table 2`-HIT-HY 70 allowable adhesive,bond tension loads for threaded rods and"reinforcing bars in'the face of grout-filled concrete masonry'wal s'•,-i..ce.7.2 zp3ung° Edge distanc$m Load Nonincl Effective critical Minimum Load Critical h5nimwnTreductionanchor Rebar embedment Tension. _ reduction cu diameter stm in.(mm)" ib l4d+f}Q in:(mmi :in.(mm) factor V�3 s _` in-� in.(mm)3-3/8 1.240 13.5 123/8 3 (5-5) (342.9) 0.70 1304.8) 1 4 T/2 2.035 1e 0-70 (M 0.76 (115) (9-0) (457-1) 5-5/8 2,840. M-6 4(10 '20 4(10 ) 5/s (143) (92.6) (571:5) 050 (508) 0.71 ?- 20 sr's s 17/) 0'6.91 (685-8) 0.50 ( 81 Dees S:\JWME\Jobs\KHA\Verizon Wireless 1 of 5 Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 54 of 87 MIAMI SHORES 1/27/2017 ngineering,tLC PRESBYTERIAN CHURCH HILT) HY 70 EPDXY Verizon Site#9038184 ANCHOR CHECK 602 NE 96th Street Site#9038184 Table 3-HIT-HY 70 allowable adhesive.bond shear loads for threaded"rods.arid;reinforcing bars in the face ,of al,&iit,fi116 iconcrete inasanry wallsr•=x.`.`�a:�.= .,paut,ga r � Lard reduction factor Load c„U Nominal Ffrective C3ifiCaa MFinimum rediic n Gsti6W M6nhWM Load Land s�nchor Rebar embecknEnt mar rxlor 0 c t: perpendicular paraw "-eter size -in-(mrn t' b W 'in--'(mm) in.(mm): �," in:'(mm} -in. to edge to edge 3/8 3 :3-3/8 850 13.5 1.00 12 0.88 1.40, '( .g) 1 .81. 1j i 4-1,x' 1,40 18 t no 12 0A9 1.OQ (11 (6.71 1=157:31 1304.8i his 5 ?615 `5 40211 aso 0: 0 0.76 (11 111.61 P71,5) { ! s / a a7�� o-5o? 20 oss •a60 • 6 a �.. • 1 0400 0000.. (172) (38.2J (680.8} til.'. • • • • ';t Ali vabas aro far.anaux=tts:r-�ftea n y grasaad conciata m. anry tints mnimrm ma:unry prran s angEa 011. Pa+-Concrete masaroryvoter=tsar bqt rt. •• medium-woxjrit.o:irr-zvy-v.�aiC`FrC'ranforning ta.i+.y'"•rfA C90.AllavrYila ion ara'ealcvlatod scan,is calf+a-:oi d 5 000000 so 0 *00000 -.__ .s. - .. 44,44 ,2 AnchiIXz'may ba in-talladin any Ixatian it ihaiaco aftha ma:aniy wait xMudirg Fail."b,-zra mortar font:Ahctwr bra.hiridaa t�"rhiy[ail. 0 • • 3 Uv"instar poLmen of b valuazaatx s.oe rr.n purrWemq is,ti and errowl:racing 4.12nd ba wean mnimwn alga di=ica fc—„i acrd ei6FZ;alga tli:tanco lc�j *0090 • i:pernidtacL, 0 0, -0 Canczata�n—on tMOxa:-rtz=ba equal to or tadmtihsii t: � _ .''•,. 0444 - . �,. .-s- -, ,. ..._4444 ..., . r!'. g .5 tarso'tho anchor ar+agdmaii2 dopM'.ExCEpIION_the Sj&yricfi�"ancY.tio6,1f md9"dumasu'anr_brn: 00004 INo 5 aridfw'6 aaisl may ha n:alkd n minen�m n jrI=iy 8-Ina;i ihictr bot ctNa ma:oitry. ..0fee" q• • • 5 Vlhaitnnw fee ilamwor 00• • xund i4•Fli 0 0. 0imn:using tha attwmt- vo ba;;c load c6ntbifi.on m RC Sact bn i 685,32 that mill bda socmic ur'wind ford:;tatxtl5adlowatilaODkL&*ybo incraavGd`bp 33.1f3 •••••• parcari.'rx the-�rtana4vdb>:ic 1aad:comCinatons rrtary,:ba rcducatl by a..factat'af 0 75.. - .. i • 6 AllowableJaad.must ha'tiwa lacca of ttw adiurtad masarry d aaxrd tabufatad valves:end ttia':mot valuac given in tatik 4. 000000 e •0 7 Tabuiatoh:h =bto bade i�61 ha Ldpbad{vr+ncroscod Inaba it rsrul som�poratsvo ai accordanco with fiquro 12 - • • 0000•••.• • • & rroee'or'nmoreeto:��:nq.IT, X;e„sl'.�-N.re/ .e.. 'dt ,,, • • • • • wharan=5s+3for 316-and 1,t2-Inch dramataz IND.:G laid"No.3 rabarl ad n-tfa"5,.^e-ai+da%A+nci:r"aiariiata lNo.S and Nofiiabai• • • 0••••• 9 'Tho c-ileal:Fxing..c.e ric anctux app mg wliara{utl koad`+aluo::eru.Y tib u...i Tha rianim oh ipacrig -,r;,r.the rnrrur m anti zpw N�cti wtrch'.v�-.aruw0aro • • avaitabta anti n:tallaLon i<racommairtldatl.SPacng-i.?rAa»rad fiam.tha cwrWoi one amluv to Viacon*w ofan ... _ •• ,6 Tho critical edge dicanca;cN is tw adgo di tnca vvtara°ufi load'rlSas may be iiaod: do mirvnrim'adga Ectiixo c 'r.!}ia rnirimvm adga diaxa for#ich vatic:bra av '.lYia xd instaratan z:racotrrrandad.Eriga tic;t;Fvco r-.nvaa irad.fiam ttia can[x vF tfa anchor to'4'ra ek:ast Aga,. II, mtiodmamdeath:meaancdfchrrr nQ'10 tdafaccoftheconcrotw;r'somyvri:L` .12 La:d iaductort fartIX:bra:rwfco at-,Bohr zpacrrrg and utgri ;t:nca load iadvctiort-iacmr mire da eoacirtazod: Lead 112.fol anc!nr rrstaiiad a;ken t�W--and C,:MLkat be rnuitpbad tvj Ota appropitato told ioductlrn bactor,bawd ors actual cdg5::r1L-tanca Ici end:pQcinq 4:'l. t Linear Interpolation of Allowable Adhesive Bond Tension Loads Tension: Crtical Spacing t TSpacingdg:= 271 i Critical Spacing TSpacingmin.— 4in Minimum Spacing 1 TSpacingallow:= gin' Currenting Spacing r — 38101bf, Allowable Design Tension Capacity for HILT[ HY 70 Epoxy at Critical Spacing 1-HY70.dgn•— fs.STension:= 0.50 Adjustment Factor of Allowable Load At Minimum Spacing THY70.min:= THY70.dgn'fs.STension= 1901 IV Allowable Design Tension Capacity at Minimum Spacing (THY70.dgn—THY70.min)•(TSpacingallow—TSpacingmin) THY70.allow:= THY70.min+ =2236.3041bf (TSpacingdgn —TSpacingmin) S:\JWME\Jobs\KHA\Verizon Wireless 2 of 5 r Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 55 of 87 MIAMI SHORES 1/27/2017 ng'sneeting,LLG PRESBYTERIAN CHURCH HILTI HY 70 EPDXY Verizon Site#9038184 ANCHOR CHECK 602 NE 96th Street Site#9038184 UC Trisa.max = 0.42 Unit Code for HILTI HY 70 Epoxy for Tension Loading T.HY70�_ ( ) Y P Y 9 THY70.allow Tension: Edge Distance TEDistance.dg = 20in Critical Edge Distance n TTEDista = 4ir} Minimum Edge Distance e nce.min TE ce.allow•= 20in Currenting Edge Distance •••• stana Di • • • • •.•• .Y•••• rT - 381O1b Allowable Design Tension Capacity for HILTI HY 70 Epoxy at."Urj1 Edg4 piAaace ....:. ED.dgn - � f d Adjustment Factor of Allowable Load At Minimum Edge Distance O. sED.Tenslon 9 .... ..... T 2514.6 lbf •• ED.min - ED.dgnf' sED.Tension -- Allowable Design Tension Capacity pt lu mVum Edge Distance . . . . .•.... (TED.dgn-TED.min).(TEDistance.allow-TEDistance.min� • • "Ole* • • ;"'•; TED.allow:= TED.min+ =3M lb? . (TEDistance.dgn-TEDistance.min) Trisa.max UCT.ED:= T =(0.25) Unity Code for HI LTI HY 70 Epoxy for Tension Loading at Edge Distance ED.allow Linear Interpolation of Allowable Adhesive Bond Shear Loads Shear: Crtical Spacing \USpacingdgn:= 27in Critical Spacing VSpacingmin:=4in Minimum Spacing VSpacingallow:= 8in' Currenting Spacing 1 VIlY70.dgn:= 40901b f Allowable Design Shear Capacity for HILTI HY 70 Epoxy at Critical Spacing fs,SShear;_ �50 Adjustment Factor of Allowable Load At Minimum Spacing VHY70.min:= VHY70.dgn•fs.SShear=2045 lbf Allowable Design Shear Capacity at Minimum Spacing (VHY70.dgn-VHY70.min)'(VSpacin9allow-VSpacingmin) VHY70.allow%- VHY70.min+' =2400.6521bf (VSpacingdgn -VSpacingmin). S:\JWME\Jobs\KHA\Verizon Wireless 3 of 5 Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 56 of 87 MIAMI SHORES 1/27/2017 ngineerirz9 11C PRESBYTERIAN CHURCH HILTI HY 70 EPDXY Verizon Site#9038184 ANCHOR CHECK 602 NE 96th Street Site#9038184 UC Vrisa.max = 0.46 Unit Code for HILTI HY 70 Epoxy for Shear Loading at S acin V.HY70�_ � ) Y P Y 9 p 9 VHY70.allow Shear: Edge Distance VEDistance.dgn•=• 20i . Critical Edge Distance - 4 VED•stance.min 4 n Minimum Edge Distance � • � nce.allow•- 20 n Currenting Edge Distance D�sta •�� • • 0000 0..000 vED.d 40901bf Allowable Design Shear Capacity for HILTI HY 70 Epoxy at Cntioel edge Distartoe• •• 0.000• •• • 0000•0 • 000006 • 0 • ..0000 Load Perpendicular To Edge •..• • . • • • . 0000•. 0000 • 00006 f 0.26 Adjustment Factor of Allowable Load At Minimum Edge Distw16:t125*d Pe4WOLVlar) ..•••• sED.Shear1 = •• •• . 0000:9 • • • • VED.minl*:= VED.dgn'fsED.Shearl = 1063.41bf Allowable Design Shear.Capacity arMinir um Edge.Di'siance :..•0. V V + `VED.dgn -VED.minl)'(VEDistance.allow-VEDistance.min) =40901bf ED.allowl ED.minl (VEDistanceAgn-VEDistance.min) Vrisa.max UCV.ED1 := V =(0.27) Unity Code for HILTI HY 70 Epoxy for Shear Loading at Edge Distance ED.allowl Load Parallel To Eatre f ear2 •-0 Adjustment Factor of Allowable Load At Minimum Edge Distance (Load Pararllel) sED.Sh VED.min2 VED.dgn*fsED.Shear2 =2454lbf (VED.dgn-VED.min2XVEDistance.allow-VEDistance.min) VED.allow2'= VED.min2+ =4090lbf (VEDistance.dgn-VEDistance.min) Vrisa.max UCV.ED2 =(0:27) Unity Code for HILTI HY 70 Epoxy for Shear Loading at Edge Distance VED.allow2 S:\JWME\Jobs\KHA\Verizon Wireless 4 of 5 Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 57 of 87 MIAMI SHORES 1/27/2017 crgineering,Ltd PRESBYTERIAN CHURCH- HILTI HY 70 EPDXY Verizon Site#9038184 ANCHOR CHECK 602 NE 96th Street Site#9038184 1 Unity Codes For Combined Loading 5 5 Unity Code Combined Loading for Spacing UCCombined.Loadingl (UCT X70)3 + (UCV.HY70�3 (0.51) 5 5 3 3 Unity Code Combined Loading for Edge .Loading UCCombined2 •= UCT.ED + UC =(0.21) ._ �. � V.ED1� Distance(Perpendicular) i 5 5 Unity Code Combined Loading for Edge E6mcoly bined.Loading3 :_ UCT.ED)3 (UCV.ED2)3 (0.21) Distance(Parallel) • . •... •..••. • •••••• • • ••••• • • • • • •••••• V S:\JWME\Jobs\KHA\Verizon Wireless 5 of 5 Miami Shores Presbyterian Church 9038184 Structural R 7 www.hilti.us Profis Anchor 2.4.6 Company: JWM Engineering Page: 1 Specifier: SB Project: August Monor Address: 4915 NW 43rd Street,Gainesville,FL Sub-Project I Pos.No.: Site#9038184 Phone I Fax: Date: 1/27/2017 E-Mail: Specifier's comments:Miami Shores Presbyterian Church 1 Input data .. Anchor type and diameter: HIT-HY 200+HAS 112 Effective embedment depth: hef,opti=2.750 in.(hef,!Imk=4.750 in.) Material: 5.8 Evaluation Service Report: ESR-3187 Issued I Valid: 1/1/2014 13/1/2014 Proof: design method ACI 318/AC308 Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor plate: Ix x ly x t=12.000 in.x 12.000 in.x 0.500 in.;(Recommended plate thickness:not calculated) Profile: Square HSS(AISC);(L x W x T)=4.000 in.x 4.000 in.x 0.250 in. 000* Base material: uncracked concrete,3000,fc'=3000 psi;h=6.000 in.,Temp.short/long: 2/32-F '*000 ..•••• Installation: hammer drilled hole,installation condition:dry •• • I• :0 : • • • • Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforMFh1j:tVesent •• • •••'•' edge reinforcement:none or<No.4 bar "'•" :•••• Seismic loads(cat.C,D.E,or F) no ,"". ;•••:• •••• • ••••• Geometry[in.]&Loading[lb,in.lb] "'•" • • •• •• • •••••• • LIN J , <4�10 9 o _Y-- Ch i Ir r — X Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan Miami Shores Presbyterian Church 9038184 Structural R 7 www.hiltims ProfisAnchor 2.4.6 Company: JWM Engineering Page: 2 Specifier: SB Project: August Monor Address: 4915 NW 43rd Street,Gainesville,FL Sub-Project I Pos.No.: Site#9038184 Phone I Fax: I Date: 1/27/2017 E-Mail: 2 Load case/Resulting anchor forces Load case:Design loads 02 03 y Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 588 0 0 0 2 588 1 0 0 0 x 3 588 0 0 0 Tension 4 588 0 0 0 max.concrete compressive strain: -1%01 max.concrete compressive stress: -[psi] resulting tension force in(xty)=(0.000/0.000): 2351 [lb] resulting compression force in(x/y)=(0.000/0.000):0[lb] 01 04 • 3 Tension load • . . .... ...... Load Nua[lb] Capacity+N„[lb] Utilization - N./�Nn • �f3tt�5 ••• • Steel Strength* 588 6688 0 OK Bond Strength** 2351 12515 19.••• OK �'•'• Concrete Breakout Strength— 2351 9240 216.•••• : •OK ••••• *anchor having the highest loading **anchor group(anchors in tension) •••••• • • ""'• 3.1 Steel Strength ' Nsa =ESR value refer to ICC-ES ESR-3187 : • : . • .•••:• Nsteel>Nua ACI 318-08 Eq.(D-1) i • • • • • • • Variables •• • ••• : • n Ase,N[in.2] futa[psi] 1 0.14 72500 Calculations Ns.[Ib] 10290 Results Ns.[lb] msteel Nsa[lb] Nue[lb] 10290 0.650 6688 588 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan i Miami Shores Presbyterian Church 9038184 Structural R';�AQIAWPRAN am i 7 www.hilti.us Profis Anchor 2.4.6 Company: JWM Engineering Page: 3 Specifier: SB Project: August Monor Address: 4915 NW 43rd Street,Gainesville,FL Sub-Project I Pos.No.: Site#9038184 Phone I Fax: I Date: 1/27/2017 E-Mail: 3.2 Bond Strength ANa Nag — \ANaO/ Wed,Na II/g,Na Wec,Na Wp,Na Na0 ICC-ES AC308 Eq.(D-16b) Nag >_Nua ACI 318-08 Eq.(D-1) AI =see ICC-ES AC308,Part D.5.3.7 ANao =Scr,Na ICC-ES AC308 Eq.(D-16c) s1 Na =20d 145Tk,uncr 0:53 haf ICC-ES AC308 Eq.(D-16d) -s�—Na ICC-ES AC308 Eq.(D-16e) Ccr,Na 2 Wed.Na =0.7+0.3�Ca—''min)5 1.0 ICC-ES AC308 Eq.(D-16m) Ccr,Na S 0.5 Wg•Na =Wg,NaO+ [(�-1 '(1 -Wg,Na0), 1.0 ICC-ES AC308 Eq.(D-16g) Scr,Na 1.5 kVg,NaO _ ,In_r )• / Tk'c \ z 1.0 ICC-ES AC308 E D-16h ik,max,c kc Tk,max,c= .d het'fc ICC-ES AC308 Eq.(D-16i) •••••• Wec,Na — 1 + 2eN 1 5 1.0 ICC-ES AC308 Eq.(D-16j) •••• • •• 0•0 •• scr,Na •••••• •'• • •••••• Nao =Tk,c•Kbond'7E'd •hef ICC-ES AC308 Eq.(D-16f ••• •• • • • Variables •••••• :'•••:• • • •••• • ••••• • • Tk,c,uncr[Psi] danchor[in.] hef[in.] Ca min[In.] Savg[In.] n NT•• Tk,c1Ps11 • ••••• 1880 0.500 2.750 3.000 7.500 4 • • J&WO••• •• kc fc[psi] •• • ••••••[psi] ec1,N[in.] ea,N[in.] Cac[in.] Kbond•••••• f • • 24 3000 0.000 0.000 4.647 1.00• 0 • • • • • • •••••• Calculations • ••••• • • Scr,Na[in.] Ccr,Na[in.] AN.[in.21 AN.0[in.2] Wed Na Tk max[PSI)*• • ••• • • • 8.250 4.125 198.00 68.06 0.918 1388 •0 Wg,NaO Wg Na Wec1 Na Wec2 Na Wp Na Na0[lb] 1.000 1.000 1.000 1.000 0.888 8119 Results Nag[lb] Obond Nag[lb] Nua[lb] 19253 0.650 12515 2351 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan Miami Shores Presbyterian Church 9038184 Structural R 7 www.hilti.us Profis Anchor 2.4.6 Company: JWM Engineering Page: 4 Specifier: SB Project: August Mon'or Address: 4915 NW 43rd Street,Gainesville,FL Sub-Project I Pos.No.: Site#9038184 Phone I Fax: I Date: 1/27/2017 E-Mail: 3.3 Concrete Breakout Strength Ncbg = (AN.0 Yec,N Yed,N Wc,N ycp,N Nb ACI 318-08 Eq.(D-5) NN>_Nua ACI 318-08 Eq.(D-1) ANC see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) ANS =9 hf ACI 318-08 Eq.(D-6) 1 Yec,N = 1 +2 eN <_1.0 ACI 318-08 Eq.(D-9) 3 het Wed N =0.7+0.3 !Ca,min\:5 1.0 ACI 318-08 Eq.(D-11) `1.5hef WcPN =MAX Savin 1.5hef5 1.0 ACI 318-08 Eq.(D-13) `` Cac Cac ) Nb =kc)v 4—c hefs ACI 318-08 Eq.(D-7) Variables 1 1 1 f 1 hef[in.] ec1,N[in.] ec2 N[in.] Ca min[In.] WcN •••• 2.750 0.000 0.000 3.000 1.000 • • • • •••• •••••• Cac(in.] kc 21 fc[psl] •' • • • 4.647 24 1 3000 •••i•• •• • •••••• + Calculations •••••• i•••i• • • ANc[in.I AN.[in.2] Wec1 N Wec2 N Wed N WcP N• • • Nb:lb] • •••••• 198.00 68.06 1.000 1.000 0.918 0.888 • • 599E•••• •• •• • •••••• Results 00 • Ncbg[Ib] Owncrete Ncba[Ib] Nua[lb] • • • •••••• 14215 0.650 9240 2351 •••••• • . • • • r i r Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan i Miami Shores Presbyterian Church 9038184 Structural Rk.912 lie 191 i iii HP li 7 www.hilti.us Profis Anchor 2.4.6 Company: JWM Engineering Page: 5 Specifier: SB Project: August Monor Address: 4915 NW 43rd Street,Gainesville,FL Sub-Project I Pos.No.: Site#9038184 Phone I Fax: I Date: 1/27/2017 E-Mail: 4 Shear load Load V„a[lb] Capacity+V,[Ib] Utilization Py=V„a/#V„ Status Steel Strength* N/A N/A N/A N/A Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength(Bond Strength controls)* N/A N/A N/A N/A Concrete edge failure in direction'* N/A N/A N/A N/A *anchor having the highest loading **anchor group(relevant anchors) 5 Warnings • To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor.Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered.The anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the loading! • Condition A applies when supplementary reinforcement is used.The 0 factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to your local standard. 00000* • Design Strengths of adhesive anchor systems are influenced by the cleaning method.Refer to the INSTRUCTIC:4S F.0%USE given*Indhe 660%1111 Evaluation Service Report for cleaning and installation instructions •• • • ••• ' • The ACI 318-08 version of the software does not account for adhesive anchor special design provisions correspMd?rZ16 overhead applications.•0000* • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relgvant standard! •••• •••• 09600 Fastening meets the design criteria! 0090 ' . ...... . . ..... ....% .. .. . ...... . . • . . . . ...... Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan Miami Shores Presbyterian Church 9038184 Structural R iR 21 t lip is 1 7 www.hilti.us Profis Anchor 2.4.6 Company: JWM Engineering Page: 6 Specifier: SB Project: August Morior Address: 4915 NW 43rd Street,Gainesville,FL Sub-Project I Pos.No.: Site#9038184 Phone I Fax: I Date: 1/27/2017 E-Mail: 6 Installation data Anchor plate,steel:- Anchor type and diameter:HIT-HY 200+HAS,1/2 Profile:Square HSS(AISC);4.000 x 4.000 x 0.250 in. Installation torque:360.001 in.lb- Hole diameter in the fixture:df=0.563 in. Hole diameter in the base material:0.563 in. Plate thickness(input):0.500 in. Hole depth in the base material:2.750 in. Recommended plate thickness:not calculated Minimum thickness of the base material:4.000 in. Cleaning:Premium cleaning of the drilled hole is required y 6.000 6.000 0 • •• • • k 02 • •• • •• 0000•• • •• • ••• • • • • • . 0000• •• • 0000•• • 0000• • • • O 0000•• 0000 • • • • •••• 0000 0000• • • 0000• • • 0000• • 0000•• •• •• 9 0.09.0 • 0000• • • 9 0 • 0 • • 00.000 •a•00• ! • • • • • • •0•0 0• • � x 0 0 t 1 4 r o 0 3.000 6.000 3.000 Coordinates Anchor in. Anchor x y C-x C+x C-y c+y 1 -3.000 -4.500 3.000 9.000 2 -3.000 4.500 3.000 9.000 3 3.000 4.500 9.000 3.000 t 4 3.000 -4.500 9.000 3.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan k Miami Shores Presbyterian Church 9038184 Structural R 7 www.hilti.us Prof,,Anchor 2.4.6 Company: JWM Engineering Page: 7 Specifier: SB Project: August Monor Address: 4915 NW 43rd Street,Gainesville,FL Sub-Project I Pos.No.: Site#9038184 Phone I Fax: I Date: 1/27/2017 E-Mail: 7 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. • • • • • •••••• •••••• Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 65 of 87 MecaWind Pro v2 . 2 . 7 -0 per ASCE 7 -10 Developed by MECA Enterprises, Inc. Copyright www.mecaenterprises.com Date 11/3/2016 Project No. August Manor (Miami Shores Pre Company Name JWME Designed By SB Address 4915 NW 43rd Street Description Antenna Mount City Gainesville Customer Name : Verizon Site #60608 (9038184) State FL Proj Location Miami Shores, FL File Location: S:\JWME\Jobs\KHA\Verizon Wireless\60608 - AUGUST MANOR\CALCULATIONS\MECA Wind Antenna Loads - 60608 August Manor (Antenna) .wnd Input Parameters: Other Structures & Building Appurtances MWFRS (Ch 29) Basic Wind Speed(V) = 175.00 mph Structural Category = II Exposure Category = C Natural Frequency = N/A Flexible Structure = No 6 Importance Factor = 1.00 Kd Directional Factor = 0.85 Alpha = 9.50 Zg = 900.00 ft At = 0.11 Bt = 1.00 Am = 0.15 Bm = 0.65 Cc = 0.20 1 = 500.00 ft Epsilon = 0.20 Zmin = 15.00 ft B - Horizontal Dim. = 1.22 ft Ht- Grade to Top of Sign= 8.00 ft W - Sign Depth = 0.61 ft S - Vertical Sign Dim. = 6.00 ft Bs- Ratio of B / S = 0.20 Sh- Ratio of S / Ht = 0.75 E - Solidity Ratio = 100.00 Elb - Base Elevation = 112.00 ft Gust Factor Calculations 0600 Gust Factor Category I Rigid Structures - Simplified Method • • Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85 • 6 0006 00.0:0. Gust Factor Category II Rigid Structures - Complete Analysis • • • • Zm: 0.6*Ht = -15.00 ft 60.006 0• • 066060 lzm: Cc*(33/Zm)'0.167 = 0.23 000000 • �•60•i Lzm: 1*(Zm/33)"Epsilon = 427.06 ft 6060 • • • • Q: (1/(1+0.63*((B+Ht)/Lzm)A0.63))A0.5 = 0.97 0 0 0000•• 0000 • 0000• Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.91 • • ••6••• • • 0000• Gust Factor Summary 006000 60000 6.0000 Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 0 •0. • 00• • • Design Wind Pressure - Other Structures 0 6 • • • 0.0060 Elev Kz Kzt qz W_Pres_Cf( 1.74) 6 9 :•••6• • • ft psf psf 0 060 • 0s• • •0000: 120.00 1.32 1.00 87.641 129.62 66 118.00 1.31 1.00 87.332 129.16 116.00 1.31 1.00 87.018 128.70 114.00 1.30 1.00 86.700 128.23 Note: W Pres Cf is Wind Pressure based on Cf(Force Coefficient) Figure 29.4-1: Wind Loads for Solid Signs & Freestanding Walls Case A Case.B a 3 f ' + f F 3 a 1�aye �C Cf - Force Coefficient = 1.74 Rd - Reduction Factor (1-(1-E)^1.5) = 1.00 Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 66 of 87 Kz = 1.32 Kzt = 1.00 Qz = 87.64 psf Wind Pressure at Elevation 120 ft = 129.62 psf Notes: 1) Signs with openings comprising < 30% of gross area are considered solid signs 2) Force Coefficients for solid signs with openings shall be multiplied by Rd 3) Case C only applies when Bs >= 2 00*0 •••••• •• • •••••• • •••••• • • ••••• • • •••••• •••••• • Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 67 of 87 MIAMI SHORES 11/3/2016 ngineerirvg,UZ PRESBYTERIAN CHURCH Verizon Site#9038184 WM100 Flush Mounted Antenna Connector 602 NE 96th Street Calcs ANTENNA FRAME CHECK USING CONNECT-IT WM100 (FLUSH MOUNTED) LOADING CALCULATIONS Unit Definition ASCE 7-10 (CH 29) Define miscellaneous unit variables. Ibf _ lbf lb � kip = c := k' 10001b k '•= SF:— ft CF:— ft ft ft2 ft3 int Site Location .... MIAMI SHORES PRESBYTERIAN CHURCH ""• Verizon Site#9038184 602 NE 96th Street Miami Shores, FL 33128 Miami-Dade County „• ;""' .. .. ...... . . .. .. .. .. . .. ... Codes Design Codes: 2014 Florida Building Code • Reference Codes: ASCE 7-10 • :. .•: Assumptions: • The capacity of the antenna support frame is based upon the manufacturer's specfications and overall rating based upon the provided wind speed and height. E S:\JWMEUobs\KHA\Verizon Wireless\60608- Designed by:WM-SB MathCAD Page 1 of 5 AUGUST MANOMCALCULATIONS\Connect- It WM100 Mount(Flush Mounted).xmcd Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 68 of 87 MIAMI SHORES 11/3/2016 ngsneerinq,LLG PRESBYTERIAN CHURCH Verizon Site#9038184 WM100 Flush Mounted Antenna Connector 602 NE 96th Street Calcs Loads Vwind.Speed 17' Input required wind speed Exposure C Select Building Exposure Category as define in ASCE 7 or FBC Input antenna structure information Antennac, AGL:= 112f Height above grade center line of antenna . . ••.• •.•... • • • • •• • • ... • W;-_Wind Pressure calculations-hidden '••••• The antenna frame rating are based upon a wind speed if 181MPH and 120 ft hieght.To cor4ot fss this at•• • •• ", other heights and wind speed a correction factor is computed for the lateral loading values. 90600* • • •• •• • • .••••• • gz.120ft.181mph 111.7psf Manufacturer's assumed base pressure(scaled to method taeQ in thiSreport) •. •:• z=91 sf Actual base pressure • • gz.120ft.181mph CFWind.current.conditions = 1.2 This CF can be used to increase or decrease allowable area qz exposed to wind to allow for different heights and different wind speeds than the single value computed by the manufacturer(Connect-IT). Proposed Equipment List for sector E_itemsmax.number 2 i:= 0..(E_itemsmax.numbcr— 1 j:= 1 ..(E_itemsmax.number— 1 i. S:\JWME\Jobs\KHA\Verizon Wireless\60608- Designed by:WM-SB MathCAD Page 2 of 5 AUGUST MANOR\CALCULATIONS\Connect- It WM100 Mount(Flush Mounted).xmcd } Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 69 of 87 MIAMI SHORES 11/3/2016 AR E ect�ng,tiC PRESBYTERIAN CHURCH Verizon Site#9038184 WM100 Flush Mounted Antenna Connector_ 602 NE 96th Street Calcs 0 "Name" "Height" "Width" "Depth" "Weight" 1 "X7CAP-465+bracket" 50.5 12.5 7.1 37.4 2 "X7CQAP-465-V+bracket" 50.5 14.6 7.1 47.2 3 "X7CAP-665+bracket" 72 12.5 7.1 47.2 4 "FHF13-PRU" 25.1 12.6 7.8 51 5 "DiPlexer DBC-7CAP" 11.60 10.50 1.9 8 6 "AXP 19-60 antenna+bracket" 69.1 6.7 4.1 28.2 MasterList:= 7 "BC0030F1V1-1" 9.8 7.9 2.8 11.9 8 "X7CQAP-665-V+bracket" 72.0 14.6 7.3 58.2 z 9 "DiPlexerTBC0030F-1V1" 57 22.2 4.9 38.1 10 "Smart Bias T" 5.7 3.7 2.0 1.8 11 "" 9.1 8.7 4.1 17.6 000000 12 "" 25.1 18.8 12 108 : .•. •••• •.• �• 13 "" 51.1 14.7 5.2 41.9 14 "" 10 8.6 4.7 22 •••i•• • • • • • •••••• •• ••• Itemssector (0) •• •• • • :00:0: • *000 • • • • • ItemsListsector. MasterList `` •• • 000 • 0 (ameItemssector. l l •• "N1 " / ItemsListsector- (.X7CQAP-665-V+brackeV ItemsAreasector. MasterList 1 MasterList \ in in (Itemssector]>2/ �Itemssectorl,3l ItemsAreasector 0 "Wind Area" "Wind Area"l 2 ItemsAreasector= in 1051.2 J S:\JWME\Jobs\KHA\Verizon Wireless\60608- Designed by:WM-SB MathCAD Page 3 of 5 AUGUST MANOR\CALCULATIONS\Connect- It WM100 Mount(Flush Mounted).xmcd Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 70 of 87 MIAMI SHORES 11/3/2016 �gitecrin+3,tiG PRESBYTERIAN CHURCH Verizon Site#9038184 WM100 Flush Mounted Antenna Connector 602 NE 96th Street Calcs AREAtotat y ItemsAreasector.= 1051.2-in2 J WTtotat MasterListItemssector I Ibf=58.21bf J�51 J 1 / 1 l 1 1� F �Y�fr� 1 � ai r i -s�E y 1�' .t •.•. rt d� • • • 0000 000•0•• • • 'I ! �1 ••• • • 0000•• •. • *04000 1 Irl •..•.• ..: q1 0000 • . • • 0000.. •••0•• • .. .• I4 • 00 00 0 0000.. • 0000.. • . 0• ..•.•. a� t • 7. DO NOT EXCEED THE FOLLOWM LOAD 6GHT &.AREA L INIT C MAX COMRNED LOAD WEIGHT 230 LBS. MAX COMMNED'LDAD FORCE PA) IJ30 LBS. MAX- COMMNED LOAD AREA AT 181 MPH'(V ULT} OR 140 MPH (V ASOk t87t1 SQA MAX COMBINED IOAD AREA AT 194 MPH (V ULT( OR EO MPH (V ASD), 1,625 SO.-N. 8. LOAD WE1t'IT (DEAD WEIGHTI 15 THE COMBINED WEIGHT OF ALL ANTENNAS &.ASSOCIATED HARDWARE. 9. _LOAD AREA IS THE MAMMIN COMBINED PROJECTED AREA OF ALL ANTENNAS b ASSOCIATED HARDWARE' n 'LOAD RATING DEIEiMN D N ACCORDANX WITH ANSUTIA-EIA-222-G-2, FLORIDA K LDING CODE 2010, AND ASCE 7-0. ANTENNA CL HEIGHT : 120' RISK CATEGORY ; II WIND DIRECTION FACTOR : OAS EXPOSURE.CATEGORY : C TOPOGRAPHIC FACTOR : tOO GIST EFFECT FACTOR : 0.85 FORCE COEFFICIENT : IJ ICE THICKNESS : 0' S:\JWME\Jobs\KHA\Verizon Wireless\60608- Designed by:WM-SB MathCAD Page 4 of 5 AUGUST MANOR\CALCULATIONS\Connect- It WM100 Mount(Flush Mounted).xmcd 4 Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 71 of 87 MIAMI SHORES 11/3/2016 ngyneering,tlC PRESBYTERIAN CHURCH Verizon Site#9038184 WM100 Flush Mounted Antenna Connector 602 NE 96th Street Calcs Check Connect-IT WM100 Antenna Mount AREAtotal = 1051.2•in2 CFwind.current.conditions = 1.2 WTtotal= 58.2Ibf AREAa11owed.WM100== 1870in2 WTallowed.WMIOo= 2301bf AREAtotal UCarea�_ =0.5 CFwind.current.conditions'AREAallowed.WM100 WTtotalWT•— = ••• •0•• •�••�• UC 0.3 CF ARE . • n •••k•• • • • wind.current.conditioos' Aallowed.WM100 22948 i = • • • • WTallowed.WM100 000000 •• • 9• ••9 ooe• oo so: •90• • • • • 0 0 •,900.0 •• •• ••0• • 0 0000•• • • •• •• AREAcheck:= " " 1.0 - " l •'•';'; • 00 •• • ITotalArea OKif UCarea.—< TotaArea OKi i• • "AREA Exceeds MFG Max Requirements" otherwise • •• 0•000•• • • • WTcheck 'Total Weight Okay" if UCWT<_ 1.0 = "Total Weight Okay" I "Total weight exceeded" otherwise S:\JWMEUobs\KHA\Verizon Wireless\60608- Designed by:WM-SB MathCAD Page 5 of 5 AUGUST MANOR\CALCULATIONS\Connect- It WM100 Mount(Flush Mounted).xmcd Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 72 of 87 MIAMI SHORES 11/3/2016 nginecring,llC PRESBYTERIAN CHURCH Verizon Site#9038184 CIW-221L Flush Mounted Antenna 602 NE 96th Street Connector Calcs ANTENNA FRAME CHECK USING CONNECT-IT CIW-221L (FLUSH MOUNTED) LOADING CALCULATIONS Unit Definition ASCE 7-10 (CH 29) r Define miscellaneous unit variables. — lb Ibf lbf kip c := ft ft2 ft3 int Site Location '.•' ••• •• ....... .. . .. ... MIAMI SHORES PRESBYTERIAN CHURCH •• • Verizon Site#9038184 '• •• 602 NE 96th Street ••••• •• •• Miami Shores, FL 33128 ...... • Miami-Dade County •• ••• ••• "' Codes Design Codes: 2014 Florida Building Code •..• ••• • • Reference Codes: ASCE 7-10 ••• Assumptions: The capacity of the antenna support frame is based upon the manufacturer's specfications and overall rating based upon the provided wind speed and height. S:UWME\Jobs\KHA\Verizon Wireless\60608- Designed by:WM-SB MathCAD Page 1 of 5 AUGUST MANOR\CALCULATIONS\Connect- It CIW-221L Mount(Flush Mounted).xmcd Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 73 of 87 MIAMI SHORES 11/3/2016 (19411@M4t1tj,tLC PRESBYTERIAN CHURCH Verizon Site#9038184 CIW-221L Flush Mounted Antenna 602 NE 96th Street Connector Calcs Loads Vwind.Spred:= 175j Input required wind speed t 6c osure C `� = Select Building Exposure Category as define in ASCE 7 or FBC Input antenna structure information Antennacl pGL:_ 112ft Height above grade center line of antenna •• ••" •' •:• 51;7,Wind Pressure calculations-hidden a• • • • ••.••• • • •• •• The antenna frame rating are based upon a wind speed if 181MPH and 150 ft hieght.To corrwitokibAhis at • • • •• •;• other heights and wind speed a correction factor is computed for the lateral loading values. •••••• • •• gz.150ft.181mph:= 103.8psf Manufacturer's assumed base pressure(scaled to method utedlyin this report] ;' ••: qz=91•psf Actual base pressure gz.150ft.181mph, CFwind.current.conditions:_ = 1.1 This CF can be used to increase or decrease allowable area qz exposed to wind to allow for different heights and different wind speeds than the single value computed by the ma nufacturer(Connect-IT). Proposed Equipment List for sector E_itemsmax.number:= 2 i:= 0..(E_itemsmax.number— 1 j:= 1 ..(E_itemsmax.number— 1 S:\1WMEUobs\KHA\Verizon Wireless\60608- Designed by:WM-SB MathCAD Page 2 of 5 AUGUST MANOR\CALCULATIONS\Connect- It CIW-221L Mount(Flush Mounted).xmcd Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 74 of 87 MIAMI SHORES 11/3/2016 tVt�411CMlttS�,11.0 PRESBYTERIAN CHURCH Verizon Site#9038184 CIW-221L Flush Mounted Antenna 602 NE 96th Street Connector Calcs 0 "Name" "Height" "Width" "Depth" "Weight" I "X7CAP-465+bracket" 50.5 12.5 7.1 37.4 2 "X7CQAP-465-V+bracket" 50.5 14.6 7.1 47.2 3 "X7CAP-665+bracket" 72 12.5 7.1 47.2 4 "FHFB-RRU" 25.1 12.6 7.8 51 5 "DiPlexer DBC-7CAP" 11.60 10.50 1.9 8 6 "AXP 19-60 antenna+bracket" 69.1 6.7 4.1 28.2 MasterList:= 7 "BC0030F1V1-1" 9.8 7.9 2.8 11.9 • . . .... .... . 8 "X7CQAP-665-V+bracket" 72.0 14.6 7.3 58.2 ':o•. • ••• •• 9 "DiPlexer TBC0030F-1 V V 57 22.2 4.9 38.1 "';" •o • •• ••� 10 "Smart Bias T" 5.7 3.7 2.0 1.8 o::::* ••• • • :64 • s• 11 "" 9.1 8.7 4.1 17.6 •••' ' • ...... . . .. .. 12 "" 25.1 18.8 12 108 •••••• ; •• •.• 13 "" 51.1 14.7 5.2 41.9 •••••• • • . • •• ••• 14 10 8.6 4.7 22 •••••• • • • •• ••• r0 •• Item8 ssector I J ItemsListsectort MasterList/ltemssector. 1) "Name" ItemsLtstsector= (.X7CQAP-665-V+brackeV ItemsAreasector. MasterList/Items 2 MasterList Items 3 in•in J I sector,, ) � sector+ ) ItemsAreasector "Wind Area" "Wind Area" 2 ItemsAreasector= to 1051.2 S:UWMEUobs\KHA\Verizon Wireless\60608- Designed by:WM-SB MathCAD Page 3 of 5 AUGUST MANOR\CALCULATIONS\Connect- It CIW-221L Mount(Flush Mounted).xmcd Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 75 of 87 MIAMI SHORES 11/3/2016 AR agsneering,llC PRESBYTERIAN CHURCH Verizon Site#9038184 CIW-221 L Flush Mounted Antenna 602 NE 96th Street Connector Calcs AREAtotai= ItemsAreasector.= 1051.2•in2 J WTtotaj:_ MasterList [temssector ( ` Ibf= 58.2 IV 1 ��5 go 1 • • • •••• • . . • • • • • •. ..• 7_ DO NOT EXCEED THE FOLLOWING LOAD WEIGHT&AREA LIMITS: MAX.`COMBINED LOAD WEIGHT >250 LBS_ MAX. COMBINED LOAD FORCE(P-A) 750 LDS. MAX-COMBINED LOAD AREA AT 181 MPH (V ULT)OR 140 MPH (V ASD):2,155 SO--IN- MA)( Q.IN_ MAX(COMBINED LOAD AREAAAT'1.94 MPH (V ULT)OR 150 MPH (V ASD): 1,875 SQ_-IN_ 8_ LOAD WEIGHT (DEAD WEIGHT) IS THE COMBINED WEIGHT OF ALL ANTENNAS AND HARDWARE_ 9. "LOAD AREA" IS LARGEST X-SECTION AREA OF ANTENNA_ 10. LOAD RATING DETERMINED IN ACCORDANCE WITH TIA-EIA-222-G-2, FLORIDA BUILDING CODE 2014,AND A.S.C.E. 7-10- ANTENNA CL HEIGHT-.'150' RISK CATEGORY: II WIND DIRECTION FACTOR: 0.85 EXPOSURE CATEGORY: C TOPOGRAPHIC CATEGORY: 1.00 GUST EFFECT FACTOR: 0.85 ICE THICKNESS: 0" S:\JWME\Jobs\YHA\Verizon Wireless\60608- Designed by:WM-SB MathCAD Page 4 of 5 AUGUST MANOR\CALCULATIONS\Connect- It CIW-221L Mount(Flush Mounted).xmcd Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 76 of 87 MIAMI SHORES 11/3/2016 ngineering,LLC PRESBYTERIAN CHURCH Verizon Site#9038184 CIW-221 L Flush Mounted Antenna 602 NE 96th Street Connector Calcs Check Connect-IT CIW-221L Antenna Mount AREAttal = 1051.2•in2 CFwind.current.conditions = 1.1 o t WTtotal =58.21bf i AREAa11owed.C1W-221L 2155in2 WTa11owed.CIW-221L 2501bf AREAtotal • • 0000•• •• ••• UCarea�= =0.4 0000 i • ••• • CFwind.current.conditions'AREAallowed.CIW-221L • • • • 000.0• •• • 004000 • WTtotal • • UCWT:= =0.2 CFwind.current.conditions'ARE 2457.5•iq••• �' • • • Aallowed.ClW-221L= WTallowed.CM-221L 0000•• �••••• •• •• • •••••• • • •• •• • •so 00 0000•• • •••••• • • 0000•• ,AREAcheck'= "Total Area OK" if UCarea:�'1.0 = "Total Area OK" •• ' •'•• : • • "AREA Exceeds MFG Max Requirements" otherwise WTcheck "Total Weight Okay" if UCWT:5 1;0 = "Total Weight Okay" "Total weight exceeded" otherwise t S:UWMEUobs\KHA\Verizon Wireless\60608- Designed by:WM-SB MathCAD Page 5 of 5 AUGUST MANOR\CALCULATIONS\Connect- It CIW-221L Mount(Flush Mounted).xmcd 4 3 MiaPi Shores Pres*eriT Church 9038184 Structural Report 0/17/2017 77 of 87 <. r•MOM CHANDE N0. mm, DESCRiR10N I DATE APPROVED NOTES: 07ENG217 A UPDATED NOTES 02/OVO7 FAF, 1. ALL STRUCTURAL STEEL SHALL CONFORM TO ASTM A36 GRADE 10ENG582 B UPDATED NOTES 10/28/10 FAF. 2. ALL CONNECTIONS SHALL CONFORM TO AISC MANUAL OF STEEL CONSTRUCTION. ME512 C UPDATED NOTES 12/03/13 F.A.F. ALL BOLTS SHALL BE A325-X; SIZE AS SHOWN ON DRAWING. ALL RODS SHALL BE ASTM A36; SIZE AS SHOWN ON DRAWING. D 3. ALL STRUCTURAL STEEL SHALL BE FABRICATED TO FIT AT BOLTED D CONNECTIONS WITHIN V16 INCH TOLERANCE 4. STRUCTURAL STEEL SHALL NOT BE FLAME CUT UNDER ANY CIRCUMSTANCES WITHOUT APPROVAL OF THE ENGINEER. 5. ALL WELDING SHALL BE DONE BY AN AWS CERTIFIED WELDER AND IN - COMPLIANCE WITH AWS DLL ALL WELD SIZES SHALL BE THE MAXIMUM ALLOWED f " BY THE MATERIAL BEING WELDED WITH 0.030 WIRE WIRE-WELD. 6. HOT DIP GALVANIZE ALL STRUCTURAL STEEL TOUCH UP ALL FIELD WELDS AND ABRADED AREAS WITH TWO COATS OF GALVANIZED PAINT. 7. DO NOT EXCEED THE FOLLOWING LOAD WEIGHT & AREA LIMITS: MAX. COMBINED LOAD WEIGHT 230 LBS - MAX. COMBINED LOAD FORCE (P•AI 1,130 LBS. MAX. COMBINED LOAD AREA AT 181 MPH (V ULT) OR 140 MPH (V ASM 1,870 SQ.-IN. c MAX. COMBINED LOAD AREA AT 194 MPH (V ULT) OR 150 MPH (V ASM 1,625 SOWN. c 8. LOAD WEIGHT (DEAD WEIGHT) IS THE COMBINED WEIGHT OF ALL ANTENNAS & ASSOCIATED HARDWARE. •'� 9. LOAD AREA IS THE MAXIMUM COMBINED PROJECTED AREA OF ALL ANTENNAS & ASSOCIATED HARDWARE 10. LOAD RATING DETERMINED IN ACCORDANCE WITH ANSI/TIA-EIA-222-0-2, FLORIDA BUILDING CODE 2010, AND A.S.CE. 7-Kk ANTENNA CL HEIGHT : 120' RISK CATEGORY : N WIND DIRECTION FACTOR : 0.85 EXPOSURE CATEGORY : C TOPOGRAPHIC FACTOR t00 141 115 NUT, HEX- 1/2--13 A325 GALV. STEEL NOTE 12 GUST EFFECT FACTOR 0.85 14 1 1194 WASHER, LOCK- 1/7 A325 GALV. STEEL FORCE COEFFICIENT 1.1 4 13 WASHER, FLAT- V2- A325 GALV. STEEL ICE THICKNESS 0" 4 12 NUT, HEX 5/8--fl A325 GALV. STEEL NOTE 13 B 11. LOAD MUST BE EVENLY DISTRIBUTED FOR LOAD & WIND RATING. 4 11 WASHER, LOCK- 5/8- A325 GALV. STEEL 12. ALL V2" FASTENERS MUST BE TORQUED 50.60 FT.-LBS. 4 10 WASHER, FLAT- 5/8- A325 GALV. STEEL B 13. ALL 5/8- FASTENERS MUST BE TORQUED 100-120 FT.-LBS. 2 7 L03ENG033-A-7 ROD 1/2--13x4- A325 GALV. STEEL NOTE 12 14. MIN. 2 CLAMP SETS (SPACED 48- MAX) READ. FOR LOAD & WIND RATING. 2 6 L03ENG033_A-6 ROD 5/8'-11x12- A325 GALV. STEEL NOTE 13 15. PIPE NOT INCLUDED ISOLD SEPARATELYI. 2 5 BW6 PLATE- V4-4-4- A36 GALV. STEEL 16. AVERAGE ASSEMBLY WEIGHT : 27.0 LBS. 1 1 4 SCP SM. ADAPT. HALVE A36 GALV. STEEL MAX. PROJECTED ASSEMBLY AREA : 46.0 SQ. IN. (EPAR 1 13 1 MCP MED. ADAPT. HALVE A36 GALV. STEEL MAX. NORMAL PROJECTED ASSEMBLY AREA 232 SO. IN (EDAM 1 2 MSA MED.-TO-SM. ADAPT. VARIOUS 1 WM-0= WALL MOUNT KIT VARIOUS NOTE 14 •• •• / 1 Flw 41 rqiV<i NO. NDNENCU1TlNE W79ilAL S RB�DTS • THIRD ANGLE PROJECTION '' "' '"°' ` 'A�I' %urTf, CONNECT-IT WIRELESS, INC. ARwrgs+sg uta TEGUESTA, FL 33468 USA 1560 744-0510 •..ENcn, n ••• WM-100 FRANK ANDREW FORE, PE DATE f:]]3 _" DESIGN ENGINEERFO E • 2/04 0 � WALL MOUNT KIT A PREPARED LIM CONTRACT SiR11CT11F�s�°� A 0 •• 2/04 03 ' DRAFTSMAN � � s� DWG cacE coDE Na 42561 FURNISHED�CONTRACT APPROVED6r: C L03ENG033_A uC. SEAL Joe Na 03ENG033 I CAD fLkNANE J _ a SIM-. 1 of 3 REVISION: C SCALE 0250/1 4 3 • �•i 2i • 1 • • • • • • • • • • • •• •• • • • •• •• J a 3 Miari Shores Presbyterial Church 9038184 Structural Report 0P/17/2017 78 of 87 < 1E1111 CHANW NO. DE50tr7 N DATE APPROVED O7ENG217 A UPDATED NOTES 02/01/07 F.AF. IOEN6592 8 UPDATED NOTES 10/28/10 F.A.F. 13E512 C UPDATED NOTES 12/03/13 F.A.F. D D 12 WALL 6 n 5 10 c C o 2 A A e SCALE 0250 4 _ 13 e 7 PIPE 14 15 SECTION A-A SCALE 0.500 .. ... . . . . . •. TFIRD ANGLE PROJECTION '' "' ••�r' 'AY.3' CONNECT-IT WIRELESS, INC. uT�+ TEOUESTA, FL 33469 A USA 1561 744-050 . .. - . ... WM-100 FRANK ANDREW FORE, P.E. DATE DEM euoamz FO PE 4 0 WALL MOUNT KIT A R Epi UNDER CONTRACT STRUCTIM B+� 0 RE •• 03 �� CAGE CODE DWG N0 4 DRAFTSMAN:RDVEDY. C L03EN0033_A LIC. N0. SEAL ��UiOEIt�� : JOB to 03EIY0033 CAD W.E NAAE J _ . • SFE m 2 of 3 REVISIODk C SCALE VARIOUS 4 3 i i i•i i 2i • 1 • • • • • • • • • • • •• •• • • • •• •• '4 3 Miami Shores Presbyteriv Church 9038184 Structural Report 0/17/2017 79 of 87 CHANW DATE APPWWM 07EN029 A UPDATED NOTES 02/01/07 FAF. MEN0592 B UPDATED NOTES 10/28/10 F.A.F. M2 C UPDATED NOTES 12/03/13 F.A.F. D r 4 MOD D 2250 r— MOOD l 3 2000 DETAIL O 1.000 SCALE 0.500 .888 2.000 C i i i i C 1.250 .825 R500 8750 11.500 DETAIL.750 O I Soo SCALE 0.500 .750 500 0.M B i i .583 1,500 B 6.000 5.875 DETAIL 0 SCALE 0.500 .. ... . .. DETAILO • • • • • • • • SCALE 0.500 • • •• • • • THIRD ANGLE PROJECTION '' "' •"I'' , 'Ar'• CONNECT-IT WIRELESS, INC. AN�Y�s+ TEDUESTA, FL 33489 USA M 744-OW A . ... . ... A •• WM-100 FRANK ANDREW FORE, P.E. DATE DESIGN BYG� A. FO PE • 21704 0 WALL MOUNT KIT A PREPARED UNDER CONTRACT STRUCT M BYGOYEER A 0 R.E. •• 2/04103 cAOE CODE- owc Na C. R MSFED LWER CONTRACT ABED BY: C L03ENG033_A uc. No. SEAL JOB NO: 03ENG033 CAD FLI NAME ./ _ • SHEET: 3 of 3 REVISIDN C SCALE VARIOUS • • • • • • • • • • • •• •• • • • •• •• Miami Shores Presbyterian Church 9038184 Structural Report 03/17/2017 80 o187 4 — 3 2 1 REVISIONS REVISION STATUS OF SHEETS CHANGE NO. ZON RE DESCRIPTION DATE APPROVED 13E502 A UPDATED NOTES 05/22/13 F.P.F. SHT 1 2 3 4 16E387 B UPDATED NOTES 07/25/16 1 F.161 F. REV B B B B NOTES: 1.ALL STRUCTURAL STEEL SHALL CONFORM TO ASTM A36 GRADE. D 2.ALL CONNECTIONS SHALL CONFORM TO AISC MANUAL OF STEEL CONSTRUCTION. D ALL BOLTS SHALL BE A325-X; SIZE AS SHOWN ON DRAWING. ALL RODS SHALL BE ASTM A36;SIZE AS SHOWN ON DRAWING. • 3.ALL STRUCTURAL STEEL SHALL BE FABRICATED TO FIT AT BOLTED CONNECTIONS WITHIN 1/16 INCH TOLERANCE. 4.STRUCTURAL STEEL SHALL NOT BE FLAME CUT UNDER ANY CIRCUMSTANCES WITHOUT APPROVAL OF THE ENGINEER. 5.ALL WELDING SHALL BE DONE BY AN AWS CERTIFIED WELDER AND IN COMPLIANCE WITH AWS DI.I. ALL WELD SIZES SHALL BE THE MAXIMUM ALLOWED BY THE MATERIAL BEING WELDED WITH 0.030 WIRE WIRE-WELD. 6.HOT DIP GALVANIZE ALL STRUCTURAL STEEL. TOUCH UP ALL FIELD WELDS AND ABRADED AREAS WITH TWO COATS OF GALVANIZED PAINT. 7.DO NOT EXCEED THE FOLLOWING LOAD WEIGHT&AREA LIMITS: MAX.COMBINED LOAD WEIGHT : 250 LBS. MAX.COMBINED LOAD FORCE(P*A) : 750 LBS. MAX.COMBINED LOAD AREA AT 181 MPH(V ULT)OR 140 MPH(V ASD):2,155 SQ.-IN. MAX.COMBINED LOAD AREA AT 194 MPH(V ULT)OR 150 MPH(V ASD):1,875 SQ.-IN. • C 8.LOAD WEIGHT(DEAD WEIGHT)IS THE COMBINED WEIGHT OF ALL ANTENNAS AND HARDWARE. C 9."LOAD AREA"IS LARGEST X-SECTION AREA OF ANTENNA. 10.LOAD RATING DETERMINED IN ACCORDANCE WITH TIA-EIA-222-G-2, FLORIDA BUILDING CODE 2014,AND A.S.C.E.7-10: ANTENNA CL HEIGHT:150' RISK CATEGORY:II WIND DIRECTION FACTOR:0.85 EXPOSURE CATEGORY:C TOPOGRAPHIC CATEGORY:1.00 GUST EFFECT FACTOR:0.85 ICE THICKNESS:0" 11.LOAD MUST BE EVENLY DISTRIBUTED FOR LOAD&WIND RATING. 12.ALL 1/2"FASTENERS MUST BE TORQUED 50-60 FT.-LBS. 13. AVERAGE ASSEMBLY WEIGHT 75.3 LBS. MAX.PROJECTED ASSEMBLY AREA :286.4 SQ.IN.(EPAT) 16 12 12NA NUT-HEX, 1/2"-13 NOTE 12 MAX.NORMAL PROJECTED ASSEMBLY AREA: 77.1 SQ.IN.(EPAN) 16 11 12LW LOCK WASHER- 1/2" B 8 10 12FW FLAT WASHER-0 1/2" B 8 7 GR12-12 ROD-95 1/2"-13 x 12" NOTE 12 2 6 CIW-223L.01 BACKING PLATE A36 GALV.STEEL 1 5 CIW-222L.04 WALL PLATE A36 GALV.STEEL 1 4 CIW-222L.03 PIPE MOUNT PLATE A36 GALV.STEEL 1 3 CIW-222L.02 GUSSET A36 GALV.STEEL 2 2 CIW-222L.01 ADJ.WALL MNT.BRKT. VARIOUS 1 IW"l L 12"ADJ.WALL MNT. VARIOUS • • • •PART OR SPECIFICATIONS CAD • ITS/ Y I N Z VE:IQl:4TI�YyJG NO. NOMENCLATURE MATERIAL OR REMARKS RECTS • • • • • • • • • PARTS LIST THIRD ANGLE PROJECTION 177 US HIGHWAY ONE CONNECT-IT WIRELESS® PMB#310 ENGI&SOLU TEQUESTA,F 33462 ANALYSES 6 SOLLIDONG•• ••• C•{•(561)7414-05V • INCOR BORATED • • • CIW-221 L 12" ADJUSTABLE A FRANK ANDREW FORE,P.E. DATE • • Ef�,IN R • ppT • DESIGN ENGINEER: • F• . FOR •P.E;• 11,02-110- WALL MOUNT HOLLOW WALL) A PREPARED UNDER CONTRACT STRUCTURES ENGINEER: F.A. FORE,P.E. 11-03-10 DRAFTSMAN: SIZE CAGE CODE: DWG NO: 4256' APPROVED BY: C L10ENG062 A LIC.NO. SEAL FURNISHED UNDER CONTRACT ••• • • • • •• JOB NO: 10ENG062 I CAD FILE NAMES V,2211 SM: • � SHEET: 1 Of 4 REVISION: B SCALE: 0.094/1 4 3 •• •• •• ••� ••• R• •• 1 * --- — — --Miami Shores Presbyterian Church 9038184 Structural Report 03/172017 81 of 87 4 3 2 1 REVISIONS AT CHANGE NO. ZON RE DESCRIPTION DATE APPROVED 13E502 A UPDATED NOTES 05/22/13 F.A.F. ` 16E387 B UPDATED NOTES 07/25/16 F.A.F. D D 1 24.000 6 O O MAX 1 0 0 � O O L A6 A A a C C 36.000 1 1 1 O O 2 0 0 O O B 24.000 U—BOLT SOLD SEPARATEL PIPE SOLD SEPARATELY B MAX SECTION A—A SCALE 0.250 DETAILO SHOWING HOLLOW WALL OPTION SCALE 0.125 •• ••• • • • • •• THIRD ANGLE PROJECTION 177 US HIGHWAY ONE PMB#310 CONNECT-IT W I R E L E S S@ ANALYS GIN SRING Ni++ 0:411, TEQ UESTA,F 3346 C (561) i15')0�+ A "`°aP°pA.°°4.0 ' E INR "T CIW-221 L 12" ADJUSTABLE FRANK ANDREW FORE,P.E. DATE DESIGN ENGINEER: • F• . FOR .E;• '611r 2— 0 A STRUCTURES ENGINEER: WALL MOUNT HOLLOW WALL PREPARED UNDER CONTRACT F.A. FORE,P.E. 11-03-10 SIZE CAGE CODE: DWG NO: 42561 DRAFTSMAN: FURNISHED UNDER CONTRACT APPROVED BY: ••• • • • • •• • C L1 OE N G 062 A LIC.NO. SEAL JOB NO: 10ENG062 CAD FIUF NAME+ —221 SM: • SHEET: 2 0f 4 REVISION: g I SCALE: VARIOUS 4 3 •• •• •• ••� •++ Z• •• - 1 Miami Shores Presbyterian Church 9038184 Structural Report 03117/2017 82 of 87 4 3 2 1 ! REVISIONS M CHANGE NO. ZON RE DESCRIPTION DATE APPROVED 13ES02 A UPDATED NOTES 05/22/13 F.A.F. 16E387 B UPDATED NOTES 07/25/16 F.A.F. D D 3 3 0 0 5 .25 v PL C C 4 5 zs 4 O 0 0 0 0 0 B DETAILO B SCALE 0.375 THIRD ANGLE PROJECTION 177 US HIGHWAYONE PMB#310CONNECT-IT WIRELESS® ENGINEERING TEQWESTA,FL 33469 •ANAP(SES 6 SM?MNS' •UCA 4661)744-0510 A . cn•ea.iEn • •ENGINEfiR • • DATE CIW-221 L 1211 ADJUSTABLE FRANK ANDREW FORE,P.E. DATE DESIGN E:NIPjkEEFC' F. . FOR6, .• 11-02-10 A STRUCTURES ENGINEER: WALL MOUNT HOLLOW WALL PREPARED UNDER CONTRACT F.A. FORE,P.E. 11-03-10 SIZE CAGE CODE: DWG NO: 42561 DRAFTSMAN: :' FURNISHED UNDER CONTRACT APPROVED Eft • 0 0 '0' : C Ll OE N G 062 A LIC.NO. SEAL JOB NO: 1 EN 6 48 FILE 4ME:•./4 21 Lasm SHEET: 3 Of 4 REVISION: B SCALE: VARIOUS 4 3 ••• • • • ••• .• • 2 1 Miami Shores Presbyterian Church 9038184 Structural Report 03/172017 83 of 87 4 3 2 1 REVISIONS CHANGE NO. lZONREA___ DESCRIPTION DATE APPROVED 13E502 A UPDATED NOTES 05/22/13 F.A.F. 16E387 B UPDATED NOTES 07/25/16 F.A.F. D D 8.000 5.750 11.750 5.000— ----------------- R.500-11.000 O Q 688 .500 11.000�j .250 6.000 17DETAILO 3.500 O SCALE 0.375 1.438 .563 —��— DETAIL 250 O 3.500 C SCALE 0.375 C 12.000 10.000 12.000 10.000 0.563 4 PL I 12.000 10.000 12.000 Ei � .750(4 PL) B Q.. �04 `Y .563(4 PL) .250 �— .250 �►— DETAILO ,. .•• • . . • • .• DETAILO SCALE 0.250 ; •„ ; ; ; ; ; SCALE 0.250 • •• • • • • ••• • .• THIRD ANGLE PROJECTION 177 US PMB#310Y ONE CONNECT-IT WIRELESS® ENGINEERING TEQWESTA,FL 33469 •NAMIN�ES&SO MMNS• • ,•,USA(1661)744-0510 A , • •ENQINER14 DATE CIW-221 L 12" ADJUSTABLE FRANK ANDREW FORE,P.E. DATE DESIGN JQ64EE4 F. . FOR6, . 11-02-10 WALL MOUNT HOLLOW WALL A / PREPARED UNDER CONTRACT STRUCTURES ENGINEER: F.A. FORER.E. 11-03-10 SIZE CAGE CODE: DWG NO: 42561 DRAFTSMAN: C L 10 E N G 062 A B1�• 0 � 0 •, , , FURNISHED UNDER CONTRACT APPROVED LIC.NO. SEAL JOB NO: 1 EN 6 (45 CILE 4ME:,,/rrW 211.asm SHEET: 4 Of 4 REVISION: B SCALE: VARIOUS 4 3 ••• • • • ••• • • 2 1 J t STRUCTURAL NOTES: Miami Shores Presbyterian Church 9038184 S I u Ural Report W/17/2017 84 0 8 C%RACCTION. LMFFTTHEREQUIREMENTSOFTHESTHEDITIONDSH)FLORIDABULOINGCODE-D MY OTHER LOCAL OR REGIONAL GOVERNING veriZOn� 2 CRITERIA WICE 1.,01.. 47M E ANGE CT STRUEL FR -(A INTU Mt)OSa 3 sTnucnMRAL CAIEG.RY-o _ 6 MVN.FaS"FM__0TE RSRUCTURES ROOFTOP EQUIPMENT AND SaIO SIGNS PROJECT INFORMATION: °WI°I=C6lIFST'aR TRUCTURASTEEL : MIAMI SHORES PRESBYfERWJ CHURCH ON, MATERIAL-ALL STEEL MEMBERS ORMWITHTHEFOLLDWINGSPECIFI„TIONS SITE No 9038184 W5TID=S3 GRADE B(Fy=SS KSI;Fu=60 KSI) c,.B(ROUND,FY=.2w.FauI,I.SQUARE Fr.eN>,,F.= ) 602 NE 96TH ST. awl«ELs.PLARa um ANGLES SHALL cES SHALL CONFORM WITH AUMA"aN2F(oRrM wi `s`L�i 1 MIAMI SHORES,FL 33136 E ;. AS61FrJ6L.I.F�=66YR) MWAII-°ADE COUNtt ALLTBOLTS SHALL WNFORM TO ASTM AT2sx UNLESS STATED OTHERWISE URRENT ISSUE DATE: i `°SIGN FABRICATION DEMARCH 2017 3 I I SIGN, RICATIONRUC ,AND CONSTTION STiALL CONFORM TO DISC MANUAL I. NL OF STEEL CONSTRUCTION. EDIDON `f aELa^1G' SSUED FOR: N.. BEHbxx EBV-AWSWELDER AND INCOMPLMNCE WITH AWS DITALL WELDS SIZES SHALL BE THE MAXIMUM KLOYh➢BV THE MATERUL BEING WELDED WTH EELECTRODEODE CONSTRUCTION DRAWINGS ` ��µLMoH3sASSEMB LIES SHOULD NOT BE COMPLETELY SEALED BECAUSE RAND PRESSURE CHANGES DURING THE GKVANZING PROCESS TEND TO BURST SEALED ASBEMeufs. REV.:=DATE: =ESCRIPTION: S. FLAT RM EQUIPMENT: THIS PLATFORM WAS DESIGNED LOAGEO W TH THE FOLLOW NG CABINETS(CONTRACTOR SHALL SEE CML SHEETS FOR EXACT LOCATION OFALL C-IMETS): f— J.I. LODECA& BRAMHe0 N) J2. TENET wr LTE ODE CA&NET W/GRAM I—IN) �. J.J. LTE ODE CARNET W-H—IN) EJM. _NATURAL GAB GENERATOR 12M INI SEAL: ,I 4 ALL COMPONENTS SHALL BE PROTECTED FROM WFATNER EFFECTS USE HOT IOP GALVANIZED MATERIAL OR PUNT AS APPROPRIATE.TOUGH UP AU FIELD WELDS AND /� I ABRADED AREAS W TH TWO GOATS OF ACCEPTABLE PAINT.REPAIR OF ABRADED OR UNCOATED AREAS SHALL CONFORM TO ASTM A180.31A. I �� 5. CONTRACTOR MAY PNNT GALVANIZED HSS MEMBERS IF REQUESTED BY THE CLIENT.CONTRACTOR SHALL COORDINATE WITH PROJECT MANAGER FOR COLOR S EGT ON. \ 9. CONTRACTOR/STEEL FABRICATOR SHALL CM OR SFA.L ALL PIPES AS REQUIRED TO PREVENT RAINWATER INTRUSION. \ t CONTRACTOR 75TEEl FABRICATOR SNNLL SUBMi SHOP ORAWNGSFORREVIEW PRIOR TO ANY STEEL FABRICATION,AT THE CONTRACTORS OPTION.FIELD SPLICES MAY 0 BE UBED FOR ERECTION PURPWES.IF FIELD SPLNFS-EIAED,THE SHOPDIRAWNOS SHALL INCLUDE ALL DETAILS FOR THE PROPOSED FIELD SPLICES AND SHALL BE APPROVED BY THE—111 11601 TO INSTALLATION. 't.AT THE CONTRACTORS OPTION.SHOP WELDS MAY BE USED INSTEAD OF FIELD WELDS SUBMIT ORIGINAL SHOP DRAWINGS, A GS,INCLUOING COMPLETE DETAILS,SCHEOEION S OF FABRICATION AND ASSEMBLY,PROCEDURES.AND DIAGRAMS INCLUDE DETAILS OF CUTSs TING ORAWNGB,TEMPLATES, DIRECTIONS raI 11TTulnTION OF ANCHOR eerie MO OTHER ANCHORAGES TO BE liNs'TALIEDAS WOR OF TANS PREPARED BY: OF WELD.PRrnnce SETTING OTHERS BEcTONS. 13 CONTRACT RTHEE RESPONSIBLE FOR RESTORING AY RO EN S IGFTHE STE ATTNECON—TORSEXPENSE TUATMEUSTURBEDASARESLLTOF REWORK ,LLC TRUPAENrtI I RE GN MO S—SHALL VER FY PROPOSED BARES RqI LOCATIONS PFD PoTENDA CONFLICis BEFORE BEG NNNW CONSTRUCT ON AND NOTIFY THE ENGINEER. I�r_ CABINET DESIGN MODIFKATIONS MAY BE NECESSARY ABARESai. 15 CONTRACTORSWALLVERFYAL DIMENSIONS PRIOR TOCONSTRUCTON-DNOTFY THE ENGINEER MANY DISCREPANCIES BETWEEN THE CONSRUCTIONORAWNG EAT q E2 pec I! SETANDEXISTWFELDCONUTIONS. CN bete jx..� IS 'ISM*IWBMEDO IIFMMATONPRWDEDTO. ESY IMLU7 NNmnssocwTESINaMw PROJECT DATA: SITE LAYOUT PREPARED BY—,DATED JANUARY AH7. ! RECORD OMWN03IGF ORIONALTBULDING CONS RUCTION PREPARED BY NAROLD E.WAGONER,AIA d ASSOCIATES.DATED IM7-1968. MAK. 11.ADDDUD o� -BESIPPORTAS NECESSARY TOATTACH EOADI PMENTCANNETS.ATTACHCASINETSRECTLY TOSTRUCTURAL MEMBERS CONTACT THE ENGINEER IF AmR@ e orNDl�.Nal.: f! I RTOCONSTRt1CTIONTHECMTRACMRSMLLVERIFY REBUILDWISINGWOREPAIRAAACO0EC KMTITRMC EEXISTSKONG THEPROPOSED AZ a t UOIIS LOAD PATH OF THE PROPOSED DESIGN.INSPECT FROM THE POINT OF ATTACHMENT DOWN TO THE FOUNDATION.PRIOR TO CONSTRUCTION NOTIFY RE N0000E MANNI C—)naw BUAx a¢ I! \ I ENGINEER IF CONDITIONS THAT AFFECT THE PROPOSED DESIGN ME FOOD d i \ CONCRETE INSTALLATION NOTES: RAWN BY:=CNK.: I. REINFORCEMENT NARS SREBARS) F BH JWM SMB MR ABTM A6IGR"M (CENSURE: — TENSION B Is155(GRADE 60W)1 USEHO USTANEE FROM GALVAMZEOOR ALL SIX�IBELOW DE)It?EWE DISTANCE ABOVE GRADE �MmI¢'POO.AL FL/2lMS ORCEMENT STEEL RKM x0411.PE RM75t. ' 1_11-1—.L..__l._I_I —1 LL 111 •• ••A•GA112ETAHLLL BE•.000 PSI�"RWE 28DA*CRAPRESWON STRENGTH. • 40 9 G:-T 31�1MINII .2�•GPs*joMPVSS-6STRENOTH IN ACCORDANCE WR A—EU)19 SHEET TITLE: • 3 „�.1-0 • /SgaEOR�wt.ED.wusHRINK.D�ETEWEREREQIARED LEVELINGNDTBMEPERMITTED IF STRUCTURAL NOTES & EQUIPMENT PLAN VIEW , • SCALE •• ••1(WROT,I•E•GALVMO• FMGLLBAEKAWOWASHERS,NUTS AND BOLTS.AIDSHALLSEPROTECTED FROM PLAN VIEW M FO.WOATION HOLES BEFORE ADOINO CONCRETE.REMOVE ALL LOOSE MATERIEL ANO VERIFY WELL COMPACTED SOL IN BOTTOM OF FOUNDATION. HEET NUMBER: WATER _ 1. TERMINATE REB-WIRa STANDARD MG MNNTNN MINIMUM DEVELOPMENT LENGTH OF 2 TIMES — •.• .:: S-1 i • •e CONCRETE L9JRN AND RE}AFORCEMENi PLEAT SH�Mi REMINIMUM STANDARW aA0318D8 .� i • • REINFORCEI•NT SHALL B•PROTECTED FRIM CORROS•1 • • IF&WAERiRGISREalD iHEC iRAGT� NL GL•NµA�THEPROJECPSONLENONEERF°RADEWATERINp ..'.,'2':® • •• DESGNANLNNRRI�&PEFFj0l*3�WMKIN AGCORAFRa�b 1PPLIGABLERE_RED PEReYiI THE CONTRACTOR 15 ••• •IB PwNCR%ET z NGIS ASWT" SQUIRED PRWioR�T�oE~iYATERi�ANc'ITIEOU I�aEo cRNoo To rronFV MPLIUBLE KMA Job t ! FINISHSH LBE31D QANDPNNTEDTOMATGHENaTI„GaUNDINGWTHAMIIMMMOF TWO GOATS '�_ 044048134 ••• • • . • .•• • • • •. •• • . • •• •• .•. . . . ..• . . t LEGEND f f f Miami Shores Rresbyterian Church 9038184 S I U ural Report W117/2017 85 0 8 B1ONR (sENEpxAll. W)IED ANOQNSTALL R ENTIRE iaGvSTEEL AREA, FE - verizon a°a ONaExs SPI-F—TIaxsl Ct S.4%xz 1 Lr DIRECTION CE CRATING xt2 i,SUrz �N ..NNEL,zxn o RDwDEBIDNATON 3 Lt i (� —1"N-111-TION axnxvia 7 �T �� PROJECT INFORMATION: Lzxzx"° DEs 30SON MIAMI SHORES PRESBYTERIAN CHURCH E:;Igile.:,x.Ati;NRt':�atl VER'"" ed) ERIE9INPIELD SITE No 9038184 e -►► 'SEE eRAc,= —Y ' OETUL05ON 5" 602 NE 96TH ST. MIAMI SHORES,FL 33138 JEh Q n r MUtt DATE COUN URRENT ISSUE DATE: 3 a+a �,a rata ata r-r m c, a MARCH 2017 I I - _t ssueD roR: "o-i — — — — --- — CONSTRUCTION DRAWINGS S, i B1 Bl 1 - B1 1 R LZ --s 4 EV.:aMTE:�ESCRIPTION: — OR cuTEORN i.. f l f l f l I l f se - - 1 30 _ I If-Nff"* ct Wo--� ---------_------------------- I I E Eg 1 SEAL: I I 1 Ewsr aaoE '3 ` �� I B1 B1 i B, I 01 I CONIRETE 6lAB SECTION AA wa -- ---------- --------------------- I I I I I f l f fl f � � cH 1 I 1 B, i •� � n � n n � � TANS PREPARED BY: I. • 1- 40 I I 1 I I I I I I I .n».t ENc N«xveEERixD ......P....m I 1 I x9ts srRE P..uz s9s ee90 CA"zNF9 ill ROJECT LET C1 O+ Ct C1 Arz xA�tE — � I >' � AA I I I f AA III }� I I I RAWN HBY:=CHIC: B' APV.: J UII�Ll BJWM SMB ra O —r ---------- ---------------------- — — - (CENSURE. 7—ATE.— f I 1 I { 1—. 81 Bt I Bt •�I•ND•E• • HEET TITL B1 E: cl w -- — -- , Lj I •i. Y s •• r— Y r" '�doh EQUIPM NTP TF RM DPDERDDE PLAN ! �:/ — � • • — •I+ —1 I �`�' SHEET NUMBER: BB wstlNG - f E 4 • i 9E IQNBB s-2 ! • 1RwgD�D•s • • • •.cAlEs.*• pr FRAME-PLAN VIEW • `ADDV4�E�' •• •• • • • i ••• • • • ••• • ICHA Joe/: _ `f S�E'a ?► 044048134 . . . . • • • • • • • .• .. . . . .• •• ••• • • • .•• . . r e� = ANDREI— M ami Shorga��P�r�byterian Church 9038184 S ural Report x/17/2017 86 oy8 BAR PER CEU CONfwuaUS FROM BRMo TO nE BEAM BEL ver�zon Dx. xt? �ATxlr, --- - O HANDRAIL.,.,?GALV.STEEL • , IEE DETP]L.BI ON SsI z � . •,�_ri'.T'::'.A. ®c,a,wEL,zxn (x,) PROJECT T INFORMATION: '° " " MIAMI PRESBYTERIAN CHURCH ms.m A]n rny,ro Aub SEE NOTE as �. I 1 ezmr . DErA ,. .u t F SITE No 9038184 -- tk 'k--•k- I B,` I 1 NCNI.N�cN«sc ,mv.l,•`0 t—IE IREO Lmdrs Ax uI E _ — ®� ELEVATED AREA R INSTAL RER ENTIRE I S NE ,F 33 EO Aa EA INSTALL PER MMI SHORES, H T. C C :5 L;,a ERSSPEI 1-1 1 MIAMI-DADE COUNTY — — �— �� paECTgN«GMTING R_ CURRENT ISSUE DATE: 3 2 I DESIGNATION COLDMN-11NATION MARCH 2017 1/4 ED. 301 TYPICAL BEAM CONNECTION DETAIL SIFFE.ER ssueo roR: Vs oEULBe oNbal ER-IN FIELD CONSTRUC110N DRAWINGS 1 RN ESRA E OLE.]'.ra _ ! I e G +► (-EE SE OE NL maN EV.:=OATE:====DESCRIPTION: 4A T°� EOE— / SECTION ION AA -- I� SECTION 88 E BEAM I VPI --- — SEAL: I 1 . E CAC«CRANIRASE I T�B1 ----- 1 STIFF (nPl PLATE r z A B, L ED WELD, BOTTOM PLATE ELEVATIONSEAA rc+� ? a TTP l t A��PurE `! TOP PLATE 305 TYPICAL STIFFENER DETAIL � I SEE Norez E9 CANS PREPARED BY. VIEW"A" scUE Nrs ! Ci m SEE E mNG LL E _ gqg LwN .. •... 4 NorE Bz DEruL az rAA,ENc E A D A D I w .... ��...... .. ... - a._' .. •. I cuNFsnµi anzemD p e�s�ix�id°°ez. t ? D I_ GAaE�No �o E .xll,b f�.NN I YB 1+)MBARPER CELL D, I `x ROJECT DATA ! 1 I F WELD',' I EO. LOCATIONTOT,E BEAM BELow I xALC wE 11 ! 1 I c�A BEAM AN4ov Te PLAN CC A A ' ABGRrss TOP PLATE ELEVATION BOTTOM PLATE 303 B' TO©CONNECTION DETAIL ! VIEW"B't ! I RAWN BY:=CHK.: SMB COLUMN DETAIL SCHEDULE SECTION BB SH AM gD COF.. D MA P )/a ; ICENSURE:— B«T NUMBER rc R�xvw T-PLATE ,? ] ' Ci SOUME ,6 Bt , b.6' Lx MA_ rc Fybn,. B1 ROOF DECK �? C1 90WNE , Bx S.c PA •• •• • • • • •• B B B+ ,a mmxBoLTs • D' •• • • • • I SHEET TITLE: EMBEOMBI I/Y'GH EATT= IQIF ZED E. TGRAOEDRCD WITH HrHvxIq THREADED MIN • • • • C1 RODVATHHIT+ttTO EPCONCRN EM EOMENT.I6 Y�--TOR VERIFY. • • • '+• MI"EMB •• .•• •• • • • •• STRUCTURAL DETAILS DETAIL]O3 NOTESANGLE ! , AI.COLUMNS BASE PUTES brut BE CENTERED ON UNCER-MG MAso.ar TIE BEAMS.CONrMOTOa MUST c, 6, HEET NUMBER ` MAIN _STINDUNDERLYINGC«uMNSANONonFrENc�NEEaIFTNEaEISAN.nswEPANcrBETwEEN 304 @TO8 CONNECTION A - x. VERA OMMes`IION=:anIS n°w"srioxl`MAieDLMi«"s',o°Ni ro n:NOEvnor�oF wF I"EiE%iBea Toa TOR vuTEs - scALe r - SECTION AA - • • • • • • • 306 @TOD]CONNECTION S-3 E • • • • • f •• • • SLUE:N.rs 302 BASE. DETAILS :•• �• :• :• •f: ••• KHA Job/-ENT : ! �sFbm 044048134 • • • • • • • • • • • •• •• • • • •• •• Y, Miami SLMRA Presbyterian Church 9038184 S ural Report W/17/2017 87 0 8 B, DFAIL.1, verizonv H (SEE DE -1?ON E4) EEL ®(SEE OETNL.w ON 3�) C1 Hss.xaxur "Tgt•Sn 3 ®clwr++EL 11Xn (Kt)99 L1 L3x3x3ne• PROJECT INFORMATION: DIN MUIMI SHORES PRES6YIERIAN CHURCH CHOL9ING(1-.,,•,r NENlIFEO © ELEVATED GONSTALLPEERENTIRE 602 NE 96TH 5T. ELEvnreD ABEAINSTALLPER MIAMI SHORES,R 33138 FACTWER—PEaFIunoNs, MIAMI-OADE COUNTY ORECTIONOFGRATING —DESIGNATION CURRENT ISSUE DATE: a (1 —11NPESIGNAn«. MARCH 2017 INSTALL STIFFENER SSUED FOR: (SEE DETat 30°ON 33, 3- „E— EII. YERJFY IN FIELD CONSTRUCTION DRAWINGS ` �► 'SIDE Lm ON s.., EV.:-DATE:=DESCRIPTION: NOTE HAN111 IA ruwNG D M2 ,,� _EDOESS—T.USNO ITE—ENT 11-D. � ,_,/.• e*1 C*j FO-A EPu 24- >v. .. ..✓ SEAL: ..,. ,7 B1 CH ,• CAGE — ' fa:•o�.-�...._• SEE Nor 1 f .x 3x3R->a I tip✓ EAmH A rvP� 29-1/2• I �•' i El ° PLAN I PIANS PREPARED BY: (NWDRNL�S�OGTTED SEE„mF3(TVP) PL.x czx ASe IE L�,�tnnt\\jjjj�� w .LLC Ax ITrPI t • CEERINP u E. l"L --II -I _' :. j, 3r Bf-' C1-I yIA CH EtueaRin�mC SECTION AA SECTION Be PROJECT DATA: ! x c SITE . : BRACKET DETAIL Ilmc T./wN„c �";'.",•:.:':• eulwc woe w rr(Lwo num3°.ae oR Guvu+I �� lAODER NOTES: 5 NOTES: 1. SEE LADDER NOTES ON DETAIL 408 ON SA A t. t . Z. CONTACT ENGINEER IFADDITIONAL WELD - •.'.4 A. PRIOR TO ANCHOR All I!."j INSTALLATION CONTRACTOR RAWN BY:=CHK.: APV.: SPECIFICATIONS NEEDED. CH .. � ASIREDD .. SHALL FULLY GROUT FILL ALL BH JWI SMB CMU CELES WITHIN A ITRADIUS E FROM THE CENTER OF EACH (CENSURE: ' - WALL ANCHOR PRIOR TO scuE NT. i. SEE NO INSTALIATION AND ALLOW FOR „RATmE9��rc Rlvs,.9 501 LADDER AND SAFETY CAGE DETAIL E"D° CURINGTIMEASNOTEO ON S-1. rc 4eT3,. •• ••• • • • • • •• �+ B. INSTALL Wl'O ASTM FI554 j • • • • • f •S.• • .? GRADE W GALVANIZED • • •• • • • • • THREADED ROD WITH 63/4• HEET TITLE' • •• • • • • • • • .•,:•. ., EMBEDMENT INTO CMU WALL • • • • • • • • • -.T��A_'T-"-+ WITH HIT-HY70 ANCHORING •• ••• •• • •I _ •• ADHESIVE� EPDXY. STRUCTURAL DETAILS C. DRILL HOLE SIZESI DIAMETER(TVP FOROR WF BOLTS). I.. ,T f'.•PNO�B SHEET NUMBER'— ! • • • • • • S�CTI�3 CC . . . . T S_4 • :• �• •7W:E?GI0*`1NECTION DETAIL KHA Job/: _ ��►� 044048134 ••• • • • • ••• • • • • • • • • • • • • • . _ cc � - 1 GENERAC" INDUSTRIAL f SG035 Industrial Sp rator Set - E ted ionary Emergency I Standby Power Rating �••• •••••• o 35M 44 kVA 60 Hz • • • Prime Power Rating* ,,,,• 32M 39 kVA 60 Hz •••••• ••••• a ... . . . ...... 016 o °o° Q o •• • I *EPA Certified Prime ratings are not available in the U.S.or its Territories Image used for illusMon purposes o* f Codes and Standards Powering Ahead Generac products are designed to the following standards: For over 50 years, Generac has led the industry with innovative design and superior manufacturing. UL2200,UL.508,UL142,UL498 Generac ensures superior quality by designing and manufacturing most of its generator components, 11. NFPA70,99,110,37 including alternators, enclosures and base tanks, control systems and communications software. ° NEC700,701,702,708 Generac's gensets utilize a wide variety of options, UPC configurations and arrangements, allowing us to meet the standby power needs of practically every IS09001,8528,3046,7637,Pluses#2b,4 application. , ' Generac searched globally to ensure the most reliable NEMA ICS10,MG1,250,ICS6,AB1 engines power our generators.We choose only engines that have already been proven in heavy-duty industrial application under adverse conditions. r ANSI C62.41 Am•rlcan ftdonM Standards tnstftrM Generac is committed to ensuring our customers, service support continues after their generator a }—� IBC 2009,CBC 2010,IBC 2012,ASCE 7-05, purchase. OSI pd ASCE 7-10,ICC-ES AC-156(2012) i r GENERAC" ( INDUSTRIAL 30 ER SG035 tand�rtlFe�turirs ENGINE SYSTEM ALTERNATOR SYSTEM ENCLOSURE(if selected) General • UL2200 GENprotect- • Rust-proof fasteners with nylon washers to • Oil Drain Extension • Class H insulation material protect finish • Air Cleaner • 2/3 Pitch • High performance sound-absorbing material • Fan Guard • Skewed Stator • Gasketed doors • Stainless Steel flexible exhaust connection • Brushless Excitation • Stamped air-intake louvers • Critical Exhaust Silencer(enclosed only) • Sealed Bearings • Air discharge hoods for radiator-upward • Factory Filled Oil • Amortisseur winding pointing •••.•• • Radiator duct adapter(open set only) • Full load capacity alternator • Stainless stgel lift offdoor hin l"•• •••• . • Stainless steet lockable handlgs, .:e: • Fuel System GENERATOR SET • Rhino Coat" P'ItJ h d polyesteflpowdet coat •••••• • Primary and Secondary Fuel Shutoff "•"' ' • Internal Genset Vibration Isolation •••• :"": • Flexible Fuel Line-NPT Connection • Separation of circuits- high/low voltage •••••• .... . ..... Cooling System • Separation of circuits-multiple breakers •••••• •• ••• •••••• • Wrapped Exhaust Piping •• •• •••••• • Closed Coolant Recovery System • Standard Factory Testing ;";'; •• • UV/Ozone resistant hoses • 2 Year Limited Warranty(Standby rated Units) ...... "'••• • Factory-installed Radiator . • 1 Year Warranty(Prime rated units) ...... • Radiator drain extension • Silencer mounted in the discharge hood " ••' ' • 50/50 Ethylene glycol antifreeze (enclosed only) •" Engine Electrical System • Battery charging alternator • Battery Cables e • Battery Tray • Solenoid activated starter motor • Rubber-booted engine electrical connections { CONTROL SYSTEM • Real/Reactive/Apparent Power • Single point ground ' • All Phase AC Voltage • 15 channel data logging ` • All Phase Currents • 0.2 msec high speed data logging • Oil Pressure • Alarm information automatically comes up • Coolant Temperature on the display ®� • Coolant Level Alarms c • Engine Speed • Oil Pressure(Pre-programmable Low • Battery Voltage Pressure Shutdown) • Frequency • Coolant Temperature(Pre-programmed High Control Panel • Date/Time Fault History(Event Log) Temp.Shutdown) • Digital H Control Panel-Dual 4x20 Display 0 Isochronous Governor Control • Coolant Level(Pre-programmed Low Level • Programmable Crank Limiter Special • Waterproof/sealed Connectors Shutdown) • Programmable Exerciser • Audible Alarms and Shutdowns • Low Fuel Pressure Alarm • Special Applications Programmable PLC • Not in Auto(Flashing Light) • Engine Speed(Pre-programmed Over speed • RS- • Auto/Off/Manual Switch Shutdown) • All-Phase 5 Sensing DVR • E-Stop(Red Mushroom Type) • Battery Voltage Warning • Full System Status • NFPA110 Level I and II(Programmable) • Alarms&warnings time and date stamped • Utility Monitoring • Customizable Alarms,Warnings,and Events • Alarms&warnings for transient and steady • Low Fuel Pressure Indication • Modbus protocol state conditions • 2-Wire Start Compatible • Snap• Predictive Maintenance algorithm p shots of key o Aeration parameters • Power Output(kW) • Sealed Boards during alarms&warnings • Power Factor • Password parameter adjustment protection • Alarms and warnings spelled out(no alarm • kW Hours,Total&Last Run codes) I L d GENERAC' INDUSTRIAL POWER SG035 ENGINE SYSTEM GENERATOR SET ENCLOSURE• General O Gen-Link Communications Software O Standard Enclosure O Engine Block Heater (English Only) O Level 1 Sound Attenuation O Oil Heater O Extended Factory Testing(3 Phase Only) O Level 2 Sound Attenuation O Air Filter Restriction Indicator O IBC Seismic Certification O Steel Enclosure r O Stone Guard(Open Set Only) O 8 Position Load Center O Aluminum Enclosure O Critical Exhaust Silencer(Open Set Only/ O 2 Year Extended Warranty O 150 MPH Wind Kit Standard on Ultra Low Emissions Option) O 5 Year Warranty g O 12 VDD Enclgsure LightmK�•• •••• Engine Electrical System O 5 Year Extended Warranty O 120 A*Fntlo:ure Lightigg Ki4 .' O 10A UL battery charger O AC/DG6ncloause Lighti6g.Nr ....:. O 2.5A UL battery charger O Door FMarwitw4ch O Battery Warmer •••• •: ' CIRCUIT BREAKER OPTIONS •••• .... . ..... ALTERNATOR SYSTEM •••••• ••�••� O Main Line Circuit Breaker •••••• .. .. . ...... O Alternator Upsizing O 2nd Main Line Circuit Breaker •• • O Anti-Condensation Heater O Shunt Trip and Auxiliary Contact • O Tropical coating O Electronic Trip Breakers ;""• O Permanent Magnet Excitation '..' ... :•"': r •• CONTROL SYSTEM O 21-Light Remote Annunciator O Remote E-Stop(Break Glass Type,Surface O Remote Communication-Modem O Remote Relay Panel(8 or 16) Mount) O Remote Communication-Ethernet O Oil Temperature Sender with Indication O Remote E-Stop(Red Mushroom Type, O 10A Run Relay Alarm Surface Mount) O Ground fault indication and protection O Remote E-Stop(Red Mushroom Type, functions Flush Mount) Engineered Options E ENGINE SYSTEM GENERATOR SET CONTROL SYSTEM O Coolant heater ball valves O Special Testing O Spare inputs(x4)/outputs(x4)-H Panel O Fluid containment pans O Battery Box Only O Battery Disconnect Switch ALTERNATOR SYSTEM ENCLOSURE O 3rd Breaker Systems O Motorized Dampers , O Enclosure Ambient Heaters h li ©efinitionS Standby—Applicable for a varying emergency load for the duration of a utility power outage with no overload capability. Prime—Applicable for supplying power to a varying load in lieu of utility for an unlimited amount of running time.A 10%overload capacity is available for 1 out of every 12 hours.The Prime Power option is only available on International applications. Power ratings in accordance with ISO 8528-1,Second Edition dated 2005-06-01,definitions for Prime Power(PRP)and Emergency Standby Power(ESP). , j GENERAC' : iNGUWRIAL POWER SG035 application and engineering data { ENGINE SPECIFICATIONS General Lubrication System Make Generac Oil Pump Type Gear Cylinder# 8 Oit Fitter Type o{tYflow ipfwoa cartridp- Type V Crankcase Capacity-L(qts) 5.7(6) Dispfaceent-L(Cu Itl) 5.4(329.53) Bore-mm(in) 90.17(3.55) Cooling System •Stroke mnt{in) 105.92(4.17), Cooling System Type Pressurized Closed Rew w • �8 14d ... ...... Compression Ratio 9:1 Water Pump Flowgpm(Ipm) . ,.:) Intake Alr Method Naturally,Aspirated Fran Type •••6. Pusher! ••• • Number of Main Bearings 4 8 F Sp7i {rpm} •••%•2445 •,- • ...... ConneettngRods Forge Fan Diameter mm(in) ."•'.508(20); • Cylinder Head Aluminum Goolao Neater Watg 11 •• ••. a Coolant Heater Standard Volta .. .. 120 V ;••••• •••••• Cylinder Liners © g Ignition Single Fire ;";•; • Plsliins Aturr(in rn alloy Fuel System ...... Crankshaft Nodular Iron Fuel Type t rel Oas,Propane Vapor :....: Lifter Type I ytrauii% Carburetor _ DownOt8t •, Intake Valve Material Steel Alloy Secondary Fuel Regulator Standard Exhaust Valve Material Hardenned Steel Fust Stt ofenoid Standard Hardened Valve Seats Yes Operating Fuel Pressure 8"-14"H2O Engine Governing Engine Electrical Sym Governor Electronic System Voltage 12 VDC Frequency Fgulation(Steady state) +/-0.25°6 �Sattery Charging Alternator Standard, Battery Size See Battery Index 0161970SBY s Battery Voltage 12,,,. Ground Polarity Negative ALTERNATOR SPECIFICATIONS r Standard Model 390 Voltage Regulator Type Full Digital Poles 4 1,Numbor of Sensed Phasos Aft Field Type Revolving Regulation Accuracy(Steady State) +/-0.25% Finsulatlon Class-Rotor H Insulation Class-Stator H Total Harmon-Tic Distortions% Telephone Interference Factor(TIF) <50 Standard Excitation Bttrshtess Bearings Sealed Ball Coupling Flexibile Disc Prototype Short Circuit Test Yes I GENERAL` ( INDUSTRIAL POWER SG035 operating data POWER RATINGS Natural Gas Propane Vapor Single-Phase 120/240 VAC @1.0pf 35 M Amps: 146 35 kW Amps: 146 CThree Phase 12012t18VAC r¢r 1't.8pf 35 M Amps:, 121 35 kW _;_Amps: -121 Three-Phase 120/240 VAC @0.8pf 35 kW Amps: 105 35 kW Amps: 105 Three-Phase=L77/480 1fAC0.8pf 35 kW Amps: 53 35 kir Three-Phase 346/600 VAC @0.8pf 35 kW Amps: 42 35 kW Amps: 42 STARTING CAPABILITIES(sKVA) sKVA VS.Voltage Dip • • 0 0.0 0• •••••• 480 VAC 208/f40 VA9 • 000 •• r Alternator kW 10% 15% 20% 25% 30% 35% 10% 15% 20%•• '" 796 30% 35% + •••• Standard 35 24 36 48 60 72 84 18 27 36" ''dr5 54 ' 63- 01 •••; Upsize 1 40 27 41 54 68 81 95 20 31 41• w-- :61.•i", 71 •0 0 0 Upsize 2 50 34 52 69 86 103 120 26 39 52 fry 77 90 - • • Upsize 3 60 42 63 83 104 125 146 32 41 62 1 l •l4•• t1t? 0.000. • • • 000.0• 00.00• FUEL CONSUMPTION RATES' ' ' ' _I_ •••••• Natural Gas—f13/hr(m3/hr) Propane Vapor—113/hr(m'/hr) ••• • Percent Load Standby Percent Load Standby 25% 239(6.8) 25% 69.8(2.0) 50% 409(1i,6)' 50% 119.7,{3:4) 75% 553(15.7) 75% 161.6(4.6) 100% 77682(19.3) 100% 219.8(6.2) 'Fuel supply installation must accommodate fuel consumption rates at 100%load. COOLING Standby Air Flow(inlet air combustion and radiator) It3/min(m3/min) 2460(69.7) 'Ctlolarft,, per Minnie_ Qpm Opm) 38(144) Coolant System Capacity gal(L) 3(11.36) Heat Rejection to Coolant BTUjhr 144,000 Max.Operating Air Temp on Radiator OF(oC) 122(50) Max Operating Ambient Temperature;(before d"e) of(°C)' 110(43.3) Maximum Radiator Backpressure in HO 0.5 COMBUSTION AIR REQUIREMENTS Standby Flow at Rated Power cfm(m3/min)F 87(2.5) ENGINE EXHAUST Standby, Standby Rated Engine Speed rpm 1800 Exhaust Flow(Rated Output) cfm(m3/min) 260(7.4) Hofssepoweratfieterf kW*' hp 54 Maximum Recomrte�ck Pressure MKQ 15 Piston Speed ft/min(m/min) 1251 (381) Exhaust Temp(Rated Output) OF(°C) 900(482) BMEP psi 72 Exhaust Outlet Size,(€7pen,Set) in 2.5*Lf3,Fiex*mu8ler) "Refer to"Emissions Data Sheet"for maximum bHP for EPA and SCAOMD permitting purposes. Deration—Operational characteristics consider maximum ambient conditions.Derate factors may apply under atypical sRe conditions.Please consult a Generac Power Systems Industrial Dealer for addrbonal details.All performance ratings in accordance with IS03046,BS5514,IS08528 and DIN6271 standards. G GENERAC' I INDUSTRIAL SG035 dimensions and weights OPEN SET(Includes Exhaust Flex) H L x W x H in(mm) 76(1930)x 37.4(949.9)x 47(1193.8) Weight lbs(kg) 1575(714) 0 0 � • o O o7• L W • • •••• •••••• L •••••• •• • •••••• ........................ _........._........ ........_........... • STANDARD ENCLOSURErM •• •• • :•...: + a� � i I • L x W x H in(mm) 94.8(24tJyY$t;(965.1)0495'(1258.1) ••••• i H ::11 �6tedr2100(95k) • ••••• _ Weight Itis(kg) . • ..• 1 I •plursilium:1754 psl •....• • 01 • • • • • .. ........ _ ...--......................L................_.._........................................__ •• 111 � LEVEL 1 ACOUSTIC ENCLOSURE rM L x W x H in(mm) 112.5(2857.1)x 38(965.1)x 49.5(1258.1) Is a a al 12 43 H Steel:2140(970) lis Weight lbs(kg) is Weight 1767(801) f .................................................... _._._............._ 1■I 11111 LEVEL 2 ACOUSTIC ENCLOSURE L x W x H in(mm) 94.8(2407)x 38(965.1)x 62(1573.9) I H Weight lbs(kg) Steel:2328(1056) ,� Aluminum:1831(830) 5 • + C. W YOUR FACTORY RECOGNIZED GENERAC INDUSTRIAL DEALER p y. Specification characteristics may change without notice.Please consult a Generac Power Systems Industrial Dealer for detailed Installation drawings. Generac Power Systems,Inc. • S45 W2929O HWY.59, Waukesha,WI 53189,•generac.com 02013 Generac Powef Systems,Inc.All rights reserved.All specifications are subject to change without notice.Part No.OK4265-B/Printed in U.S.A.10/22/13 G E N E R �� usTRIAL = 100 - 400 Amps, _ 600 VAC Aut f r ,Switches - j • Standard time delay neutral will reduce switchover —, problems. .• ••. 6696 ...... • • Logic control with inphase nfbflitotregulajds Celch •• { functions and allows adjustab11Witch settldgs*ith •••••• ©�® LED indicators. •• •'• :....: • Control switches located on ffftf•ffont of We door for ••••• ...... . . ..... ease of operation. ...... .. .. . ...... • All switches are UL 1008 liltt:tl"CSA certified. • 0 :1 ...... • Electrically-operated,mectanigally-held end•• • interlocked main contacts wfth break befe"ao • design for fast,positive connections. •• • Rated for all classes of load,100%equipment rated, y both inductive and resistive with no derations. • 2,3,and 4 Pole 600 VAC contactors. O 3 ' • 160 millisecond transfer time. Standard Features • Single coil design,electrically operated and mechanically held • Programmable exerciser • Main contacts are silver alloy to resist welding and sticking • Conformal coating protects all printed circuit boards • Indicating LED's for switch position—Normal,Emergency,and Standby Operating • NEMA 1 enclosure with hinged door and key-locking handle • Three-position switch—Fast Test,Auto,Normal Test • Arc chutes on main contacts Optional Accessories • NEMA 12 enclosure • Single or double sets of auxiliary contacts • NEMA 311 enclosure • Preferred source selector switch • NEMA 4&4X enclosure • Manual 3 position selector switch • Exterior AC meter package • Remote automatic control circuit • Controls accessible through door in door • Signal before transfer contacts design on NEMA type 313 and 4 enclosures— • Return to normal timer bypass key lock provided on access door • 4-pole design for neutral isolation F� GENERAC' , STTRIAL = 1 GTS Control Systems Utility Voltage LOGIC CONTROL w/Inphase Monitor —_ Dropout........................................................................................................................75-95%(Adj.) Pickup..........................................................................................................................85-95%(Adj.) Line Interrupt..........................................................................................................0.1-10 Sec.(Adj.) Engine Minimum Run...........................................................................................................5-30 Min.(Adj.) EngineWarmup..............................................................................................................5 Sec.-3 Min.(Adj.) I Returnto Utility....................................................................................................................1-30 Min.(Adj.) EngineCooldown.................................................................................................................1-30 Min. (Adj.) StandbyVoltage......................................................................................................................85-95%(Adj.) StandbyFrequency..................................................................................................................80-90%(Adj.) TimeDelay Neutral............................................................................................................0.1-10;"fAdl•) Transfer on Exercise............................................................................................y......&...i.....ONOifdWtch ...... WarmupTimer Bypass.......................................................................................... R......#.....On/Otf Switch .' Time Delay Neutral Bypass................................................................................................Onitat.Twit:h ...... Inphase Monitor........................................................................................................•.....On/Off Switch Withstand Current - 600 Volt GTS Series •••• ••••• GTS Rated Amps 100 150 200 309.'..' :400•• •• FUSE PROTECTED •'•••• Maximum RMS Symmetrical • •.•... Fault Current—Amps 200,000 200,000 200,000 200,000 ZOi1'11111' . ...... MaximSi eu m Fuse •••Amps 200 400 400 600 609 Fuse Class JJ JJ JJ JJ JJ• CIRCUIT BREAKER PROTECTED(See separate sheet for specific circuit breakers) Maximum RMS Symmetrical Fault Current—Amps 14,000 25,000 25,000 35,000 35,000 Protective Device Continuous ' Rating(Max)-Amps 150 300 300 600 600 Tested in accordance with the withstand and closing requirements of UL 1008 and CSA Standards • Current ratings are listed @ 480 VAC W Dl Unit Dimensions MI D2� GTS Enclosure Enclosure Wall Mount Enclsoure Weight 0.4, I Rated Voltage Height Width Bolt Pattern Depth (lbs.) Ams H W M1 M2 D1 D2 100 All 36 24 18 37.5 12.7 10 180 150-200 120/240 36 24 18 37.5 12.7 10 185 150-200 120/208 36 24 18 37.5 12.7 10 185 150-200 277/480 48* 30* 24 49.5 14.8 12 265 H M2 150-200 600 48* 30* 24 49.5 14.8 12 265 300-400 120/240 36 24 18 37.5 12.7 10 245 300-400 120/208 36 24 18 37.5 12.7 10 245 300-400 277/480 48* 30* 24 49.5 14.8 12 325 300-400 600 48* 30* 24 49.5 14.8 12 325 LOU Note: On NEMA 1 enclosures only,door overlaps enclosure—door dimensions are 48.8 H X 30.8 W.All dimensions in inches. Terminal Lug Wire Ranges i GTS RATED CONTACTOR TERMINALS(1 LUG PER POLE) NEUTRAL BAR* GROUND LUG (1 PROVIDED) AMPS LUG WIRE RANGE #LUGS LUG WIRE RANGE LUG WIRE RANGE 100 2/0—14 AWG 4 2/0—14 AWG 2/0—14 AWG 150 400MCM—4 AWG 4 350MCM—6 AWG 350MCM—6 AWG 200 400MCM—4 AWG 4 350MCM—6 AWG 350MCM—6 AWG 300 600MCM—4 AWG 4 600MCM—4 AWG 350MCM_6 AWG ort— 250MCM—1/0 AWG 250MCM—1/0 AWGJ** 350MCM—6 AWG 400 600MCM—4 AWG 4 600MCM—4 AWG —f---350MCM-6 AWG or 2—[250MCM—1/0 AWG] I [250MCM—1/0 AWGj** *Not included in GTS with switched neutral. **Allowable wire range in brackets'is for 2 wires per lug. Generac Power Systems,Inc. • S45 W29290 HWY.59, Waukesha,WI 53189 • generac.com ©2013 Generac Power Systems,Inc.All rights reserved.All specifications are subject to change without notice.Bulletin 09470000OS-B/Printed in U.S.A.08/25/13 1 CL tRITY MP- Series Power T nsfer Centers(/CL Option) The MP-VW Series consolidates AC service entrance power components into a single enclosure.Integrated components include mechanically interlocked main breakers enabling manual transfer between the utility and emergency power sources,Verizon Wireless-approved surge protection,Square D load center,and an optional Cam-Lok style generator receptacle. 1 Space-saving Power Transfer Center is Versatile and Built for lwg.lasting, Reliable Performance • •••• •••••• • Use as stand-alone service entrance payor Atributioptu"ri • e0 0 . 60 • Install on an H-frame or wall e00e �• • Availabe with an optional pad mount or pal locltable telco de?. nar-. ;6 a's 00606; ` `"�'••-- �, cation box(see photo on reverse paged e• . **ego* • �. 0 6060• • Dead front switch board listed for 200 A,e1 Qjor• •30 6 6 6e•e.0 a 60000 • Standard designs for 100 and 200 amiappiiva4ions;cucte� 4signs available for 60 amps to 200 amps e 6.... e• • • • • 600000 Manual Transfer Switch e 6 6 6 e f { ' Mechanically interlocked—prevents the wUlty kd gene;,tpr soyrces ;••••; from being closed at the same time Main source"utility"breaker is rated 65 kAIC;alternate"generator" source breaker is rated 10 kAIC.Both breakers offer the"push-to-trip" red dot test feature Transfer switch is constructed of 14 gauge steel Surge-Protected Loads from a 24-or 42-circuit Square D Panel Board Verizon Wireless-approved surge protection devices on normal and emergency power sources — Discrete circuit protection:line-to-neutral,line-to-ground,line-to-line, and neutral-to-ground — Metal oxide varisitors(MOVs)alarmed by LEDs and remote relay contacts allow replacement before transient events jeopardize critical - loads • Load center accepts both bolt-on and plug-in branch circuit breakers Actual product may vary from photograph.Please request product drawings from solutions@intersectinc.co'n NEMA 313 Enclosure • A stainless steel reinforced gasket"grips"the metal flange inside of the panel to provide a three-point seal for strengthened weatherproofing • Factory punched for ease of installation.Knockouts outline on back of panel simplify routing of power and grounding cables • Ships with UL-recognized plugs to maintain the enclosure's NEMA 313 rating For more information contact Intersect at solutions@intersectinc.com. ersect, Inc. Qualit roducts.Premium customer care.Integrated solutions. e 1 Pro&ct No Product Configuration MP1220024 'd-3R 1201240;200A,10:WS 2 SPDs;24-position 5q D Load Center fi1P1220042 3R 1201240;200A;-10;MSS 2 SP-k 42-position Sq-D Load Ceder ?4P3320D42*3R 1201208;20OA;30;WS;1 SPD;42-position 4,bload Center rIVM3 Utgtryvoltage mooltor–10,MP-YIN ILC, Utility voltage-,monitor–30,MP-VtM ILC. k General Data Suppression Technology Enclosure weight&dimensions Technology'type Varies by service voltage,amperage and op- Metal oxide varistor(MOV) tions.Please request specific panel dimensions Modes of protection(provided for each specified for the MP-VW Series. power source) • • 0000•. 0.00•• Enclosure L-N • • • • •• • • ••• • NEMA 313 L-G 000000 •00• ••��• • 0.125"thick aluminum L-L 000000 f 0 0 0 Powder coat paint N-G0000 0' 0 ;••••� UL Pantone(Cod Gray)TGIC polyester Maximum continuous operating voltage •0000• ;sees* 0•••0 Door (MCOV)-120V 00000• •' • ••i••• • 3-point latching system with 3-point seal L-N 000000 :'• 0 0 0 0 0 0 • Pad-lockable L-G •••••• •• • • • • 000000 UL certification - 000000 • UL 50—Enclosure for electrical equipment N-G ••0 • 0••0 • UL 891—Dead front switch boards Suppressed voltage rating(SVR) •• • 000 • • • Service entrance rated UL 1449,Feb 2007 tested<500 V 0•• i Manufacturer's warranty Nominal discharge current per mode 5 years 90 kA(8x20) , Over-current protection (rated) 42 WC Load Center Alarming Load center type Remote—Form C output contacts Square D Visual—LED loss of phase Circuit breaker positions —LED reduced protection 24 or 42 Audio—Optional Remote alarming Circuit breaker type UL certification Square D—Bolt-on or plug-in branch devices UL 1449 3rd edition(or current) Transfer Device Type Mechanical interlock i Intersect nc. All specifications subject to change without notice. P.O.Box 753–Liberty Lak WA 9901–USA 0 Intersect,Inc.2003-2015.Rev 060715. Phone:509.255.9570 or 800.910.3735–Fax: 09.255.6034 www.in setincxom t , x r verizon% s 4700A TO CT,SUITE too �f°Imp i eoU cA hATa+ FL a14s1 (561)ago--ww ROJECT INFORMATION: MIAMI SHORES PRESBYTERIAN CHURCH SITE No 9038184 R� �'� •„ / ' 'i y 602 NE 96TH ST. lan6 _ I �y A (µ MIAMI SHORES, FL 33138 a g I ' ! l MIAMI-DADE COUNTY lk i 1 a'I -- 4� URRENT ISSUE DATE: APRIL 2017 zo a _ _ ". F'C3s rt �( 1M SSUED FOR: I.bniB�rl VERIZON WIRELESS SITE NAME / NUMBER _ �_ r.a - ____ - CONSTRUCTION DRAWINGS g MIAMI SHORES PRESBYTERIAN CHURCH / 9038184 F li '� 5'N' 7, E'' p we 9 g I y Id ... i I I s SITE ADDRESS e'`' ••:2 VICINITY MAP o.7 397 = 602 NE 96TH ST. S� MIAMI SHORES, FL 33138STATE - £ . -r—..-.MN F=S_'1�-1Mn St:=E � a �•J�. T _ _ ?�': OF MIAMI—DADE COUNTY °s-$- - -* --` .. ...",. b I •• N •dFFjj �4 Il NE:fOteF'Sx` -NEl01a d ( �� •�� r• �, SHEET INDEX PROJECT DATA !I= J, 71 �' �!��' ,��_ X'4: ( �SHEET DESCRIPTION REV. APPLICANT/LESSEE PROPERTY INFORMATIONS,1AV �p ��NAME: Nw s:ua �, • 1 QT-1 COVER SHEET VERIZON WIRELESS MIAMI SHOF�S PRESBYERIAN NE va ns l // J'_- I b -1 T MANAGER: ANDREW LEMS TH ST . G CONSTRCUTION NOTES PHONEMIAMI (581 MIA 228-9518 MIAMI SHOO RES,FL 33t 38 '- P 131 • - SITE PLAN _ . RED � a ... . CIVIL ENGINEER: PROPERTY OWNER � � `) •• • B DETAILS KIMLEY-HORN AND ASSOCIATES INC. NORTHEAST PRESBYTERIAN CHURCH ] _ r - -�-•- le / or� r a g - MY-90E'3J `•�„E96tE:1tf •J ��E'9°N-31_ _---'' 1. / Ml ANTENNA CABLE ROUTE 1920 WIXIVA WAY,SUITE 200 802 NE 90 ST r— I ALHERTO RI05 FL 33411 MIAMI. DAVID KINCHEN 305 745-9547 III I 1 san:sE - _._ ELEVATION AND GENERAL NOTES&SPECSWEST PALM f 1{ l\ I '' / 1 II l� J7' ��;_,J� - ` C 2t�17 LEY-H AND AS OC/A TES INC. E t CABLE SUPPORT AND CONDUIT DETAILS (581)845-0885 ;•- _'—�,� r�-'-�I -�-I`,�� }I f i; i` 1920 itTi4*evY H - ANTENNA SPECIFICATIONS AND DETAILS STRUCTURAL ENGINEER: TELCO COMPANY E (� ° ` --,;� , P ED I> / � i �� •,Sr,(LM A4r5, 6LORIDA 33416.. _ 4— ` BY - ANTENNA MOUNTING DETAILS N 91°'s`. -�-Z -•QQ n STEPHEN BELSER V' 1 k I C JI I "'k wsad sr-/r asf- 'te FTSE CA0000�6• • • ATT(800)331-0500 JI _ILz_' - -" d 2 - DETAILS JWM ENGINEERS LLC �L---� Ne-si.as --' C-9 DETAILS 4915 NW 43RD STREET ,S �I ; l�%—g4j . I ROJECT DATA: GAINESVIC-1 0 NATURAL TANK GAS GENERAL INSTALLATION 352 50.15 0 32505 "----J u �rw e�m-sI 1„E sa°°s,-� r ' ---�- /�� tlA--��mE sluT •L�_—.ti t+E - EQUIPMENT PLATFORM PLAN „E.s,«a STRUCTURAL NOTES AND PLAN VIEW , ig ��. o u 4 STRUCTURAL DETAILS ELECTRICAL ENGINEER: POWER COMPANY J� - pl. �' —� -- — L" �N_n�, �E T.�; STRUCTURAL DETAILS •+ ' DAL ENGINEERING FPL(800)375-4375 d E WA LKER �� fl __ sy1n�I-.--, ==-1_777 E-1 ELECTRICAL RISER DIAGRAM 2775 VISTA PARKWAY.SUITE GB WEST PALM BEACH FL 63471 LOCATIO I`�� .S IIl►, o o ELECTRICAL ROOF PLAN PH: 081-842-5333 S' URAL RAIN BY:=CHK. APV.: •;.1. 1•. .o w E-31ELECTRICAL GROUNDING DETAILS • g -- RHO ARS MVM RECEIVED CENSURE: ISSUED FOR: FAT ^� � � IO:NN K MARAJM PE 71466 s" DATE: ELECTRICAL 1 Y ARNOLDO A.ARTILES PE 70646 CONSTRUCTION DRAWINGS APRIL 2017 MARIA V.MARTIN PE 72497 PERMITTING SITE DATA Zfl v FROM VERIZON WIRELESS OFFICE pp��p�� o JURISDICTICN: VILLAGE OF MIAMI SHORES LATITUDE: 25'51' 48.48-N (NAD 83) TAKE I-95 SOUTH TD IXR 8ti T SETRAJ/TA'IILEiT4G �tjfq m GROUN DE 80'11' 05.24'W NAD 83 ONTO NW 103RD ST.TURN RIGHT ONTO HEET TITLE W ° PARCEL ID: 11-3208-014-1410 GROUND ELEVATION: 8'(NAVD 88') ( ) HE 8TH AVE TURN LEFT ONTO 96TH Si. ' oHANDICAP FACILITY IS UNMANNED AND NOT FOR EXISTING ROOFTOP HEIGHT: 20.5' AGL SITE WILL BE ON THE LEFT. w REQUIREMENTS: HUMAN HABITATION. HANDICAPPED HIGHEST APPURTENANCE: 189.4'AGL COVER SHEET a a ACCESS NOT REWIRED. DESIGN DATA MECFIAWCA VERIZON WIFELESS IS PROPOSING TO INSTALL e N a NEW EQUIPMENT ANDA N.G. GENERATOR ON ALL WORK AND MATERIALS SHALL BE PERFORMED AND INSTALLED IN HEET NUMBER• W y A NEW ROOFTOP PLATFORM, A NEW ACCORDANCE WITH THE CURRENT EDITIONS OF THE FOLLOWING CODES DRIVING DIRECTIONS-1 a DOOR M REPLACEMENT, AND AS ADOPTED BY THE LOCAL GOVERNING AUTHORITIES NOTHING IN ANTENNNASAS FLUSH MINT ON A STEEPLE. THESE PLANS IS TO BE CONSTRUED TO PERMIT WORK NOT B DG j CONFORMING TO THEM CODES. ' p PROJECT SUMMARY 1.61N MON(2014)FLS KXDNG CODE &A�twnm if sIm 2 i W me NATIONAL ELECM CEDE(NEC) CMMRIK,"SPECIRCA110N5(A1SC) Tml Y x mm LOCAL AMDIOMENTS 7.U140DRM16TER5 IABORATpL6(UL) 1 AMSI/RIA/EIA APPLICABLE STANDARDS APPR01fD ELEC85CJIL FROOIICTS LL: 4.LFE SAFETY CODE NFPA-101-2015 n LOCAL BUILDING CODE KHA Job iT 5.FLORIDA FIRE PREYF M CODE 2015 &CTIY/COLMTY QDNANCE9 U_>JECT TO COMPLIANCE WITH ALL FEDERAL 044048134 NATE AND COUNTY RULES AND REGULATION ILL 0 verizonN/ STANDARD OM SI ON S 4700 EXCHANGE CT,SUITE 100 1hm BOCA RATON.FL 33431 I (661)9Y6-6600 A THESE SPECIFICATIONS AND CONSTRUCTION DRAWINGS 9ZAN uP: PERMITS NO uCENGC BEINS7d� REJECT INFORMATION• ACCOMPANYING THEM DESCRIBE THE WORK TO BEPERFORMED AND A. THE CONTRACTORS SHALL AT ALL TIMES KEEP THE SITE FREE THE MATERIALS TBE FURNISHED FOR THE CONSTRUCTION OF A ANY PAVEMENT,FOOTPATH,CURB,GUTTERS,WALLS, RTIESFLOORS, z THE COMMUNICATIONS SITE FROM ACCUMULATION OF WASTE MATERIALS OR RUBBISH CAUSED A CONTRACTOR SHALL FIELD VERIFY ALL.EXISTING UTILITIES SERVICES,AND EXISTING FEATURES OR OTHER PROPERTIES BY THEMIAMI SHORES PRESBYTERIAN CHURCH N EMPLOYEES AT WORK AND AT THE COMPLETION OF BOTH HORIZONTALLY AND VERTICALLY PRIOR TO START OF DISTURBED OR DESTROYED DURING CONSTRUCTION SHALL BE THE WORK,THEY SHALL flTOOLS SCAFFOLDING AND ALL RUBBISH FROM AND ABOUT CONSTRUCTION. ANY DISCREPANCIES OR DOUBTS AS TO THE THE BUILDINGINCLUDING INTERPREREINSTATED TO A CONDITION AT LEAST EQUAL TO THAT SITE No 9038184 3 B.THE DRAWINGS AND SPECIFICATIONS ARE INTENDED TO BE . ALL TOOLS. OF PLANS SHOULD BE IMMEDIATELY REPORTED EXISTING BEFORE COMMENCEMENT OF OPERATIONS. FULLY EXPLANATORY AND COMPLIMENTARY. HOWEVER,SHOULD SURPLUS MATERIALS,AND SHALL LEAVE THE WORK CLEAN AND READY FOR USE TO THE-ARCHITECT/ENGINEER FOR RESOLUTION AND WN,INDICATED BE SHOW OR SPECIFIED ON ONE AND INSTRUCTION AND NO FURTHER WORK SHALL BE PERFORMED 602 NE 96TH ST. NOT THE OTHER,IT SHALL BE THE SAME AS F SHOWN, B. EXTERIOR VISUALLY INSPECT EXTERIOR SURFACES AND UNTIL DISCREPANCY IS CHECKED AND CORRECTED BY THE INDICATED OR SPECIFIED ON BOTH. REMOVE ALL TRACES OF SOL,WASTE MATERIALS,SMUDGES AND ARCHITECT/ENGINEER. FAILURE TO SECURE SUCH INSTRUCTION MIAMI SHORES, FL 33138 ' G THE INTENTION of THE DOCUMENTS IS TO INCLUDE ALL LABOR OTHER FOREIGN MATTER. MEANS CONTRACTOR WILL HAVE WORKED AT HIS OWN RISK AND MIAMI—DADE COUNTY EXPENSE AND MATERIALS REASONABLY NECESSARY FOR THE PROPER 1. REMOVE ALL TRACES OF SPLASHED MATERIALS FROM Ac-BwLTs DRAWINGS EXECUTION AND COMPLETION OF THE WORK AS INDICATED IN ADJACENT SURFACES. B. THE CONTRACTOR SHALL BE EQUIPPED WITH A MEANS OF A. THE CONTRACTOR SHALL PREPARE A RED LINED SIT OF AS-BUILT URRENT ISSUE DATE: CONSTANT COMMUNICATIONS• SUCH AS A CELLULAR PHONE OR DRAWINGS IN THE FORM OF MARKED UP CONSTRUCTION PLANS THAT THE DOCUMENTS G INTERIOR: VISUALLY INSPECT INTERIOR SURFACE AND REMOVE A PAGER. SHALL BE OF A STANDARD ACCEPTABLE TO THE VERIZON WIRELESS CPM. APRIL ZO17 ALL TRACES 5014 WASTE MATERIALS,SMUDGES AND OTHER SUCH DRAWINGS SHALL BE SUBMITTED TO THE VERIZON WIRELESS CPM 4 D.THE PURPOSE OF THE SPECIFICATIONS IS i0 SUPPLEMENT THE FOREIGN MATTER. WITHIN TWO WEEKS FROM PRACTICAL COMPLETION AND PRIOR INTENT OF THE DRAWINGS AND TO DESIGNATE A PROCEDURE, C. THE CONTRACTOR IS RESPONSIBLE FOR ALL SAFETY INCLUDING F 1. REMOVE ALL TRACES OF SPLASHED MATERIAL FROM TO APPROVAL OF THE CONTRACTOR'S FINAL INVOICE TYPE OR QUALITY d'MATERIALS REQUIRED TO COMPLETE THE ADJACENT SURFACES. BUT NOT UNITED TO PROTECTION of ALL SITE PERSONNEL AND SSUED FOR: - WORK. THE GENERAL PUBLIC DURING THE ENTIRE STE CONSTRUCTION 2. REMOVE PAINT DROPPINGS.SPOTS,STAINS AND DIRT PERIOD. HE SHALL TAKE ALL REASONABLE PRECAUTIONS TO CONSTRUCTION DRAWINGS E MINOR DEVIATIONS FROM THE DESIGN LAYOUT ARE ANTICIPATED _ FROM.FINISHED SURFACES PLACE AND MAINTAIN BARRICADES,LAMPS• SIGNS,AND THE € 'AND SHALL BE CONSIDERED AS PART OF THE WORK HOWEVER.NO LIKE IN ACCORDANCE WITH OSHA SAFETY ACT AND ANS F CHANGES THAT ALTER THE CHARACTER OR INTENT OF THE DESIGN OCCUPATIONAL GUIDELINES oWALL BE MADE OR PERMITTED WITHOUT A CHANGE ORDER PRACTICAL COMPLETION EV. DAT PST N: RELATED oOCI.IMENTS AND COORDINATION: D. THE APPLICANT SHALL SECURE ANY ENVIRONMENTAL OR DRAINAGE A. DOCUMENTATION BY CELLULAR CARRIER BEFORE COMPLETION CAN BE M �f 4 A GENERAL CARPENTRY,ELECTRICAL.AND ANTENNA DRAWINGS ARE PERMITS REQUIRED DUE TO THE PROPOSED IMPROVEMENTS ISSUED INCLUDE INTER / CONTRACTOR W PERFORMANCE OF THE WORK EACH 1. ALL QUALITY ASSURANCE CHECKLISTS AS OUTLINED IN ^^ •••��'.I. �% CONTRACTOR MUST REFER TO ALL DRAWINGS ALL �� v CONFLICTS THE PREVIOUS SECTIONS COORDINATION TO BE THE RESPONS1131UTY OF THE GENERAL COORDINATION WITH PUBLIC UTILITY AUTHORITIES A THE CONTRACTOR AND EACH SUBCONTRACTOR SHALL BE CONTRACTOR. 2 WARRANTIES AND MAINTENANCE MANUALS, IF APPLICABLE i RESPONSIBLE FOR VERIFICATION OF ALL MEASUREMENTS AT A. THE CONTRACTOR SHALL COORDINATE WITH RELEVANT 3. GROUND SYSTEM RESISTANCE 1137 THE STE BEFORE ORDERING ANY MATERIALS OR PERFORMING AUTHORITIES THE WORKS THAT ARE TO BE CARRIED OUT. HE - ANY WORK NO EXTRA CHARGE OR COMPENSATION SHALL BE SHALL CONDUCT HIS OPERATIONS SD AS TO NOT INTERFERE 4. CERTIFICATE OF OCCUPANCY ALLOWED DUE TO DIFFERENCE BETWEEN ACTUAL DIMENSIONS AND SHOP DRAWINQ WITH THE OPERATIONS OF PUBLIC AND/OR PRIVATE UTILITY ' 3 DIMENSIONS INDICATED ON THE CONSTRUCTION DRAWINGS ANY AUTHORITIES WHILE INSTALLING SERVICES ON THE SITE TELL SUCH DISCREPANCY IN DIMENSION.WHICH MAY INADVERTENTLY A CONTRACTORS TO SUBMIT SHOP DRAWINGS AS REQUIRED AND THE CONTRACTOR WILL BE RESPONSIBLE FOR THE PROTECTION STATE OF OCCUR STALL BE SUBMITTED TO THE VERIZON WIRELESS CPM �'., ••••,P'� LISTED IN THESE SPE FOR CONSIDERATION BEFORE THE CONTRACTOR SPECIFICATIONS THROUGH GENERAL OF SUCH FACILITIES AND STRUCTURES DURING CONSTRUCTION re C . OR APPROVAL OF THIS SITE INSURANCE AND BONDS • (' Q �� ••• • PROCEEDS WITH THE WORK IN THE AFFECTED AREA CONTRACTOR TO THE VERIZON WIRELESS PMF A. EACH CONTRACTOR SHALL AT HIS OWN EXPENSE CARRY AND '• -�C®� M �11A 4� B. ALL SHOP DRAWINGS TO BE REVIEWED,CHECKED AND CORRECTED BY B. THE CONTRACTOR,WHEN AWARDED THE CONTRACT,WILL E GENERAL CONTRACTOR PRIOR TO SUBMITTAL TO THE VERIZON WIRELESS CPM. MAINTAN FOR THE DURATION OF THE PROJECT ALL �• . E ALLOWED ANY EXTRA COMPENSATION BY REASON OF ANY MATE INSURANCE AS REWIRED AND LISTED AND SHALL NOT A OR THING WHICH SUCH CONTRACTOR MIGHT NOT HAVE FULLY COMMENCE WITH HIS WORK UNTIL HE HAS PRESENTED A ••-• �'1`� ••• • a INFORMED HIMSELF PRIOR TO BIDDING. INSPECTIONS CERTIFICATE OF INSURANCE STATING ALL COVERAGES i0 A. THE CONTRACTOR SHALL NOTIFY THE CPM THE GENERAL CONTRACTOR WHO SHALL,IN TURN, •••• • • • C. NO PLEA OF IGNORANCE OF CONDITIONS THAT EXIST,OR OF AT LEAST 24 HOURS IN ADVANCE OF REQUIRED INSPECTIONS FORWARD A COPY OF ALL CERTIFICATES TO THE VERIZON WIRELESS CPM. (, n• ^,�� :•• DIFFICULTIES THAT MAY BE ENCOUNTERED OR OF ANY OTHER ••• �� (iI iV'( f'.!'U' $ P890 RELEVANT MATTER CONCERNING THE WORK TO BE PERFORMED IlG S NO CIIRCTI TIONc• 1. INSPECTION OF GROUNDING SYSTEM • • • 4 WILL BE ACCEPTED AS A REASON FOR ANY FAILURE OR A SUBMIT 3 COPIES OF EACH REQUEST FOR SUBSTITUTION. IN INSPECTIONS THAT WALL BE REQUIRED BY ITE VERIZON WIRELESS CPM •••• • ••• OMISSION ON PART OF THE CONTRACTOR TO FULFILL THE EACH REQUEST IDENTIFY THE PRODUCT FABRICATION OR OR OTHER DESIGNATED CARRIER REPRESENTATIVE ARE • X3 REQUIREMENTS OF THE CONTRACT DOCUMENTS INSTALLATION METHOD TO BE REPLACED BY THE SUBSTITUTION. 2. PRACTICAL COMPLETION LAN15•PREPARED INCLUDE RELATED SPECIFICATION SECTION AND DRAWING THE CONTRACTOR STALL BE SEELY RESPONSIBLE FOR ENSURING • •NLIMBERS,AND COMPLETE DOCUMENTATION SHOWING COMPLIANCETHATALL RELEVANT AUTHORITY INSPECTIONS ARE CARRIED OUT rjeoley>>>Hord cmPArr. WITH THE REQUIREMENTS FOR SUBSTITUTIONS IN A TIMELY MANNER THE CONTRACTOR SHALL PROVIDE g B. SUBMITTAL SHALL INCLUDE ALL NECESSARY PRODUCT DATA AND OUT SHEET DOCUMENTATION OF ALL INSPECTIONS. A DO NOT USE THE EXISTING BUILDING SPACE FOR STORAGE OF WHICH PROPERLY INDICATE AND DESCRIBE THE ITEMS,PRODUCTS•AND MATERIALS c 2012 KIALEY-HORNTND ASS&TOTES,INC. ••• • i TOOLS OR MATERIALS NATHWT THE VERIZON WIRELESS CPM BONG INSTALLED. THE CONTRACTOR SPALL,IF DEE,m NECESSARY BY THE .THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING WITH THE a AND/OR BUILDING OWNER APPROVAL VERIZON WIRELESS CPM.SUBMIT ACTUAL SAMPLES TO CPM FOR APPROVAL IN UEU VERIZON WIRELESS CPM•S DESIGNATED ENGINEERING FIRM TO OBTAIN • • 1920 WIC/t/ft STY • • OF WT SHEE7S ALL REQUIRED INSPECTIONS AND TESTING THE CONTRACTOR •WEST POLM BEACH, FLORIDA 33411••• • a B. ALL MATERIALS MUST BE STORED IN A LEVEL AND DRY SHALL PROVIDE DOCUMENTATION OF ALL INSPECTIONS •• 1561) 84"065 • • • LOCATION AND N A MANNER THAT WILL NOT OBSTRUCT THE FBPE CA00006A • FLOW OF OTHER WORK. ANY EQUIPMENT OR MATERIAL STORAGE 3 METHOD MUST MEET ALL RECOMMENDATIONS OF THE ROJECT DATA: MANUFACTURER. £ COMPLIANCE ENVIRONMENTAL PROTECTION A ALL MATERIALS,DESIGN,AND WORKMANSHIP SHALL BE IN Z ACCORDANCE WITH ALL APPLICABLE CODES(SOME OF WHICH ARE A. NOISE LEVEL: THE CONTRACTOR SHALL ENSURE THAT STATE o AND LOCAL REGULATIONS ARE COMPUED WITH IN REGARD TO PROTECTION: LISTED BELOW),ORDINANCES.AND AUTHORITIES HAVING JURISDICTION OVER THE NOSE LEVELS PRODUCED BY HIS OR HIS SUB-CONTRACTOR'S 5 A PROTECT FINISHED SURFACES,INCLUDING JAMBS AND HEADS OF WORK.UPON THE COMPLETION OF THE WORK THE CONTRACTOR SHALL PROVIDE EQUIPMENT OR METHODS OF CONSTRUCTION. OPENINGS USED AS PASSAGEWAYS THROUGH WHICH EQUIPMENT THE VERIZON WIRELESS CPM WITH A CERTIFICATE OF OCCUPANCY(IF REWIRED) 9 AND MATERIALS WILL PASS AND OTHER LEGAL DOCUMENTS TO VERIFY SUCH COMPLIANCE.WHERE NO CODES DUST CONTROL- THE CONTRACTOR SHALL TAKE ALL NECESSARY EXIST. THE WORK SHALL CONFORM WITH THE STH EDITION(2014)FLORIDA STEPS TO LIMIT THE CREATION OF ANY DUST NUISANCE THAT B. PROVIDE PROTECTION FOR EQUIPMENT ROOM SURFACES PRIOR TO BUILDING CODE OR THE SPECIFICATIONS HEREIN.WHICHEVER IS MORE STRINGENT MIGHT ARISE DURING CONSTRUCTION TO THE SATISFACTION OF ALLOWING EQUIPMENT OR MATERIALS TO BE MOVED OVER SUCH AND A DOCUMENT STATEMENT SHALL BE FURNISHED TO THIS EFFECT. THE LOCAL AUTHORITIES AND THE BUILDING OWNER. THE VERIZON SURFACES WIRELESS CPM MAY DIRECT THAT WORK CEASE UNTIL SUCH TIME RAWN BY:= FLK.: APV.: 3 AS ANY PARTICULAR DUST NUISANCE IS C. MAINTAIN FINISHED SURFACES CLEAN, UNMARRED AND CONTROLLED TO THE SATISFACTION OF THE VERIZON WIRELESS CPM, RHO ARS MVM SUITABLY PROTECTED UNTIL JOB STE IS ACCEPTED BY THE LOCAL AUTHORITIES AND BUILDING OWNERS VERIZON WIRELESS CPM. (CENSURE: - IT IS THE CONTRACTOR'S RESPONSIBILITY TO VERIFY COMPLIANCE WITH THE GOVERNING CODES AND TO NOTIFY THE VERIZON b WIRELESS CPM OF ANY DISCREPANCIES PRIOR TO PERFORMING WORKTONIN K MARAJH PE 71466 GAS CONDUIT GENERAL NOTES AINOLDO A AIROLES PE 70646 REPAIRS AND REPLAC6HENTS` REFERENCE TO ANY STANDARD OR(DDE OF PRACTICE IN THIS A THIS INSTALLATION SHALL COMPLY WITH FBC FUEL GAS CODE MARIA V.MARTIN PE 72397 SPECIFICATION SHALL BE DEEMED TO MEAN THE EDITION CURRENT AT THE TIME OF AWARD OF THE CONTRACT. B. THE CONTRACTOR SHALL FIELD VERIFY ALL CONDUIT LENGTH a' A IN EVENT OF DAMAGE. THE CONTRACTOR SHALL PROMPTLY MAKE THE CONTRACTOR SHALL COMPLY WITH ALL ZONING AND SITE AND PLAN DIMENSIONS AND SHALL IMMEDIATELY NOTIFY CONSTRUCTION o ALL REPLACEMENTS AND REPAIRS AND AT NO ADDITIONAL COST ACQUISITION SPECIAL STIPULATIONS AS OUTLINED IN THE JOB MANAGER AND ENGINEER OF ANY DISCREPANCIES. HEST TfiL.E• o TO THE VERIZON WIRELESS CPM AND/OR BUILDING OWNER. SPECIFICATIONS.OR AS DIRECTED BY THE VERIZON WIRELESS CPM. 8 C. FOR OTHER THAN BLACK STEEL,EXPOSED GAS PIPING SHALL BE IDENTIFIED ANSI/TIA/EIA-22 222- G BY A YELLOW LABEL MARKED'GAS'IN BLACK LETTERS.THEEXCEEDINGRKING 3 STH EDITION(- FLORIDA BUILDING CODE SHALL BE SPACED AT INTERVALS NOT EXCEEDING 5 FEET. THE MARKING p TEMPORARY FAOUTIES: SHALL NOT BE REQUIRED ON PIPE LOCATED IN THE SAME ROOM AS THE BUILDINGo NATIONAL��*T�ADMINISTRATORSEYAiF1 NMAENDMENTs EQUIPMENT SERVED. fT CONSTRUCTION NOTES A TELEPHONE: UNDERWRITERS LABORATORIES APPROVED ELECTRICAL PRODUCTSD. PIPING SHALL BE MARKED WITH AN APPROVED PERMANENT DENTIFICATIONEACH CONTRACTOR TO PROVIDE HIS OWN TELEPHONE AMERICAN INSTITUTE OF STEEL CONSTRUCTION SPECIFICATIONS(AISC) BY THE INSTALLER SO THAT THE PIPING SYSTEM SUPPLIED BY EACH METER >•-'""" ("`'J 3 ACCESS IF REWIRED. LIFE SAFETY CODE NFPA- 101-2015 IS READILY IDENTIFIABLE -- (%jam 0 .a _ FEDERAL AVIATION REGULATIONS J 1 HEET NUMBER- B. IF PERMANENT POWER IS COMPLETED, ALL CONTRACTORS MAY FLORIDA FIRE PROTECTION CODE 2015 _ i USE THE SERVICE CONNECTION FOR PRODUCTION WORK ONLY, PROVIDED THAT ELECTRICAL CORDS AND CONNECTIONS ARE mi F FURNISHED BY THE CONTRACTORS AND ARE DISCONNECTED ANDGwl PROPERLY STORED DURING NON-WORKING HOURS mgr „ KHA Job #: 3 � 044048134 NE 96TH ST EXISTING FIBER DEMARC verizonNI 4700 EXCHANGE CT SUITE 100 BCCA RATCN,FL 33431 (561)995-55W 7f • ROJECT INFORMATION: MIAMI SHORES PRESBYTERIAN CHURCH ',� _ SITE No 9038184 602 NE 96TH ST. MIAMI SHORES, FL 33138 MIAMI—DADE COUNTY i •,,..., �t � ,,• URRENT ISSUE DATE:— APRIL 2017 SSUED FOR: CONSTRUCTION DRAWINGS EV. DA N: EXISTING BENCH TOP TO BE TEMPORARILY . �• .. REMOVED FOR ACCESS TO PROPOSED COAX f` LESSEE PROPOSED ANTENNAS x *, �o v ` CABLE ROUTE UP TO LESSEE PROPOSED'. d MOUNTED ON EXISTING STEEPLE - ANTENNAS(SEE PHOTO K ON SHEET C-3) R (SEE ELEVATION ON SHEET C-4) a,." „ ..•• I l:. `� SF••i••�� M � 1 Z • II : _ o. 79Qn-72 £ LESSEE PROPOSED UNDERGROUND STq 1 E F 1 "ANTENNA CABLES(SEE PHOTO K `' ' ON SHEET C-2) �*"'*t^ , 'trup EXISTING CHASE TO BE J ..:_ ... }' 1` ` • \�� •• •• UTILIZED BY LESSEE ROOFTOP EL 20.5'± (AGL) ROOFTOP EL 20.5'± a - (SEE PHOTO F ON SHEET C-2 (AGL) ; 'i.. fit•. AND PHOTO K ON SHEET C-3) ,�_ — • •• •• k .. I ..t i 0c y ♦.:T • • •••• • •`.' WiPA •• J LESSEE PROPOSED ELECTRICAL AND , +•RE •• •• � LANS•p D BY: e COAX ROUTE SECURED TO WALL r - ". �!t'"ley*Horn • a ��VVV �V1rr ��77 (SEE PHOTO F AND G ON SHEET C-2) I '� - >�� LESSEE PROPOSED ELECTRICAL - • • • • s .-H '., .Q. ROUTE(SEE SHEET C-2) E—fl ©2057 KIM&Y-HORN AAD ASSOCIATES,fNC. •• •• N N rr+i ` • • 1920 WF=Ci • • b I w z ( WEST FA%19 BEACH, FLORIDA 33411 •• •• w m LESSEE PROPOSED NG LINE `� •• (%1) 845=415 • • • 8 o w `[ * ROUTE(SEE SHEET C-2) f+t FSE BOA go • LESSEE PROPOSED PLATFORM $ LESSEE PROPOSED 35W PROPANE PROPOSED N.G. LINE SECURED TO WALL _ ACCESS LADDER GENERATOR AND OUTDOOR EQUIPMENT ROJECT DATA: (SEE STRUCTURAL PLANS) S ON ELEVATED STEEL PLATFORM (SEE PHOTO J ON SHEET C-10) a • LESSEE PROPOSED CAGED LADDER W11H .''� � y < g LESSEE PROPOSED ELEVATED STEEL -- LOCKED SECURITY COVER AND ACCESS ^ L F EQUIPMENT PLATFORM WITH SCREEN PLATFORM (SEE STRUCTURAL PLANS) WALL PAINTED TO MATCH EXISTING I SEE PHOTO G ON C-2 BUILDING FINISH WITHIN A 75•x26' _ LEASE AREA (TOTAL OF 390 SQ FT) I PROPOSED NATURAL GAS METER ._.. ... SEE PHOTO C ON C-2 (SEE PHOTO J ON SHEET C-10) _ � (SEE STRUCTURAL PLANS) ACCESS TO LESSEE PROPOSED 1aa EQUIPMENT PLATFORM.. d RAWN BY•—CHK• APV % LESSEE PROPOD CESS DOOR RHO ARS MVM LESSEE PROPOSED (SEE PHSEOTOACH ON C-3) _;. ? `AT ,� • v' (CENSURE: EXISTING CLOSET ELECTRICAL EQUIPMENT (FLOOR BELOW) Q '' 1"fit r �-4 KENN K.MARAJ1 PE 71455 SECURED TO WALL _ - ARNGLOO A.ARTILES PE 70648 (SEE ELECTRICAL PLANS) -i _ t 'y "* MARIA V.MARTIN PE 72397 a BREEZEWAY �� 1�, '¢, :. < LOWER ROOFTOP ;v?- - • - EL. 10't (AGL) Y 9 a ,• p , HEET TITLE EMERGENCY PUSH BUTTON NOTE b �# .^ ;. "•F, f EXISTING INTERIOR WALL AND DOOR TO BE SITE PLAN r + +9 REMOVED AND REPLACED WITH A NEW WALL 1. PROPOSED EMERGENCY STOP BUTTON MAINTAINED 50MM RED "` �..' - • s �,. ;AND DOOR WITH SAME CONSTRUCTION MUSHROOM PUSH BUTTON, EMERGENCY STOP ENGRAVED, .K (SEE PHOTO C ON SHEET C-3) BLACK BEZEL, WITH ONE N.C. CONTACT MODEL E:ZZJLB2N88 ` BY EATON OR APPROVED EQUAL IN NEMA 3R HOUSING "'�` '' »c.•C HEET NUMBER >" + r` s :q • ��y�y. `f W/P600 CONTACT RATING DESIGNATION TO BREAK IGNITION .�' aJ Y. r, • t POWER OF EMERGENCY GENERATOR (VERIFY CONTACT RATING � s^ r '1 ."a X _ .?^(. ` :iA�>� w AND EXACT WIRING WITH GEN.. MANUF.) SUPPLY AND INSTALL • ENGRAVED PLAQUE STATING"VERIZON EMERGENCY STOP" Cm i CALL HOURS SITE PLAN V 3 BEFORE YOU DIG • 2. CONSTRUCTION INSTALLATION MAINTENANCE AND OPERATIONAL Y 8 IT'S THE LAW( NOTE: TESTING OF EPSS SHALL COMPLY THE LATEST ADOPTED E b DIAL 811 ::1 Knowwhatsb•IOW. NORTH o 1e s2 1. ALL EXPOSED EQUIPMENT AND ANTENNAS TO BE EDITION of NFPA tto. KHA Job #: Call War•you dlg. PAINTED TO MATCH EXISTING BUILDING EXTERIOR. 3. ALL ELECTRICAL WORK COMPLY WITH THE LATEST 044048 1 34� - SUNSHINE sTnre cNE CALL OF Roa:on irvc. SCALE AS SHOWN ADOPTED EDITION OF NFPA PA 7 70 NATIONAL ELECTRICAL CODE LESSEE PROPOSED ELECTRICAL PROPOSED NG LINE - U ROUTE SECURED To WALL ROUTE SECURED TO LL verizon ELECTRICAL PLANS) LESSEE PROPOSED WALL TO EXISTING CONDUIT SUPPORTLINE S gW� � 400 EXCHANGE CT.SUITE 0 w / 7 10 _ •-y. — �.•- R •••-•• � SOCA RATION,FL 33431 (561)995-5500 LESSEE PROPOSED ELECTRICAL ROJECT INFORMATION: ROUTE SECURED TO WALL - - MMI CHURCH (SEE ELECTRICAL PLANS) 9 M SHORES PRESBYTERIAN SITE No 9038184 i SEE PHOTO J ON SHEET C-10O - I - FOR CONTINUATIONPARKING E 96TH ST. MIAMI SHORES, FL 33138 " ^�^^^� I --.► - MIAMI—DADE COUNTY J& 'a- — 6�*�'� URRENT ISSUE DATE: • - S PROPOSED NATURAL GAS UNE SECURED TO i • �' ` WALL FROM PROPOSED N.G. METER TO PROPOSED GENERATOR (COORDINATE W/ LESSEE PROPOSED METER AND �..�•-\ «. `. _ ,. APRIL 2017 BUILDING OWNER do VRZ CPM) DISCONNECT SNITCH SECURED TO WALL (SEE ELECTRICAL PLANS) SSUED FOR: w _-..... ` •-.. • i..,- LESSEE PROPOSED ELECTRICAL ROUTE SECURED TO EXISTING CONDUIT SUPPORTS � ,;�•_ —_ x� _— — - CONSTRUCTION DRAWINGS (SEE ELECTRICAL PLANS) I!751ilii�� ATE. ESCRIPTION: F PHOTO A (ELECTRICAL ROUTE) PHOTO B (ELECTRICAL ROUTE) PHOTO C 'ELECTRICAL ROUTE) �\• NTS NTS NTS SEAL: Ito. _ € � S *' w sA~ STATE .. i LESSEE PROPOSED NO •• • • LINE ROUTE SECURED - �•= eli(J,I► `�`,j(�t •• •• �• TO EXISTING CONDUIT _ _ _ •• all l f � LYi� • • �. _ SUPPORTS - • • •••••• f 00 LESSEE PROPOSED NG LINE ROUTE SECURED AJ..� --'... LANS•R4iEPAR+ED BY: • "_ - • = • TO EXISTING CONDUIT N _ W �,. e � - M� SUPPORTS KIkfV)��t N 7Orn 601:0• • g ` LESSEE PROPOSED ELECTRICAL p. "-, ,�. C 2017 WLPr HORN AAb ASSOCAITES. wO •• •• "< ROUTE SECURED TO EXISTING ~~... ' '��' • =" _ • • 1920 WE:M'ZYI? • • CONDUIT SUPPORTS y # E d (SEE ELECTRICAL PUNS) „� ` - LESSEE PROPOSED ELECTRICAL NEST LM ACH, FLORIDA 3411 • • m R �' # - TOM - ROUTE SECURED TO EXISTING - ••Q(561) 845�VS •D•3 •• •• n .•,,... .y: CONDUIT SUPPORTS FBPE CA0000696 n (SEE TRICAL ROJECT DATA: PHOTO D (ELECTRICAL ROUTES PHOTO E (ELECTRICAL ROUTE NTS NTS F LESSEE PROPOSED COAX LESSEE PROPOSED ELEVATED CABLE ROUTE DOWN EXISTING STEEL EQUIPMENT PLATFORM LESSEE PROPOSED ELECTRICAL, LESSEE PROPOSED ELECTRICAL, CHASE(SEE PHOTO K ON MATH SCREEN WALL PAINTED NG GAS AND ANTENNA CABLE 1 RAWN BY:=CHK.: APV.: i z ES LINE AND ANTENNA CABLE SHEET C-3 FOR TO MATCH EXISTING BUILDING ROUTE SECURED TO EXISTING I ROUTE SECURED TO EXISTING CONTINUATION) - FINISH VATHIN A 15'x26' LEASE WALL(SEE ELECTRICAL PLANS) RHO ARS MVM WALL AREA (TOTAL OF 390 SQ F'0 rl (SEE ELECTRICAL PLANS) f, SEE STRUCTURAL PLANS ICENSURE: a FCe KEVIN K.MARAJH PE 71455 LESSEE PROPOSED FLUSH -� ARNCiD0 A. ARTILES PE 70645 MARIA V.MARTIN PE 72397 (SEE STRUCTURAL o ..:9 - ---- • = LESSEE PROPOSED NG ALINE ROUTE SECURED HEFT TITLE' -__- - TO EXISTING CONDUIT - p Y c ) _ DETAILS - I LESSEE PROPOSED CAGED SUPPORTS LADDER MATH LOCKED SECURITY .* _ � - m f NOTE: t? COVER SEE STRUCTURAL PLANS � �� 1. ALL EXPOSED EQUIPMENT AND ANTENNAS TO BE PAINTED TO MATCH EXISTING BUILDING EXTERIOR. "? LESSEE PROPOSED PLATFORM ACCESS LESSEE PROPOSED ELECTRICALLADD . •M y=.x _ c`' ER (SEE STRUCTURAL PLANS) ROUTE SECURED TO EXISTING � tl : HEET NUMBER CONDUIT SUPPORTS ' + w (SEE ELECTRICAL PLANS o LESSEE PROPOSED� = CAGED LADDER C2 i (SEE STRUCTURAL - _ r t...., PLANS) KHA Job #: 8 PHOTO E (ELECTRICAL ROUTE) PHOTO G (ELECTRICAL ROUTES 044048134 NTS ryT5 verizon ` LESSEE PROPOSED STEEL ACCESS DOOR THRU CLOSET WALL 4700 EXCHANGE CT,SUITE 100 i TCN. 8 (PROVIDE 5 DIGIT MASTER LOCK SYSTEM) 4 - � EXISTINGINTERIORWALL AND DOOR TO BE `� FL SEE DETAILS ON SHEET C-8 .. REMOVED AND REPLACED WITH A NEW WALL ` BOCA� ' _# ) (581)995-5500 AND DOOR WITH SAME CONSTRUCTION I ROJECT INFORMATION: Q - TO MATCH EXISTING z (PROVIDE 5 DIGIT MASTER LOCK SYSTEM f f MIAMI SHORES PRESBYTERIAN CHURCH SITE No 9038184 f 602 NE 96TH ST. ' MIAMI SHORES, FL 33138 � I MIAMI—DADE COUNTY 9 URRENT ISSUE DATE: APRIL 2017 i+ SSUED FOR: CONSTRUCTION DRAWINGS LL EV.:=DATE:====DESCRIPTION: I PHOTO H (CLOSET) PHOTO I (CLOSET) ,.•••''•��CEN °°°°•;9 =- NTS NTS . L•,' 3 CONTRACTOR TO TEMPORARILY REMOVE EXISTING , 3A� s LESSEE PROPOSED (3) 4'• CORE DRILLS THRU EACH MARBLE WALL TO ACCESS THE EXISTING ANTENNA = X77 FLOOR UP TO PROPOSED ANTENNAS CABLE CHASE. AFTER INSTALLATION, CONTRACTOR = (FOLLOW THE EXISTING COAX CABLE ROUTE) SHALL RETURN WALL TO ORIGINAL CONDITION. 0000 0 SEE PHOTO M FOR CONTINUATION ST • � G� AT�GIF.••r Q► � .. .. �—EXISTING CHASE TO BE k„ UTILIZED BY LESSEE LESSEE PROPOSED COAX CABLE ROUTE SECURED TO '�� I �� t` • P WALL UP TO THE PROPOSED ANTENNAS f NAL i` •• •• (FOLLOW THE EXISTING COAX CABLE ROUTE) - °• � �A, •• •• u EXISTING BENCH TOP TO BE TEMPORARILY _ , ..; °' _ �� •• • • b REMOVED FOR ACCESS TO PROPOSED COAX 9 `- - _ LANS•PREPARED BY: • CABLE ROUTE UP TO LESSEE PROPOSED i LESSEE PROPOSED COAX CABLE ROUTE INSIDE WALL o 1 ANTENNAS. AFTER INSTALLATION, CONTRACTOR - UP TO THE PROPOSED ANTENNAS '— - •• •• •• a tl ,1 SHALL RETURN WALL TO ORIGINAL CONDITION. . (FOLLOW THE EXISTING COAX CABLE ROUTE) V '>y • ei ; 1 .#� S �F i/1�'1'�Si:: +E, L •, Y- - _ a�"ezx°r. _ orn r' • "j. _ --_.. 1017 KIM&Y-HORN ASSOCATES INC. •• •• s=77 1920, ///''' WEST PALM BEACH, FLORIDA 33411 •• •• 0 •• � � g • • • .I , ✓ 45-0� CA00008 �J , ROJECT DATA: a � a z o LESSEE PROPOSED UNDERGROUND ANTENNA CABLE - ROUTE FROM PROPOSED EQUIPMENT ON ROOF DOWN _ LESSEE PROPOSED (3) 4'0 CORE DRILLS THRU EACH w THRU EXISTING CHASE, HAND DUG TO EXISTING STEEPLE - '�l INSIDE OF EXISTING BENCH AND UP TO THE PROPOSED7�` FLOOR VP TO PROPOSED ANTENNAS ROUTE ^ e �••.• .-. ANTENNAS ) RAWN BY:=CHK.: APV.: RHO ARS MVM S PHOTO K (COAX CABLE ROUTE) PHOTO L (COAX CABLE ROUTE) PHOTO M (COAX CABLE ROUTE) NTS NTS NTS ICENSURE: g IO,AN K.MARAAH PE 71455 ARNOUDO A.ARTILES PE 70845 MARIA V.MARTIN PE 72397 HEET MILE ANTENNA CABLE ROUTE N N � HEET NUMBER w a m� C=3 LJob #: 3 044048134 � SCOPE OF WORK: FURNISH ALL LABOR, MATERIALS, TOOLS, SUPPLIES, EQUIPMENT AND MACHINERY EXISTING LIGHTING ROD � ( NECESSARY IB COMPLETE THE WORK IN ACCORDANCE WITH THE CONTRACT MEANING H MATERIALS OR hTOP Of CROSS verizon WORK DESCRIBED IN WORDS WHICH HAVE A WELL KNOWN TECHNICAL TRADE MEANING SHALL BE HELD TO REFER TO THE RECOGNIZED STANDARD. ALL MATERIALS SHALL BE NEW, UNLESS OTHERWISE SPECIFIED. %l CODES: ALL WORK PERFORMED AND MATERIALS USED SHALL MEET ALL REQUIREMENTS OF THE LATEST 4700 EXCHANGE CT.SUITE 100 ADOPTED EDITION OF THE BUILDING CODE, STATE CODES, AND LOCAL CODES, ORDINANCES, AND 3431 3 FL 3 REGULATIONS HAVING JURISDICTION. (581)SOCA RATION,ON.FL THE CONTRACTOR SHALL SECURE AND PAY FOR THE BUILDING PERMIT AND ALL REQUIRED OTHER PERMITS ROJECT INFORMATION: AND FEES, LICENSES, AND INSPECTIONS NECESSARY FOR THE PROPER EXECUTION AND COMPLETION OF THE WORK. MIAMI SHORES PRESBYTERIAN CHURCH THE EXISTING BUILDING INFORMATION SHOWN IS DIAGRAMMATIC AND BASED UPON THE BEST INFORMATION SITE No 9038184 AVAILABLE AT THIS TIME, HOWEVER, MAY NOT REFLECT ALL FIELD CONDITIONS. THE CONTRACTOR SHALL MST THE SITE AND BECOME FAMILIAR WITH THE EXISTING CONDITIONS AND THE COORDINATION OF THE t W WORK. ANY OMISSIONS OR CONFLICT IN THE WORKING DRAWINGS OR BETWEEN THE DRAWINGS AND EXISTING I 602 NE 96TH ST. FIELD CONDITIONS WHICH MAY INTERFERE WITH THE PROPER EXECUTION AND COMPLETION OF THE i MIAMI SHORES, FL 33138 DESCRIBED WORK SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER PRIOR TO PROCEEDING WITH THE WORK. MIAMI—ME COUNTY VERIFY ALL DIMENSIONS IN THE FIELD PRIOR TO BEGINNING WORK. THE CONTRACTOR SHALL VERIFY THE URRENT ISSUE DATE: LOCATION AND SIZE OF ALL EXISTING COLUMNS WHICH ARE DIRECTLY BELOW THE NEW WORK. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT&ENGINEER OF ANY DISCREPANCIES BETWEEN LESSEE PROPOSED ANTENNAS REFER TO THESE PLANS AND EXISTING FIELD CONDITIONS. SHEET C7 FOR ANTENNA MOUNTING APRIL 2017 DETAILS. PAINTED TO MATCH STEEPLE CUTTING &PATCHING: WHERE EXISTING ELEMENTS OF THE BUILDING ARE REQUIRED TO BE CUT, FIT, LESSEE PROPOSED ANTENNAS COLOR COORDINATE WITH BUILDING OWNER &SLIMED FOR: `? ALTERED OR REMOVED IN THE PROPER EXECUTION OF THIS WORK, THE CONTRACTOR SHALL TAKE ALL ELEy. f09•_0• NECERY PRECAUTIONS TO LIMITED TO THE SHORING, DAMAGE BRACING AN TO OTHER PBUILDINGORTONS OF THE EXISTING INCLUDING D SUPPORTREQUIRED TO MAINTAIN STR CTURAL BUTNOTNTEGRITYCONSTRUCTION DRAWINGS _ ti OF THE EXISTING BUILDING. UPON COMPLETION OF THE WORK, ALL EXISTING MATERIALS, SYSTEMS AND ASSEMBLIES SHALL BE REPLACED, REPAIRED, OR REFIT TO MATCH OR EXCEED THE FIT, FINISH AND EV.:�ATE:�ESCRIPTION: @ PERFORMANCE OF PREVIOUS CONDITIONS. DO NOT PROCEED WITH WORK UNTIL UNSATISFACTORY 4 CONDITIONS WHICH AFFECT SAFETY, STRUCTURAL INTEGRITY OR WATERTIGHTNESS OF BUILDING ARE LESSEE PROPOSED LOCATION OF RRUS CORRECTED. SEE RELATED SECTIONS "PENETRATIONS THRU FIRE RATED ASSEMBLIES" AND "ROOFING" OVPS AND DIPLEXERS ON LEVEL BELOW STEEL STEEPLE COORDINATE WITH A STORAGE &INSTALLATION: ALL MATERIALS AND EQUIPMENT SHALL BE STORED AND INSTALLED IN BUILDING OWNER F ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS UNLESS OTHERWISE NOTED. \ € PROTECTIONS: PROTECT WITH TEMPORARY BARRICADES, COVERINGS, OR OTHER PROTECTIONS TO PREVENT INJURY OR DAMAGE TO PERSONS OR PROPERTY. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REPAIRING ANY EXISTING ANTENNAS TYPICAL DAMAGE CAUSED BY HIS OPERATIONS. ALL WORK SHALL BE CONDUCTED IN A PROFESSIONAL, WORKMANLIKE MANNER SO THAT CURRENT BUILDING No. 72397 ' OPERATIONS ARE NOT INTERRUPTED. ANY REQUIRED SHUT—DOWN OF BUILDING SERVICES SHALL BE COORDINATED WITH THE OWNER AT LEAST 72 HOURS PRIOR TO SUCH OCCURRENCE. •• • 'rye• ••�� •• •• E PENETRATIONS THRU FIRE RATED ASSEMBLIES: O S •STATS F •� • ALL PENETRATIONS THROUGH EXISTING FLOORS, WALLS AND ROOF SLABS FOR ELECTRICAL CONDUITS, PIPES, ETC. REQUIRED AS PART OF THIS WORK SHALL BE PATCHED WITH U.L. APPROVED FIRE STOPPING •• •• CAULKING AS MANUFACTURED BY 3M OR APPROVED ALTERNATE. SEE TYPICAL PENETRATION LESSEE PROPOSED (3) 4"0 CORE DRILLS FIRESTOPPING DETAILS SHOWN IN PLANS. THE CONTRACTOR SHALL SUBMIT IDENTIFIED PRODUCT DATA '�A y,(ttly� y�•�•�u��',��f�� • • STANDARD DDING E ALIS SHOWN INAL ATHESE PLANS.TIONS AND L CLASSIFIED FIRE TEST DATA FOR ANY DEVIATIONS FROM THE ��/M�•/� �� 'a• • • ALL WORK RELATED TO CUTTING AND PATCHING OF EXISTING ROOFING WHICH ARE REWIRED FOR THE �! •• • PROPER PERFORMANCE OF THE WORK SHALL BE PERFORMED BY A LICENSED ROOFING CONTRACTOR • ` APPROVED AS A"CERTIFIED APPLICATOR'BY THE ISSUER OF THE EXISTING ROOFING WARRANTY(S). ALL LANS•PREVARED BY: • ROOFING SHALL PERFORMED IN ACCORDANCE WITH THE LATEST EDITION OF THE NRCA ROOFING AND M Kaffiley)))MornWATERPROOFING MANUAL. LESSEE PROPOSED(3) 4"0 CORE DRILLSTHE CONTRACTOR SHALL BECOME FAMILIAR WITH AND FOLLOW ALL PROVISONS OF THE EXISTING ROOF • WARRANTY(S) TO INSURE THAT ANY AND ALL WARRANTIES REMAIN IN EFFECT FOR THEIR FULL WRITTEN a 2017 KIMLA'-HONN A4D ASSOCATES INC. •• •• DURATION. THE CONTRACTOR SHALL PROVIDE EVIDENCE THAT THE ROOFING WARRANTY ISSUER HAS BEEN 1920 WE&IGrr�A1� PROPERLY NOTIFIED OF THE PROPOSED WORK AND ALL PRE—CONSTRUCTION OR FOLLOW—UP INSPECTONS • • • • b REQUIRED BY THE WARRANTY ISSUER HAVE BEEN MADE. WEST 7ALY BEACH, FLORIDA 33411 •• •• E •• (5111) 845-0&86 • • • g THE CONTRACTOR SMALL PROVIDE ADEQUATE WEATHER PROTECTION DURING DEMOLITION, AND CUTTING OR - FBP1E CA0000698• • PATCHING OF THE ROOF. DO NOT PERFORM ANY ROOFING UNDER CONDITIONS OF INCLEMENT WEATHER. o ROJECT DATA:DO NOT APPLY ROOFING MEMBRANE TO DAMP DECK SURFACES. DO NOT EXPOSE MATERIALS VULNERABLE PROPOSED (3) 4"0 CORE DRILLS 3 TO WATER OR SUN DAMAGE IN QUANTITIES GREATER THAN CAN BE WEATHERPROOFED THE SAME DAY. s PATCHING OF EXISTING ROOFING SHALL EXTEND 36" BEYOND AREA AFFECTED BY THE NEW WORK TO R INSURE ADEQUATE WATERTIGHT INTERFACE W/EXISTING ROOFING. REPLACE EXISTING INSULATION WITH NEW LESSEE PROPOSED(3) 4"0 CORE DRILLS INSULATION TO MATCH EXISTING IN TYPE, THICKNESS AND SLOPE. ALL NEW MATERIALS SHALL BE (SEE PHOTO M ON SHEET C-3) u COMPATABLE WITH EXISTING ROOFING AND SHALL BE OF SIMILAR ROOF SYSTEM TYPE. THE CONTRACTOR SHALL COORDINATE W/THE OWNER FOR INSTALLATION OF EQUIPMENT BY OTHERS. WORK EXISTING GRADE SHOWN IN THESE PLANS SHALL NOT COMMENCE UNTIL COMPLETE EQUIPMENT SPECIFICATIONS, INCLUDING ELEV.0'-0"AGL BUT NOT LIMITED M. DIMENSONS, WEIGHTS, MOUNTING DETAILS, SERVICE CONNECTIONS, CLEARANCES, ETC. $ ARE SUBMITTED TO AND APPROVED BY THE ARCHITECT& ENGINEER. RAWN BYE==CHK•• APV•• MVM EXTERIOR PAINTING: PAINTING SHALL INCLUDE ALL ANTENNAS, SUPPORTS, CABLES, FITTINGS, ETC. WHICH EXTEND ABOVE THE RHO ARS LINE OF EXISTING PARAPETS. PAINT ALL VISIBLE SURFACES OF ITEMS REQUIRED TO BE PAINTED. ALL NORTH ELEVATION SOUTH ELEVATION L1(CENSURE: PRODUCTS SHALL BE MANUFACTURED BY"SHERWN WILLIAMS" OR APPROVED ALTERNATE. - N.T.S. N.T.S. KEVIN K.MARAJH PE 71455 a ARNCiDO A.ARnLES PE 70545 S PAINTING SHALL INCLUDE ALL ANTENNAS, SUPPORTS, CABLES, FITTINGS, ETC. WHICH EXTEND ABOVE THE MARIA V.MARTIN PE 72397 INE OF IXISTNG PARAPETS. PAINT ALL VISIBLE SURFACES OF ITEMS REQUIRED TO BE PAINTED. ALL ' P a PRODUCTS SHALL BE MANUFACTURED BY'SHERWN WILLIAMS" OR APPROVED ALTERNATE. 3 GALVANIZED METAL- 1 COAT OIL ALKYD PRIMER FOR GALVANIZED METAL "SW GALVITE B50W3" 2 COATS GLOSS ALKYD INDUSTRIAL ENAMEL "SW INDUSTRIAL ENAMEL 854W101" HEET T FIBERGLASS ANTENNAS 2 COATS "SW DTVI EXTERIOR LATEX ENAMEL"PAINT MUST BE LEAD FREE. ELEVATION AND GENERAL EXISTING POSTTENSIONED SLABS, 9 7 PRIOR TO DRILLING. SAWING, OR CUTTING THE CONTRACTOR SHALL VERIFY THE EXISTENCE AND LOCATION NOTES & SPECS OF ANY SLAB POST TENSIONING DUCTS AND TENDONS. THE CONTRACTOR SHALL PROVIDE AS PART OF HIS N WORK, ALL FIELD TESTING AND INVESTIGATION REOUIRED FOR PROPERLY LOCATING EXISTING POST TENSIONING-DUCTS &TENDONS. ALL TESTING AND INVESTIGATON SHALL BE PERFORMED BY AN APPROVEDi HEET NUMBER a &LICENSED INDEPENDENT TESTING LABORATORY. THE LOCATION OF ALL CORE DRIWNG, ANCHORING, SHALL — w BE SHIFTED AS REQUIRED TO AVOID EXISTING POST TENSION DUCTS. xGENERAL NOTES & SPECIFICATIONS All E QA C=4 KHA Job #: 044048134 U.L. ASSEMBLY NO. CAJ1175 2 HR. FIRE RATING ■ SEE TYPICAL MAX. 1 CONDUIT PER U.L. ASSEMBLY N0. WL1001 verizon PITCH POCKET OPENING STL 1,2,3&4 HR. FIRE RATING. d: DETAIL THISrCONDUIT OR EMT SEE SHEET FOR /1 PLAN FOR SIZES TYPICAL CONDUIT W/ 4700 EXCHANGE CT,SUITE 100 B SIMILAR NOTES 2" MIN. '' UNISTRUT P2558 CLAMPS iBGA.CALL-. STM.PAN FL REPAIR/REPLACE EXISTING CONCRETE WALL 1/4"DIA. BEAD FlRE AS REQUIRED) (ESEAA g SOLDER ALL.RS.) BO(361)9 6-5001 s STOPPING CAULKING BY ( P1000 UNISTRUT SET IN HOT DATED OU ROJECT INFORMATION x EXIST. ROOFING 36" NEW 2" FIRE STOPPING SEALANT, 3M CP-25 S/L, CP_BY PLASTIC CEMENT nFIW NEW EQUIPMENT BEYOND AREA RGS 1b WCS TYP. FSP 1000 N 5 CAULK BOTH PAN FLUSH W/PITCH S�TRPUCTURAgL E t�lAf�l SHORES PRESBYTERIAN CHURCH AFFECTED BY WORK 6" CABINET (2HR RATED- UL1479 / ) SIDES OF WALL OPEN'G DWG.FOR SIZE _ COMPLETELY AROUND REPAIR/REPLACE 2 2 OF 'TL POST h PERIMETER EX T.ROOFING BASEPLATE SITE N E o 9038184 NEW CONDULET • . 36"BEYOND AREA EXISTING MAX 1 CONDUIT PER AFFECTIU BY WORK 602 NE 96TH Sr. EXTERIOR----".• .,.:.,,.__,,.,,_,._.._.:_:.,, ._..._._...._._._._._....._._ MIAMI SHORES, FL 33138 FILL W/NEW ROOF STUCCO OPENING STL CONDUIT - _ _- - INSULATION TO MATCH FINISH d . OR EMT SEE PLAN _=___g__ _ _______ MIAMI—DADE COUNTY EXISTING IN TYPE, FOR SIZES SEE NOTE 1 _ SLOPE h THICKNESS NEW 2" 0 RGS BORE THRU EXISTING =_____=__=___-'_ - s =—_-_=_ _= URRENT ISSUE DATE: aEXISTING STRUCTURAL ROOF(CORE DRILL AS CONDUIT PER PLAN WALL FOR CONDUIT EXISTING WALL g REQUIRED) PROTECT OPENING W/1/2"MIN. "' MAX. 1/2" ANNULAR (CONTRACTOR TO .• APRIL 2017 CONDUIT STRAPS SPACE FIELD VERIFY) DECK NG STRUCTURAL ROOF FIRE STOPPING CAULKING 3M CP-25 WB+(2 SECURED NTH 2"MIN. FILL W/NEW ROOF INSULATION TO SSUED FOR: HR. FIRE RATING)UL ASSEMBLY NO. CAJ1175 —LAG,SCREWS,0.48".O.C., •' � "" " _ -" NOTE:.hTE FlRE'PENETRATION DETAIL SHOV4N ABOVE IS w - MIN. - - --N91EL THE'TIRE'PENETRATION DETAIL SHOWN NOTE: MATCH EXISTING IN TYPE SLOPE DIAGRAMMATIC. CONTRACTOR SHALL REFER TO LATEST ABOVE IS DIAGRAMMATIC. CONTRACTOR SHALL 1. CONTRACTOR TO LOCATE REBAR PRIOR TO THICKNESS CONSTRUCTION DRAWINGS Y EDITION OF U.L FIRE RESISTANCE DIRECTORY FOR REFER TO LATEST EDITION OF U.L FIRE - DRILLING OR CORING. DO NOT CUT REBAR. 5 SPECIFIC INSTALLATION DETAILS AND REQUIREMENTS OF RESISTANCE DIRECTORY FOR SPECIFIC 2. CONTRACTOR TO INSURE WATER-TIGHTNESS THIS ASSEMBLY. INSTALLATION DETAILS AND REQUIREMENTS OF AT ALL PENETRATIONS. EV.:=DATE:====DESCRIPTION: 3 THIS ASSEMBLY. CONDUIT THRU ROOF CONDUIT AT WALL CONDUIT THRU GYP. BOARD CONDUIT LINE SUPPORT PITCH POCKET N.T.S. N.T.S. N.T.S. N.T.S. N.T.S. te•t "A' - DIA. OF CROWN 1. FLOOR OR WALL ASSEMBLY - MIN. 4-1/2 IN. THICK REINFORCED LIGHTWEIGHT OR NORMAL WEIGHT (+/ ANCHOR CABLE HANGERS CROWN DIAMETER TO BE THE DIAMETER (100-150 PCF) CONCRETE. WALL MAY ALSO BE CONSTRUCTED OF ANY UL CLASSIFIED CONCRETE BLOCKS-. axz.s2(6061 ALUMINUM) OF THE WALL OPENING PLUS 1" MAX DIAM. OF OPENING IS 8 IN. SEE CONCRETE BLOCKS (CATZ) CATEGORY IN THE FIRE RESISTANCE S 5/6 WIT CUJIP AS FIRE-RATED GYPBD/STUD WALL ASSEMBLY DIRECTORY FOR NAMES OF MANUFACTURERS. 2 " ' ' s REQUIRED. 2. METALLIC PIPE - MAX. 6 IN. DIAM. (OR SMALLER) RIGID GALV. STEEL CONDUIT, SCHEDULE 10 (OR `,.•' GENS,, 3" MAX DIA. MTM. PIPE. PROVIDE NOM. Q. �••'•.,•. 3'O.D.x t/4"(6061 ALUMINUM) 1" ANNULAR SPACE AROUND PIPE HEAVIER) STEEL PIPE OR MAX. 4 IN. DIAM. (DR SMALLER) STEEL EMT CONDUIT CENTERED IN THE OPENING. SEE PITCH POCKET NOTES ON THIS SHT. (TYP) _ PIPE TO BE RIGIDLY SUPPORTED ON BOTH SIDES OF FLOOR OR WALL ASSEMBLY. THE T RATING OF THE :•,•' ••1 a OPTIONAL FORMING MATERIAL - SYSTEM IS DEPENDENT ON THE SIZE OF THE CONDUIT AND THROUGH OPENING AS SHOWN IN THE TABLE • IV O.72397 •••:•* •• •• 3/6"•HILTI KWIK BOLT III EXPANSION 9 RECESSED 1/2" FROM THE SURFACE BELOW(SEE ITEM 5). • • • • ANCHOR EMBEDDED 2 112•MIN.INSTALL 2a72A W� 5 4 y µQ1• FOR FS900 MATERIAL(MINERAL 3. FORMS - (NOT SHOWN, OPTIONAL) - USED AS A FORM TO PREVENT LEAKAGE OF FILL MATERIAL DURING _ •• •�' • •� • ACCORDING TO MANUFACTURERS () INSTALLATION. FORMS TO BE A RIGID SHEET MATERIAL, CUT TO FIT THE CONTOUR OF THE PENETRATING • N ACCORDING TO MA HILR KWIX BOLT II OR WOOL, POLYSTYRENE ETC.) •• •• •• a OVED EQUIVALENT ITEM. FORMS FRICTION FITTED INTO THE OPENING OR LOCATED ON UNDERSIDE OF FLOOR ON BOTH SIDES FLAME SAFE IPC FS/FST900 SERIES OF WALL COMPOUND APPLIED TO PREVENT THE LEAKAGE OF FILL MATERIAL. THE FORMS TO BE REMOVED AFTER THE FILL MATERIAL {t/•S•••••• ,,tl• • • SECTION ANNULAR SPACE 1/2" DEEP INTO HAS CURED. p • • 1 14. PACKING MATERIAL - (NOT SHOWN, OPTIONAL) - MINERAL WOOL BATT INSULATION FIRMLY PACKEDLLI t11 4 I 1/2•0 HOLE ADD. MATERIAL ADDED TO FORM 5/8" BETWEEN THE FORMS AND PENETRATING ITEMS TO PREVENT THE LEAKAGE OF FILL MATERIAL. THE •• • O I CROWN AROUND CONDUIT AND PACKING MATERIAL MAY BE REMOVED AFTER THE FILL MATERIAL HAS CURED. LAN •• N FRAMED WALL PENETRATION LAPPING 1" BEYOND OPENING) 5. FILL.1/4(TYPVOID OR CAVITY MWITH MATERIAL- - SEALANT- FILL MATERIAL APPLIED WITHIN ANNULUS, FLUSH 6•%3 PLATE Y W 6�% I 3x32 . TOP SURFACE OF FLOOR OR NTH BOTH SURFACES OF WALL THE T RATING OF THE SYSTEM IS •• •• �. i 3 1/ TH 4"MIN. CONC. WALL DEPENDENT UPON E SIZE OF THE OPENING, SIZE OF THE PENETRATING ITEM, NOM ANNULAR SPACE ° OR CMU. OPENING TO • WITHIN OPENING AND THICKNESS OF THE FILL MATERIAL AS SHOWN IN THE TABLE BELOW: a g KjrPv0Horn • PROVIDE 3/4"MAX. ANNULAR Max Max Diann. Nom Min. Fill T 2017 KIMLPY-HORN AA1115 ASSOCIATES,INC. •• •• t O O _ SPACE AROUND PIPE Opening Penetration Annular Mtl. Rating Hr • • 1920 wt�(IGA'Sv11>' • • E b 1 1/2" Size In. Item In. Space In. Thk In. WEST PALM BEACH, FLORIDA 33411 •• P Do* € 3 1-1/2 9/16 4-1/2 1-1/2 •• (s61) 845-111996e • • • $ 5 1/2 2/4 3-1/2 3/2 FBVE cAooao6B6• • 1 1/2" 1 4" MAX. DIAM. 8 a 6 11/16 3-1/2 1 ROJECT DATA BASE PLATE I I '� METAL PIPE 8 6 11/16 3-1/2 1/2 Lyxyxl/4 TRANSVERSE °J ci INTERNATIONAL PROTECTIVE COATINGS CORP - Types FS500, 1 Q FS501, FS503, FS505, FS529, FST601, FST603, FST605, RFS500, RFS501, RFS505, RFST601 and RFST605 LL ANGLES o 48"O.C.MAX DO I I q p' tPACK. FLAME SAFE IPC FSP1000 NOT EXCEED MM RECOMMENDED CABLE PUTTY APPLIED INTO THE • Bearing the UL Classification Marking BENDING RADIUS OPENING - 1/2"THICKNESS 1 5/6••COAX CABLES TYP AT EA. WALL SURFACEOF(6) I2SECTION A-A IIII IIIIIII I MINERAL WOOL(4 PCF) INTO ANNULAR 1 SPACE AND RECESSED 1/2" FROM WALL SURFACES A RAWN BY=CHK.: APV.: 0 318'4 2024-T4 ALLOY BOLTS, CONCRETE WALL PENETRATION z (TIP.OF ALL BOLTED 8 CONNECTIONS) RHO ARS MVM yI CONDUIT PER PLAN (4.0 MAX.) _-_ System No. C-AJ-1oDB CENSURE: I I FLAME SAFE IPC FS900 MIN. 1/2" (Formerly System No. 111) THK. FLUSH WITH FLOOR F Ratings-3 Hr UARNCLKEVIN uo A.AanLES PE 70545 PE 71455 PLAN VIEW 3U HR. RATEDL SYSTEM CAJ7105) T Rating-0, 1/2, 1-1/2 and 3 Hr(See Item 5) MARIA V.MARLIN PE 72397 NOTES: ° I. ALL SUPPORT FRAMING TO COMPLY WITH THE ALUMINUM ASSOCIATION .R HEET TITLE• SPECIFICATIONS AND GUIDE ONES FOR ALUMINUM STRUCTURES A 5 I g 2. HEIGHT OF 9JPPORT SHALL BE VARIED WHERE REQUIRED n To RUR CABLES ABOVE DR BELOW S EXISOVIN ON PLAN AND rL •, • CABLE SUPPORT AND a a SUPPORT SPACING SHALL BE AS SHOWN ON PLAN AND M ACCORDANCEPPOCHC MTS CABLE MANUFACTURER'S MINIMUM RECOMMENDED NOTES. Da NOT EXCEED 4e"OC.BETWEEN CARIE HANGERS AND SUPPORT CHANNELS AND DO NOT EXCEED NINIMUN RECOMMENDED GABLOR CABLE HANGERS CONDUIT DETAILS a 4. ANCHOR CABLE HANGERS 70 SUPPORT PER CONDUIT FLOOR CLAMP, TYP. 1. CONTRACTOR TO INSURE WATER TIGHTNESS AT ALL WALL PENETRATIONS. MANUFACTURER'S DETAILS. 1. CONCRETE FLOOR • 5. NUMBER AND SZE OF CABLES WILL VARY DEPENDING ON LOCATION. 2. NUMBER OF CABLES AND CONDUITS WILL VARY DEPENDING ON LOCATION. - SEE ANTENNA CABLES NOTE ON SHEET z FOR DETAILS. CONCRETE FLOOR PENETRATION HEET NUMBER 3. CONTRACTOR TO X-RAY PRIOR TO DRILLING OR CORING TO LOCATE REBAR. DO NOT CUT REBAR. w tl S. POST-TENCaNM SI Ass NOTE: CONTRACTOR TO INSURE WATER TIGHTNESS AT ALL WALL AND FLOOR PENETRATIONS. PRIOR TO DRILLING SAWING,OR CUTTING THE CONTRACTOR SHALL VERrY THE EXISTENCE AND LOCATION OF ANY SLAB 1. CONTRACTOR TO X-RAY PRIOR TO DRILLING OR CORING TO LOCATE POST INVESTIGATION REWIRED FNG DUCTS AR vROPEOiaY LOCATTHE ING EXISTING POST Po�ST PTE�TI9on 0 DUCTS k IENDONWORK ALL TESTING A�NDNG AND (E) REBAR. DO NOT CUT REBAR. 4. CONTRACTOR SHALL CONTACT OWNER TO DETERMINE IF ROOF WARRANTY EXISTS, ALL ROOF PENETRATIONS INVESTIGATION SHALL BE PERFORMED BY AN APPROVED k ULENSED INDEPENDENT TESTING LABORATORY.THE LOCATION W 2. CONTRACTOR TO INSURE WATER-TIGHTNESS AT ALL WALL AND FLOOR SHALL BE BY METHODS APPROVED BY ROOFING COMPANY TO MAINTAIN ANY EXISTING WARRANTIES. IF ALL CORE DRILLING.ANCHORING.SHALL BE SHIFTED AS REGUIRED TO AVOID EXISTING POST TEN40N DUCTS. PENETRATIONS. WARRANTY DOES NOT EXIST, ROOF PENETRATIONS MEANS AND METHODS SHALL BE AS SHOWN ON THE DRAWING OR APPROVED BY ENGINEER. C=5 E r ROOF TOP CABLE TRAY (WHEN APPLICABLE) FIRE STOPPING PENETRATIONS CONDUIT THROUGH SLAB f WALL KHA Job #: N.T.S. N.T.S. N.T.S. € 044048134 NOTE: USE DETAILS WHERE APPLICABLE PROPOSED CONFIGURATION 148398 ALPHA] ALPNA2 verizon✓ RF ENGINEERING ANTENNA SPECIFICATION SHEET +45 700 ws �� LTE 1900MNz ANTENNA CONFIGURATIONS 1��g 4700 EXCHANGE CT,SUITE 100 SCOPE OF WORK-800Mhz ALPHA BETA GAMMA r BOCA RATON,FL 33431 terns Quantity 0 0 0 (561)995-5500 terra Model X7COAP-665•VRO XICQAP465-VRO =QAP-665-VRO � 1 tan na Orientation 350 140 240 ROJECT INFORMATION: tatt&nna ng Electricne(fee al Doee AGL) g.) 109 109 109 ANT-1 ANT-2 ANT-1 TM ANT.2 MIAMI SHORES PRESBYTERIAN CHURCH Mechanical Down•TiX(Deg.) 0 0 0 - MS MS +4s 44S a DiplexedAntenn, NO NO NO SITE No 9038184 X plexer Model Qy: NO NO NO ds d5 dS AS N MA Model Qy: NO NO NO 602 NE 96TH ST. Coaxial Type Hybrid Cable&Jumpers Hybrid Cable&Jumpers Hybrid Cable&Jumpers _ MIAMI SHORES, FL 33138 Coaxial Quantity hybrid Cable&Jumpers Hybrid Cable&Jumper Hybrid Cable&Jumpers ° MIAMI-DADS COUNTY Call She Number&PNs 0 PCS 1900MHz ANTENNA CONFIGURATIONS ° URRENT ISSUE DATE. qSCOPE OF WORK.1900 Mhz ALPHA BETA GAMMA ° ° APRIL 2017 p tensa model 0 0 0 V Anotia] x7cQAP4lssvr:0 x7cQAP-665x7coAP-66svRo - SSUED FOR: Orientation 350 140 240 Centellfne(fedAGL tog Tog 709 __ F•A f RFC RF•D _ealDown-TiaOn. 9 0 6 z RR � = RRE,532 —CONSTRUCTION DRAWINGS Antenna z '44 `s - ....... B2Modal r 12 DBC-7CAP 698.%Ofift&1710.2170MHz DBC•7CAP 698-MMHz&1710.217OMHz DBC-7CAP 698.960MKz&1710-217OMHz .., .. ..... EV.:�ATE�ESCRIP I ION: del Qy: ....................................ype SHELTER ° � Coaxial Quantity —1 PCS Site Number&PNs I 3q I 1 ° LTE 70OMHz ANTENNA CONFIGURATIONS "' -a'1 I�� l,r 2? SCOPE OF WORK-700 Mhz ALPHA BETA GAMMA ,a � 1900 LTE 1900 •. `// Rp tennaQuamHy t 1 1 7001TE 700LTE CDMA Antenna Model =OAP•665•110 X7CQAP-665X7CQAP-66SVRO i i RUL RUt1 BBU Canna Orientation 350 140 240 1, .' e e RADIO i3 Starting Electrical Down•Th(Deg.) 6 8 6 a a tenna Centerline(fed AGL) 109 log 109 N0.72397 Mechanics]Down-Tilt( 0 0 0 :• •••• Diplexed Antenna NO NO NO • �� Diplexer Model Qy: NO NO NO € MA Model Qry: NO NO -A • STATE OI:••' �` •• •• N18 ANTENNA LAYOUT /� • b Coaxial Type 1518 1518' 1518' �, lea'•'.,u �� • d Coaxial Quantity 4 4 4 ' N.T.S. 1 LZ •• •• LTE SRa Number a PNs •a , DUL Quantity Qty. :y tLy[NIneLPri•tt * • • LTE2t0MHz WS ANTENNA CONFIGURATIONS _ Af� [[)NM ��a :• •: SCOPE OF WORK-2100 Mhz ALPHA BETA GAMMA "�+ ■,� '+,• •• •• • 4 Auillehria-Ouan* 1 1 t • • Antenna Model X7CQAP-66SVRO X7CQAP-665•VRO X7CQAP-665-VRO I-AN$• A • Lena Orientation 350 140 240 - AneentaCentedine(feet AGL) 109 109 109 V • g Starling Electrical Do Tdt(Deg.) 4 4 4 �� 1 >>>H or n *0 '::• •• _ Mechanical Down-Tin(oag.) 0 0 0 �� W • • • • a I xed Antenna NO NO NO l_l 2017 KIMAW-HORN AIA ASSOCINTES.INC. •• •• t xvMadel 1920 WE:I" NAI* a 8 DBC-AP 1710 Mhz-2140 Mhz DBC-AP 1710 Mhz-2140 Mhz DBC-AP 1710 Mhz-2140 Mhz • • • • ii Model Qty: N° NO NO 17EST QALY BEACH, FLORIDA 33471 •• •• E ial Type Hybrid Cable&Jumpers Hybrid Cable&Jumper H dCable&Jumper •• 561 845-0SE6 • • • 6 s]Quan' Hybrid Cable&Jumpers Hyhrid Cable&Jumpers Hybrid Cable B Jumper FBPE CA0000698• • ' Quantity a Site Number&PNs 449325 ROJECT OATH: 3 TYPE: 7001190012100 ANTENNA:Add(6)X7COAP RET Antennas.Coax for 700;RRUSMybrid Cade for AWS and Future PCSLTE. COAX:12 Coax lines for 700;Hybrid Cable for AWS and Future PCSLTE. u DIPLEXER:No diplexers;(3)Sm rl Bias-Ts needed for 700. COMMENTS:Nola starting electrical downfill. .. EQUIPMENT SUMMARY Total Number of Antennas: 0 CELLULAR(85OMHz) Total Number of Coaxial: 0 t5 Total Number of Antennas: a PCS 1900MHz Total Number of Coaxial: 0 Total Number of Antennas: 3 LTE(70OMHz) Total Number of Coaxial: 12 8 T umber nnas: 3 AWs 10OMHz Total Number of Coaxial: 0 RAWN BY=CHK.: APV.: TOTAL ANTENNA COUNT: 6 TOTAL TOTAL COAXUEL COUNT: 12 RHO ARS MVM Cellular Diplexed: NO- CELLULAR(B50MHz) Cellular Coaxial Size: Hybrid Cable&Jumper 8 PCS Diplexed: 0 PCS(190OMHz) PCS Coaxial Size: 0 LTE Diptexed: NO LTE(70OMHz) - LTE Coaxial Sim: 1518, [CENSURE: A i laxed: NO AWS 210OMHz AWS Coaxial Sim: o KEV1N K.MARAJH PE 71455 b TOTAL DIPLEXER COUNT: 18 COMBINER SETNEEDED AT BTS: ORC-760(STS Rack Mount MulOport) ARNCLDO A.ARTILES PE 70545 S /PER re (P)COAX (P)HYBRID RRUS32 RRUS32 BIAS MARIA V.MARTIN PE 72397 a SECTOR PROPOSED ANTENNA TYPE SECTOR EL CABLES CABLE (B4) (82) To LENGTH 3 o ALPHA CSS X7COAP-665-VRO 1 109'± (4) 1 5/8" (1) (1) - 290'1 ALPHA HEET TRLE- 6x121)MIN @ ALPHA CSS X7COAP-665-VRO 1 109•± 290'± [ANTENNA SPECIFICATIONS + ff BETA CSS X7COAP-665-VRI 1 109'± (4) 1 5/8� 6x111)MIN AND DETAILS BETA C55_X7CQAP-665-VRO1__ _109'±,_ 29o'f HEET NUMBER zi tl GAMMA CSS X7COAP-665-VRO 1 109'± 1 (4) 1 5/8� U 602 MIN mI ; GAMMA CSS X7CQAF--665-VRO_l 1 I 1091± 1 1 290'± 3 e CONTRACTOR SHALL USE SURVEY INFORMATION TO AUCN ORIENTATION OF ANTENNA x W SUPPORT STRUCTURE(S)NTH BEARINGS SHOWN IN DIAGRAM ABOVE. F C=6 E ANTENNA AND COAX CABLE REQUIREMENTS KHA Job #: NOTE: - ACOAX LENGTHS A APPROXIMATE. COTORTO 4048134VE LL �XETH N THEFIELD PRIOR CONSTRUCTION. h TOP ELEVATION FINISHED GRADE, PAVING 168'-5" AGL MATCH SLOPE AND ■ THICKNESS OF EXISTING verizon E� EXISTING HORIZONTAL EXISTING HORIZONTAL TRENCH STEEPLE STEEL BRACING IY TYPICAL TYPICAL STEEL BRACING4700 EXCHANGE CT,SUITE 100 PROPOSED ANTENNA TO BE fi5' TYPICAL BOCA RATON,FL 33431 MOUNTED PER MANUFACTURER'S (561)995-5500 SPECIFICATION _ _ UNDISTURBED GROUND ROJECT INFORMATION• Z ------ MIAMI SHORES PRESBYTERIAN CHURCH -- EXISTING METAL STEEPLE ;� ___--___________ ` PROPOSED CROSS OVER CAMP No. _ WNLf COMPACTED BACKFILL SITE No 9038184 DSCK SET WITH BACKING UNIVERSAL HEAVY SPLICE ATTACHED TO EXISTING 3" WIDE HORIZONTAL %' BACKFILL(SAND OR NATIVE 602 NE 96TH Sr. W AMI SHORES, FL 33138 MI STEEL BRACING AT MIN. OF 4 SOIL) LOCATIONS PER ANTENNA BRACKET. BY SITE PRO 1 MIAMI—DADS COUNTY - UTILITY WARNING TAPE URRENT ISSUE DATE: PROPOSED q PROPOSED ANTENNA PM1 STAND ( i ! ANTENNAS APRIL 2017 g OFF. I I TELEPHONE CONDUITS °s. WHERE APPLICABLE 2" IN. SSUED FOR: COORDINATE SIZE AND EXISTING HORIZONTAL TYPE WITH LOCAL UTILITY CONSTRUCTION DRAWINGS STEEPLE STEEL BRACING 1 (1 ACTIVE, 1 SPARE TYPICAL — 5 CONDUIT AS REQUIRED) 6" MIN a (TYP) EV.:�ATE DESCRIPTION: 0 PROPOSED ANTENNA TO BE SEPARATION DIMENSION TO BE VERIFIED ZAP, WITH LOCAL U11UTY COMPANY REQUIREMENTS. MOUNTED PER MANUFACTURER'S SPECIFICATION CONCRETE BACFILL TO BE PLACED IN LIFTS NOT TO �` • •., % �j rIH WALL BELOW EXCEED 6". AT+/- ,00' LEVEL /*JOINT SERVICE TRENCH BURIED CONDUIT FIBER LE PROPOSED CROSS OVER CLAMP No. IR DSCK SET WITH BACKING UNIVERSA PLAN VIEW +f— 109' LEVEL N.T.S. =" HEAVY SPLICE ATTACHED TO NORTH N.T.S. FINISHED GRADE OR NEW HOT MIX EXISTING WIDE HORIZONTAL " STEEL BRACING AT MIN. OF 4 HSAWCUT ASPHALT SURFACE COAT OR CO ETE LOCATIONS PER ANTENNA BRACKET. PAVEMENT TO MATCH EXISTING STAT ••• BY SITE PRO 1 CONDITIONS WHERE APPUCABLE 2' (MIN) ASPHALT 'y E O� L,(r FINISHED GRADE OR TACK COAT IN PAVEMENT 'y. 1� •••!(U •• •• 0 EXISTING ASPHALT OR ASPHALT PAVEMENT REQUIREMENT .' 1TirJrN_ p ` • g CONCRETE PAVEMENT. 6" MIN. 6•• MIN. t4 rrUR10 ` t� • MATCH SLOPE AND If •• •• a PROPOSED ANTENNA PIPE 3-1/2" THICKNESS OF EXISTING 00 No. P3150. ADJUST LENGTH AS ASPHALT OR CONCRETE. • �� :• • ONS X13 SLOPE TO •�� • • • 4SUIT SOIL ANTENNA MOUNTING DETAIL •••• • •• • CONDITION N.T.S. REDLANS•N �RED BY: •• Kii >�Horn " . . • Y ©2017 KIMLA'-HORN AIA ASSOCINTES.INC. •• P POO i • 1920 WE:Iti71'I&P • • t E COMPACTED BACKFILL IL-ST (561)845-40&X�RIDA.33471 0• • FBPE CA0000696• • a EXISTING HORIZONTAL--_ ROJECT DATA: STEEPLE STEEL BRACING 3 TYPICAL 6" MIN. TYPICAL PIPES OR CONDUITS 5 Z EXISTING ANTENNAS TYPICAL ANTENNE TRENCH AS < v ci 109' RA AD CENTER. SHOWN ON PLANS TYPICAL TRENCH DETAIL N.T.S. RAWN BY:=�HK.. APV.: RHO ARS s CPS ANTENNA MVM (PROVIDED BY VERIZON WIRELESS, (CENSURE: S INSTALLED BY CONTRACTOR) r,.iao,_AGL. CONNECT-IT WALL MOUNT BRACKET DS A50 KENN K.MARAJH PE 71155 OR APPROVED EQUIVALENT(TYP.) ARNanO A.ARTILEs PE 70645 1 1/2" O.D. X 3'-0-MAX. GALV. MARIA V.MARTIN PE 72397 LESSEE PROPOSED OVP •a' STEEL MOUNTING PIPE SECURED TO INSIDE OF !\\ 3 WALL \EXISTING LESSEE PROPOSED RRU'S STEEPLE$ (TYPICAL 2 PER SECTOR) COAX GROUND KIT HEET III LESSEE PROPOSED EXISTING WALLDIPLECOAX CABLE (AS REQUIRED BY INSIDE OF SECURED TO n INSIDE OF WALL PROPOSED OVP, RRU AND DIPLEXER ANTENNA MANUFACTURER) ANTENNA MOUNTING o ff (TYPICAL 4 PER SECTOR) LOCATION , d DETAILS m Z £ - - - TO CADWELD ON POST OR LUG ONAWG GROUND WIREGROUND BAR HEFT NUMBER w NOTES: ELEVATION U 1. LOCATION OF ANTENNA MUST HAVE CLEAR VIEW OF SOUTHERN SKY AND CANNOT HAVE ANY BLOCKAGES EXCEEDING 25%OF THE SURFACE AREA OF A HEMISPHERE AROUND THE GPS ANTENNA. - 2. ALL GPS ANTENNA LOCATIONS MUST BE ABLE TO RECEIVE CLEAR SIGNALS FROM A MINIMUM OF FOUR C=7 r (4) SATELLITES. VERIFY WITH HANDHELD GPS BEFORE FINAL LOCATION OF GPS ANTENNA. PROPOSED RRUS AND OVP LOCATION +f— 9"pPR0vED---"`— GPS ANTENNA WALL MOUNT =KHA Job #: N.T.S. 044048134 NOTE: USE DETAILS WHERE APPLICABLE verizon✓ . 3._0. SI I 'e 4700 EXCHANGE CT,SUITE 100 BOCA RATON,FL 33431 (561)995-5500 s ROJECT INFORMATION s o a MIAMI SHORES PRESBYTERIAN CHURCH SITE No 9038184 602 NE 96TH ST. FIN. FLJ 11 11 1 1 PROPOSED 8"x8" CAST—CRETE LINTEL OR APPROVED EQUIVALENT WITH MIAMI SHORES, FL 33138 METAL FLUSH DOOR (1) #5 CONT. PROVIDE 8' MIN. I MIAMI—DADS COUNTY DOOR FRAME HOLLOW METAL BEARING ON EACH SIDE OF OPENING. 9 DOOR TYPE URRENT ISSUE DATE. Q 8" $ APRIL 2017 DOOR HARDWARE: SET t: . °a SSUED FOR: 1 LOCK SET SS 4 1/2•x4,/2-BUTT HINGES SET - ° CONSTRUCTION DRAWINGS 1 DEAD BOLT 0 1 DOOR CLOSER 3/4' ALUMINUM THRESHOLD(PREMKO /179A) EV.:=DATE:====DESCRIPTION: 0 SEALANT rEXTERIOR STUCCO �` .••'" ••. // ALL AROUND f FINISH XJ = • �„ ,•I�•.•�,• �/ INTERIOR NO + /\ EXIS NG EXTERIOR SIDES - CMU ALL\ � ROOF LEVEL OPENING (SEE %s •••j�y�� PLAN FOR SIZE) STATE OF .4/ HOLLOW METALFRAME .•s ••i ` •• •• ANCHORS/PER 8" CMU WALL / 'Ile 14 a `O ` •• •• JAMB do FILLED // • W/GROUT i�L � `i� • • DOOR JAMB •• •• Q GROUT SOLID EACH CELL ADJACENT TO LINTEL NOTES: •••• i�f I Ia g��T •• •• 1. PROVIDE 8" MIN. BEARING ON EACH ••• t DOOR SEE DOOR OPENING WITH (1) #5 FROM EXISTING ROOF SIDE OF PRECAST LINTEL AND GROUT • ( SLAB (BELOW) TO PROPOSED LINTEL. REBAR AND REINFORCE EXISTING CMU CELL LANS•RWRARED BY: • SCHEDULE) TO BE EMBEDED A MINIMUM OF 4.5' INTO SLAB YJ TH (1) #5 BAR ON EACH SIDE OF • •• •• OPENING. - WITH HILTI HY-150 ADHESIVE OR APPROVED `/ • g EQUIVALENT. CONTRACTOR TO RESTORE WALL 2. FORM AND GROUT BELOW LINTELS AS •iro y>> orn • " METAL THRESHOLD SURFACE TO EXISTING CONDITIONS, OR BETTER. REO•D FOR EQUIPMENT OPENINGS. •• •• a SET IN BED OF SEALANT (TYP. OF 2) x201 KIMLCI-HORN A!�ASSOC/ETES.INC. t • • 1920 WE:1"'kV • • VEST RALAYI BEACH, FLORIDA 33411 ••s a•• EXIST. ROOF LINTEL DETAIL •• (591) 845—veep • 5 N.T.S. FBPE CA0000698• • a ROJECi DATA: DOOR LINTEL — 54' LONG NOA BFB-591 DOOR SILL TYPE DESTINATION 8F8-1B/IT U yy F g DOOR SCHEDULE S MATERIAL RAWN BY=CHK.: APV.: RHO ARS MVM $ n SYMB. SIZE WxHxTHK. FRAME/TYPE DOOR/TYPE THRESHOLD WEATHERSTRIP HARDWARE yyO 3 METAL FLUSH DOOR (CENSURE: KEMN K.MARAJH PE 71455 3'-0•x7'-0"x1 3/4" DOOR FRAME HOLLOW METAL ALUM. YES SET 1 8 COLOR BY OWNER ARNOLDO A.ARTILES PE 70645 1 HOUR FIRE RATED MARIA V.MARTIN PE 72397 6 = HEET T M EXTERIOR DOOR DETAIL t_- � "\"( � • Q � N.T.S. „.�..s' �� L-V��"' STRUC URAL R "Ot DETAILS p„iE li APPRpvEO --- - om HEET NUMBER ul m' z C=8 3 W x � KHA Job #: 044048134 FINISH GRADE VARIES(FIELD VERIFY) 7FINISH GRADE VARIES (FIELD VERIFY) verizonJ 4700 EXCHANGE CT,SUITE 100 SOCA RATON,FL 33431 (561)995-5500 s / / ROJECT INFORMATION.• i MIAMI SHORES PRESBYTERIAN CHURCH aSITE No 9038184 X. UNDISTURBED GROUND W I W w 602 NE 96TH ST. M I SORES, FL MIAMI HDA E COUNTY 38 I N I I URRENT ISSUE DATE: a I I APRIL 2017 $ 0 I SSUED FOR: I I I EXISTING CONSTRUCTION DRAWINGS EXISTING�I - EV.:�ATE:�ESCRIPTION: r� PROPOSED I I OPOSED OPOS 4R SCH. 40 PVC 4" SCH. 40 PVC \ CONDUITS (TYP) CONDUITS(TYP) '' n 36" MIN. RADIUS 36' MIN. RADIUS : � e STATE NOTE: CAP ALL CONDUITS ENDS. — NOTE;_CAP ALL CONDUITS ENDS. 10. s � 4 ANTENNA CABLE DUCT BANK ENTRY ANTENNA CABLE DUCT BANK EXIT PORT •••• •• • AT LEG OF TOWER SECTIONAL VIEWS LANs.wiEVJRED BY: .• PORT AT EDGE OF LEASE PARCEL N.T.S. N.T.S. KIM *Horn .. a 2017 KA&LOY-HORN A*ASSOCIATES, INC. •• •• • • 1920 WE$'I"�1�1} • • Vj{ST QALY BEACH, FLORIDA 33411 ••b p•• E ; •• (561) 845-0586 • • • FBPE CA0000696• • TRENCH FINISHED GRADE a ROJECT DATA: s 0 v 4 1/2-,4 1/2"4 1/2"4 1/2" '` \ UNDISTURBED GROUND s / U PROPOSED COMPACTED BACKFILL PAWN BY=CHK.: APV.: k RHO ARS MVM $ 0000 OOO 1O PROPOSED i CENSURE: a KEVIN K.MARAJH PE 71455 \ ARNOLDO A.ARTLES PE 70645 / 1 MARIA V.MARTIN PE 72397 UTILITY WARNING TAPE a COAXIAL COMM. CABLE(TYP.) Q EXISTING FIELD VERIFY HEET T EXISTING FIELD VERIFY DETAILS a bb N 0 NOTE, FOR SERVICE CABLE INSTALLATION. ANTENNA CABLE DUCT INSTALL PULL STRING IN EACH CONDUIT HEEf NUMBER BANK EXIT PORT N.T.S. JOINT SERVICE TRENCH NOB: INSTALL MICROFEND FOR BURIED CONDUIT 80075 AT EQUIPMENT END cmg: N.T.S. E KHA Job #: o 044048134 NOTES: PROPOSED NATURAL GAS LINE SECURED TO verizon✓ WALL TO PROPOSED N.C.METER(COORDINATE _ THIS INSTALLATION SHALL COMPLY WITH THE 5TH EDITION (2014)FLORIDA BUILDING CODE W/BOLDING OWNER& VRZ CPM FOR DESIGN PARAMETERS FUEL GAS CODE. PREFERRED.ROIM 9 I UTILITY INLET PRESSURE 2.0 PSI FIELD VERIFY MEASUREMENTS AND ROUTE OF FUEL PIPING. NOTIFY ENGINEER AND PROJECT - CPM OF DISCREPANCIES. 4700 EXCHANGE CT,SUITE 100 DESIGN PRESSURE DROP 1.0 PSI // BOCA RATON.FL 33431 FOR OTHER BLACK STEEL PIPE, EXPOSED GAS PIPING SHALL BE IDENTIFIED BY A YELLOW - .�., et ^^�: / �J' APPROXIMATE PIPE RUN LENGTH 495' • (561)995-5500 LABEL MARKED 'GAS' IN BLACK LETTERS. THE MARKING SHALL BE SPACED AT INTERVALS 1005 LOAD 682 CFH ROJECT INFORMATION DESIGN INPUT RATE • a NOT EXCEEDING 5 FEET. THE MARKING SHALL NOT BE ON PIPE LOCATED IN THE SAME ROOM ! ( ) AS THE EQUIPMENT SERVED. : " - � - + I , MIN. PIPE DIAMETER (EQ. 4.2) 1" SCH. 40 MIAMI SHORES PRESBYTERIAN CHURCH_ PIPING SHALL BE MARKED WITH AN APPROVED PERMANENT IDENTIFICATION BY THE i REGULATOR OUTLET PRESSURE 11" H2O 3 INSTALLER SO THAT THE PIPING SYSTEM SUPPLIED BY EACH METER IS READILY IDENTIFIABLE. _ •�® _ -� - TO PROPOSED EQUIPMENT OPERATING PRESSURE T-11'H2O SITE No 9038184 ■ THE MAXIMUM DESIGN OPERATING PRESSURE FOR PIPING SYSTEMS LOCATED INSIDE w ~_ ^'. — N.G. GENERATOR 602 NE 96TH ST. BUILDINGS SHALL NOT EXCEED 5 POUNDS PER SQUARE INCH GAUGE(PSIG). ,,r� ,,, - y �" `' „1 • EQUIVALENT LENGTH MIAMI SHORES, FL 33138 A PIPING SHALL BE SCHEDULE 40 METALLIC, SEMI-RIGID COPPER TUBING (TYPE K OR L), =`��".• i, MIAMI—DADE COUNTY ., ..... ..v. CORRUGATED STAINLESS STEEL TUBING (CSST) OR POLYETHYLENE PLASTIC PIPE SUITABLE + j•� C� FOR NATURAL GAS. URRENT ISSUE DATE: STEEL AND WROUGHT-IRON PIPE SHALL BE AT LEAST OF STANDARD WEIGHT AND SHALL ( I IV.,-.. TABLE 415.1 FBC FUEL GAS CODE COMPLY 1MTH ONE OF THE FOLLOWING STANDARDS: PRaPosm 'H • e1, ° STEEL PIPE SPACING TUBING SPACING APRIL 2017 A. ASME B 36.10, 10M N.G. MELER e _ —I. ' ` 1 (_ O.D. (FT) O.D. (FT) gg B. ASTM A 153 0 1 — —_ F C. ASTM A 106 --, +1, ..ti.. �• 4 =y.-=� 1/2' 6 1/2' 4 p - SSUED FOR: P'I METALLIC PIPING AND FITTINGS COATED WITH A CORROSION - RESISTANT MATERIAL SHALL BE UMETALLICWI4 ,C., I IN ==f ,., 3/4'OR r a 5/B• OR 3/4• 6 CONSTRUCTION DRAWINGS 2 STEEL TUBING SHALL COMPLY WITH ASTM A 254 OR ASTM A 539. '�' '� _ _ �, . '-'"”' tea. 4�r "i'T�• EV.:mDATE: I ION: : ,,ti'•al;�` >= 1 1/4' 10 7/8' OR I" b ♦ 'i @ CORRUGATED STAINLESS STEEL TUBING SHALL BE TESTED AND LISTED IN COMPLIANCE WITH �- y +. `. "_u - HORIZONTAL HORIZONTAL ` � 111E CONSTRUCTION. INSTALLATION AND PERFORMANCE OF ANSI LC 1/CSA 6.26. �� - >VER� 1 1/4' EVERY 1" OR LARGER EVERY ♦ � b - �.+., . CEN,•• PLASTIC PIPE, TUBING AND FITTINGS SHALL BE USED OUTSIDE, UNDERGROUND, ONLY, AND TICAL FLOOR VERTICAL FLOOR SHALL CONFORM TO ASTM D 2513. PIPE SHALL BE MARKED 'GAS' AND X 'ASTM D 2513'. GAS CONDUIT PHOTO J N.T.S. PIPE, TUBING AND FITTINGS SHALL BE CLEAR AND FREE FROM CUTTING, BURNS AND (I DEFECTS IN STRUCTURE OR THREADING AND SHALL BE THOROUGHLY BRUSHED, CHIP AND PROPOSED NATURAL GAS LINE SECURED TO _ SCALE BLOWN. DEFECTS IN PIPE, TUBING AND FITTINGS SHALL NOT BE REPAIRED. DEFECTIVE _ PIPE, TUBING AND FITTINGS SHALL BE REPLACED. WALL TO PROPOSED N.G. METER (COORDINATE ST s W/BUILDING OWNER & VRZ CPM) /^ /•�� METAC PIPE AND FITTINGS SHALL BE TAPER PIPE THREADS AND SHALL COMPLY WITH v' _ ATE VI/7 W •• yyy ASNE 81.20.1. •y,A", • J. PIPE JOINTS SHALL BE THREADED, FLANGED, BRAZED OR WELDED. WHERE NONFERROUS PIPE y'y •A, 4,0 `� „r.1`p ;�� • b IS BRAZED. THE BRAZING MATERIALS SHALL HAVE A MELTING PONT IN EXCESS OF 1,000E N (538•C). BRAZING ALLOYS SHALL NOT CONTAIN MORE THAN 0.05 PERCENT PHOSPHORUS. LESSEE PROPOSED 35 KW •�� •• • NATURAL GAS GENERATOR '1 a METALLIC FITTINGS, INCLUDING VALVES, STRAINERS AND FILTERS, SHALL COMPLY WITH THE MOUNTED TO PROPOSED •• )f1 II�(►.J • • FOLLOWING: STEEL PLATFORM J'� V]C •• •• A. FITTINGS USED WITH STEEL OR WROUGHT-IRON PIPE SHALL BE STEEL, BRASS, BRONZE *fee • • MALLEABLE IRON OR CAST IRON. ii • • •••• B. FITTINGS USED WITH COPPER OR BRASS PIPE SHALL BE COPPER, BRASS OR BRONZE. * fi •••• • •• • m 16. PORTIONS OF A PIPING SYSTEM INSTALLED IN CONCEALED LOCATIONS SHALL NOT HAVE �^ 72 I +a ti's' LANSegWiFiED BY: • •• UNIONS, TUBING FITTINGS, RIGHT AND LEFT COUPLINGS, COMPRESSION COUPLINGS AND SWING a :=9 JOINTS MADE BY COMBINATIONS OF FITTINGS. �5� N ROQF 1'0 SCH. 40 METALLIC PIPE K1rdt Horn •• •• v g 17. UNDERGROUND PIPING. WHERE INSTALLED BELOW GRADE THROUGH THE OUTER w. µ (REGULATOR TO GEN.) g FOUNDATION OR BASEMENT WALL OF A BUILDING, SHALL BE ENCASED A PROTECTIVE PIPE N' • • • • x SLEEVE. THE ANNULAR SPACE BETWEEN THE GAS PIPING AND THE SLEEVE SHALL BE ©2017 KIML•Y-HORN AEA ASSOCATES.INC. •• b Dos : SEALED, REGULATOR 1920 WE:lt,?MIT` PROPOSED NATURAL GAS LINE SECURED TO (OUTSIDE GENERATOR) &EST itil BEACH, FLORIDA 33417 �• •� a 18. ALL PIPING INSTALLED OUTDOORS SHALL BE ELEVATED NOT LESS THAN 3' INCHES WALL TO PROPOSED N.C. METER (COORDINATE } * I W/BUILDING OWNER & VRZ CPM) •• (5 845-40086 : • • � ABOVE GROUND AND WHERE INSTALLED ACROSS ROOF SURFACES, SHALL BE ELEVATED NOT ,n Doll FBPE PE CA0000698• - - . LESS THAN 3j' INCHES ABOVE THE ROOF SURFACE. PIPING INSTALLED ABOVE GROUND. a OUTDOORS AND INSTALLED ACROSS THE SURFACE OF ROOFS SHALL BE SECURELY S2y� ROJECT DATA: SUPPORTED AND LOCATED WHERE IT VALL BE PROTECTED FROM PHYSICAL DAMAGE. WHERE 3 PASSING THROUGH AN OUTSIDE WALL THE PIPING SHALL ALSO BE PROTECTED AGAINST bi CORROSION BY COATING OR WRAPPING WITH AN INERT MATERIAL. WHERE PIPING IS ENCASED IN A PROTECTIVE PIPE SLEEVE. THE ANNULAR SPACE BETWEEN THE PIPING AND THE SLEEVE 3Y 2 SHALL BE SEALED. SHUTOFF VALVE o (OUTSIDE GENERATOR) T 19. UNDERGROUND PIPING SYSTEMS SHALL BE INSTALLED A MINIMUM OF 12 INCHES BELOW GRADE. INDIVIDUAL LINES TO OUTSIDE LIGHTS, GRILLS OR OTHER APPLIANCES SHALL BE INSTALLED A MINIMUM OF 8 INCHES BELOW FINISHED GRADE, PROVIDED THAT SUCH INSTALLATION IS APPROVED AND 15 INSTALLED IN A LOCATION NOT SUSCEPTIBLE TO PHYSICAL DAMAGE. -H B 20. PIPING SHALL BE SUPPORTED WITH PIPE HOOKS, METAL PIPE STRAPS. BANDS, RAWN BYHK.:—APV.: 0 BRACKETS, OR HANGERS SUITABLE FOR THE SIZE OF PIPING, OF ADEQUATE STRENGTH AND PROPOSED NATURAL GAS UNE SECURED TO 77:y RHO ARS MVM - QUALITY AND LOCATE AT INTERVALS SO AS TO PREVENT OR DAMP OUT EXCESSIVE PLATFORM TO PROPOSED METER VIBRATION. PIPING SHALL BE ANCHORED TO PREVENT UNDUE STRAINS ON CONNECTED COORDINATE TF BUILDING OWNER &N.C..C. CPM) a' EQUIPMENT AND SHALL NOT BE SUPPORTED BY OTHER PIPING, PIPE, HANGERS AND ( CENSURE- SUPPORTS SHALL CONFORM TO THE REQUIREMENTS OF MSS SP-58 AND SHALL BE SPACED A 6 IN ACCORDANCE WITH SECTION 415 OF THE 2004 FUEL GAS CODE. SUPPORTS, HANGERS KEVIN MARAJH PE 71455 KEVINARNOLDO K.A.ARTILES PE 71645 4 AND ANCHORS SHALL BE INSTALLED SO AS NOT TO INTERFERE WITH THE FREE EXPANSION PROPOSED NATURAL GAS LINE SECURED TO AND CONTRACTION OF THE PIPING BETWEEN ANCHORS. ALL PARTS OF THE SUPPORTING WALL TO PROPOSED N.G. METER(COORDINATE MARIA V.MARTIN PE 72397 a EOUIPMENT SHALL BE DESIGNED AND INSTALLED SO THEY WALL NOT BE DISENGAGED BY W/BUILDING OWNER & VRZ CPM) a' MOVEMENT OF THE SUPPORTED PIPING. CONCRETE HEFT T o UNISTRUT ANCHOR (�) boy NATURAL TANK GAS m CONDUIT 14t GENERAL INSTALLATION i (TYP) 60:6 HEET NUMBER a1 16 v tl .•j.. PROPOSED NATURAL GAS LINE SECURED TO v EXISTING WALL EXISTING CONDUIT SUPPORTS TO PROPOSED m STANDARD N.G. METER(COORDINATE W/BUILDING OWNER Cm 10 % € PIPE STRAP & VRZ CPM) GAS CONDUIT ISOMETRIC ROUTE DETAIL N.T.S. Y 1. FUEL PIPING TO BE ATTACHED TO ELEVATED FRAME WITH 304 =KHA Job #: ° W WALL PIPE SUPPORT DETAIL (TY?) STAINLESS STEEL UNISTRUT PIPE CLAMPS AND CHANNEL. R N.T.S. 2. CONTRACTOR TO VERIFY THE INTEGRITY OF THE EXISTING PIPING 044048134 S AND REPLACED AS REQUIRED. F STRUCTURAL NOTES: J 1. DESIGN: " ver'izon CONTRACTOR S. 4700 EXCHANGE CT,SUITE 100 2. WIND LOAD CRITERIA(ASCE 7-10): BOCA RATON.I'L 33431 STRUCTURALFRAME: (561)995-5500 Vud=175 MPH Vasd=136 MPH STRUCTURAL CATEGORY=II WIND EXPOSURE=C, PROJECT INFORMATION: MWFRS FOR OTHER STRUCTURES:ROOFTOP EQUIPMENT AND SOLID SIGNS PROPOSED 35kWGENERATOR STRUCTURAL STEEL. MIAMI SHORES PRESBYTERIAN CHURCH PLATFORM ON(SEE C SHEETS FOR B MATERIAL-ALL STEEL MEMBERS SHALL CONFORM WITH THE FOLLOWING SPECIFICATIONS: SITE NO 9038184 PIPE SHAPES SHALL CONFORM TO ASTM A53 GRADE B(Fy-35 KSI;Fu=60 KSI) HSS SHAPES SHALL CONFORM TO ASTM A500 Gr.B(ROUND:Fy=42ksi,Fu=58ksi,SQUARE:Fy=46ksi,Fu=58ksi) 602 NE 96TH ST. W SHAPES SHALL CONFORM WITH ASTM A992(Fy=50ksi,Fu=65ksi) MIAMI SHORES, FL 33138 CHANNELS,PLATES AND ANGLES SHALL CONFORM WITH ASTM A36(Fy=36ksi,Fu=58ksi) MIAMI-DADE COUNTY MBOLTS: ALL BOLTS SHALL CONFORM TO ASTM A325-X UNLESS STATED OTHERWISE CURRENT ISSUE DATE: CONNECTIONS: - CMARCH 2017 DESIGN,FABRICATION,AND CONSTRUCTION SHALL CONFORM TO AISC MANUAL OF STEEL CONSTRUCTION,14TH EDITION. - - WELDING: - ISSUED FOR: SHALL BE DONE BY AN AWS CERTIFIED WELDER AND IN COMPLIANCE WITH AWS D1.1.ALL WELDS SIZES SHALL BE THE MAXIMUM ALLOWED BY THE MATERIAL BEING WELDED WITH E70XX ELECTRODE CONSTRUCTION DRAWINGS GALVANIZED ASSEMBLIES: GALVANIZED HSS ASSEMBLIES SHOULD NOT BE COMPLETELY SEALED BECAUSE RAPID PRESSURE CHANGES DURING THE GALVANIZING PROCESS TEND TO BURST SEALED ASSEMBLIES. REV.:=DATE: DESCRIPTION: g 4 I 3. PLATFORM EQUIPMENT: THIS PLATFORM WAS DESIGNED LOADED WITH THE FOLLOWING CABINETS(CONTRACTOR SHALL SEE CIVIL SHEETS FOR EXACT LOCATION OF ALL CABINETS): '$3 3.1. LTE DE CABINET W/BRAM(16001bs) € 1 3.2. LTE ODE CABINET W/BRAN(1600 Ibs) 3 I 3.3. LTE ODE CABINET WBRAM(1 6000 Ibs) I 3.4. 35kW NATURAL GAS GENERATOR(2750 ft) SEAL: a 1 lu 4. ALL COMPONENTS SHALL BE PROTECTED FROM WEATHER EFFECTS.USE HOT DIP GALVANIZED MATERIAL OR PAINT AS APPROPRIATE.TOUCH UP ALL FIELD WELDS AND € ABRADED AREAS WITH TWO COATS OF ACCEPTABLE PAINT.REPAIR OF ABRADED OR UNCOATED AREAS SHALL CONFORM TO ASTM A780-93A. S. CONTRACTOR MAY PAINT GALVANIZED HSS MEMBERS IF REQUESTED BY THE CLIENT.CONTRACTOR SHALL COORDINATE WITH PROJECT MANAGER FOR COLOR a\ �O 4,0, • �"3��+� O ••••• SELECTION. r 4 • (L!A" 4 (v • i * ; • k5349.• ! •. 9. CONTRACTOR/STEEL FABRICATOR SHALL CAP OR SEAL ALL PIPES AS REQUIRED TO PREVENT RAINWATER INTRUSION. \ ., E 060.0+ 66L •�..(� 0000• a 10. CONTRACTOR/STEEL FABRICATOR SHALL SUBMIT SHOP DRAWINGS FOR REVIEW PRIOR TO ANY STEEL FABRICATION.AT THE CONTRACTOR'S OPTION,FIELD SPLICES MAY •• :•0 O • BE USED FOR ERECTION PURPOSES.IF FIELD SPLICES ARE USED,THE SHOP DRAWINGS SHALL INCLUDE ALL DETAILS FOR THE PROPOSED FIELD SPLICES AND SHALL BE ,� i APPROVED BY THE ENGINEER PRIOR TO INSTALLATION. Ij�.l, ::eTL OF '11. AT THE CONTRACTORS OPTION,SHOP WELDS MAY BE USED INSTEAD OF FIELD WELDS. • 0•` :S`V •••• • • 12. SUBMIT ORIGINAL-SHOP DRAWINGS,INCLUDING COMPLETE DETAILS,SCHEDULES OF FABRICATION AND ASSEMBLY,PROCEDURES,AND DIAGRAMS.INCLUDE DETAILS OF 6 6 CUTS,CONNECTIONS,CAMBER,HOLE,AND OTHER PERTINENT DATA.INDICATE WELDS BY STANDARD AWS A2.1 AND A2.4 SYMBOLS,AND SHOW SIZE,LENGTH,AND TYPE 1S OF WELD.PROVIDE SETTING DRAVu1NGS,TEMPLATES,AND DIRECTIONS FOR INSTALLATION OF ANCHOR BOLTS AND OTHER ANCHORAGES TO BE INSTALLED AS WORK OF Y• 0•••p OTHERS'SECTIONS. F • g 13. CONTRACTOR SHALL BE RESPONSIBLE FOR RESTORING ANY AREAS OF THE SITE AT THE CONTRACTOR'S EXPENSE THAT ARE DISTURBED AS A RESULT OF THE WORK 0 EASSOCIATED WITH THE INSTALLATION OF THE PROPOSED IMPROVEMENTS LLC PROPOSED06006111, ••••• •6 0 0 6 0 i EQUIPMENT 14. THE CONTRACTOR SHALL VERIFY PROPOSED STRUCTURAL LOCATIONS AND POTENTIAL CONFLICTS BEFORE BEGINNING CONSTRUCTION AND NOTIFY THE ENGINEER. � WvnyN�m •••0 t CABINET DESIGN MODIFICATIONS MAY BE NECESSARY AS A RESULT. JWM EN INLt 7f�ETLC• •• 352 5$890 • _ 15. CONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION AND NOTIFY THE ENGINEER OF ANY DISCREPANCIES BETWEEN THE CONSTRUCTION DRAWING GAINESVILLE,FL 32606 F. ,- 4.4824 SET AND EXISTING FIELD CONDITIONS. CA#28619 e:jwm@jwm-ergineerirg.wm 16. THIS DESIGN IS BASED ON INFORMATION PROVIDED TO JWME BY KIMLEY-HORN AND ASSOCIATES INCLUDING: PROJECT DATA: -PRELIMINARY SITE LAYOUT PREPARED BY KHA,DATED JANUARY 2017. -SITE VISIT PHOTOS AND FIELD NOTES TAKEN BY KHA. SITE NAME: -RECORD DRAWINGS OF ORIGINAL BUILDING CONSTRUCTION PREPARED BY HAROLD E.WAGONER,A.IA&ASSOCIATES,DATED 10-07-1966. \ PROPOSED I SITE ADDRESS: d ACCESS LADDER 17. ADD CROSS BEAM SUPPORT AS NECESSARY TO ATTACH EQUIPMENT CABINETS.ATTACH CABINETS DIRECTLY TO STRUCTURAL MEMBERS.CONTACT THE ENGINEER IF LlSEES-4 NEEDED. OWNER/PROP,MGR.: 18. PRIOR TO CONSTRUCTION THE CONTRACTOR SHALL VERIFY THE BUILDING IS IN GOOD REPAIR AND A CODE COMPLIANT STRUCTURE EXISTS ALONG THE PROPOSED BLDG.DEPT./ZONING: ! I CONTINUOUS LOAD PATH OF THE PROPOSED DESIGN.INSPECT FROM THE POINT OF ATTACHMENT DOWN TO THE FOUNDATION.PRIOR TO CONSTRUCTION NOTIFY THE BUILDING CODE: 5th Editbn(2014)FLORIDA Bl"NG CODE \ ; 1 ENGINEER IF CONDITIONS THAT AFFECT THE PROPOSED DESIGN ARE FOUND. 1 - 7v7777ase CONCRETE INSTALLATION NOTES: J +JC(V RAL rVI DRAWN BY CHK.: APV.: 1. REINFORCEMENT BARS(REBARS): C 8H JWM SMB r7 TENSION BAR:ASTM A615(GRADE 60) = APP 2 L VE D DAT LICENSURE: Ll SHEAR BAR: ASTM A615(GRADE 60) j b MIN 3'EDGE DISTANCE FROM ALL SIDES(BELOW GRADE)1-1/2'EDGE DISTAN)CEA_. GRADE JOHN E,PhD,PE R/25349 _ I . STEPHEENN MATTHEW BELSER,PE FL/67514 _ USE HOT DIP GALVANIZED OR EPDXY COATED REINFORCEMENT STEEL 2. ALL CONCRETE SHALL BE 3,000 PSI CONCRETE 28 DAY COMPRESSION STRENGTH. 3. GROUT SHALL BE MINIMUM 2000 PSI COMPRESSIVE STRENGTH IN ACCORDANCE WITH ASTM C 1019 SHEET TITLE: 4. BASE PLATES SHALL BE GROUTED NTH NON-SHRINK CONCRETE WHERE REQUIRED.LEVELING NUTS ARE PERMITTED IF pj1�� EQUIPMENT PLAN VIEW REQUIRED FOR ALIGNMENT. STRUCTURAL NOTES OL SCALE:1/2"=V-O' 5. USE HOT-DIPPED GALVANIZING FOR ALL BASE PLATES,WASHERS,NUTS AND BOLTS,AND SHALL BE PROTECTED FROM PLAN VIEW CORROSION. r 6. REMOVE WATER FROM FOUNDATION HOLES BEFORE ADDING CONCRETE.REMOVE ALL LOOSE MATERIAL AND VERIFY WELL COMPACTED SOIL IN BOTTOM OF FOUNDATION. SHEET NUMBER: 7. TERMINATE REBAR WITH STANDARD HOOKS OR 90 DEG BENDS.MAINTAIN MINIMUM DEVELOPMENT LENGTH OF 20 TIMES DIA S 1 S. CONCRETE WORK AND REINFORCEMENT PLACEMENT SHALL MEET THE MINIMUM STANDARDS OF ACI 318-08. REINFORCEMENT SHALL BE PROTECTED FROM CORROSION. 9. IF DEWATERING IS REQUIRED,THE CONTRACTOR SHALL CONTACT THE PROJECT'S CIVIL ENGINEER FOR A DEWATERING DESIGN AND ALSO PERFORM HIS WORK IN ACCORDANCE TO ALL APPLICABLE REQUIRED PERMITS,THE CONTRACTOR IS !!ii' KHA Job TO COORDINATE WITH THE OWNER PRIOR TO EXCAVATION,CONTRACTOR IS REQUIRED TO NOTIFY APPLICABLE Tf PERMITTING AGENCIES AS REQUIRED PRIOR TO DEWATERING ACTIVITIES COMMENCING. FyT 10CONCRETE WALL FINISH SHALL BE STUCCO AND PAINTED TO MATCH EXISTING BUILDING WITH A MINIMUM OF TWO COATS. Ie/>))HOM 044048134 LEGEND MCNICHOLS GW(19W4)1"x q"GALVANIZED /� �/C�� Bi BEAM,W8x18 FINISH ELEVAGRATINA,INSTALLOVERENTIRE 1pJ B2 D2 E2 Y Verizon HANDRAIL,1-in"GALV.STEEL ELEVATED AREA,INSTALL PER 7 HR (SEE DETAIL 406 ON S-4) MANUFACTURER'S SPECIFICATIONS) 14'-0" C1 HSS 4X4X1/4" Z7 DIRECTION OF GRATING 4.1- 1, 4'-3 12" V-9" 3'-5 12' 4700 EXCHANGE CT,SUITE 100 CH BO 431 CHANNEL 12X25 ^o- ROW DESIGNATION (561)995 5500 YCOLUMN DESIGNATION TOP OF PLATFO-0M PROJECT INFORMATLL3X3X3116h ION: O L.2X2X1/4 - INSTALL STIFFENER MIAMI SHORES PRESBYTERIAN CHURCH (SEE DETAIL 305 ON S-3) O EXISTING MASONRY WALL L2 _ V.I.F. VERIFY IN FIELD SITE No 9038184 KNEE BRACE C (SEE DETAIL 405 ON S4) _ 1 602 NE 96TH ST. y 601 306 MIAMI SHORES, FL 33138 A 61 C D1 E7 F1 G S-0 L211 S-3 MIAMI-DADE COUNTY BB S CURRENT ISSUE DATE: sz r 3'-0" V-3 1/2' 1'-91n" 1'-91n" 1'-912" 1'-91n" 2'-7" C1 Ci L MARCH 2017 I S ^) -TISSUED FOR: U'o- ( — — — -- - 304 L CONSTRUCTION DRAWINGS 601 1 B1 B1 1 1 B1 - 1 GR sa 3 s-6 I REV.:=DATE:—DESCRIPTION: r I — TOP OF PLATF2R 402 CH _ 0 3._D. s B1 1 302 -- I 53 wCl � ------- ----------------------- I I I (� SEA TOP OF ROOF I1� i i 302 "t' ! `�O`j`.•'�'`CEIy$F`ss_ _ J I 1 J EXISTING � . • •414 O EV/ I I 1 INSULATION EXISTING 302 • No"•25349 a(� I ••••• B1 61 1 61 I B1 ' CONCRETE SLAB S-3 •• • J y• ••• • 6 ---------- ---------------------f T SECTION AA scALE:1n"=r OF-o" � �� ••• • : �� fee** I I I I •'D I •� t � ' cH J I f I � 1 f � 4'-0" 4 4 4 4 4 � � 4 S • • e I I I 1 I 1 B1 1 2 3 4 55 6 7 88 ••••• - � B1 I B1 I 61 I B7 ' � I I I � I I • •. • •• T I I 1 24'.6•, • 4'-0• 4'-0" 4'-0" 4'-0" 4'41" 4'-0' •••••• • _ 402 I 1 I JVJM ENGINE�RING,�LC• • vww �e.co ••••• S< I 4915 NW 43,d S"ET • ••e:352-!05-8890 • I i i J i 4'-0' }• GAINESVILLE,FL 32606 F:g%&:244 rri824 ��III 111 TOP OF PLATFORM I 11'-0" CA#28619 e:jwm�jwrrrengineenng.com PROJECT DATA: I B1 i B1 i B1 1 B1 I I Ct (.1 (•.1 (".1 SITE NAME: LLJT SITE ADDRESS: w4 ---------- --------------------- 1II�iOWNER/PROP.MCR.: BLDG.DEPT./ZONING: I 1 1 1 11 II 1 I BUILDING CODE: 5th Edition(2014)FLOWA MU)ING CME s3 III'I AA I J I I J I f 4-0• AA I f II I 1 4 I I I b ,1'11;1 r I II s2 gt I et I I s-z i 1,, 1! 1 I I 306 DRAWN BY CHK.: APV.: 1 1 Bt I B1 11 I S s3 SM $ BH JWM B 3o- ---------- — --- ------- 17 i I T LICENSURE: I 1'I'i II li L2 1 I I I I I 11j'ji I jl 1 j I JOHN WAYNE MISHOE,PhD.PE FL/25349 i GR C' TOP OF PLATFORM STEPHEN MATTHEW BELSER,PE FL487514 1 I.1 tnl�^ i 8•.0 Eh I J i Bt J i J i J ' 4'-0'0To To SHEET TITLE: 1 1 gt 1 Bt EXISTING ROOF Ct Cl I C1 B - INSULATION L* ----- "_�•----�--•— 6 PROPOSED ACCESS _ V' 1 --- LADDER.SEE S-0 1 ' T t ., TOP OF ROOF EQUIPMENT PLATFORM _ 0'-0' LLI PLAN g 303 r I �__��) __ �___� SHEET NUMBER: BB EXISTING 302 302 302 4'-6" 4'-31/2" V-9" 3'-512' s2 CONCRETE SLAB 5-3 6-3 S_3 Ll B2 D2 E2 fz�C�T Q RAL REVIEW PROPOSED ACCESS ALE:12"=1'-0" S=2 I;T� LAOIS SEE S-4 1J FRAME- PLAN VIEW APPROVED AT KHA Job #: SCALE:12"=1'-0" _ IVmI >�Hom _ .-. . eY 44048134 GROUT-FILL(4)CELLS PER ANCHORAGE AND REINFORCE 4" 1-0, W/(1)#6 BAR PER CELL CONTINUOUS FROM BRACKET LEGEND rt LOCATION TO TIE BEAM BELOW 12" 112" 1112" 2" 8" 2' A 61 W8x18 2, 212' I HR oal HANDRAIL,1-112"GALV.STEEL ��'� ' -"--- -'�--•—T':— ---, (SEE DETAIL 406 ON S-4) .^ 4700 EXCHANGE CT,SUITE 100 112, t' .. C1 HSS 4X4X1/4" BOCA RATON.FL 33431 �k ( SEE NOTE B2 DETAIL 302 'p•, } (561)995-5500 3l4' 2• I�, �A. CH CHANNEL 12X25 L1 L3X3X3/16" PROJECT INFORMATION: 112" 1 irz" — PL4x6x3/8 A36 � (2)3/4"0 A325 (2)3/4"0 A325 SEE NOTE B2 6, 2, ..y°.. :..4. O =XI/4 MIAMI SHORES PRESBYTERIAN CHURCH 6 21/32' 3" 6" 6" 3' DETAIL 302 1 E EXISTING MASONRY WALL B I — ` ' (@ SITE No 9038184 EQ. . �..—� 602 NE 96TH ST. ' '� B1 1 112' - 'a MCNICHOLS GW(19W4)1ul 'x}"GALVANIZED ? 1 112, 1 112' � I I � I e: GR FINISH GRATING(INSTALL OVER ENTIRE Q.. --ELEVATEDAREA,INSTALLPER MIAMI SHORES, FL 33138 3/4• L4%4%3/BA36 c PL4.6x3/8 c E:tI :L: L.: • MANUFACTURER'S SPECIFICATIONS) MIAMI—DADE COUNTY 2' L4x4x3/e A36 lJ 1'-6" 1'-2" - A36 - - 1'-2" 5' 3' - - / -�. DIRECTION OF GRATING b CURRENT ISSUE DATE: #O- ROW DESIGNATION 1112 I 1 — 112 4. �'. MARCH 2017 3112• 1/4 .p 4, A COLUMN DESIGNATION - _ ED. ••��_.�• -(B-/ INSTALL STIFFENER ISSUED FOR: 301 TYPICAL BEAM CONNECTION DETAIL 12" (SEE DETAIL 305 ON S-3) SEE 302 1/4 I.p. • d•d. V.I.F. VERIFY IN FIELD CONSTRUCTION DRAWINGS DETAIL 302 w — ♦. KNEE BRACE S3 SCALE:3"=1'-0" - (SEE DETAIL 405 ON S4) REV.:=DATE: DESCRIPTION: 2• 2" SEE NOTE B2 DETAIL 302 •° +I'•• e. 1' 4 {•p J� w. 4A S A EDGE OF WALL SECTION AA E SECTION BB D --- G BEAM(TYP) SEAL: w4" I 1, Ol O �• • 4p ♦ry.'�i p •••�• m C/L COLUMN 8 BASE i i B 'j STIFFENER I `` j • • • 349• ♦ •— • o I WELD'1' i IF PLATE(TYP) 7� ♦ro `xJ •♦0A L 'a♦ • w B B • 8 • EQ. EQ. PL 18"X12"X12' '� 1 ••••/• �• =� ••••• WELD'1' 4 TYP TVP ♦ +�:OF ••��` • g BOTTOM PLATE ELEVATION 16 5 C2 COLUMN 6 PLATE � ♦♦ • •••• CIL BEAM ABOVE A --- • TOP PLATEG D SEENOTE2 EB 305 TYPICAL STIFFENER DETAIL P VIEW"AII _ • .•'.a. � _ .°., S-3 SCALE:N.T.S. • O { • • ngineelin�llCAm ••••• 46 4: 7 G1 m C/L COLUMN •° a•, • ••••• i &BASE _ _ SEE NOTE B2 DETAIL 302 JWM ENGINEERING,tLC A O A "O w I S GAIN4915 ES LLE,FL 32606 • ••�_ 88294 • w I CA#28619 e:jwm@jv ngineenng.com GROUT-FILL(2)CELLS PER A� - E ANCHORAGE AND REINFORCE W/ C1 I I EQ. ED. I B (I1#6 BAR PER CELL I PROJECT DATA: WELD'1' CONTINUOUS FROM BRACKET I F WELD'1' I ( LOCATION TO TIE BEAM BELOW _11 SITE NAME: I I CIL COLUMN 8 PLATE CIL BEAM ABOVE PLAN CC /4 I A SITE ADDRESS: OWNER/PROP,MCR.: TOP PLATE ELEVATION BOTTOM PLATE 303 B7 TO CONNECTION DETAILL I BLDG.DEPT./ZONING: 2"X2"X2"X7/4" STEEL € VIEW"B" 5-3 SCALE:3"=1'-0' I ANGLE BUILDING CODE: SN EEiIwn(2014)fLOfdDA BUILDING CODE � I DRAWN BY:=CHK.: APV.: SECTION BB BH JWM SMB COLUMN DETAIL SCHEDULE TYP LICENSURE: A B C D E COLUMN C' WELD REMARK TMP 1/4 16 ttt� F HOLE BOLT NUMB .1, JOHN WAYNE M15HOE.PND,PE FL#25349 TOP PLATE 6-112' 12" 112" 1" 1" Ci SQUARE 9/16.0 BI 4 5/16' WtLU AROUND ALL STEPHEN MATTHEW BELSER,PE FL#67514 z BASE PLATEWELD ALL B1 ROOF DECK 12" 12" 112' 3' 1 12" Ci SQUARE 11/16.0 S2 4 5/16" AROUND B B 7 C1 ---- I SHEET TITLE: B7 12'0 A325X BOLTS _ r `p�' S B2 12'0 HILTI HAS GALVANIZED STEEL THREADED ROD WITH HIT-HY200 EPDXY,MIN. Evr y V C1 EMBEDMENT=3-12"IF CONCRETE.IF GROUT FILLED CMU,INSTALL THREADED "T 1 `Tu, ROD HATH HIT-HY70 EPDXY,MIN EMBEDMENT=6 3/4".CONTRACTOR TO VERIFY. �1" STRUCTURAL DETAILS - [)AT 7 2"X2•.2"X1/4" STEEL DETAIL 303 NOTES: V7710- ,. ss-- ANGLE dd APA��7 1. MAIN COLUMNS BASE PLATES SHALL BE CENTERED ON UNDERLYING MASONRY TIE BEAMS.CONTRACTOR MUST C1 _ _ SHEET NUMBER: C VERIFY EXISTING UNDERLYING COLUMNS AND NOTIFY ENGINEER IF THERE IS ANY DISCREPANCY BETWEEN !3�0)4 TO CONNECTION _� SECTION AA 9Y6 PLANS AND FIELD CONDITIONS.FRAME DIMENSIONS AS SHOWN ON S-1 MAY NEED TO BE ADJUSTED SC E: 2. VERIFY DIMENSION"A'IS APPROXIMATELY EQUAL TO FLANGE WIDTH OF WF MEMBER FOR TOP PLATES Fs � � 306 OTO C1 CONNECTION S-3 SCALE:N.T.S. 302 it.—IT41=11 BASE PLATE DETAILS KHA Job #: 5-3 SCALE:NTS Kimley)OHom 044048134 L BGEBED AM,VWxl8 verizon HR HANDRAIL,1-12"GALV.STEEL (SEE DETAIL 406 ON S-4) 4700 EXCHANGE CT,SUITE 100 C1 HSS 4X4X1/4" BOCA RATON,FL 33431 CH CHANNEL 12X25 1 (561)995-5500 M L1 L3X3X3/16" PROJECT INFORMATION: L2 =X7/4 MIAMI SHORES PRESBYTERIAN CHURCH R0 EXISTING MASONRY WALL SITE No 9038184 MCNICH.LS GW(19W4)1"zq"GALVANIZED FINISH GRATING(INSTALL OVER ENTIRE 602 NE 96TH ST. ELEVATED AREA,INSTALL PER MIAMI SHORES, FL 33138 MANUFACTURER'S SPECIFICATIONS) MIAMI—DADE COUNTY 4_7 DIRECTION OF GRATING sO— CURRENT ISSUE DATE: ROWDESIGNATION a r n COLUMN DESIGNATION L MARCH 2017 - INSTALL STIFFENER - ISSUED FOR: - - 12 HILTI KWIK BOLT 3 WEDGE (SEE DETAIL 305 ON S-3) ANCHOR EXPANSION BOLT V.I.F. VERIFY IN FIELD 3"MIN EMBEDMENT CONSTRUCTION DRAWINGS t KNEE BRACE 24 3/8" (SEE DETAIL 4D5 ON S4) REV.:DATE: DESCRIPTION: NOTE: e 1-1/4"X 1/8"GALVANIZED CONTRACTOR SHALL VERIFY TFIAT i STEEL SQUARE TUBING ANCHOR ATTACHMENT WILL NOT HANDRAILS INTERFERE WITH EXISTING A CAP TUBING WITH ALL CONCRETE STEEL. NOTIFY EDGES SMOOTH USING ENGINEER IF NEEDED FOR 2� SAFETY CAPS OR ALTERNATE ATTACHMENT METHOD. 3, 7-1/4' B 4] C 4-1 F*A ` I" .k EQUIVALENT — _— ' I I ii'L�•. a ( i SEA I~24Nx " 8• 4• 4 •6. " 42" >1/4 12" 36" 42" • . N'.,•A:I � � ♦V $ •� '✓ ♦ n ♦ c Ax 2"GALV I I Bt * % •.�o•25349 .,�4� IN � •• SIL TEEL BAR �� .e .. • Ir • • S SAFETY CAGE _.'•. - - l ••••• 1' 1 •••••y* ••1 A4- �' %mlt OF — — 1A.Ipp 11 SEE NOTE A(TYP)4'TYP _ PL 4••X 6"X 3/8"A36 d .33-1/2 PLAN(HANDRAILS OMITTED SEE NOTE B(TYP)FOR CLARITY) r :N j g�ncenn�LlC ••••• PL 4"X 6"X 3"Xt"X1/8"GALV. 3" sees** 2" V 4p'. • • i 4'MAX(TYP) Y JWM ENGINENRING,TLC• www e.0o ••••• t • o' 4915 NW 43rd SfRI!ET • ••lh:352- 56890 • I7 - GAINESVILLE,FL 32606 F: 824 30 FT MAX 2' -12• B C*l l*A CA#28619 e:jwm�jWmFe ring.com Ll SECTION AA SECTION BB PROJECT DATA: SITE NAME: 4.. STEEL TUBULAR 1/4" SIDERAIL 09/16" SITE ADDRESS: OAINE MNr-o' BRACKET DETAIL BLOC.DEPT. MDR.: BLDG.DEPT./ZONING: 12"TYP 2 ►1a E MAX 8'-0" 2-1/4"SERRATED ".a• BUILDING CODE SLA E4itim(2071)FLORIDA BU0.DINC CODE € GALVANIZEDSTEEL '• NOTES: TREAD LADDER NOTES: ; 1. SEE LADDER NOTES ON DETAIL 406 ON S4 I--� A 2. CONTACT ENGINEER IF ADDITIONAL WELD I •'a .',. 1 A. PRIOR TO ANCHOR DRAWN BY CHK.: APV.: SPECIFICATIONS NEEDED. CH `' '°• INSTALLATION CONTRACTOR r AS REQ'D •.. SHALL FULLY GROUT FILL ALL L BH JWM SMB 261/a CMU CELLS WITHIN A 12"RADIUS --"' FROM THE CENTER OF EACH LICENSURE: 2" n ° WALL ANCHOR PRIOR TO b — — INSTALLATION AND ALLOW FOR JOHN WAYNE NISHOE,PAD,PE FL/25349 "a :• SEE NOTE A(TYP) CURING TIME AS NOTED ON S-1. STEPHEN MATTHEW SELSER.PE FLp67514 501 LADDER AND SAFETY CAGE DETAIL •: s a SCALE:NTS o'., B. INSTALL 3/4"0 ASTM F1554 z :' 'e ,e � 6• o ,„.. GRADE 36 GALVANIZED THREADED ROD WITH 6-3/4" SHEET TITLE: EMBEDMENT INTO CMU WALL -?'-- WITH HIT-HY70 ANCHORING ADHESIVEEPDXY. _ STRUCTURAL DETAILS ,A C. DRILL HOLE SIZE 13/16" `-fI 4 DIAMETER(TYP FOR 3/4"BOLTS). c� SEE NOTE El(TYP) SHEET NUMBER: W TURAL REVIEW S=4 SECTION CCI O CH I APPROVED T a 402 TO (0 CONNICTION DETAIL I 1)1 KHA Job #: E SCALE:3^=V-0' - $ Kimley*Horn 044048134 ELECTRICAL NOTES GROUNDING PROTECTION SYSTEM NOTES: 1. GENERAL 1. PROVIDE "CABLE ENTRANCE GROUND BAR'(CEGB), 3"H X 61 X 1/4"D. MOUNT AT Verizon)/ A THE CONTRACTOR SHALL PROVIDE ALL MATERIAL AND LABOR FOR A COMPLETE +2'-0"AT TELCO BOARD. (OPTIONAL, ONLY WHEN REQUIRED BY VERIZON WIRELESS) 12 ELECTRICAL SYSTEM AS INDICATED ON THE DRAWINGS. ITEMS NOT SHOWN BUT 2. PROVIDE A GROUND RING BURIED A MINIMUM OF 18"BELOW GRADE.THE GROUND OBVIOUSLY NECESSARY FOR A COMPLETE SYSTEM SHALL BE INCLUDED. RING SHALL BE INSTALLED 2'-0'AWAY FROM FOUNDATION (MINIMUM UNLESS SHOWN 4700 EXCHANGE CT, SUITE 100 ON DRAWING). BOCA RATON,-55500 FIL 33431 B.THE CONTRACTOR SHALL COORD. W/VERIZON WIRELESS FOR PERMITS& INSPECTIONS (561)995 VERIZON WIRELESS SHALL OBTAIN ALL PERMITS, SCHED. INSPECTIONS, &APPROVALS. 3. BOND FENCE POST TO GROUND RING USING AN EXOTHERMIC WELD. BOND FENCE GATE 208V LOAD CALCULATION CONDUIT SCHEDULE TO POST WITH A FLEXIBLE COPPER JUMPER STRAP MECHANICALLY OR EXOTHERMICALLY. 2 C. ALL WORK SHALL CONFORM TO THE NATIONAL ELECTRICAL CODE AND THE LOCAL TYPICAL FOR ALL FENCE PLANES WITHIN 12 FEET OF TOWER FOUNDATION. FOR FENCE PROJECT INFORMATION: BUILDING CODES.ALL COMPONENTS SHALL BE U.L.APPROVED. PLANES BEYOND 12', EXTEND 1#2 TO EACH FENCE PLANE TO ANY PLANES WITHIN 50'. COND CONO WIRE FROM TO . MIAMI SHORES PRESBYTERIAN CHURCH D. THE CONTRACTOR SHALL BEFORE SUBMITTING HIS BID,VISIT THE SITE OF THE TOTAL LOADS AMPS TAG SIZE SIZE EQUIP EQUIP COMMENT g 4. BOND DISCONNECT SWITCH, METER, TELEPHONE CABINET AND SERVICE CONDUITS T0. COl PROJECT AND BECOME FAMILIAR WITH THE CONDITIONS. NO ALLOWANCE WILL BE BURIED GROUND RING AS THEY CROSS. 2" 3-3/0 POWER CO TX METER OSITE No 9038184 MADE FOR EXISTING CONDITIONS OR FAILURE OF THE CONTRACTOR TO OBSERVE THEM CO2 2" 3-3/0,1#6 METER MAIN DISCONNECT - 5. EACH LEG OF THE WAVEGUIDE STRUCTURE SHALL BE INDIVIDUALLY BONDED TO THE s E. EXACT LOCATION OF ALL EQUIPMENT SHALL BE COORDINATED WITH VERIZON WIRELESS, BURIED GROUND RING. EXOTHERMICALLY WELD CONNECTIONS AT POST FOR WAVEGUIDE CO3 2" 3-3/0,1#6 MAIN DISCONNECT MTS SWITCH 602 NE 96TH ST. THE BUILDING OWNER AND OTHER TRADES. STRUCTURE AND BURIED GROUND RING. PLACE 5/8"X10' COPPERCLAD GROUND ROD PROPOSED VERIZON WIRELESS 80 AT 10' INTERVALS ALONG WAVEGUIDE PATH. PROPOSED VERIZON GENERATOR CKTS 5 C04 2" 3-3/0,1#6 MTS SWITCH ATS SWITCH MIAMI SHORES, FL 33138 F. WHERE EQUIPMENT IS SPECIFIED BY MANUFACTURER AND TYPE, SUBSTITUTION MIAMI-DADS COUNTY SHALL ONLY BE MADE WITH THE APPROVAL OF THE ENGINEER. THE CONTRACTOR COS 2" 3-3/0,1#6 MTS SWITCH GENERATOR RECEPTACLE Y 6. BONG REBAR IN CONCRETE FOR COMMUNICATION STRUCTURE AND EQUIPMENT PAD TO SHALL SUBMIT DETAILS OF PROPOSED MATERIALS, REASON FOR CHANGE AND BURIED GROUND RING. EXOTHERMICALLY WELD A2 TINNED SOLID COPPER CONDUCTOR TOTAL LOAD 85 CO6 2" 3-3/0,1#6 ATS SWITCH GENERATOR BREAKER e CHANCE IN CONTRACT AMOUNT. # � URRENT ISSUE DATE: TO THE REBAR AND CONNECT TO THE BURIED GROUND RING. C07 3/4" 1 CAT 5e ATS SWITCH TELCO CAB. ALARM BLOCK 2. SCOPE WORK JANUARY 2017 C08 A. THE COO 7. PROVIDE INSPECTION SLEEVE AT ALL BURIED GROUND RING EXOTHERMIC CONNECTIONS. 2" 3-40NTRACTOR SHALL PROVIDE ALL ELECTRICAL WIRING AND EQUIPMENT UNLESS VERIZON SERVICE PROVIDED: 200A /'16 ATS SWITCH PPC PANELBOARD# OTHERWISE INDICATED. MAIN COMPONENTS ARE AS FOLLOWS: 8. PROVIDE BONDING CONDUCTOR(S) FROM THE BURIED GROUND RING TO THE ANTENNAC09 3/4" 1 CAT 5e TELCO CAB. GENERATOR ALARM BLOCK - F CABLE BUS BAR AT POINT JUST INSIDE OF THE COMMUNICATION STRUCTURE EXIT. NOTE: PROPOSED NEW SERVICE IS BELOW 2%VOLTAGE DROP SSUED FOR: 1. PROVIDE ELECTRICAL SERVICE AS INDICATED ON THE DRAWINGS. VERIFY EXACT LOCATION OF COPPER BUS BAR FOR PROPER CONDUCTOR LENGTH. AND NEW BRANCH CIRCUITS ARE BELOW 3%VOLTAGE DROP C10 3/4" 3#10 ATS SWITCH TVSS 2P-30A CB, NEMA 3R •hJ 2. PROVIDE SERVICE EQUIPMENT MOUNTED AS INDICATED ON DRAWINGS. - FINAL EXOTHERMIC WELDS TO COPPER BUS BAR BY,THE ANTENNA CABLE.INSTALLER. 3. PROVIDE TELEPHONE CONDUIT WITH PULL WIRE AS INDICATED ON DRAWINGS. 9. EXOTHERMICALLY WELD BONDING CONDUCTOR TO COMMUNICATION STRUCTURE LEG T C11 3/4" '3#14 GENERATOR EMERG KILL STATION CONSTRUCTION DRAWINGS 4.COORDINATE ELECTRICAL SERVICE WITH POWER CO., CONTACT REP AT 1'-0"ABOVE PAD AND BOND TO BURIED GROUND RING. PROVIDE A 3/4"PVC C12 3/4' 3#14 ATS SWITCH GENERATOR CONTROL START/STOP GENERATOR PRIOR TO CONSTRUCTION. SLEEVE WITH A GRADUAL BEND IN THE CONCRETE FOUNDATION. EV.:—DATE:—v ESCRIPTION: 4 5.COORDINATE TELEPHONE SERVICE WITH TELCO CONTACT REP 10. 5/8'X10'-0"LONG COPPER CLAD GROUND ROD. 10' SPACING BETWEEN RODS (NON- A-6,8 3 4" 4#10,1#lOG PPC PANELBOARO GENERATOR 2 1P-20 CB •GEN. HEATER& BATT. CHRGER 4 PRIOR TO CONSTRUCTION. LINEAR).TYPICAL FOR ALL GROUND RODS SHOWN. USE STAINLESS STEEL HARDWARE 6. INSTALL WIRE AND CONDUIT AS INDICATED. WHERE APPLICABLE. A-36 1/2" 3#12 PPC PANELBOARD TELCO FIBER CABINET (1) IP-20 CB B 7. PROVIDE GROUNDING AS INDICATED ON DRAWINGS. 11. ELECTRICAL CONTRACTOR SHALL TAKE MEGGER READINGS OF GROUND. THE RESULTS A-1,3 2" 2#4,1#6 PPC PANELBOARD WIRELESS CABINET (1) 2P-80 CB SHALL NOT BE GREATER THAN 5 OHMS. A-2,4 2' 2#4,1#6 PPC PANELBOARD WIRELESS CABINET (1) 2P-80 CB ( E 8. RESTORE ALL AREAS TO ORIGINAL CONDITION AFTER INSTALLATION OF CONDUIT. 12. ALL CONNECTIONS TO GROUND SYSTEM SHALL BE MADE IN LINE WITH BENDS NOMINAL g CUT AND PATCH CONCRETE AND/OR ASPHALT AS REQUIRED. 12'RADIUS IN THE DIRECTION OF CURRENT FLOW.T-CONNECTIONS WILL NOT BE A-5,7 2" 2#4,1#6 PPC PANELBOARD WIRELESS CABINET (1) 2P-80 CB ' 9. CONTRACTOR SHALL CLEARLY LABEL DISCONNECTS, METERS, BREAKERS, ALLOWED. TOA 2" PULLSTRING TELCO/FIBER DEMARC TELCO CABINET SEAL:TELEPHONE TERMINAL BOX AND OTHER RELATED GEAR. € 13. ALL BENDS IN GROUND WIRES SHALL BE NOMINAL 12" RADIUS. TOB 2' PULLSTRING TELCO/FIBER DEMARC TELCO CABINET a 3.CONDUIT ANTENNA CABLES SHALL BE BONDED AT EACH END. RUNS GREATER THAN 150' ••• •'�'•• CONDUIT SIZES AS SHOWN ON THE DRAWINGS ARE A MINIMUM.THE CONTRACTOR 14 SHALL BE BONDED TOWARDS MIDDLE OF LENGTH. COORDINATE LOCATION WITH Z" PULLSTRING TELCO CABINET WIRELESS CABINET A TOl . B.CONDUIT TYPES AS FOLLOWS: MAY INCREASE AS REQUIRED FOR EASE OF PULLING. VERIZON WIRELESS' PROJECT MANAGER. T02 2" PULLSTRING TELCO CABINET WIRELESS CABINET :•• • 15. WHEN APPLICABLE, CONTRACTOR SHALL BOND 'v FRAMESEACH OTHER &TO GROUND �• • NO. • • ••• �••►•• 1.ALL ABOVE GRADE CONDUIT SHALL BE RIGID GALVANIZED STEEL. RING VIA TWO PATHS. COORD.WITH VERIZON WIRELESS'' PROJECT MANAGER. 'GEN. BLK HEATER& BATT. CHARGER CKTS ARE USING #10 WIRES TO ACCOUNT VOLTAGE DROP BELOW 3:b • • g • E2.ALL CONDUIT BELOW GRADE SHALL BE SCHEDULE 40 PVC. 16. CONTRACTOR CAN PROVIDE ONE OF THE FOLLOWING AS DIRECTED BY VERIZON "�4f • '•Q • •• b 3. CONCEALED CONDUIT IN WALLS OR ABOVE CEILING MAY BE EMT. WIRELESS PROJECT MANAGER: THE SECOND OPTION IS PREFERRED. ��.•• • J•••••• 8 A. CADWELD EACH CABINET GROUND WIRE TO GROUND RING AS SHOWN IN • • • a C. ALL EXPOSED CONDUIT SHALL BE NEATLY INSTALLED AND RUN PARALLEL OR EQUIPMENT GROUNDING DETAIL. • �` PERPENDICULAR TO STRUCTURAL ELEMENTS. SUPPORTS AND MOUNTING HARDWARE B. CADWELD EACH WIRE TO A 1/4"X4"X12' MIN. COPPER BUS BAR LOCATED SYMBOLS ABBREVIATIONS ' �A l/ •• i•••• - 5 SHALL BE HOT DIPPED GALVANIZED STEEL. CONDUITS SHALL HAVE BURRS REMOVED BEHIND RADIO CABINET. EXTEND A #2 WIRE FROM EACH END OF COPPER • �/O • • WITH A REAMER.CONDUITS ENTERING CABINETS SHALL HAVE LOCK NUTS INSIDE BUS BAR TO GROUND RING. • '\\��' s CADWELD TYPE CONNECTION ANT ANTENNA AND OUT UNLESS ENTRANCE IS THREADED. NYLON INSULATED BUSHINGS SHALL PROVIDED BRAIDED BONDING JUMPERS BETWEEN EACH GATE AND b POST. �•�•L,•� • 4 BE USED ON ALL CONDUIT TERMINATIONS. ® 5/8'X10'-0'COPPERCLAD GRIND. IEGE X NIT HA LIQUID HT FLEXIBLE NIT. ROD W/NSP.SLEEVE BCW BARE COPPER pY tf••• �"`•'• a O 5/8"X10'-0'COPPERCLAD GRIND. RACEWAYD.ROD TYP. TYPICAL Nim #2 TINNED SOLID BARE CU WIREP • ■ MECHANICAL TYPE CONNECTION FIGSGS RIGID GALVANIZED STEELMTS MANUAL e >Horn F EMT ELECTRICALA METALLIC •• WTUBING • • • • •• • COl CONDUIT TAG 1; REFER TO RISER DWG DRAWING ©2016 KIMLEY- AVWO0•A•SOCIATEINC S,IN M-1,3 CONDUIT TAG 1; PANEL SCHEDULE LPS. LIGHTNING PROTECTION SYSTEM • 1•.1920 WEKI VA WAY :000*: S.S. STAINLESS STEEL ••Vr'ESI PALM W,4fjli, FI.ORIDA 34411 ® GENERATOR RECEPTACLE PNL. PANEL (561) 845-40605 --- UNDER GROUND ELECTRIC CONDUIT CLF. CURRENT LIMITING FUSE FBPE CA0006136 CPM CONST.PROJ. MANAGER d --- UNDER GROUND TELCO CONDUIT ATS AUTOMATIC TRANSFER SWITCH ROJECT DATA: £ C12 T01 2"CONDUIT 702 2"CONDUIT C10 2P-200A ATS, NEMA R. C07 .4-36 PPC POWER a WALL MOUNTED TELCO/FIBER CABINET CABINET WITH TVs I VERIZON VERIZON ' ALARM PNLBRD VERIZON VERIZON PROPOSED WIRELESS WIRELESS 120 240V, 10 BLOCK TELCO/FIBER CABINET CABINET 5 WEATHERHEAD GENERATOR; PER [ S, WIRELESS WIRELESS CABINET ERIZON WIREIES Co, SEE SCHED. CABINET CABINET S STANDARDS (2)-2"CONDUIT, 1 WITH FIBER COt C71 TVs I COORD W/TELCO REPRESENTATIVE AND RAWN BY:=CHK.: APV.: PORTION OF CONDUIT VERIZON WIRELESS CPM ADD JLR DGW r ROUTED ALONG ROOF — TOA TOB PLATFORM ICENSURE: OUTSIDE WALL KEVIN K. MARAJH PE 71455 OF ELEC ROOM '4 SEE SITE PLANS FOR PROPOSED ROUTING ARNOLDO A. ARTILES PE 70645 6. A-1,3 C04 METER, PER POWER BOND 1#�2CU A.B.A- , MARIA V. MARTIN PE 72397 9 CO. REQUIREMENTS O I C06 TO GENERATOR, '" 2P-200A MTS, NEMA 3R, (WALL MOUNTED) PLATFORM, & BOND TO EQUIP WALL MOUNTED ACCESS LADDER GROUND BAR CO2 C05 I EXIST BLDG 200A GENERATOR RECEPTACLE 2P-20OA/200A CLF DISC. I HEET TITLE: MOUNTED ON MTS SWITCH 240V, NEMA 3R, C3 100KAIC, SE RATED, LABEL 2ND FLOOR s 'VERIZON WIRELESS MAIN', I ELECTRICAL g RE-LABEL EXIST. MAINS b (WALL MOUNTED) RISER & DETAILS BOND 1 2 GROUND FLOOR HEET NUMBER: e UFS GR UND ELECTRICAL REVIEW !/ �L(f�l }/ Y TO ROW, rI SEE OTHER — PLANS C&W engineering APPROVED' DATE 22]5 ELECTRICAL AAKwA�s ITE CONSULTANTS E 1 BOND TO EXISTING .._ o F BLDG. GROUND SYSTEM COORDINATE WITH TELCO REPRESENTATIVE wE52 P"BEACH,R 33411 AND VERIZON WIRELESS REP FIBER SERVICE h (561)642-5333 -- �. REGISTRATION NUMBERS KHA Job #: ELECTRICAL RISER DIAGRAM C h W ENCiNER. CAeA PE TELEPHONE RISER DIAGRAM CA2E C.WAU(EB ELECIRKAL PE J6914 - – - - NTS- - – - - - - - - - - - NTS — -044048134 07 !� t a' TSTEE7LE ER , T BOND TO EXIST. TOW'R GR�WNA verizonv 3 � 7 4700 EXCHANGE CT,SUITE 100 *Q` BOLA SYSTEM INSTALLATION NOTES: RATON.FL 33431 s + - (561)995-5500 1. CONTRACTOR SHALL REFER TO GENSET SHOP DRAWINGS PROJECT INFORMATION: AND COORDINATE W/VERIZON WIRELESS CPM I A `'•z - - THE INSTALLATION OF ALL ELECTRICAL CONNECTIONS MIAMI SHORES PRESBYTERIAN CHURCH 2. CONTRACTOR SHALL PROVIDE GROUNDING TO PROPOSED GENERATOR/GENERATOR PLATFORM, REFER TO VERIZON SITE No 9038184 - WIRELESS GROUNDING STANDARDS 602 NE 96TH ST. PROPOSED Cy 2CU - -. ` ,,«.°:. 3. ALL CONDUITS SHOWN ARE DIAGRAMMATICALLY-DRAW ELECT MIAMI SHORES, FL 33138 GROUNOINGI"Y', CONTRACTOR IS RESPONSIBLE TO COORDINATE THE RACAL REVf 1^' MIAMI—DADE COUNTY - _ -iO3-": ACTUAL INSTALLATION,MOUNTING HARDWARE,AND E V V �,yy Y ' T, ROUTING WITH VERIZON WIRELESS CPM. APPROVE ,/ {! C r 4. PROVIDE PULL BOXES AS REQUIRED BY NEC. URRENT ISSUE DATE: l—'DA-FE 5. REFER TO OTHER DRAWINGS FOR CONDUIT ROUTIN JANUARY 2017 SSUED FOR: CONSTRUCTION DRAWINGS INSTALL ELEC EQUIPMENT(PPC POWER CABINET, TELCO CABINET, GENERATOR ( '-- `• - - - ,�� -r AND WIRELESS CABINETS) ONTO STRUCTURAL PLATFORM. PROVIDE ALL EV.:SATE: v^ESCRIPTION: 4 _ sr''. HARDWARE AND LABOR AND TERMINATE ALL POWER,TELCO,TELECOM CABLES. AND GROUNDING TO MAKE EQUIPMENT FULLY FUNCTIONAL. REFER TO OTHER ,- - - DRAWINGS FOR DETAILS -777- EXIST.BLDG. ROOF Exlsr. a<oc.° I I SEAL: Ir m l't vft : M STS+""+` -.-. . =_w ... s .... e _ k--..._. ted. k •••IA••• • • r S • `, � Vic, .,x. � - • I _ w (� s to v - F r P@EPARE e _ ' - " EXIST.,BLDG.ROOF I , : , + � •. : ley>>>Horn•: OROPOSED,KRIZON -. ,4 s a - d • • • • •••••• g EXIST.BI.OG:,ROOF WIRELESS GENERATOR 1 _ ©2016 KIMLEY�tsl•M�•i50C1A TES,INC. �„. '• I (PLATFORM:MOUNTED)IN -.. _��-°-rdR - - ` WEATHERPROOF ENCLOSLE2E a ` Ig • 15'10 WEKI VA WAY •••••• " .:.. L t,.�, .," ••�E M �F�lj'H, F60R10A ,�I4i i • 4•r. 4500665 PROPOSED GENERATOR FUEL LINE.SEE OTHER DRAWINGS -_• 4L R�FBPE 561) 8CAoodb^6 'CADWELD TO PLATFORM ! NEWYVERIZON WIRELESS GE OR ROJECT DATA: 'ACCESS LADDER , 4,..,a >«, a ! I ¢ KILL SWITCH 1.+ r - NEW VERIZON WIRELESS ERk Is ~.a EXIST. BLDG.,ROOF I `? . .? `'�. I `i• MAIN DISC. SWITCH meq; — - EXTEND AND TERMINATE�CONDUITS AT GENERATOR' BOND TO BUILDING GND ':. POWER AND CONTROL,CONREFER TO GROUND SYSTEM p GENERATOR CUT SHEETS ANIVZOOMNDATE WITH M I VERIE WIRELESS 1' I �� k `; OVERHHEAD.SERVICE CONDUCTORS d2 SOLID BTCW-(PRWOE.31655 2-HOLE LUG FOR. t - C06 cog ( t �iJ/ RAWN BY:=CHK.: APV.: 0 CONNECTION TO GENERATOR FRAME)TYP. ADD JLR DGW [CENSURE: )A ZIv'I1, e m' I TO FIBER OE,ARK.ADJACENT TO KEVIN K. MARAJH PE 71455 - EXIST.RIGHT OF-WAY,.SEE OTHERA. Tel <y. .T EXIST.BIOG.ROOF r'�*, �` PIANS +� MARIA V. MARTIN LES PE 72397 �. TOB -' •-...,_,,. ='» � A�9. � � I- ��`�"" - } , a., � NEW VERIZON WIREUM,S WALE :r ''• ;„. - CO6 'a. - -CABINET : ,. E ,'6�. L ,:6 = a a TM r . _ a t MOUNTED'MTS•SWIf & ,: W .m .�- , t C(; HEET TITLE GENERATOR RECEPTACLE , cos Goa TOA: TQe ELECTRICAL c1z ` ROOF N ` p b ATS SWITCH, RACK MOUNTED .. „« $ sI T r -.. '�. .' PLA - 4, fEXIS4 GROUND LEVEL C07 PROPOSED EQUIP ,� .� g� HEET NUMBER: „ TELCO/FIBER CABINET, PLATFORM ' GROUND BAR '4RDPOSED GENERAT02,CAS.METER, SEE C�tAWIN$ MOUNTED W/EQUIPMENT RACK .,.. k s -EXIST GROUND LEVEL x' C& 9 9 _ W Wen ineerin C n s PPC CABINET W/PNL�A: PLATFORM G G - MOUNTED W/EQUIPMENT RACK ' tik ELECTRICAL CONSULTANTS A-.36 2775 NS7A PMN .SUBS G6 PNM BEACH.R_33411 r (561)642-5333 m REGISTRATION NUMBERS KHA Job #: ELECTRICAL SITE PLAN DILE 6.WNKEB,ELE K6245 A24PE 36914 NORTH NTS, REFER TO OTHER PLANS FOR COMPLETE ROOF AND SITE PLANS 044048134 - - — - - v riz nil e o 4700 EXCHANGE CT,SUITE 100 BOCA RATON.FL 33431 (561)995-5500 PROJECT INFORMATION: MIAMI SHORES PRESBYTERIAN CHURCH SITE No 9038184 602 NE 96TH ST. MIAMI SHORES, FL 33138 MIAMI—DADE COUNTY URRENT ISSUE DATE: ALL BONDINGANTENNA VERIZON WIRELESS NOTE. GROUND BARS TO S MECHANICALCTOR PANELBOARD A JANUARY 2017 W/MODULAR SURGE PROPOSED PROPOSED PROPOSED PROTECTION WIRELESS WIRELESS WIRELESS CABINET CABINET CABINET SSUED FOR: CONSTRUCTION DRAWINGS REAR OF CADWELD(TYPICAL) F CABINET GROUNDS FOR RF CABLES }2 SOLID, TINNED,COPPER EV.:SATE=ESCRIPTION: 3 TYPICAL WIRE TO STEEL FRAMES. /2CU COAX GROUND TYPICAL WOTINNED,COPPER IRE TO PRIMARYOWER CABINET. TO 2 WIRE EXTEND SPECI DCABL BOND - 2 AWG SOLID, TINNED, (� TO AC POWE WIRE TO ANTENNA POINT CO PER WIRE TO CABINET \.A SOURCE •�•�• •• _ STRUCTURE(S) KEEPING 24" LABEL EACH 10 CKT. 77 MIN. FROM ANTENNA CABLES. (SEE RISER) DO NOT BOND TO ANY EXIST. BLDG. i3 #2 TINNED SOLID COPPER ROOF GROUND SYSTEMS ••• ALL ANTENNA CABINETS ARE WIRE 50'MAX.CONNECT EXTEND TO GROUND RING EXOTHERMIC WELD (TYP.) NO. •• • U.L.LISTED 1950 INFORMATION TO 2/0 CABLE. TECHNOLOGY EOUIPMENT. - 2/0 TINNED STRANDED COPPER 1/4'X 4"X 18"MIN. 3g • �'•••• • ACCESSORY x'9784. CABLE(SEPARATE RUN FROM BUILDING'S 2/0 WIRE COPPER BUS BAR + ••• 4 VERIZON WIRELESS GROUNDING SHALL BE INSTALLED AS A CONTRACTOR SHALL CONFIRM ALL GROUNDS EXISTING ROOF OR UPPER FLOOR GROUNDS) SEPARATE GROUNDING SYSTEM (NOT ATTACHED TO ROOF GROUNDS 12'NOMINAL RADIUS DIRECTIONAL ^ AND LAYOUT WITH VERIZON'S PROJECT BOND TO BUILDING EXISTING GROUNDING BEND. CADWELD TO 2/0 CABLE •'ui�TLS o ••• •• ••• B MANAGER PRIOR TO INSTALLATION. ELECTRODE OR SIMILAR MADE OR LIGHTNING PROTECTION SYSTEM). NO BONDING TO EXIST. I'� 4 a GROUNDING ELECTRODE AT GROUND LEVEL. ROOF GROUNDS SHALL BE ALLOWED BETWEEN NEW VERIZON • • y2CU TINNED SOLID GROUND CONDUCTOR WIRELESS GROUNDS AND ANY EXISTING BUILDING GROUNDING ORY •••••• EXTEND TO SUPPORT FRAME/STRUCTURE AND CADWELD LIGHTNING PROTECTION SYSTEM AT ROOF OR UPPER FLOORS. r�•.'(46 R'Dl�. �/ • • ••• •�" 1iw AY .2SI ••• EQUIPMENT GROUNDING DETAIL GROUND PLATE DETAIL LIS•f:REPAREZ)•oYt NTS NTS :••Ktm eye>>Ho, r�: • , • ©•2016 KIMLEY•A*tA DfASS CS+INC IAY . • •• WE:T PALM MACH, &LORIDA 03411 • (561) 841-165 FBPE CAOO 96 b ROJECT DATA: SEE ROOF PLAN FOR LOCATIONS OF ANTENNA. d 0 Ti III ANTENNA f I� ELECTRICAL REVIEW / /�//r��/� I I III �'� 1 �n DATES RA1NN BY:=CHK.: APV.: J- gPPROVED�J ADD JLR DGW EXISTING�J EXOTHERMIC WELD(TYP.) � r (CENSURE: q ANTENNA POST;M2 ANTENNA TINNED BOND WIRE KEVIN K.MARAJH PE 71455 COAXARNOLDO A. PE 70645 3 CABLE BAR NNA SECTOR GROUND MARIA V. MARTIN LES PE 72397 ANTENNA CABLE SHIELD WIRE ANTENNA LPS 2/0 CABLE EXTEND TO LPS r i. HEET TITLE: NOTE: COORDINATE E NEEDED PROJEC MANAGER,IN-LINE CRIMPING ONLY ELECTRICAL GROUNDING DETAILS b HEET NUMBER: w ANTENNA GROUNDING DETAIL WALL MOUNTED NTS fREGISTRATION W engineering i` CTRICAL CONSULTANTS E-3 NS.PIAItWAY,WU G6 Pries 6FI4N.ti 33sI I 642-5333 NUMBERS KHA Job #: W ENGINE111KCAODG6]45 G.WALKER ELECiHIGY PE 36914 �- - 044048134