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1545 MAIN ST ROW18-0036 ROW PERMIT S,"''''''%, RIGHT OF WAY PERMIT PERMIT NUMBER rj _' ROW18-0036 �t.v. _ CITY OF ATLANTIC BEACH _� 800 SEMINOLE ROAD ISSUED: 10/16/2018 Pl-r.n;s9'r ATLANTIC BEACH, FL 32233 EXPIRES: 1/14/2019 MUST CALL INSPECTION PHONE LINE (904) 247-5814 BY 4 PM FOR NEXT DAY INSPECTION. ALL WORK MUST CONFORM TO THE CURRENT 6TH EDITION (2017) OF THE FLORIDA BUILDING CODE, NEC, IPMC, AND CITY OF ATLANTIC BEACH CODE OF ORDINANCES . ALL CONDITIONS OF PERMIT APPLY, PLEASE READ CAREFULLY. NOTICE: In addition to the requirements of this permit,there may be additional restrictions applicable to this property that may be found in the public records of this county,and there may be additional permits required from other governmental entities such as water management districts,state agencies,or federal agencies. JOB ADDRESS: PERMIT TYPE: DESCRIPTION: VALUE OF WORK: RIGHT OF WAY SINGLE OR TWO 1545 MAIN ST FAMILY RIGHT OF WAY Swap out 3 Antenna's $0.00 TYPE OF REAL ESTATE ZONING' BUILDING USE SUBDIVISION: CONSTRUCTION: NUMBER: GROUP: 172325 0010 SECTION LAND COMPANY: ADDRESS: CITY: STATE: ZIP: Ericsson Inc 6300 Legacy Drive Plano TX 75024 OWNER: ADDRESS: CITY: STATE: ZIP: PAR PRO LTD PO BOX 330177 ATLANTIC BEACH FL 32233-0177 WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. , ri ,F LIST OF CONDITIONS Roll off container company must be on City approved list . Container cannot be placed on City right-of-way. 1 PUBLIC WORKS ROLL OFF CONTAINER INFORMATIONAL Notes: Roll off container company must be on City approved list(Advanced Disposal,Realco Recycling,Shapells, Inc.,Republic Services,Donovan Dumpsters, Phillips Containers). Container cannot be placed on City right-of-way. 2 PUBLIC WORKS RIGHT OF WAY RESTORATION INFORMATIONAL Notes: Full right-of-way restoration,including sod,is required. Issued Date: 10/16/2018 1 of 2 RIGHT OF WAY PERMIT PERMIT NUMBER ( :. 1'' CITY OF ATLANTIC BEACH ROW18-0036 Jr" " ISSUED: 10/16/2018 800 SEMINOLE ROAD 1' ATLANTIC BEACH. FL 32233 EXPIRES: 1/14/2019 DESCRIPTION ACCOUNT QUANTITY PAID AMOUNT TOTAL: Issued Date: 10/16/2018 2 of 2 812565/10020470 r Building Permit Application linc) City of Atlantic Beach 800 Seminole Road,Atlantic Beach, FL 32233 Phone: (904) 247-5826 Fax: (904)247-5845 Job Address: 1545 MAIN ST Atlantic Beach FL 32233 Permit Number: Legal Description 17-2S-29E 5.71 PT GOVT LOT 4 RECD O/R 11544-628 BEING PARCEL 3 RE# 172325-0000 Valuation of Work(Replacement Cost)$20,000 Heated/Cooled SF Non-Heated/Cooled • Class of Work(Circle one): New Additioniteratio Repair Move Demo Pool Window/Door • Use of existing/proposed structure(s)(Circle one): Commercial Residential • If an existing structure,is a fire sprinkler system installed?(Circle one): Yes No N/A • Submit a Tree Removal Permit Application if any trees are to be removed or Affidavit of No Tree Removal Describe in detail the type of work to be performed: AT&T proposing to swap out 3 existing antennas for 3 NNHH-65B-R4,Adding 3 RRUS B14 4478 and 1 Power Cable,Swapping out 3 RRUS-11 and 3 RRUS 12 for 3 RRUS B5/B12 4449. Florida Product Approval# for multiple products use product approval form Property Owner Information Name: Crown Castle USA Inc.for AT&T Address: 4511 N.Himes Ave.,Ste.210 City Tampa State FL Zip 33614 Phone 813-342-3852 E Mail donna.carroll@crowncastle.com Owner or Agent(If Agent,Power of Attorney or Agency Letter Required) Contractor Information Name of Company: Ericsson,Inc. Qualifying Agent: Steven Hugh Nichols Address 6300 Legacy Drive City Plano State TX Zip 75024 Office Phone 813-342-3852 Job Site/Contact Number 813-342-3852 State Certification/Registration# CGC1518237 E-Mall Go donna.carroll@crowncastle.com Architect Name& Phone# Engineer's Name&Phone# Workers Compensation _ Exempt/Insurer/Lease Employees/Expiration Date 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 the laws regulationg construction in this jurisdiction.I understand that a separate permit must be secured for ELECTRICAL WORK,PLUMBING,SIGNS, WELLS,POOLS,FURNACES,BOILERS,HEATERS,TANKS,and 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 IMPROVEMEN ► TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LE 1 : • OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMEN . Ai (Signature of Owner or Agent including Contra t,oJ•) (Signature of Contractor) Signed nd swor to(or affirmed)before me th's , day of - -• and sworn to(or affirmed)before me this-Z$ day of O 9 ;�15 ,by igen)Ih Sq0_,,Sir , ZoI ,by S-kv4r_ N; c4 ?S (jgnature of Notar ry Si:natu e• • - �ryr o.B.. ALEX LEE VAN VLAENDEREN I Notary Public State of Florida f=°:%ci Notary Public-State of Florida Walter Kovalev ] 3' o Commission#GG 245273 ' My Commission GCa 235952 My ExpiresAugrsonall +� `'?or ry Comm. Au 2.2022 v1 Expires o710entg 23 )X]Personally Known ORj P y Known OR a [ ]Produced Identification Bonded through National Notary Assn. ]Produced Identification Type of Identification: Type of Identification: ASCE. AMERICAN SOCIETY OF CM ENtINEEAS Ice Results: Ice Thickness: 0.00 in. Concurrent Temperature: 25 F Gust Speed: 30 mph Data Source: Standard ASCE/SEI 7-10, Figs. 10-2 through 10-8 Date Accessed: Tue Sep 11 2018 Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds, for a 50-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. The ASCE 7 Hazard Tool is provided for your convenience,for informational purposes only,and is provided"as is"and without warranties of any kind.The location data included herein has been obtained from information developed,produced,and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard.While ASCE has made every effort to use data obtained from reliable sources or methodologies,ASCE does not make any representations or warranties as to the accuracy,completeness,reliability, currency,or quality of any data provided herein.Any third-party links provided by this Tool should not be construed as an endorsement, affiliation,relationship,or sponsorship of such third-party content by or from ASCE. ASCE does not intend,nor should anyone interpret,the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s)of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool,you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers,directors, employees, members,affiliates,or agents be liable to you or any other person for any direct,indirect,special,incidental,or consequential damages arising from or related to your use of,or reliance on,the Tool or any information obtained therein.To the fullest extent permitted by law,you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. httosi/asce7hazardtool.online/ Page 3 of 3 Tue Sep 11 2018 , ASCE ASCE 7 Hazards Report AMERICAN SOCIETY OF CML ENGINEERS Address: Standard: ASCE/SEI 7-10 Elevation: 11.59 ft (NAVD 88) No Address at This Risk Category: II Latitude: 30.336944 Location Soil Class: D - Stiff Soil Longitude: -81.42 iii;zrii9 Tif---ow . II- ,,Tii ...- , Mt A � '17.e r tom`miliiill' 1 ' . T itiis p /} zi -21 c.:... _moi# emotj A SI,` _ r , Rai1 1 -at,tx..V . N .4_, ,,-. :,I. .:•. ... , .., -,...,,,,,.,...„. ........ , ..��,� 0aiiiireizzi1. ___1 .15_ 48,,,...g. - ,k, a.. , „F,.... O \ 4.......... Btacr. _7_47-- ',-. 411r/40474 1-li • ' , ... 1.1%.. 1 irAthit...414 . .....-- 41 ,-____J .,-, Wind Results: Wind Speed: 129 Vmph 10-year MRI 76 Vmph 25-year MRI 87 Vmph 50-year MRI 96 Vmph 100-year MRI 105 Vmph Data Source: ASCE/SEI 7-10, Fig. 26.5-1A and Figs. CC-1—CC-4, incorporating errata of March 12, 2014 Date Accessed: Tue Sep 11 2018 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-10 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind conditions. https://asce7hazardtool.oniine/ Page 1 of 3 Tue Sep 11 2018 . . CC_:UEt© Project Information BU # 812565 Site Name Order# Tower Information Tower T pe Self Support TIA-222 Rev G Applied Loads Comp. Uplift Axial (k 294.00 261.00 MEIU 36.00 33.00 Anchor Rod Data • Quantity: 10 Diameter (in): 1 Material Grade: A354-BC Grout Considered: Yes Grout Cons lar (in): 1.5 Bending Int Eta Factor, n: 0.55 Thread Type: N-Included Configuration: Symmetrical Anchor Rod Results Axial, Pu (kips) 26.10 Shear, Vu (kips) 3.30 Moment, Mu (kip-in) - Axial Cap., ckPn (kips) 60.60 Shear Cap., On (kips) - Moment Cap., 4Mn (kip-in) - Stress Rating 53.0% Pass CCIplate-version 3.2.0 Analysis Date: 9/11/2018 190.0 6 r W - 1 : Jo DESIGNED APPURTENANCE LOADING I- ni 180.06 I I I TYPE ELEVATION TYPE ELEVATION - 'Flash Beacon Lighting 190 RRUS 31 B25 178 II • DBXNH-65658-R2M w/Mount Pipe 187 RRUS 82 W/SOLAR SHIELD ,178 --' (2)E15S09P78 187 (2)RRUS-11 800MHz !178 on u. a - (2)SBNHH-1 0658 w/Mount Pipe 187 ETCR-654L12H6 w/Mount Pipe 178 _ WCS-IMFO-AMT-43 187 RADAR FILTER i 178 ~ • j RRUS 32 B2 187 RRUS 31 B25 1178 x i RRUS 32 187 RRUS 82 W/SOLAR SHIELD `178 - ts 160.0 ft RRUS 32 B66 187 (2)RRUS-11 800MHz 178 i aI o (22))DC2-48-60-0-9E _187 ETCR-654L12H6 w/Mount Pipe 1178 SI n ,- -`-_ i -48-60-18-8F 187 RADAR FILTER 178 DBXNH-65658-R2M w/Mount Pipe 187 RRUS 31 B25 1178 j (2)E15S09P78 187 RRUS 82 W/SOLAR SHIELD 1178 e) - a '. • (2)SBNHH-1D65B w/Mount Pipe 187 (2)RRUS-11 800MHz 178 i a. aN m .._._.._.\-..._ WCS-IMFO-AMT43 187 ETCR•654L12H6 w/Mount Pipe `178 N �' N. 1 RRUS 32 187 RADAR FILTER 1178 o - -140.0 ft ` j RRUS 32 B2 187 Connect-8 PVFM-12-3496 1178 x / \ 0 n / RRUS 32 1366 187 VHLP2-18 1178 N \\ i(2)DC2-48-60-0-9E 187 VHLP2-11 j 178 1 187 8 III \ IllDC6-48-60-18-8C 130 I DDSXNH 6565P B-R2M w/Mount Pipe 187 VHLP2- FXFB 178 78 187 FASB w/1 Mourt Pipe 1130 / (2)SEM/NH-11365B w/Mount Pipe 187 E7W200VS12UB 130 RRUS 32 187 (2)TMBXX-6517-R2M w/Mount Pane 1130 120.0 ft - n• i RRUS 32 B2 167 (2)FRIG 130 E i RRUS 32 B86 187 FXFB ,130 N � (2)DC248-60-0-9E 187 TME-RNSNDC-7771-PF-48 130 DC648-60-18.8F 187 FASB w/Monett Pipe 130 O a . _..._._.__._._..._. x ., Sector Mount[SM 504-3) 187 ETW200VS12UB 130 io i(2)1.9'OD ached.40 Pipe 187 (2)TMBXX-6517-R2M w/Mount Pipe 130 "? < .41-4 1(2)1.9" ache 1.9'OD d0 P1130 N Z Z Z , ' � ' , .4ipe 187FRIG I ' , - f. - { 100.0 ft • 1(2)1.9'OD ached.40 Pipe 187 187FXFB • TME-RNSNDC-7771-PF :130 - _o - 4 w Mount Pipe1130 • $ `\ RRUS 4449 B5IB12 _ 187 FASB w/Mount Pipe 1130 E '/ A L_____1(3)RRUS 4478 B14 187 6•x2'Mount Pipe '130 >< i .I NNHH-658-84 w!Mount Pipe 187 6'x2'Mount Pipe 130 n Z N w .._.._..../,..__.....__... (2)RRUS 4449 85/812 187 6'x 2'Mount Pipe 130 of / 1 NNHH-658-R4 w/Mount Pipe 187 Sector Mount[SM 104-3] 1130 / \ !Horizon DUO 178 ETW200VS12UB '130 80.0 ft / • Horizon DUO 178 (2)TMBXX-6517-R2M w/Mount Pipe 130 - - '_'"""�- (Horizon DUO 178 TME-RNSNDC-7771- 48 130 z / \ SYMBOL LIST n 0 7 MARK SIZE MARK i SIZE A Pi 2.875 x 0.276' 2.5 XS- -_-� F ' H . o - pe ( ) i Pipe 2.375 x 0218'(2 XS) a -+ B Pipe 5.563'x 0.375'(5 XS) G 1Pipe 2.87S x 0.203(2.5 STD) o C Pipe 6.625 x 0.340'(6 EHS) H 1(37515-2715)2.875 x 276'Pipe w/3.5'x.300' N 60.0 R ........._.........__...... D Pipe 6.625 a 0.500'(8 XS) I Nati Sleeve x E Pipe 2.375x 0.154'(2 STD) I ;Pipe 1.9'x0.145(1.5 STD) \ MATERIAL STRENGTH N _........_........,..\_....._\........._ ( GRADE Fy Fu GRADE i Fy Fu ,e1„ i / \ 1A618-50 50 ksi 170 kW A53.8-35 135 ksi 601w / - -o 40.08 .�__._ _. ... _. ___ �_ ALL REACTIONS TOWER DESIGN NOTES o >< ARE CA/`T/10Cr1 x 1 m 1. Tower is located in Duval County,Florida. 41! le �' 2. Tower designed for Exposure C to the TIA-222-G Standard. N - / \ MAX3. _Tower designed for a 100 mph basic wind in accordance with the TIA-222-G Standard. 14. Deflections are based upon a 60 mph wind. S/5.Tower Structure Class II. 6. Topographic Category 1 with Crest Height of 0.00 ft U/7. TOWER RATING:81.3% --- 20.0 R SHEAR: 33 K N • • AXIAL 62 K S i VI R - W • W - .. .:.. SHEAR MOMENT MOMENT 60 K ; 1 y 6652 kip-ft 0.0 ft 0 gTORQUE 137 kip-ft A REACTIONS-100 mph WIND N m .i W a= j e a I E a CD 01 i S j§ ®g '.O k2..0 2 =19 = Ti jg Paul J. Ford and Company job 190-ft Self Support Tower Atlantic Beach, F RIF 250 East Broad st., Suite 600 PCrOJeclient CrownPJF#37518-3092.001.8700D'�""D� (BU#812565)smansoori Columbus, OH 43215 Castle Appd Phone:(614)221-6679 code:TIA-222-G Date:09/11/18 scale: Ni FAX. Path:o.,+v.emn.o.-.4.11.06,13,3,4-.5,1,1236.6.r.unnns,.am on PLC d 1 ".O.00,..+v Dwg No.E September 11, 2018 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37518-3092.001.8700, Order 456639, Revision 0 Page 32 APPENDIX B BASE LEVEL DRAWING LIG a 017A.03) 40 70 130 (I)3,..nl07n ( ) gi 'Ty; A Ty 0 TR TO 17, IMWEO+.WMa!-70 i 111:310.21, fs)3/If m,v n ant (3)cmmtc,w n ant. • • vc c tnxTower Report-version 8.0.4.0 September 11, 2018 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 - Project Number 37518-3092.001.8700, Order 456639, Revision 0 Page 30 Section Elevation Component Size Critical P ePeRow % Pass No. ft Type Element K K Capacity Fail T5 120-100 Diagonal Pipe 2.875"x 0.203"(2.5 149 -12.86 16.50 77.9 Pass STD) T6 100-80 Diagonal Pipe 3.5"x 0.216"(3 STD) 176 -12.12 28.50 42.5 Pass T7 80-60 Diagonal Pipe 3.5"x 0.216"(3 STD) 203 -11.92 24.78 48.1 Pass T8 60-40 Diagonal Pipe 3.5"x 0.216"(3 STD) 230 -12.79 22.07 58.0 Pass T9 40-20 Diagonal Pipe 3.5"x 0.216"(3 STD) 257 -13.10 19.40 67.5 Pass T10 20-0 Diagonal (37515-2715)2.875"x.276" 284 -19.63 33.70 58.2 Pass Pipe w/3.5"x.300"Half Sleeve T1 190-180 Horizontal Pipe 1.9"x 0.145"(1.5 STD) 10 -3.52 22.58 15.6 Pass T2 180-160 Horizontal Pipe 1.9"x 0.145"(1.5 STD) 31 -5.32 22.52 23.6 Pass T3 160-140 Horizontal Pipe 1.9"x 0.145"(1.5 STD) 70 -5.24 19.14 27.3 Pass T4 140-120 Horizontal Pipe 2.375"x 0.154"(2 STD) 109 -7.75 27.21 28.5 Pass 31.2(b) T5 120-100 Horizontal Pipe 2.375"x 0.154"(2 STD) 148 -7.91 22.64 34.9 Pass T6 100-80 Horizontal Pipe 2.375"x 0.154"(2 STD) 175 -8.10 16.86 48.0 Pass T7 80-60 Horizontal Pipe 2.875"x 0.203"(2.5 202 -8.49 28.64 29.7 Pass STD) 34.2(b) T8 60-40 Horizontal Pipe 2.875"x 0.203"(2.5 229 -9.55 22.38 42.7 Pass STD) T9 40-20 Horizontal Pipe 2.875"x 0.203"(2.5 256 -9.89 17.82 55.5 Pass STD) T10 20-0 Horizontal Pipe 2.875"x 0.203"(2.5 283 -11.13 16.05 69.4 Pass STD) T1 190-180 Top Girt Pipe 1.9"x 0.145"(1.5 STD) 5 -1.00 22.63 4.4 Pass T10 20-0 Redund Horz 1 Pipe 1.9"x 0.145"(1.5 STD) 304 -4.65 12.89 36.1 Pass Bracing T10 20-0 Redund Diag 1 Pipe 2.375"x 0.154"(2 STD) 286 -4.25 9.00 47.2 Pass Bracing T10 20-0 Redund Hip 1 Pipe 1.9"x 0.145"(1.5 STD) 308 -0.05 11.86 0.5 Pass Bracing T10 20-0 Redund Hip Pipe 2.875"x 0.203"(2.5 298 -0.07 10.56 0.6 Pass Diagonal 1 Bracing STD) T1 190-180 Inner Bracing L2 x2 x 1/8 26 -0.02 6.56 0.3 Pass T2 180-160 Inner Bracing L 2 x2 x 1/8 54 -0.01 6.48 0.1 Pass T3 160-140 Inner Bracing L 2 x 2 x 1/8 79 -0.01 4.79 0.2 Pass T4 140-120 Inner Bracing L 2 x2 x 1/8 118 -0.01 3.28 0.3 Pass T5 120-100 Inner Bracing L 2 x 2 x 1/8 157 -0.01 2.48 0.5 Pass T6 100-80 Inner Bracing L 2.5 x 2.5 x 3/16 184 -0.01 5.23 0.2 Pass T7 80-60 Inner Bracing L3x3x3/16 211 -0.01 6.83 0.2 Pass T8 60-40 Inner Bracing L 3.5 x 3.5 x 1/4 240 -0.01 11.13 0.2 Pass T9 40-20 Inner Bracing L 3.5 x 3.5 x 1/4 267 -0.01 8.92 0.2 Pass T10 20-0 Inner Bracing Pipe 2.375"x 0.154"(2 STD) 310 -0.02 6.59 0.3 Pass Summary Leg(T9) 65.8 Pass Diagonal 81.3 Pass (T4) Horizontal 69.4 Pass (T10) Top Girt 4.4 Pass (T1) Redund 36.1 Pass Horz 1 Bracing (T10) Redund 47.2 Pass Diag 1 Bracing (T10) Redund 0.5 Pass Hip 1 Bracing (T10) Redund 0.6 Pass Hip Diagonal 1 Bracing (T10) Inner 0.5 Pass Bracing tnxTower Report-version 8.0.4.0 September 11, 2018 190 Ft Self Support Tower Structural Analysis CC/BU No 812565 Project Number 37518-3092.001.8700, Order 456639, Revision 0 Page 28 Section Elevation Size L L. Kir A P. cpPn Ratio No. P. ft ft ft in2 K K epp,, T1 190-180 Pipe 1.9"x 0.145"(1.5 8.52 4.14 79.8 0.7995 3.63 35.98 0.101 STD) f T2 180-160 Pipe 1.9"x 0.145"(1.5 8.60 4.15 80.0 0.7995 5.35 35.98 0.149 1 STD) +/' T3 160-140 Pipe 1.9"x 0.145"(1.5 10.01 4.82 92.9 0.7995 5.15 35.98 0.143 1 STD) 1f T4 140-120 Pipe 2.375"x 0.154"(2 12.10 5.82 88.7 1.0745 7.63 48.35 0.158 1 STD) f T5 120-100 Pipe 2.375"x 0.154"(2 13.92 6.68 101.9 1.0745 7.74 48.35 0.160 1 STD) f T6 100-80 Pipe 2.375"x 0.154"(2 16.29 7.87 120.0 1.0745 7.95 48.35 0.164 1 STD) f T7 80-60 Pipe 2.875"x 0.203"(2.5 18.86 9.15 115.9 1.7040 8.37 76.68 0.109 1 STD) f T8 60-40 Pipe 2.875"x 0.203"(2.5 21.43 10.35 131.1 1.7040 9.51 76.68 0.124 1 STD) V T9 40-20 Pipe 2.875"x 0.203"(2.5 23.93 11.60 147.0 1.7040 10.09 76.68 0.132 1 STD) V T10 20-0 Pipe 2.875"x 0.203"(2.5 25.18 12.23 154.9 1.7040 10.65 76.68 0.139 1 STD) f P u /OR,controls Top Girt Design Data (Tension) Section Elevation Size L L„ Kik A P. cpPn Ratio No. P. ft ft ft in2 K K OPn T1 190-180 Pipe 1.9"x 0.145"(1.5 8.50 4.13 79.6 0.7995 1.00 35.98 0.028 1 STD) 1, 1 P u /OP,,controls Redundant Horizontal (1) Design Data (Tension) Section Elevation Size L L. KI/r A P. tPn Ratio No. P. ft ft ft in2 K K Opn T10 20-0 Pipe 1.9"x 0.145"(1.5 6.29 5.93 114.4 0.7995 4.65 25.18 0.185 1 STD) If I P„ /tOP,,controls Redundant Diagonal (1) Design Data (Tension) Section Elevation Size L Ln Kl/r A P. OP„ Ratio No. Pu ft ft ft in2 K K Opn T10 20-0 Pipe 2.375"x 0.154"(2 11.50 10.77 164.2 1.0745 4.25 33.85 0.126 1 STD) If tnxTower Report-version 8.0.4.0 September 11, 2018 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 _ Project Number 37518-3092.001.8700, Order 456639, Revision 0 Page 26 Section Elevation Size L L. Kl/r A P. en Ratio No. Pu ft ft ft in2 K K qpn T10 20-0 Pipe 1.9"x 0.145"(1.5 6.29 6.29 121.3 0.7995 -0.05 11.86 0.005' STD) K=1.00 V P. /OR controls Redundant Hip Diagonal (1) Design Data (Compression) Section Elevation Size L L. KO' A P. OR Ratio No. Pu ft ft ft in2 K K 012n T10 20-0 Pipe 2.875"x 0.203"(2.5 15.07 15.07 190.9 1.7040 -0.07 10.56 0.006 1 STD) K=1.00 V 1 P u /cP„controls Inner Bracing Design Data (Compression) Section Elevation Size L L. Kl/r A Pu epP„ Ratio No. Pu ft ft ft in2 K K OP„ T1 190-180 L 2 x2 x 1/8 4.25 4.25 128.3 0.4844 -0.02 6.56 0.003' K=1.00 4/ T2 180-160 L 2 x2 x 1/8 4.28 4.28 129.3 0.4844 -0.01 6.48 0.001 ' K=1.00 V T3 160-140 L 2 x 2 x 1/8 5.01 5.01 151.1 0.4844 -0.01 4.79 0.002 1 K=1.00 V T4 140-120 L 2 x 2 x 1/8 6.05 6.05 182.6 0.4844 -0.01 3.28 0.003' K=1.00 V/ T5 120-100 L 2 x 2 x 1/8 6.96 6.96 210.0 0.4844 -0.01 2.48 0.005 1 K=1.00 V' T6 100-80 L 2.5 x 2.5 x 3/16 8.15 8.15 197.5 0.9020 -0.01 5.23 0.002' K=1.00 V T7 80-60 L 3 x 3 x 3/16 9.43 9.43 189.9 1.0900 -0.01 6.83 0.002 1 K=1.00 fr/ T8 60-40. L 3.5 x 3.5 x 1/4 10.71 10.71 185.2 1.6900 -0.01 11.13 0.001 ' K=1.00 V T9 40-20 L 3.5 x 3.5 x 1/4 11.96 11.96 206.9 1.6900 -0.01 8.92 0.002 1 K=1.00 4/ T10 20-0 Pipe 2.375"x 0.154"(2 12.59 12.59 191.9 1.0745 -0.02 6.59 0.003 1 STD) K=1.00 V 1 P u /eP,,controls Tension Checks Leg Design Data (Tension) tnxTower Report-version 8.0.4.0 September 11, 2018 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 - Project Number 37518-3092.001.8700, Order 456639, Revision 0 Page 24 Section Elevation Size L L„ KO. A Pu cOPu Ratio No. Pu ft ft ft in2 K K 4)p" T6 100-80 Pipe 6.625"x 0.432"(6 20.05 10.03 54.8 8.4049 -167.47 303.62 0.552 1 XS) K=1.00 V T7 80-60 Pipe 6.625"x 0.432"(6 20.06 10.03 54.8 8.4049 -196.89 303.58 0.649' XS) K=1.00 V T8 60-40 Pipe 8.625"x 0.375"(8 20.05 10.03 41.2 9.7193 -225.37 386.31 0.583 1 EHS) K=1.00 I,/ T9 40-20 Pipe 8.625"x 0.375"(8 20.05 10.03 41.2 9.7193 -254.04 386.31 0.658 1 EHS) K=1.00 V T10 20-0 Pipe 8.625"x 0.500"(8 20.05 10.03 41.8 12.762 -267.98 505.43 0.530 1 XS) K=1.00 7 V 1 P u I cpP,,controls Diagonal Design Data (Compression) Section Elevation Size L L„ Kl/r A Pu OP" Ratio No. Pu ft ft ft in2 K K ci)P„ T1 190-180 Pipe 2.375"x 0.154"(2 6.58 6.39 97.4 1.0745 -5.07 24.15 0.210' STD) K=1.00 V T2 180-160 Pipe 2.375"x 0.218"(2 7.94 7.67 120.1 1.4773 -9.90 23.14 0.428' XS) K=1.00 V T3 160-140 Pipe 2.375"x 0.154"(2 8.55 8.25 125.8 1.0745 -8.22 15.33 0.536' STD) K=1.00 V T4 140-120 Pipe 2.375"x 0.154"(2 9.24 8.91 135.8 1.0745 -10.71 13.17 0.813 1 STD) K=1.00 i T5 120-100 Pipe 2.875"x 0.203"(2.5 12.52 12.06 152.7 1.7040 -12.86 16.50 0.779' STD) K=1.00 V T6 100-80 Pipe 3.5"x 0.216"(3 13.31 12.89 132.9 2.2285 -12.12 28.50 0.425 1 STD) K=1.00 V T7 80-60 Pipe 3.5"x 0.216"(3 14.21 13.82 142.5 2.2285 -11.92 24.78 0.481 1 STD) K=1.00 4/ T8 60-40 Pipe 3.5"x 0.216"(3 15.12 14.64 151.0 2.2285 -12.79 22.07 0.580 1 STD) K=1.00 4/ T9 40-20 Pipe 3.5"x 0.216"(3 16.08 15.62 161.1 2.2285 -13.10 19.40 0.675 1 STD) K=1.00 V T10 20-0 (37515-2715)2.875"x 24.33 12.17 158.8 3.7615 -19.63 33.70 0.582 1 .276"Pipe w/3.5"x.300" K=1.00 V Half Sleeve 1 P u I(1)P„ controls Horizontal Design Data (Compression) Section Elevation Size L L„ Kl/r A P„ 4P„ Ratio No. Pu ft ft ft in2 K K @p„ T1 190-180 Pipe 1.9"x 0.145"(1.5 8.52 4.14 79.8 0.7995 -3.52 22.58 0.156' STD) K=1.00 V T2 180-160 Pipe 1.9"x 0.145"(1.5 8.60 4.15 80.0 0.7995 -5.32 22.52 0.236' STD) K=1.00 / T3 160-140 Pipe 1.9"x 0.145"(1.5 10.01 4.82 92.9 0.7995 -5.24 19.14 0.273' STD) K=1.00 V T4 140-120 Pipe 2.375"x 0.154"(2 12.10 5.82 88.7 1.0745 -7.75 27.21 0.285' tnxTower Report-version 8.0.4.0 September 11, 2018 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37518-3092.001.8700, Order 456639, Revision 0 Page 22 Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. 0 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 190.00 Flash Beacon Lighting 28 3.154 0.1512 0.0900 Inf 187.00 DBXNH-65658-R2M w/Mount 28 3.057 0.1510 0.0897 Inf Pipe 184.00 VHLP2-11 28 2.960 0.1508 0.0894 878716 183.00 VHLP2-18 28 2.928 0.1506 0.0893 785909 178.00 Horizon DUO 28 2.767 0.1493 0.0885 415139 130.00 ETW200VS12UB 28 1.408 0.1065 0.0558 57414 Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° T1 190-180 13.742 6 0.6526 0.4001 T2 180-160 12.348 6 0.6486 0.3953 T3 160-140 9.625 6 0.5921 0.3604 T4 140-120 7.232 6 0.5033 0.2853 T5 120-100 5.172 6 0.4236 0.2145 T6 100-80 3.510 6 0.3380 0.1587 T7 80-60 2.204 6 0.2631 0.1169 T8 60-40 1.235 6 0.1856 0.0836 T9 40-20 0.540 6 0.1188 0.0523 T10 20-0 0.115 18 0.0513 0.0223 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ° ft 190.00 Flash Beacon Lighting 6 13.742 0.6526 0.4001 389848 187.00 DBXNH-6565B-R2M w/Mount 6 13.324 0.6524 0.3991 389848 Pipe 184.00 VHLP2-11 6 12.906 0.6516 0.3978 328484 183.00 VHLP2-18 6 12.766 0.6511 0.3973 301165 178.00 Horizon DUO 6 12.069 0.6460 0.3937 120500 130.00 ETW200VS12UB 6 6.157 0.4631 0.2479 13268 Bolt Design Data . Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load Load Load Ratio ft in Bolts per Boft per Bolt Allowable K K T1 190 Leg A325N 0.8750 4 0.56 40.59 0.014 V 1 Bolt Tension Diagonal A325N 0.6250 3 1.69 12.43 0.136 V 1 Bolt Shear tnxTower Report-version 8.0.4.0 September 11, 2018 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37518-3092.001.8700, Order 456639, Revision 0 Page 20 Load Vertical Shears Shear: Overturning Overturning Torque Combination Moment, Mx Moment, Ms K K K kip-ft kip-ft kip-ft -No Ice 1.2 Dead+1.6 Wind 330 deg 61.96 -24.72 -42.91 -4817.03 2715.91 60.07 -No Ice 0.9 Dead+1.6 Wind 330 deg 46.47 -24.72 -42.91 -4814.55 2727.34 60.02 -No Ice Dead+Wind 0 deg-Service 51.63 0.01 -12.25 -1362.56 -47.48 21.89 Dead+Wind 30 deg-Service 51.63 6.60 -11.43 -1268.74 -779.75 30.88 Dead+Wind 60 deg-Service 51.63 11.67 -6.73 -737.33 -1332.66 19.45 Dead+Wind 90 deg-Service 51.63 13.36 -0.01 2.76 -1513.77 0.82 Dead+Wind 120 deg- 51.63 10.92 6.30 698.42 -1248.87 -12.99 Service Dead+Wind 150 deg- 51.63 5.56 9.67 1091.93 -669.05 -13.64 Service Dead+Wind 180 deg- 51.63 0.00 12.25 1373.51 -45.70 -22.07 Service Dead+Wind 210 deg- 51.63 -6.60 11.43 1278.23 689.45 -30.93 Service Dead+Wind 240 deg- 51.63 -11.66 6.74 748.72 1240.29 -19.63 Service Dead+Wind 270 deg- 51.63 -13.34 0.02 8.53 1420.24 -1.01 Service Dead+Wind 300 deg- 51.63 -10.91 -6.30 -689.07 1155.60 12.96 Service Dead+Wind 330 deg- 51.63 -5.56 -9.66 -1079.57 577.47 13.50 Service Solution Summary Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 1 0.00 -51.63 0.00 0.00 51.63 0.00 0.000% 2 0.04 -61.96 -54.43 -0.04 61.96 54.42 0.009% 3 0.04 -46.47 -54.43 -0.04 46.47 54.43 0.008% 4 29.32 -61.96 -50.82 -29.32 61.96 50.82 0.009% 5 29.32 -46.47 -50.82 -29.32 46.47 50.82 0.008% 6 51.86 -61.96 -29.91 -51.85 61.96 29.91 0.009% 7 51.86 -46.47 -29.91 -51.86 46.47 29.91 0.007% 8 59.37 -61.96 -0.05 -59.36 61.96 0.05 0.009% 9 59.37 -46.47 -0.05 -59.36 46.47 0.05 0.008% 10 48.54 -61.96 27.99 -48.54 61.96 -27.98 0.009% 11 48.54 -46.47 27.99 -48.54 46.47 -27.98 0.008% 12 24.73 -61.96 42.97 -24.72 61.96 -42.97 0.009% 13 24.73 -46.47 42.97 -24.73 46.47 -42.97 0.007% 14 0.01 -61.96 54.45 -0.01 61.96 -54.44 0.009% 15 0.01 -46.47 54.45 -0.01 46.47 -54.45 0.007% 16 -29.34 -61.96 50.81 29.34 61.96 -50.80 0.009% 17 -29.34 -46.47 50.81 29.34 46.47 -50.80 0.008% 18 -51.83 -61.96 29.94 51.82 61.96 -29.94 0.009% 19 -51.83 -46.47 29.94 51.83 46.47 -29.94 0.008% 20 -59.31 -61.96 0.08 59.30 61.96 -0.08 0.009% 21 -59.31 -46.47 0.08 59.31 46.47 -0.08 0.008% 22 -48.49 -61.96 -28.00 48.49 61.96 28.00 0.008% 23 -48.49 -46.47 -28.00 48.49 46.47 28.00 0.007% 24 -24.72 -61.96 -42.92 24.72 61.96 42.91 0.008% 25 -24.72 -46.47 -42.92 24.72 46.47 42.91 0.007% 26 0.01 -51.63 -12.25 -0.01 51.63 12.25 0.003% 27 6.60 -51.63 -11.44 -6.60 51.63 11.43 0.003% 28 11.67 -51.63 -6.73 -11.67 51.63 6.73 0.003% 29 13.36 -51.63 -0.01 -13.36 51.63 0.01 0.003% 30 10.92 -51.63 6.30 -10.92 51.63 -6.30 0.003% 31 5.56 -51.63 9.67 -5.56 51.63 -9.67 0.002% 32 0.00 -51.63 12.25 -0.00 51.63 -12.25 0.003% 33 -6.60 -51.63 11.43 6.60 51.63 -11.43 0.003% 34 -11.66 -51.63 6.74 11.66 51.63 -6.74 0.003% 35 -13.35 -51.63 0.02 13.34 51.63 -0.02 0.003% tnxTower Report-version 8.0.4.0 September 11, 2018 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37518-3092.001.8700, Order 456639, Revision 0 Page 18 Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Horz Adjustment Beam Diameter Area Leg Lateral Width Vert ft ft ft f2 K VHLP2-18 A Paraboloid From 4.00 -60.0000 178.00 2.17 No Ice 3.72 0.03 w/Shroud(HP) Leg 1.00 5.00 VHLP2-11 B Paraboloid From 4.00 -90.0000 178.00 2.17 No Ice 3.72 0.03 w/Shroud(HP) Leg 1.00 6.00 VHLP2-18 C Paraboloid From 4.00 -15.0000 178.00 2.17 No Ice 3.72 0.03 w/Shroud(HP) Leg 1.00 5.00 Load Combinations Comb. Description No. 1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg-No Ice 3 0.9 Dead+1.6 Wind 0 deg-No Ice 4 1.2 Dead+1.6 Wind 30 deg-No Ice 5 0.9 Dead+1.6 Wind 30 deg-No Ice 6 1.2 Dead+1.6 Wind 60 deg-No Ice 7 0.9 Dead+1.6 Wind 60 deg-No Ice 8 1.2 Dead+1.6 Wind 90 deg-No Ice 9 0.9 Dead+1.6 Wind 90 deg-No Ice 10 1.2 Dead+1.6 Wind 120 deg-No Ice 11 0.9 Dead+1.6 Wind 120 deg-No Ice 12 1.2 Dead+1.6 Wind 150 deg-No Ice 13 0.9 Dead+1.6 Wind 150 deg-No Ice 14 1.2 Dead+1.6 Wind 180 deg-No Ice 15 0.9 Dead+1.6 Wind 180 deg-No Ice 16 1.2 Dead+1.6 Wind 210 deg-No Ice 17 0.9 Dead+1.6 Wind 210 deg-No Ice 18 1.2 Dead+1.6 Wind 240 deg-No Ice 19 0.9 Dead+1.6 Wind 240 deg-No Ice 20 1.2 Dead+1.6 Wind 270 deg-No Ice 21 0.9 Dead+1.6 Wind 270 deg-No Ice 22 1.2 Dead+1.6 Wind 300 deg-No Ice 23 0.9 Dead+1.6 Wind 300 deg-No Ice 24 1.2 Dead+1.6 Wind 330 deg-No Ice 25 0.9 Dead+1.6 Wind 330 deg-No Ice 26 Dead+Wind 0 deg-Service 27 Dead+Wind 30 deg-Service 28 Dead+Wind 60 deg-Service 29 Dead+Wind 90 deg-Service 30 Dead+Wind 120 deg-Service 31 Dead+Wind 150 deg-Service 32 Dead+Wind 180 deg-Service 33 Dead+Wind 210 deg-Service 34 Dead+Wind 240 deg-Service 35 Dead+Wind 270 deg-Service 36 Dead+Wind 300 deg-Service 37 Dead+Wind 330 deg-Service Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Leg C Max.Vert 18 294.38 32.20 -16.50 Max.H, 18 294.38 32.20 -16.50 Max.H2 7 -261.34 -29.71 15.05 tnxTower Report-version 8.0.4.0 September 11, 2018 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 • Project Number 37518-3092.001.8700, Order 456639, Revision 0 Page 16 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral Vert ft ft ft2 fl K ft ° ft 0.00 Horizon DUO B From Leg 4.00 0.0000 178.00 No Ice 0.47 0.29 0.01 0.00 0.00 Horizon DUO C From Leg 4.00 0.0000 178.00 No Ice 0.47 0.29 0.01 0.00 0.00 RRUS 31 B25 A From Leg 4.00 0.0000 178.00 No Ice 1.62 1.28 0.06 0.00 0.00 RRUS 82 W/SOLAR A From Leg 4.00 0.0000 178.00 No Ice 2.98 1.43 0.06 SHIELD 0.00 0.00 (2)RRUS-11 800MHz A From Leg 4.00 0.0000 178.00 No Ice 2.52 1.30 0.05 0.00 0.00 ETCR-654L12H6 w/Mount A From Leg 4.00 0.0000 178.00 No Ice 13.27 6.54 0.10 Pipe 0.00 0.00 RADAR FILTER A From Leg 4.00 0.0000 178.00 No Ice 1.07 0.27 0.02 0.00 0.00 RRUS 31 B25 B From Leg 4.00 0.0000 178.00 No Ice 1.62 1.28 0.06 0.00 0.00 RRUS 82 W/SOLAR B From Leg 4.00 0.0000 178.00 No Ice 2.98 1.43 0.06 SHIELD 0.00 0.00 (2)RRUS-11 800MHz B From Leg 4.00 0.0000 178.00 No Ice 2.52 1.30 0.05 0.00 0.00 ETCR-654L12H6 w/Mount B From Leg 4.00 0.0000 178.00 No Ice 13.27 6.54 0.10 Pipe 0.00 0.00 RADAR FILTER B From Leg 4.00 0.0000 178.00 No Ice 1.07 0.27 0.02 0.00 0.00 RRUS 31 B25 C From Leg 4.00 0.0000 178.00 No Ice 1.62 1.28 0.06 0.00 0.00 RRUS 82 W/SOLAR C From Leg 4.00 0.0000 178.00 No Ice 2.98 1.43 0.06 SHIELD 0.00 0.00 (2)RRUS-11 800MHz C From Leg 4.00 0.0000 178.00 No Ice 2.52 1.30 0.05 0.00 0.00 ETCR-654L12H6 w/Mount C From Leg 4.00 0.0000 178.00 No Ice 13.27 6.54 0.10 Pipe 0.00 0.00 RADAR FILTER C From Leg 4.00 0.0000 178.00 No Ice 1.07 0.27 0.02 0.00 0.00 Connect-it PVFM-12-3-4- C None 0.0000 178.00 No Ice 33.02 33.02 1.67 96 TBR ETW200VS12UB A From Leg 4.00 0.0000 130.00 No Ice 0.40 0.16 0.01 0.00 0.00 (2)TMBXX-6517-R2M w/ A From Leg 4.00 0.0000 130.00 No Ice 8.77 6.96 0.07 Mount Pipe 0.00 0.00 TME-RNSNDC-7771-PF- A From Leg 4.00 0.0000 130.00 No Ice 1.03 3.20 0.02 48 0.00 0.00 tnxTower Report-version 8.0.4.0 September 11, 2018 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37518-3092.001.8700, Order 456639, Revision 0 Page 14 Description Face Allow Exclude Componen Placement Face Lateral # # Clear Width or Perimete Weight or Shield From t Offset Offset Per Spacin Diameter r Leg Torque Type ft in (Frac FW) Row g in plf Calculation in in FIBER ONLY C No No Ar(CaAa) 178.00- - -0.45 1 1 0.8670 0.8670 0.25 CABLE 0.00 2.0000 48(7/8) 1.5"flat C No No Af(CaAa) 178.00- - -0.45 2 2 24.000 1.5000 1.80 Cable Ladder 0.00 2.0000 0 Rail 1.5000 Safety Line C No No Ar(CaAa) 190.00- 0.0000 -0.5 1 1 0.3750 0.3750 0.22 3/8 0.00 Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral Vert ft ft ft2 ft2 K ft ft Flash Beacon Lighting C None 0.0000 190.00 No Ice 2.70 2.70 0.05 DBXNH-6565B-R2M w/ A From Leg 4.00 0.0000 187.00 No Ice 8.51 7.16 0.08 Mount Pipe 0.00 3.00 (2)E15S09P78 A From Leg 4.00 0.0000 187.00 No Ice 0.75 0.34 0.02 0.00 0.00 (2)SBNHH-1D65B w/ A From Leg 4.00 0.0000 187.00 No Ice 8.42 7.42 0.08 Mount Pipe 0.00 3.00 WCS-IMFQ-AMT-43 A From Leg 4.00 0.0000 187.00 No Ice 0.55 0.39 0.02 0.00 0.00 RRUS 32 B2 A From Leg 4.00 0.0000 187.00 No Ice 2.73 1.67 0.05 0.00 0.00 RRUS 32 A From Leg 4.00 0.0000 187.00 No Ice 2.86 1.78 0.06 0.00 0.00 RRUS 32 B66 A From Leg 4.00 0.0000 187.00 No Ice 2.74 1.67 0.05 0.00 0.00 (2)DC2-48-60-0-9E A From Leg 4.00 0.0000 187.00 No Ice 0.93 0.56 0.02 0.00 0.00 DC6-48-60-18-8F A From Leg 4.00 0.0000 187.00 No Ice 0.92 0.92 0.02 0.00 0.00 DBXNH-6565B-R2M w/ B From Leg 4.00 0.0000 187.00 No Ice 8.51 7.16 0.08 Mount Pipe 0.00 3.00 (2)E15S09P78 B From Leg 4.00 0.0000 187.00 No Ice 0.75 0.34 0.02 0.00 0.00 (2)SBNHH-1 D65B w/ B From Leg 4.00 0.0000 187.00 No Ice 8.42 7.42 0.08 Mount Pipe 0.00 3.00 WCS-IMFQ-AMT-43 B From Leg 4.00 0.0000 187.00 No Ice 0.55 0.39 0.02 0.00 0.00 RRUS 32 B From Leg 4.00 0.0000 187.00 No Ice 2.86 1.78 0.06 0.00 0.00 RRUS 32 B2 B From Leg 4.00 0.0000 187.00 No Ice 2.73 1.67 0.05 0.00 0.00 tnxTower Report-version 8.0.4.0 September 11, 2018 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 _ Project Number 37518-3092.001.8700, Order 456639, Revision 0 Page 12 Tower Section Geometry (cont'd) K Factors' Tower Calc Ca/c Legs X K Single Girts Horiz. Sec. Inner Elevation K K Brace Brace Diags Horiz Brace Single Solid Diags Diags Angles Rounds X X X X X X X ft Y Y Y Y Y Y Y T1 190.00- Yes No 1 1 1 1 1 1 1 1 180.00 1 1 1 1 1 1 1 T2 180.00- Yes No 1 1 1 1 1 1 1 1 160.00 1 1 1 1 1 1 1 T3 160.00- Yes No 1 1 1 1 1 1 1 1 140.00 1 1 1 1 1 1 1 T4 140.00- Yes No 1 1 1 1 1 1 1 1 120.00 1 1 1 1 1 1 1 T5 120.00- Yes No 1 1 1 1 1 1 1 1 100.00 1 1 1 1 1 1 1 T6 100.00- Yes No 1 1 1 1 1 1 1 1 80.00 1 1 1 1 1 1 1 T7 80.00- Yes No 1 1 1 1 1 1 1 1 60.00 1 1 1 1 1 1 1 T8 60.00- Yes No 1 1 1 1 1 1 1 1 40.00 1 1 1 1 1 1 1 T9 40.00- Yes No 1 1 1 1 1 1 1 1 20.00 1 1 1 1 1 1 1 T10 20.00- Yes No 1 1 1 1 1 1 1 1 0.00 1 1 1 1 1 1 1 'Note:K factors are applied to member segment lengths.K-braces without inner supporting members will have the K factor in the out-of- plane direction applied to the overall length. Tower Section Geometry (cont'd) Tower Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Elevation ft Net Width U Net U Net Width U Net U Net U Net U Net U Deduct Width Deduct Width Width Width Width in Deduct in Deduct Deduct Deduct Deduct in in in in in T1190.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 180.00 T2 180.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 160.00 T3 160.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 140.00 T4 140.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 120.00 T5 120.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 100.00 T6 100.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 80.00 T7 80.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 60.00 T8 60.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 40.00 T9 40.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 20.00 T10 20.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.00 tnxTower Report-version 8.0.4.0 September 11, 2018 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 _ Project Number 37518-3092.001.8700, Order 456639, Revision 0 Page 10 Tower Section Geometry (cont'd) Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation Type Size Grade Type Size Grade ft T1 190.00- Pipe Pipe 2.875"x 0.276"(2.5 A618-50 Pipe Pipe 2.375"x 0.154"(2 A618-50 180.00 XS) (50 ksi) STD) (50 ksi) T2 180.00- Pipe Pipe 3.5"x 0.300"(3 XS) A618-50 Pipe Pipe 2.375"x 0.218"(2 XS) A618-50 160.00 (50 ksi) (50 ksi) T3 160.00- Pipe Pipe 4.5"x 0.337"(4 XS) A618-50 Pipe Pipe 2.375"x 0.154"(2 A618-50 140.00 (50 ksi) STD) (50 ksi) T4 140.00- Pipe Pipe 5.563"x 0.375"(5 XS) A618-50 Pipe Pipe 2.375"x 0.154"(2 A618-50 120.00 (50 ksi) STD) (50 ksi) T5 120.00- Pipe Pipe 6.625"x 0.340"(6 A618-50 Pipe Pipe 2.875"x 0.203"(2.5 A618-50 100.00 EHS) (50 ksi) STD) (50 ksi) T6 100.00- Pipe Pipe 6.625"x 0.432"(6 XS) A618-50 Pipe Pipe 3.5"x 0.216"(3 STD) A618-50 80.00 (50 ksi) (50 ksi) T7 80.00-60.00 Pipe Pipe 6.625"x 0.432"(6 XS) A618-50 Pipe Pipe 3.5"x 0.216"(3 STD) A618-50 (50 ksi) (50 ksi) T8 60.00-40.00 Pipe Pipe 8.625"x 0.375"(8 A618-50 Pipe Pipe 3.5"x 0.216"(3 STD) A618-50 EHS) (50 ksi) (50 ksi) T9 40.00-20.00 Pipe Pipe 8.625"x 0.375"(8 A618-50 Pipe Pipe 3.5"x 0.216"(3 STD) A618-50 EHS) (50 ksi) (50 ksi) T10 20.00-0.00 Pipe Pipe 8.625"x 0.500"(8 XS) A618-50 Arbitrary (37515-2715)2.875"x.276" A53-B-35 (50 ksi) Shape Pipe w/3.5"x.300"Half (35 ksi) Sleeve Tower Section Geometry (cont'd) Tower No. Mid Girt Mid Girt Mid Girt Horizontal Horizontal Horizontal Elevation of Type Size Grade Type Size Grade Mid ft Girts T1 190.00- None Flat Bar A36 Pipe Pipe 1.9"x 0.145" A618-50 180.00 (36 ksi) (1.5 STD) (50 ksi) T2 180.00- None Flat Bar A36 Pipe Pipe 1.9"x 0.145" A618-50 160.00 (36 ksi) (1.5 STD) (50 ksi) T3 160.00- None Flat Bar A36 Pipe Pipe 1.9"x 0.145" A618-50 140.00 (36 ksi) (1.5 STD) (50 ksi) T4 140.00- None Flat Bar A36 Pipe Pipe 2.375"x 0.154" A618-50 120.00 (36 ksi) (2 STD) (50 ksi) T5 120.00- None Flat Bar A36 Pipe Pipe 2.375"x 0.154" A618-50 100.00 (36 ksi) (2 STD) (50 ksi) T6 100.00- None Flat Bar A36 Pipe Pipe 2.375"x 0.154" A618-50 80.00 (36 ksi) (2 STD) (50 ksi) T7 80.00-60.00 None Flat Bar A36 Pipe Pipe 2.875"x 0.203" A618-50 (36 ksi) (2.5 STD) (50 ksi) T8 60.00-40.00 None Flat Bar A36 Pipe Pipe 2.875"x 0.203" A618-50 (36 ksi) (2.5 STD) (50 ksi) T9 40.00-20.00 None Flat Bar A36 Pipe Pipe 2.875"x 0.203" A618-50 (36 ksi) (2.5 STD) (50 ksi) T10 20.00-0.00 None Flat Bar A36 Pipe Pipe 2.875"x 0.203" A618-50 (36 ksi) (2.5 STD) (50 ksi) Tower Section Geometry (cont'd) Tower Secondary Secondary Horizontal Secondary Inner Bracing Inner Bracing Size Inner Bracing Elevation Horizontal Type Size Horizontal Type Grade Grade ft T1 190.00- Solid Round A572-50 Equal Angle L2 x 2 x 1/8 A36 180.00 (50 ksi) (36 ksi) tnxTower Report-version 8.0.4.0 September 11, 2018 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37518-3092.001.8700, Order 456639, Revision 0 Page 8 APPENDIX A TNXTOWER OUTPUT Tower Input Data The main tower is a 3x free standing tower with an overall height of 190.00 ft above the ground line. The base of the tower is set at an elevation of 0.00 ft above the ground line. The face width of the tower is 8.50 ft at the top and 27.68 ft at the base. This tower is designed using the TIA-222-G standard. The following design criteria apply: 4) Tower is located in Duval County, Florida. 5) ASCE 7-10 Wind Data is used (wind speeds converted to nominal values). 6) Basic wind speed of 100 mph. 7) Structure Class II. 8) Exposure Category C. 9) Topographic Category 1. 10) Crest Height 0.00 ft. 11) Deflections calculated using a wind speed of 60 mph. 12) A non-linear(P-delta) analysis was used. 13) Pressures are calculated at each section. 14) Stress ratio used in tower member design is 1. 15) Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Options Consider Moments-Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Consider Moments-Horizontals Assume Legs Pinned .4 Calculate Redundant Bracing Forces Consider Moments-Diagonals Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification -4 Use Clear Spans For Wind Area SR Leg Bolts Resist Compression -4 Use Code Stress Ratios .4 Use Clear Spans For KUr All Leg Panels Have Same Allowable .I Use Code Safety Factors-Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice .4 Bypass Mast Stability Checks .4 Consider Feed Line Torque Always Use Max Kz 4 Use Azimuth Dish Coefficients .4 Include Angle Block Shear Check Use Special Wind Profile 41 Project Wind Area of Appurt. Use TIA-222-G Bracing Resist. Exemption -4 Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-G Tension Splice Exemption Leg Bolts Are At Top Of Section Add IBC.6D+W Combination Poles -1 Secondary Horizontal Braces Leg .4 Sort Capacity Reports By Component Include Shear-Torsion Interaction Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets SR Members Are Concentric Ignore KUry For 60 Deg.Angle Legs Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Corner Radii Are Known tnxTower Report-version 8.0.4.0 September 11, 2018 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 .ti Project Number 37518-3092.001.8700, Order 456639, Revision 0 Page 6 Section Elevation ft ComponentType Size Critical P(K) Pass/Fail SF*P_allow °A ( � No. yp Element (K) Capacity Half Sleeve ( Pipe 1.9"x 0.145"(1.5 Ti 190-180 Horizontal STD) 10 -3.52 22.58 15.6 Pass T2 180-160 Horizontal Pipe 1.9 STD)45"(1.5 31 -5.32 22.52 23.6 Pass T3 160-140 Horizontal Pipe 1.9 STD)0.145"(1.5 70 -5.24 19.14 27.3 Pass T4 . 140-120 Horizontal Pipe 2.3 STD)0.1 "(2 109 -7.75 27.21 28.5 31.2(b) Pass Pipe 2.375"x 0.154"(2 15 120-100 Horizontal STD) 148 -7.91 22.64 34.9 Pass T6 100-80 Horizontal Pipe 2.375"STD)0.1 "(2 175 -8.10 16.86 48.0 Pass T7 80-60 Horizontal Pipe 2.875"STD)0.203"(2.5 202 -8 49 2864 34.29.7 b) Pass T8 1 60-40 Horizontal Pipe 2.875STD)0.203"(2.5 229 -9.55 22.38 42.7 Pass Pipe 2.875"x 0.203"(2.5 T9 40-20 Horizontal STD) 256 -9.89 17.82 55.5 Pass 1 Pipe 2.875"x 0.203"(2.5 T10 j 20-0 Horizontal STD) 283 -11.13 16.05 69.4 Pass Pipe 1.9"x 0.145"(1.5 T1 190-180 Top Girt STD) 5 -1.00 22.63 4.4 Pass T10 20-0 Redund Horz 1 Pipe 1.9"x 0.145"(1.5 304 -4.65 12.89 36.1 Pass Bracing STD) Redund Diag 1 Pipe 2.375"x 0.154"(2 T10 20-0 Bracing STD) 286 -4.25 9.00 47.2 Pass T10 20-0 Redurancl gip 1 Pipe 1.9 STD)x 0.145"(1.5 308 -0.05 11.86 0.5 Pass Redund Hip Pipe 2.875"x 0.203"(2.5 T10 20-0 Diagonal 1 STD) 298 -0.07 10.56 0.6 Pass Bracing T1 I 190-180 Inner Bracing L 2 x2 x 1/8 26 -0.02 6.56 0.3 Pass T2 180-160 Inner Bracing L 2 x2 x 1/8 54 -0.01 6.48 0.1 Pass T3 160-140 Inner Bracing L 2 x2 x 1/8 79 -0.01 4.79 0.2 Pass T4 140-120 Inner Bracing L2 x2 x 1/8 118 -0.01 3.28 0.3 Pass T5 120-100 Inner Bracing L 2 x 2 x 1/8 157 -0.01 2.48 0.5 Pass T6 100-80 Inner Bracing L 2.5 x 2.5 x 3/16 184 -0.01 5.23 0.2 Pass T7 80-60 Inner Bracing L 3 x 3 x 3/16 211 -0.01 6.83 0.2 Pass T8 I 60-40 Inner Bracing L 3.5 x 3.5 x 1/4 240 -0.01 11.13 0.2 Pass T9 40-20 Inner Bracing L 3.5 x 3.5 x 1/4 267 -0.01 8.92 0.2 Pass T10 20-0 Inner Bracing Pipe 2.3 STD)0.1 "(2 310 -0.02 6.59 0.3 Pass Summary Leg(T9) 65.8 Pass Diagonal 81.3 Pass (T4) Horizontal (T10) 69.4 Pass Top Girt (T1) 4.4 Pass Redund Horz 1 Bracing 36.1 Pass (T10) tnxTower Report-version 8.0.4.0 September 11, 2018 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37518-3092.001.8700, Order 456639, Revision 0 Page 4 Table 2 -Other Considered Equipment Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Level (ft) Elevation Antennas Manufacturer Lines Size (in) (ft) 184.0 ( 1 andrew ! VHLP2-11 183.0 2 andrew VHLP2-18 3 tower mounts Connect-it PVFM-12-3-4- 96 3 dragonwave Horizon DUO - 3 1-3/16 178.0 3 ericsson RRUS 31 B25 3 1/2 178.0 3 ericsson RRUS 82 W/SOLAR 1 7/8 SHIELD 6 ericsson RRUS-11 800MHz 3 kmw ETCR-654L12H6 w/ communications Mount Pipe 3 nokia RADAR FILTER 3 andrew ETW200VS12UB 6 andrew TMBXX-6517-R2M w/ Mount Pipe 3 nokia FASB w/Mount Pipe 3 nokia I FRIG 7 1-5/8 130.0 130.0 3 1-3/5 3 nokia FXFB 3 1-1/4 3 raycap TME-RNSNDC-7771-PF- 48 3 tower mounts 6'x 2" Mount Pipe I 1 I tower mounts I Sector Mount[SM 104-3] 3)ANALYSIS PROCEDURE Table 3 - Documents Provided Document Remarks Reference Source 1 4-GEOTECHNICAL REPORTS j ATEC, 12/03/1990 I 111139 I CCISITES 4-TOWER FOUNDATION I Rohn, 04/07/1993 816089 CCISITES DRAWINGS/DESIGN/SPECS 4-TOWER MANUFACTURER Rohn, 11/06/1990 225932 CCISITES DRAWINGS 4-POST-MODIFICATION TEP, 01/12/2012 3062154 CCISITES INSPECTION 4-TOWER REINFORCEMENT PJF, 07/05/2011 3009343 CCISITES DESIGN/DRAWINGS/DATA tnxTower Report-version 8.0.4.0 September 11, 2018 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37518-3092.001.8700, Order 456639, Revision 0 Page 2 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Equipment Configuration Table 2 - Other Considered Equipment 3) ANALYSIS PROCEDURE Table 3 - Documents Provided 3.1) Analysis Method 3.2)Assumptions 4) ANALYSIS RESULTS Table 4 - Section Capacity (Summary) Table 5—Tower Component Stresses vs. Capacity 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations GrYl. 1/0 •.- TJ • 7 E i t r..yw * 77. ti 7) tnxTower Report-version 8.0.4.0 PAUL J. FORD RIF & C O M P A N Y i 1965-015 Date: September 11, 2018 Lisa Buenaventura Paul J. Ford and Company Crown Castle 250 East Broad st., Suite 600 1220 Augusta DriveSuite 500 Columbus, OH 43215 Houston, TX 77057 (614) 221-6679 Subject: Structural Analysis Report Carrier Designation: AT&T Mobility Co-Locate Carrier Site Number: 10020470 Carrier Site Name: Mayport Crown Castle Designation: Crown Castle BU Number: 812565 Crown Castle Site Name: MAYPORT Crown Castle JDE Job Number: 527042 Crown Castle Work Order Number: 1628845 Crown Castle Order Number: 456639 Rev. 0 Engineering Firm Designation: Paul J. Ford and Company Project Number: 37518-3092.001.8700 Site Data: 1545 Main Street, Atlantic Beach, Duval County, FL Latitude 30°20'13", Longitude-81°25'12" 190 Foot-Self Support Tower Dear Lisa Buenaventura, Paul J. Ford and Company is pleased to submit this "Structural Analysis Report" to determine the structural integrity of the above mentioned tower. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC7: Proposed Equipment Configuration Sufficient Capacity This analysis has been performed in accordance with the 2017 Florida Building Code, 6th Edition, based upon an ultimate 3-second gust wind speed of 129 mph converted to a nominal 3-second gust wind speed of 100 mph per section 1609.3.1 as required for use in the ANSITTIA-222-G-2005 Standard, "Structural Standard for Antenna Supporting Structures and Antennas", with ANSI/TIA-222-G-1-2007 and ANSI/TIA-222-G-2-2009 Addenda per Exception#5 of Section 1609.1.1. Exposure Category C with a topog\� iEl��t� and crest height of 0 feet, and Risk Category II were used in this analysis. \�.c\N TODD )J, 'c EMs Respectfully submitted by: ` ,% 'f'� * No. 79560 1 13 STATE Of 4 Sara Mansoori r1 Structural Designer tnxTower Report-version 8.0.4.0 September 11, 2018 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37518-3092.001.8700, Order 456639, Revision 0 Page 3 1) INTRODUCTION This tower is a 190 ft Self Support tower designed by ROHN. 2) ANALYSIS CRITERIA Building Code: 2015 IBC TIA-222 Revision: TIA-222-G Risk Category: II Wind Speed: 99.9 mph Exposure Category: C Topographic Factor: 1 Wind Speed with Ice: 30 mph Seismic Ss: 0.115 Seismic S1: 0.06 Service Wind Speed: 60 mph Table 1 - Proposed Equipment configuration Center Number Number Feed Mounting Line Antenna Antenna Model of Feed Line Level (ft) Elevation Antennas Manufacturer Lines Size (in) (ft) 3 andrew DBXNH-6565B-R2M w/ Mount Pipe 6 andrew SBNHH-1 D65B w/ Mount Pipe 190.0 NNHH-65B-R4 w/ Mount 3 commscope Pipe 3 I ericsson j RRUS 4449 B5/B12 3 ericsson RRUS 4478 B14 I 6 I tower mounts 1.9" OD sched. 40 Pipe 12 1-5/8 187.0 6 andrew ' E15S09P78 6 3/4 i 3 3/8 2 commscope WCS-IMFQ-AMT-43 3 5/16 3 ericsson f RRUS 32 187.0 3 ericsson RRUS 32 B2 3 ericsson RRUS 32 B66 6 I raycap I DC2-48-60-0-9E 1 raycap DC6-48-60-18-8C 2 raycap DC6-48-60-18-8F I 1 I tower mounts I Sector Mount[SM 504-3] tnxTower Report-version 8.0.4.0 September 11, 2018 . 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37518-3092.001.8700, Order 456639, Revision 0 Page 5 3.1) Analysis Method tnxTower(version 8.0.4.0), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) Tower and structures were built in accordance with the manufacturer's specifications. 2) The tower and structures have been maintained in accordance with the manufacturer's specification. 3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. This analysis may be affected if any assumptions are not valid or have been made in error. Paul J. Ford and Company should be notified to determine the effect on the structural integrity of the tower. 4)ANALYSIS RESULTS Table 4 -Section Capacity(Summary) (Self Support Tower) Section Elevation(ft) Component Type Size Critical P(K) SF'P_allow % Pass/Fail No. Element (K) Capacity Ti I 190-180 Leg Pipe 2.875"S).276"(2.5 3 I -5.57 74.51 111 I 7.5 Pass 12 180-160 It Leg Pipe 3.5"x 0.300"(3 XS) 29 -36.79 94.46 38.9 Pass T3 160-140 Leg Pipe 4.5"x 0.337"(4 XS) 67 -71.90 159.90 45.0 Pass T4 140-120 Leg Pipe 5.56XSj 00 .375"(5 106 -104.48 239.38 43.6 Pass T5 120-100 Leg Pipe 6.6 EHS) '340"(6 145 -134.87 244.02 55.3 Pass T6 100-80 Leg Pipe 6.62XS,00 .432"(6 172 -167.47 303.62 55.2 Pass T7 80-60 Leg Pipe 6.62,5("Sx)0.432"(6 199 196.89 303.58 64.9 Pass Pipe 8.625"x 0.375"(8 T8 60-40 Leg EHS) 226 -225.37 386.31 58.3 Pass I I Pipe 8.625"x 0.375"(8 T9 40-20 Leg EHS) 253 -254.04 386.31 65.8 Pass T10 20-0 Leg Pipe 8.625"x 0.500"(8 280 -267.98 505.43 53.0 Pass XS) T1 190-180 Diagonal Pipe 2.3 STD)0.154"(2 11 -5.07 24.15 21.0 Pass Pipe 2.375"x 0.218"(2 T2 180-160 Diagonal XS) 32 -9.90 23.14 42.8 Pass T3 160-140 Diagonal Pipe 2.3 STD)0.1 "(2 71 -8.22 15.33 53.6 Pass T4 ; 140-120 Diagonal Pipe 2.3 STD)0.154" (2 110 -10.71 13.17 81.3 Pass Pipe 2.875"x 0.203"(2.5 T5 120-100 Diagonal STD) 149 -12.86 16.50 77.9 Pass T6 100-80 Diagonal Pipe 3.5"x 0.216"(3 STD) 176 -12.12 28.50 42.5 Pass T7 ] 80-60 Diagonal Pipe 3.5"x 0.216"(3 STD) 203 -11.92 24.78 48.1 Pass T8 j 60-40 Diagonal Pipe 3.5"x 0.216"(3 STD) 230 -12.79 22.07 58.0 Pass T9 40-20 Diagonal Pipe 3.5"x 0.216"(3 STD) 257 -13.10 19.40 67.5 Pass 1 T10 20-0 Diagonal (37515-2715)2.875"x 284 I -19.63 33.70 58.2 I Pass .276"Pipe w/3.5"x.300" ii tnxTower Report-version 8.0.4.0 September 11, 2018 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37518-3092.001.8700, Order 456639, Revision 0 Page 7 Section Elevation(ft) Component Type Size Critical P(K) Pass/Fail SF•P_allow % p yp No. Element (K) Capacity Redund Diag 1 47.2 Pass Bracing (T10) Redund Hip 1 Bracing 0.5 Pass (T10) Redund Hip Diagonal 1 0.6 Pass Brac(T1 )9 10 Inner Bracing 0.5 Pass (T5) Bolt Checks 53.6 Pass Rating= I 81.3 I Pass Table 5 -Tower Component Stresses vs. Capacity(Self Support Tower)— LC5 Notes Component Elevation (ft) % Capacity Pass/Fail 1 Anchor Rods - 53.0 Pass 1 Base Foundation - 10.1 Pass Base Foundation 1 Soil Interaction 62.5 Pass Structure Rating (max from all components)= 81.3% Notes: 1) See additional documentation in"Appendix C—Additional Calculations'for calculations supporting the%capacity consumed. 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the proposed load configuration. No modifications are required at this time. tnxTower Report-version 8.0.4.0 September 11, 2018 _ 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37518-3092.001.8700, Order 456639, Revision 0 Page 9 Wind 180 1 . Leg A Wind 90 <aO. "� c B Leg C10- Leg B Face C Wind Normal Triangular Tower Tower Section Geometry Tower Tower Assembly Description Section Number Section Section Elevation Database Width of Length Sections ft ft ft T1 190.00-180.00 8.50 1 10.00 T2 180.00-160.00 8.54 1 20.00 T3 160.00-140.00 8.63 1 20.00 T4 140.00-120.00 10.71 1 20.00 T5 120.00-100.00 12.79 1 20.00 T6 100.00-80.00 15.04 1 20.00 T7 80.00-60.00 17.54 1 20.00 T8 60.00-40.00 20.18 1 20.00 T9 40.00-20.00 22.68 1 20.00 T10 20.00-0.00 25.18 1 20.00 Tower Section Geometry (cont'd) Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type K Brace Horizontals Offset Offset End ft ft Panels in in T1 190.00-180.00 5.00 K Brace Down No Yes 0.0000 0.0000 T2 180.00-160.00 6.67 K Brace Down No Yes 0.0000 0.0000 T3 160.00-140.00 6.67 K Brace Down No Yes 0.0000 0.0000 T4 140.00-120.00 6.67 K Brace Down No Yes 0.0000 0.0000 T5 120.00-100.00 10.00 K Brace Down No Yes 0.0000 0.0000 T6 100.00-80.00 10.00 K Brace Down No Yes 0.0000 0.0000 T7 80.00-60.00 10.00 K Brace Down No Yes 0.0000 0.0000 T8 60.00-40.00 10.00 K Brace Down No Yes 0.0000 0.0000 T9 40.00-20.00 10.00 K Brace Down No Yes 0.0000 0.0000 T10 20.00-0.00 20.00 K1 Down No Yes 0.0000 0.0000 tnxTower Report-version 8.0.4.0 September 11, 2018 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37518-3092.001.8700, Order 456639, Revision 0 Page 11 Tower Secondary Secondary Horizontal Secondary Inner Bracing Inner Bracing Size Inner Bracing Elevation Horizontal Type Size Horizontal Type Grade Grade ft T2 180.00- Solid Round A572-50 Equal Angle L 2 x2 x 1/8 A36 160.00 (50 ksi) (36 ksi) T3 160.00- Solid Round A572-50 Equal Angle L 2 x2 x 1/8 A36 140.00 (50 ksi) (36 ksi) T4 140.00- Solid Round A572-50 Equal Angle L 2 x2 x 1/8 A36 120.00 (50 ksi) (36 ksi) 15 120.00- Solid Round A572-50 Equal Angle L 2 x 2 x 1/8 A36 100.00 (50 ksi) (36 ksi) T6 100.00- Solid Round A572-50 Equal Angle L 2.5 x 2.5 x 3/16 A36 80.00 (50 ksi) (36 ksi) T7 80.00-60.00 Solid Round A572-50 Equal Angle L 3 x 3 x 3/16 A572-50 (50 ksi) (50 ksi) T8 60.00-40.00 Solid Round A572-50 Equal Angle L 3.5 x 3.5 x 1/4 A572-50 (50 ksi) (50 ksi) T9 40.00-20.00 Solid Round A572-50 Equal Angle L 3.5 x 3.5 x 1/4 A572-50 (50 ksi) (50 ksi) T10 20.00-0.00 Solid Round A572-50 Pipe Pipe 2.375"x 0.154"(2 A618-50 (50 ksi) STD) (50 ksi) Tower Section Geometry (cont'd) Tower Redundant Redundant Redundant K Factor Elevation Bracing Type Size Grade ft T10 20.00- A53-B-35 Horizontal(1) Pipe Pipe 1.9"x 0.145"(1.5 1 0.00 (35 ksi) Diagonal(1) Pipe STD) 1 Hip(1) Pipe Pipe 2.375"x 0.154"(2 1 Hip Diagonal Pipe STD) 1 (1) Pipe 1.9"x 0.145"(1.5 STD) Pipe 2.875"x 0.203"(2.5 STD) Tower Section Geometry (cont'd) Tower Gusset Gusset Gusset GradeAdjust.Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Spacing Diagonals Horizontals Redundants ft ftz in in in in T1190.00- 0.00 0.3750 A36 1.03 1 1.1 0.0000 0.0000 36.0000 180.00 (36 ksi) T2 180.00- 0.00 0.3750 A36 1.03 1 1.1 0.0000 0.0000 36.0000 160.00 (36 ksi) T3 160.00- 0.00 0.3750 A36 1.03 1 1.1 0.0000 0.0000 36.0000 140.00 (36 ksi) T4 140.00- 0.00 0.3750 A36 1.03 1 1.1 0.0000 0.0000 36.0000 120.00 (36 ksi) T5 120.00- 0.00 0.3750 A36 1.03 1 1.1 0.0000 0.0000 36.0000 100.00 (36 ksi) T6 100.00- 0.00 0.3750 A36 1.03 1 1.1 0.0000 0.0000 36.0000 80.00 (36 ksi) T7 80.00- 0.00 0.3750 A36 1.03 1 1.1 0.0000 0.0000 36.0000 60.00 (36 ksi) T8 60.00- 0.00 0.3750 A36 1.03 1 1.1 0.0000 0.0000 36.0000 40.00 (36 ksi) T9 40.00- 0.00 0.3750 A36 1.03 1 1.1 0.0000 0.0000 36.0000 20.00 (36 ksi) T10 20.00- 0.00 0.3750 A36 1.03 1 1.1 0.0000 0.0000 36.0000 0.00 (36 ksi) tnxTower Report-version 8.0.4.0 September 11, 2018 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37518-3092.001.8700, Order 456639, Revision 0 Page 13 Tower Section Geometry (cont'd) Tower Leg Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Elevation Connection Horizontal ft Type Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. in in in in in in in T1 190.00- Flange 0.8750 4 0.6250 3 0.0000 0 0.0000 0 0.6250 0 0.6250 2 0.6250 0 180.00 A325N A325N A325N A325N A325N A325N A325N T2 180.00- Flange 0.8750 4 0.6250 3 0.0000 0 0.0000 0 0.6250 0 0.6250 2 0.6250 0 160.00 A325N A325N A325N A325N A325N A325N A325N T3 160.00- Flange 1.0000 4 0.6250 3 0.0000 0 0.0000 0 0.6250 0 0.6250 2 0.6250 0 140.00 A325N A325N A325N A325N A325N A325N A325N T4 140.00- Flange 1.0000 6 0.6250 3 0.0000 0 0.0000 0 0.6250 0 0.6250 2 0.6250 0 120.00 A325N A325N A325N A325N A325N A325N A325N T5 120.00- Flange 1.0000 6 0.6250 3 0.0000 0 0.0000 0 0.6250 0 0.6250 2 0.6250 0 100.00 A325N A325N A325N A325N A325N A325N A325N T6 100.00- Flange 1.0000 6 0.6250 3 0.0000 0 0.0000 0 0.6250 0 0.6250 2 0.6250 0 80.00 A325N A325N A325N A325N A325N A325N A325N T7 80.00- Flange 1.0000 8 0.6250 3 0.0000 0 0.0000 0 0.6250 0 0.6250 2 0.6250 0 60.00 A325N A325N A325N A325N A325N A325N A325N T8 60.00- Flange 1.0000 8 0.6250 3 0.0000 0 0.0000 0 0.6250 0 0.6250 2 0.6250 0 40.00 A325N A325N A325N A325N A325N A325N A325N T9 40.00- Flange 1.0000 8 0.6250 3 0.0000 0 0.0000 0 0.6250 0 0.6250 2 0.6250 0 20.00 A325N A325N A325N A325N A325N A325N A325N T10 20.00- Flange 1.0000 0 0.7500 3 0.0000 0 0.0000 0 0.6250 0 0.7500 2 0.6250 0 0.00 A354-BC A325N A325N A325N A325N A325N A325N Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Face Allow Exclude Componen Placement Face Lateral # # Clear Width or Perimete Weight or Shield From t Offset Offset Per Spacin Diameter r Leg Torque Type ft in (Frac FW) Row g in pk Calculation in in **Face A** LDF7-50A(1- A No No Ar(CaAa) 130.00- 0.0000 0.44 3 2 0.5200 1.9800 0.82 5/8") 0.00 0.5000 LDF7-50A(1- A No No Ar(CaAa) 130.00- 0.0000 0.4 10 5 0.5200 1.9800 0.82 5/8") 0.00 0.5000 1.5"flat A No No Af(CaAa) 130.00- 0.0000 0.4 2 2 24.000 1.5000 1.80 Cable Ladder 0.00 0 Rail 1.5000 **Face B** HJ7-50A(1- B No No Ar(CaAa) 187.00- - 0.4 12 12 0.5200 1.9800 1.04 5/8") 0.00 2.0000 0.5000 ATCB- B No No Ar(CaAa) 187.00- - 0.4 3 3 2.1900 0.3150 0.07 B01(5/16) 0.00 2.0000 0.5000 WR- B No No Ar(CaAa) 187.00- - 0.4 6 6 0.7740 0.7740 0.59 VG86ST- 0.00 2.0000 BRD(?/4) LDF2-50 B No No Ar(CaAa) 187.00- - 0.4 3 3 0.4400 0.4400 0.08 (3/8"foam) 0.00 2.0000 1.5"flat B No No Af(CaAa) 187.00- - 0.4 2 2 32.000 1.5000 1.80 Cable Ladder 0.00 2.0000 0 Rail 1.5000 **Face C** LDF4- C No No Ar(CaAa) 178.00- - -0.47 3 2 0.5200 0.6300 0.15 50A(1/2") 0.00 2.0000 0.5000 2.5"Conduit C No No Ar(CaAa) 178.00- - -0.48 1 1 2.8730 2.8730 5.53 (2 1/2"Thick- 0.00 2.0000 Wall Conduit) TSZ 999 C No No Ar(CaAa) 178.00- - -0.45 3 3 1.1900 1.1900 1.07 067/XXXM- 0.00 2.0000 8AWG(1- 3/16) tnxTower Report-version 8.0.4.0 September 11, 2018 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37518-3092.001.8700, Order 456639, Revision 0 Page 15 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral Vert ft ft ft2 ft2 K ft ° ft RRUS 32 B66 B From Leg 4.00 0.0000 187.00 No Ice 2.74 1.67 0.05 0.00 0.00 (2)DC2-48-60-0-9E B From Leg 4.00 0.0000 187.00 No Ice 0.93 0.56 0.02 0.00 0.00 DC6-48-60-18-8C B From Leg 4.00 0.0000 187.00 No Ice 2.74 2.74 0.03 0.00 0.00 DBXNH-6565B-R2M w/ C From Leg 4.00 0.0000 187.00 No Ice 8.51 7.16 0.08 Mount Pipe 0.00 3.00 (2)E15S09P78 C From Leg 4.00 0.0000 187.00 No Ice 0.75 0.34 0.02 0.00 0.00 (2)SBNHH-1 D65B w/ C From Leg 4.00 0.0000 187.00 No Ice 8.42 7.42 0.08 Mount Pipe 0.00 3.00 RRUS 32 C From Leg 4.00 0.0000 187.00 No Ice 2.86 1.78 0.06 0.00 0.00 RRUS 32 B2 C From Leg 4.00 0.0000 187.00 No Ice 2.73 1.67 0.05 0.00 0.00 RRUS 32 B66 C From Leg 4.00 0.0000 187.00 No Ice 2.74 1.67 0.05 0.00 0.00 (2)DC2-48-60-0-9E C From Leg 4.00 0.0000 187.00 No Ice 0.93 0.56 0.02 0.00 0.00 DC6-48-60-18-8F C From Leg 4.00 0.0000 187.00 No Ice 0.92 0.92 0.02 0.00 0.00 Sector Mount[SM 504-3] C None 0.0000 187.00 No Ice 34.25 34.25 1.71 (2)1.9"OD sched.40 A From Leg 4.00 0.0000 187.00 No Ice 1.71 1.71 0.03 Pipe 0.00 0.00 (2)1.9"OD sched.40 B From Leg 4.00 0.0000 187.00 No Ice 1.71 1.71 0.03 Pipe 0.00 0.00 (2)1.9"OD sched.40 C From Leg 4.00 0.0000 187.00 No Ice 1.71 1.71 0.03 Pipe 0.00 0.00 NNHH-65B-R4 w/Mount A From Leg 4.00 0.0000 187.00 No Ice 12.51 7.41 0.10 Pipe 0.00 3.00 RRUS 4449 B5/B12 A From Leg 4.00 0.0000 187.00 No Ice 1.97 1.41 0.07 0.00 3.00 (3)RRUS 4478 B14 A From Leg 4.00 0.0000 187.00 No Ice 1.84 1.06 0.06 0.00 3.00 NNHH-65B-R4 w/Mount B From Leg 4.00 0.0000 187.00 No Ice 12.51 7.41 0.10 Pipe 0.00 3.00 (2)RRUS 4449 B5/B12 B From Leg 4.00 0.0000 187.00 No Ice 1.97 1.41 0.07 0.00 3.00 NNHH-65B-R4 w/Mount C From Leg 4.00 0.0000 187.00 No Ice 12.51 7.41 0.10 Pipe 0.00 3.00 TBR Horizon DUO A From Leg 4.00 0.0000 178.00 No Ice 0.47 0.29 0.01 0.00 tnxTower Report-version 8.0.4.0 September 11, 2018 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37518-3092.001.8700, Order 456639, Revision 0 Page 17 Description Face Offset Offsets: Azimuth Placement CAA% CAA% Weight or Type Horz Adjustmen Front Side Leg Lateral Vert ft ft ft2 ftt2 K ft ° ft FXFB A From Leg 4.00 0.0000 130.00 No Ice 3.54 1.02 0.06 0.00 0.00 FASB w/Mount Pipe A From Leg 4.00 0.0000 130.00 No Ice 13.90 14.69 0.24 0.00 0.00 ETW200VS12UB B From Leg 4.00 0.0000 130.00 No Ice 0.40 0.16 0.01 0.00 0.00 (2)TMBXX-6517-R2M w/ B From Leg 4.00 0.0000 130.00 No Ice 8.77 6.96 0.07 Mount Pipe 0.00 0.00 (2)FRIG B From Leg 4.00 0.0000 130.00 No Ice 2.39 0.97 0.06 0.00 0.00 FXFB B From Leg 4.00 0.0000 130.00 No Ice 3.54 1.02 0.06 0.00 0.00 TME-RNSNDC-7771-PF- B From Leg 4.00 0.0000 130.00 No Ice 1.03 3.20 0.02 48 0.00 0.00 FASB w/Mount Pipe B From Leg 4.00 0.0000 130.00 No Ice 13.90 14.69 0.24 0.00 0.00 ETW200VS12UB C From Leg 4.00 0.0000 130.00 No Ice 0.40 0.16 0.01 0.00 0.00 (2)TMBXX-6517-R2M w/ C From Leg 4.00 0.0000 130.00 No Ice 8.77 6.96 0.07 Mount Pipe 0.00 0.00 FRIG C From Leg 4.00 0.0000 130.00 No Ice 2.39 0.97 0.06 0.00 0.00 FXFB C From Leg 4.00 0.0000 130.00 No Ice 3.54 1.02 0.06 0.00 0.00 TME-RNSNDC-7771-PF- C From Leg 4.00 0.0000 130.00 No Ice 1.03 3.20 0.02 48 0.00 0.00 FASB w/Mount Pipe C From Leg 4.00 0.0000 130.00 No Ice 13.90 14.69 0.24 0.00 0.00 6'x 2"Mount Pipe A From Leg 4.00 0.0000 130.00 No Ice 1.43 1.43 0.02 0.00 0.00 6'x 2"Mount Pipe B From Leg 4.00 0.0000 130.00 No Ice 1.43 1.43 0.02 0.00 0.00 6'x 2"Mount Pipe C From Leg 4.00 0.0000 130.00 No Ice 1.43 1.43 0.02 0.00 0.00 Sector Mount[SM 104-3] C None 0.0000 130.00 No Ice 30.02 30.02 0.95 Dishes tnxTower Report-version 8.0.4.0 September 11, 2018 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37518-3092.001.8700, Order 456639, Revision 0 Page 19 Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Min.Vert 7 -261.34 -29.71 15.05 Min.H, 7 -261.34 -29.71 15.05 Min.HZ 18 294.38 32.20 -16.50 Leg B Max.Vert 10 280.40 -28.85 -18.04 Max.Fix 23 -240.11 26.20 16.52 Max.HZ 23 -240.11 26.20 16.52 Min.Vert 23 -240.11 26.20 16.52 Min.Hs 10 280.40 -28.85 -18.04 Min.HZ 10 280.40 -28.85 -18.04 Leg A Max.Vert 2 274.12 2.03 33.13 Max.HX 22 149.18 5.59 17.89 Max.HZ 2 274.12 2.03 33.13 Min.Vert 15 -238.38 -2.05 -30.17 Min.H, 11 -113.23 -5.64 -14.79 Min.H= 15 -238.38 -2.05 -30.17 Tower Mast Reaction Summary Load Vertical Shears Shears Overturning Overturning Torque Combination Moment,Ms Moment,Ms K K K kip-ft kip-ft kip-ft Dead Only 51.63 -0.00 -0.00 5.04 -45.47 -0.00 1.2 Dead+1.6 Wind 0 deg- 61.96 0.04 -54.42 -6075.41 -63.29 97.30 No Ice 0.9 Dead+1.6 Wind 0 deg- 46.47 0.04 -54.43 -6071.92 -49.56 97.25 No Ice 1.2 Dead+1.6 Wind 30 deg- 61.96 29.32 -50.82 -5658.24 -3319.71 137.28 No Ice 0.9 Dead+1.6 Wind 30 deg- 46.47 29.32 -50.82 -5655.11 -3303.33 137.22 No Ice 1.2 Dead+1.6 Wind 60 deg- 61.96 51.85 -29.91 -3295.23 -5778.29 86.48 No Ice 0.9 Dead+1.6 Wind 60 deg- 46.47 51.86 -29.91 -3294.04 -5759.92 86.44 No Ice 1.2 Dead+1.6 Wind 90 deg- 61.96 59.36 -0.05 -4.28 -6583.51 3.68 No Ice 0.9 Dead+1.6 Wind 90 deg- 46.47 59.36 -0.05 -5.79 -6564.49 3.67 No Ice 1.2 Dead+1.6 Wind 120 deg 61.96 48.54 27.98 3089.21 -5405.46 -57.72 -No Ice 0.9 Dead+1.6 Wind 120 deg 46.47 48.54 27.98 3085.17 -5387.40 -57.70 -No Ice 1.2 Dead+1.6 Wind 150 deg 61.96 24.72 42.97 4839.31 -2827.16 -60.65 -No Ice 0.9 Dead+1.6 Wind 150 deg 46.47 24.73 42.97 4833.79 -2811.16 -60.60 -No Ice 1.2 Dead+1.6 Wind 180 deg 61.96 0.01 54.44 6091.49 -55.31 -98.10 -No Ice 0.9 Dead+1.6 Wind 180 deg 46.47 0.01 54.45 6084.96 -41.61 -98.04 -No Ice 1.2 Dead+1.6 Wind 210 deg 61.96 -29.34 50.80 5667.85 3213.61 -137.48 -No Ice 0.9 Dead+1.6 Wind 210 deg 46.47 -29.34 50.80 5661.67 3224.65 -137.43 -No Ice 1.2 Dead+1.6 Wind 240 deg 61.96 -51.82 29.94 3313.05 5663.09 -87.26 -No Ice 0.9 Dead+1.6 Wind 240 deg 46.47 -51.83 29.94 3308.82 5672.15 -87.22 -No Ice 1.2 Dead+1.6 Wind 270 deg 61.96 -59.30 0.08 21.39 6463.41 -4.49 -No Ice 0.9 Dead+1.6 Wind 270 deg 46.47 -59.31 0.08 19.85 6471.83 -4.48 -No Ice 1.2 Dead+1.6 Wind 300 deg 61.96 -48.49 -28.00 -3080.62 5286.75 57.63 -No Ice 0.9 Dead+1.6 Wind 300 deg 46.47 -48.49 -28.00 -3079.62 5296.11 57.61 tnxTower Report-version 8.0.4.0 September 11, 2018 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37518-3092.001.8700, Order 456639, Revision 0 Page 21 Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 36 -10.91 -51.63 -6.30 10.91 51.63 6.30 0.002% 37 -5.56 -51.63 -9.66 5.56 51.63 9.66 0.002%, Non-Linear Convergence Results Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00014882 0.00042578 3 Yes 4 0.00000001 0.00032197 4 Yes 4 0.00014358 0.00041064 5 Yes 4 0.00000001 0.00030711 6 Yes 4 0.00013734 0.00039264 7 Yes 4 0.00000001 0.00028966 8 Yes 4 0.00014264 0.00040773 9 Yes 4 0.00000001 0.00030489 10 Yes 4 0.00014813 0.00042331 11 Yes 4 0.00000001 0.00032008 12 Yes 4 0.00014401 0.00041204 13 Yes 4 0.00000001 0.00030841 14 Yes 4 0.00013878 0.00039716 15 Yes 4 0.00000001 0.00029359 16 Yes 4 0.00014351 0.00041062 17 Yes 4 0.00000001 0.00030709 18 Yes 4 0.00014836 0.00042433 19 Yes 4 0.00000001 0.00032109 20 Yes 4 0.00014260 0.00040788 21 Yes 4 0.00000001 0.00030524 22 Yes 4 0.00013754 0.00039344 23 Yes 4 0.00000001 0.00029073 24 Yes 4 0.00014385 0.00041176 25 Yes 4 0.00000001 0.00030829 26 Yes 4 0.00000001 0.00032332 27 Yes 4 0.00000001 0.00032327 28 Yes 4 0.00000001 0.00031950 29 Yes 4 0.00000001 0.00032192 30 Yes 4 0.00000001 0.00032376 31 Yes 4 0.00000001 0.00031916 32 Yes 4 0.00000001 0.00031842 33 Yes 4 0.00000001 0.00032223 34 Yes 4 0.00000001 0.00032334 35 Yes 4 0.00000001 0.00031809 36 Yes 4 0.00000001 0.00031362 37 Yes 4 0.00000001 0.00031577 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° T1 190-180 3.154 28 0.1512 0.0900 T2 180-160 2.832 28 0.1500 0.0889 T3 160-140 2.204 28 0.1365 0.0810 T4 140-120 1.654 28 0.1158 0.0642 T5 120-100 1.182 28 0.0974 0.0482 T6 100-80 0.801 28 0.0777 0.0357 T7 80-60 0.502 28 0.0604 0.0263 T8 60-40 0.280 28 0.0426 0.0188 T9 40-20 0.122 28 0.0273 0.0118 T10 20-0 0.026 34 0.0118 0.0050 tnxTower Report-version 8.0.4.0 September 11, 2018 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37518-3092.001.8700, Order 456639, Revision 0 Page 23 Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load Load Load Ratio ft in Bolts per Bolt per Bolt Allowable K K Horizontal A325N 0.6250 2 1.82 12.43 0.146 V 1 Bolt Shear T2 180 Leg A325N 0.8750 4 7.67 40.59 0.189 V 1 Bolt Tension Diagonal A325N 0.6250 3 3.30 12.43 0.266 V 1 Bolt Shear Horizontal A325N 0.6250 2 2.67 12.43 0.215 y/ 1 Bolt Shear T3 160 Leg A325N 1.0000 4 16.16 53.01 0.305 V 1 Bolt Tension Diagonal A325N 0.6250 3 2.74 12.43 0.220 V 1 Bolt Shear Horizontal A325N 0.6250 2 2.62 12.43 0.211 V 1 Bolt Shear T4 140 Leg A325N 1.0000 6 15.57 53.01 0.294 V 1 Bolt Tension Diagonal A325N 0.6250 3 3.57 12.43 0.287 V 1 Bolt Shear Horizontal A325N 0.6250 2 3.88 12.430 312 V 1 Bolt Shear T5 120 Leg A325N 1.0000 6 20.30 53.01 0.383 V 1 Bolt Tension Diagonal A325N 0.6250 3 4.34 12.43 0.349 V 1 Bolt Shear Horizontal A325N 0.6250 2 3.96 12.43 0.318 1 Bolt Shear T6 100 Leg A325N 1.0000 6 25.27 53.01 0.477 V 1 Bolt Tension Diagonal A325N 0.6250 3 4.06 12.43 0.327 V 1 Bolt Shear Horizontal A325N 0.6250 2 4.05 12.43 0.326 V 1 Bolt Shear 17 80 Leg A325N 1.0000 8 22.22 53.01 0.419 V 1 Bolt Tension Diagonal A325N 0.6250 3 3.97 12.43 0.320 V 1 Bolt Shear Horizontal A325N 0.6250 2 4.25 12.43 0.342 V 1 Bolt Shear T8 60 Leg A325N 1.0000 8 25.32 53.01 0.478 1/ 1 Bolt Tension Diagonal A325N 0.6250 3 4.26 12.43 0.343 V 1 Bolt Shear Horizontal A325N 0.6250 2 4.77 12.43 0.384 V 1 Bolt Shear T9 40 Leg A325N 1.0000 8 28.42 53.01 0.536 V 1 Bolt Tension Diagonal A325N 0.6250 3 4.37 12.43 0.351 y 1 Bolt Shear Horizontal A325N 0.6250 2 5.04 12.43 0.406 V 1 Bolt Shear T10 20 Diagonal A325N 0.7500 3 6.54 17.89 0.366 ✓ 1 Bolt Shear Horizontal A325N 0.7500 2 5.56 17.89 0.311 V 1 Bolt Shear Compression Checks Leg Design Data (Compression) Section Elevation Size L L. KI/r A P. OP" Ratio No. P. ft ft ft in2 K K OP„ T1 190-180 Pipe 2.875"x 0.276"(2.5 10.00 5.00 64.9 2.2535 -5.57 74.51 0.075' XS) K=1.00 1/ T2 180-160 Pipe 3.5"x 0.300"(3 XS) 20.00 6.67 70.4 3.0159 -36.79 94.46 0.389' K=1.00 y,/ T3 160-140 Pipe 4.5"x 0.337"(4 XS) 20.04 6.68 54.3 4.4074 -71.90 159.90 0.450' K=1.00 V T4 140-120 Pipe 5.563"x 0.375"(5 20.04 6.68 43.6 6.1120 -104.48 239.38 0.436' XS) K=1.00 `/ T5 120-100 Pipe 6.625"x 0.340"(6 20.04 10.02 54.0 6.7133 -134.87 244.02 0.553' EHS) K=1.00 1/ tnxTower Report-version 8.0.4.0 September 11, 2018 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37518-3092.001.8700, Order 456639, Revision 0 Page 25 Section Elevation Size L L" Kik A P„ dP„ Ratio No. Pu ft ft ft in2 K K OR, STD) K=1.00 V T5 120-100 Pipe 2.375"x 0.154"(2 13.92 6.68 101.9 1.0745 -7.91 22.64 0.349 1 STD) K=1.00 v' T6 100-80 Pipe 2.375"x 0.154"(2 16.29 7.87 120.0 1.0745 -8.10 16.86 0.480 1 STD) K=1.00 V T7 80-60 Pipe 2.875"x 0.203"(2.5 18.86 9.15 115.9 1.7040 -8.49 28.64 0.297 1 STD) K=1.00 V T8 60-40 Pipe 2.875"x 0.203"(2.5 21.43 10.35 131.1 1.7040 -9.55 22.38 0.427 1 STD) K=1.00 V T9 40-20 Pipe 2.875"x 0.203"(2.5 23.93 11.60 147.0 1.7040 -9.89 17.82 0.555 1 STD) K=1.00 V T10 20-0 Pipe 2.875"x 0.203"(2.5 25.18 12.23 154.9 1.7040 -11.13 16.05 0.694 1 STD) K=1.00 V 1 P u /OP„controls Top Girt Design Data (Compression) Section Elevation Size L Lu KI/r A Pu OR, Ratio No. Pu ft ft ft in2 K K 4)Pn T1 190-180 Pipe 1.9"x 0.145"(1.5 8.50 4.13 79.6 0.7995 -1.00 22.63 0.044 1 STD) K=1.00 V 1 P u /OP„controls Redundant Horizontal (1) Design Data (Compression) Section Elevation Size L Lu KUr A Pu 4P„ Ratio No. Pu ft ft ft ire K K ep" T10 20-0 Pipe 1.9"x 0.145"(1.5 6.29 5.93 114.4 0.7995 -4.65 12.89 0.361 STD) K=1.00 V 1 P u /oP„controls Redundant Diagonal (1) Design Data (Compression) Section Elevation Size L Lu KI/r A Pu cP„ Ratio No. Pu ft ft ft in2 K K OR, T10 20-0 Pipe 2.375"x 0.154"(2 11.50 10.77 164.2 1.0745 -4.25 9.00 0.472 1 STD) K=1.00 V 1 P u /OP,controls Redundant Hip (1) Design Data (Compression) tnxTower Report-version 8.0.4.0 September 11, 2018 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37518-3092.001.8700, Order 456639, Revision 0 Page 27 Section Elevation Size L L. Klir A Pu OR, Ratio No. P. It ft ft in2 K K OP„ T1 190-180 Pipe 2.875"x 0.276"(2.5 10.00 5.00 64.9 2.2535 2.26 101.41 0.022 1 XS) V T2 180-160 Pipe 3.5"x 0.300"(3 XS) 20.00 6.67 70.4 3.0159 30.69 135.72 0.226 1 V T3 160-140 Pipe 4.5"x 0.337"(4 XS) 20.04 6.68 54.3 4.4074 64.62 198.34 0.326 1 V T4 140-120 Pipe 5.563"x 0.375"(5 20.04 6.68 43.6 6.1120 93.40 275.04 0.340' XS) V T5 120-100 Pipe 6.625"x 0.340"(6 20.04 10.02 54.0 6.7133 121.82 302.10 0.403' EHS) V T6 100-80 Pipe 6.625"x 0.432"(6 20.05 10.03 54.8 8.4049 151.61 378.22 0.401 ' XS) V T7 80-60 Pipe 6.625"x 0.432"(6 20.06 10.03 54.8 8.4049 177.77 378.22 0.470' XS) V T8 60-40 Pipe 8.625"x 0.375"(8 20.05 10.03 41.2 9.7193 202.59 437.37 0.463' EHS) V T9 40-20 Pipe 8.625"x 0.375"(8 20.05 10.03 41.2 9.7193 227.35 437.37 0.520 1 EHS) V T10 20-0 Pipe 8.625"x 0.500"(8 20.05 10.03 41.8 12.762 237.25 574.32 0.413' XS) 7 ;/ ' P„ /(I)P„controls Diagonal Design Data (Tension) Section Elevation Size L L. KW A P. OP„ Ratio No. P. ft ft ft in2 K K cl)pu T1 190-180 Pipe 2.375"x 0.154"(2 6.58 6.39 97.4 1.0745 4.99 48.35 0.103' STD) V T2 180-160 Pipe 2.375"x 0.218"(2 7.94 7.67 120.1 1.4773 9.80 66.48 0.147' XS) V T3 160-140 Pipe 2.375"x 0.154"(2 8.55 8.25 125.8 1.0745 8.12 48.35 0.168' STD) V T4 140-120 Pipe 2.375"x 0.154"(2 9.24 8.91 135.8 1.0745 10.57 48.35 0.219' STD) V T5 120-100 Pipe 2.875"x 0.203"(2.5 12.19 11.73 148.5 1.7040 12.82 76.68 0.167' STD) V T6 100-80 Pipe 3.5"x 0.216"(3 12.90 12.48 128.8 2.2285 11.91 100.28 0.119' STD) V T7 80-60 Pipe 3.5"x 0.216"(3 14.21 13.82 142.5 2.2285 11.52 100.28 0.115' STD) V T8 60-40 Pipe 3.5"x 0.216"(3 15.12 14.64 151.0 2.2285 12.30 100.28 0.123' STD) V T9 40-20 Pipe 3.5"x 0.216"(3 16.08 15.62 161.1 2.2285 12.53 100.28 0.125' STD) V T10 20-0 (37515-2715)2.875"x 24.33 12.17 158.8 3.7615. 18.97 118.49 0.160 1 .276"Pipe w/3.5"x.300" V Half Sleeve 1 P„ /qP„controls Horizontal Design Data (Tension) tnxTower Report-version 8.0.4.0 September 11, 2018 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37518-3092.001.8700, Order 456639, Revision 0 Page 29 P. /CpP„controls Redundant Hip Diagonal (1) Design Data (Tension) Section Elevation Size L L. KI/r A Pu OP„ Ratio No. Pu ft ft ft in2 K K gyp" T10 20-0 Pipe 2.875"x 0.203"(2.5 15.07 15.07 190.9 1.7040 0.07 53.68 0.001 ' STD) V 1 P u /4lP„controls Inner Bracing Design Data (Tension) Section Elevation Size L L. Kik A P. e„ Ratio No. Pu ft ft ft in2 K K e" T1 190-180 L 2 x 2 x 1/8 4.25 4.25 81.4 0.4844 0.02 15.69 0.001 ' V T2 180-160 L 2 x2 x1/8 4.30 4.30 82.4 0.4844 0.01 15.69 0.000' fel T3 160-140 L 2 x2 x 1/8 4.31 4.31 82.6 0.4844 0.01 15.69 0.000' I/ T4 140-120 L 2 x2 x 1/8 6.05 6.05 115.9 0.4844 0.01 15.69 0.000' V T5 120-100 L 2 x2 x1/8 6.40 6.40 122.6 0.4844 0.01 15.69 0.000 1 V T6 100-80 L 2.5 x 2.5 x 3/16 7.52 7.52 116.0 0.9020 0.00 29.22 0.000' Vi T7 80-60 L 3 x 3 x 3/16 8.77 8.77 112.1 1.0900 0.00 49.05 0.000' V T8 60-40 L 3.5 x 3.5 x 1/4 10.09 10.09 111.1 1.6900 0.00 76.05 0.000 1 VI T10 20-0 Pipe 2.375"x 0.154"(2 12.59 12.59 191.9 1.0745 0.00 48.35 0.000' STD) V P u /tPP controls Section Capacity Table Section Elevation Component Size Critical P aRenow % Pass No. ft Type Element K K Capacity Fail T1 190-180 Leg Pipe 2.875"x 0.276"(2.5 XS) 3 -5.57 74.51 7.5 Pass T2 180-160 Leg Pipe 3.5"x 0.300"(3 XS) 29 -36.79 94.46 38.9 Pass T3 160-140 Leg Pipe 4.5"x 0.337"(4 XS) 67 -71.90 159.90 45.0 Pass T4 140-120 Leg Pipe 5.563"x 0.375"(5 XS) 106 -104.48 239.38 43.6 Pass T5 120-100 Leg Pipe 6.625"x 0.340"(6 EHS) 145 -134.87 244.02 55.3 Pass T6 100-80 Leg Pipe 6.625"x 0.432"(6 XS) 172 -167.47 303.62 55.2 Pass T7 80-60 Leg Pipe 6.625"x 0.432"(6 XS) 199 -196.89 303.58 64.9 Pass T8 60-40 Leg Pipe 8.625"x 0.375"(8 EHS) 226 -225.37 386.31 58.3 Pass T9 40-20 Leg Pipe 8.625"x 0.375"(8 EHS) 253 -254.04 386.31 65.8 Pass T10 20-0 Leg Pipe 8.625"x 0.500"(8 XS) 280 -267.98 505.43 53.0 Pass T1 190-180 Diagonal Pipe 2.375"x 0.154"(2 STD) 11 -5.07 24.15 21.0 Pass T2 180-160 Diagonal Pipe 2.375"x 0.218"(2 XS) 32 -9.90 23.14 42.8 Pass T3 160-140 Diagonal Pipe 2.375"x 0.154"(2 STD) 71 -8.22 15.33 53.6 Pass T4 140-120 Diagonal Pipe 2.375"x 0.154"(2 STD) 110 -10.71 13.17 81.3 Pass tnxTower Report-version 8.0.4.0 September 11, 2018 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37518-3092.001.8700, Order 456639, Revision 0 Page 31 Section Elevation Component Size Critical P ePBnow % Pass No. ft Type Element K K Capacity Fail (T5) Bolt 53.6 Pass Checks RATING= 81.3 Pass tnxTower Report-version 8.0.4.0 September 11, 2018 190 Ft Self Support Tower Structural Analysis CC/BU No 812565 Project Number 37518-3092.001.8700, Order 456639, Revision 0 Page 33 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 8.0.4.0 a; • j 180.0 n I 111 ill ofa r< w - 'M 3 , N P ' •\ SYMBOL LIST 180.0 n - 13 IN: 18 MARK SIZE MARK SIZE Li . A Pipe 2.875 x 0.276'(2.5 XS) F Pipe 2.375 x 0.216'(2 XS) I B Pipe 5.563'x 0.375(5 XS) G !Pipe 2.875 x 0.203'(2.5 STD) C Pipe 6.625 x 0.340'(6 EHS) H (37515-2715)2.875 x 276'Pipe w/3.5 x.300' D Pipe 8.625 x 0.500'(8 XS) i Half Sleeve a i E___Pipe 2.375x0.154'(2 STD) I ;Pipe 1.8'x0.145(1.5 STD) 16 _ a180.on MATERIAL STRENGTH X 8 Iia - ', GRADE Fy Fu GRADE Fy Fu a 1A618-50 50 ksi 70 kal A53-B-35 135 Its. 60 Its. a �I '� - • TOWER DESIGN NOTES N 1! - ',' 1. Tower is located in Duval County,Florida. g$ N 2. Tower designed for Exposure C to the TIA-222-G Standard. o J ,_- 140.0 n 3. Tower designed for a 100 mph basic wind in accordance with the TIA-222-G Standard. K !g / \ 4. Deflections are based upon a 60 mph wind. i; o / `\ 5. Tower Structure Class II. Nge 6. Topographic Category 1 with Crest Height of 0.00 ft if m E ND1 i uva\ ` 7. TOWER RATING:81.3% / r 120.0 n E a N 01 PO 0 o 5 X "........_........�.\% -- @ A t., Z Z,Z 6 3-- I - 100.0n ', ` - ` b a a / \ IC CO X z / \ a a N / \ J o - 80.0 n / \ -fix, - o . a \ FM p .o J a.O r 80.0 n o n r. \ w rn a \ _c a - 40.0 n ALL REACTIONS \ x o x -'' _._.........._. ARE FACTORED x a : to to v. `° / m N p. ' / MAX. CORNER REACTIONS AT BASE: 8 DOWN: 294 K SHEAR: 36 K UPLIFT: -261 K 20. ft ' SHEAR: 33 K It-7J ,. AXIAL a 62 K f o x i - il, - w le : . .. 7 .„ SHEAR MOMENT 60 K I 6652 kip-ft 0.0 n I I m• x TORQUE 137 kip-ft N i mREACTIONS-100 mph WIND ' i L .11g1 C. 1r C poe to .m nis Y � b'Fm o2om m 888 am eiJ!J, O O;H &;C;& c:LLi3 PJF Paul J. Ford and Company Job 190-ft Self Support Tower Atlantic Beach, 250 East Broad st.,Suite 600 Project PJF#37518-3092.001.8700(BU#812565) Columbus, OH 43215 Client Crown Castle Dray'b)smansoori App'd: Phone:(614)221-6679 code: TIA-222-G Date:09/11/18 Scale: l FAX Path:nno cm,..Own C....e,,.1.,.m Wn.,.e.,m1.,.,SEMI VW K.1m..t„s1.,0/12.m„7[.Dwg No. SST Unit Base Foundation CROWN BU # : 812565 Site Name: CASTLE App. Number: TIA-222 Revision: G Tower Centroid Offset?: ' 17# Foundation?: E Superstructure Analysis Reactions Foundation Analysis Checks Global Moment, M: 6652 ft-kips Capacity Demand Rating Check Global Axial, P: 62 kips Lateral(Sliding)(kips) 381.09 60.00 15.7% Pass Global Shear,V: 60 kips Bearing Pressure(ksf) 3.75 2.19 58.5% Pass Leg Compression, P0,mp: 294 kips Overturning(kip`ft) 11647.33 7279.09 62.5% Pass Leg Comp.Shear,V„ �,,,p: 36 kips Pier Flexure(Comp.)(kip`ft) 1623.08 54.00 3.3% _ Pass Leg Uplift, P„pint: 261 kips Pier Flexure(Tension)(kip'ft) 1003.04 49.50 4.9% Pass Leg Uplift.Shear,V uplift: 33 kips Pier Compression(kip) 7637.76 298.32 3.9% _ Pass Tower Height, H: 190 ft Pad Flexure(kip*ft) 17293.20 294.92 _ 1.7% Pass Base Face Width, BW: 27.677083 ft Pad Shear-1-way(kips) 1990.28 0.00 0.0% Pass BP Dist.Above Fdn, bpd;,t: 2.5 in Pad Shear-Comp 2-way(ksi) 0.164 0.017 10.1% Pass Pier Properties Pier Shape: Square Pier Diameter, dpier: 4.0 ft Ext.Above Grade, E: 0.50 ft Soil Rating: 62.5% Pier Rebar Size,Sc: 9 Structural Rating: 10.1% Pier Rebar Quantity,mc: 16 Pier Tie/Spiral Size,St: 4 Pier Tie/Spiral Quantity,mt: 4 Pier Reinforcement Type: Tie Pier Clear Cover,ccp,er: 3 in Pad Properties Depth, D: 6.00 ft Pad Width,W: 36.50 ft Pad Thickness,T: 5.00 ft Pad Rebar Size(Bottom),Sp: 9 Pad Rebar Quantity(Bottom),mp: 72 Pad Clear Cover,ccpud: 3 in Material Properties Rebar Grade, Fy: 60000 psi Concrete Compressive Strength, Pc: 3000 psi Dry Concrete Density, 5c: 150 pcf Soil Properties Total Soil Unit Weight,y: 110 pcf Ultimate Gross Bearing,Qult: 5.000 ksf -Toggle between Gross and Net Cohesion,Cu: 0.000 ksf Friction Angle, co: 30 degrees SPT Blow Count, Nbi„,w.: Base Friction,µ: Neglected Depth, N: 3.0 ft Foundation Bearing on Rock? Groundwater Depth,gw: 4.5 ft Version 3.0.3 • ASCE AMERICAN SCCIETY OF CML ENGINEERS Seismic Site Soil Class: D - Stiff Soil Results: Ss : 0.115 SDs : 0.123 Si : 0.060 SD1 : 0.097 Fa : 1.600 TL : 8.000 F„ : 2.400 PGA : 0.055 SMS : 0.184 PGA M : 0.088 SM1 : 0.145 FPGA : 1.600 le : 1 Seismic Design Category B _ _ MCER Response Spectrum 13a Design Response Spectrum 0.18 120 0.16 _.. <. .. ... _._. .110 100 0.14090 0.12 _080 0..10 070 -060 0.08 _050 0.06 .040 a � • o O11,„ c, ,9 s � � �fl ti. ^. $ ^ ,yo pa spry p a sa vs rys sa Mh ^. s1 ,w � fa o. Sa(g) vs T(s) Sa(g)vs T(s) Data Accessed: Tue Sep 11 2018 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-10, incorporating Supplement 1 and errata of March 31, 2013, and ASCE/SEI 7-10 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-10 Ch. 21 are available from USGS. https://asce7hazardtool.online.' Page 2 of 3 Tue Sep 11 2018 N N DEWBERRY ENGINEERS INC. 800 NORTH OLIA AVENUE SUITE 1000 ORLANDO, FIL 32803 PHONE 1 (40)843-5120 CONTACT: JULIE ANDREWS CROWN ¢ASf1E 4511 N. HIMES AVE. SUITE 1210 TAMPA, 33614 PHONE # (81 ) 342-3900 CONSULTANT TEAM • FLORIDA BUILDING CODE, 2017 6TH EDITIONANSI/Ea%�fW-222—G • NATIONAL ELECTRICAL CODE 2014, NFPA 70-2014 d • FLORIDA FIRE PREVENTION CODE 2018 6TH EDmoR • A.D.A. COM FACILITY IS HUMAN HAI AND NOT FOR APPLICABLE CODES at&t Mobility J020=MAYPORT FA NO: 10020470 - CCI NO: 812565 1545 MAIN STREET ATLANTIC BEACH, FL 32233 TENANT IMPROVEMENT -LTE 6TH CARRIER 4T4R SITE NAME: J020—MAYPORT CCI NUMBER: 812565 PARCEL ID: 172325-0010 SITE ADDRESS: 1545 MAIN STREET ATLANTIC BEACH, FL 32233 PROPERTY OWNER: PAR PRO LTD PO BOX 330177 ATLANTIC BEACH, FL 32233 TOWER OWNER: CROWN CASTLE 4511 HIMES AVENUE SUITE 210 TAMPA, FL 33614 APPLICANT/DEVELOPER: AT&T MOBILITY 1101 GREENWOOD BLVD. LAKE MARY, FL 32746 COORDINATES* LATITUDE 30.3372194 (NAD83) LONGITUDE —81.4198058' (NAD83) * PER RFDS DATED 07/05/18 PROJECT SUMMARY DEPART AT&T OFFICE IN LAKE MARY: 11 START OUT GOING NORTH ON GREENWOOD BLVD TOWARD TECHNOLOGY PARK. TURN LEFT ONTO LAKE EMMA RD. TURN LEFT ONTO W LAKE MARY BLVD. MERGE ONTO 1-4 E TOWARD DAYTONA BEACH. MERG. ONTO 1-95 N VIA THE EXIT ON THE LEFT TOWARD JACKSONVILLE/DAYTONA BCH. MERGE ONTO FL -98 N W► EXIT 333 TOWD JAX BEACHES. TAKE E BELTWAY/1-295 N TOWARD SAVANNAH/1-95 N. MERGE ONTO J TURNER BUTLER BLVD/FL-202 EI W1 EXIT 53. TAKE THE HODGES BLVD EXIT. TURN LEFT ONTO HODGES BLVD. TURN RIGHT ONTO ATLANTIC BLVD/FL-1P. MERGE ONTO MAYPORT RD/FL—A1A TOWARD NAVAL STATION MAYPORT. TURN LEFT ONTO LEVY RD. TURN RIGHT ONTO MAIN ST. DESTINATION IS ON THE RIGHT. EXISTING DIMENSIONS AND CONDmONS ON THE JOB SITE AND SHALL IMMEDIATELY NOTIFY THE ENGINEER IN WRITING OF ANY DISCREPANCIES BEFORE PROCEEDING WITH THE WORK OR BE RESPONSIBLE FOR SAME. 2. CONTRACTOR SHALL NOTIFY OWNER FOR ACCESS TO SITE. 3. ELECTRICAL PERMIT NOT REQUIRED. �{ 4 OF. (3) AINTENNASECT S1(RRUS-4449 B5/812STS OF THE , I (3) RRUS-4478 B14, (1) DC CABLE, MOUNT G MODIFICATION & ALL ASSOCIATED WORK. SCOPE OF WORK CROWN CASTLE CM DATE AT&T CM TE CROWN CASTLE RF DATE AT&T RF DATE APPROVALS THIS DOCUMENT WAS DEVELOPED TO REFLECT A SPECIFIC SITE AND ITS SITE CONDITIONS AND IS NOT TO BE USED FOR ANOTHER SITE OR WHEN OTHER CONDITIONS PERTAIN. REUSE OF THIS DOCUMENT IS AT THE SOLE RISK OF THE USER. SHT. NO. DESCRIPTION T-1 TITLE SHEET Mobility G-1 GENERAL NOTES LAKE MARY, FL 32746 C-1 PROPOSED SITE PLAN C-2 PROPOSED ELEVATION & ANTENNA ORIENTATION C-3 ANTENNA & CABLE SCHEDULE C-4 CONSTRUCTION DETAILS I C-5 CONSTRUCTION DETAILS 11 S-1 STRUCTURAL DETAILS SHEET INDEX • ULTIMATE DESIGN WIND SPEED: 129 MPH (3—SECOND GUST, Kw) • NOMINAL DESIGN WIND SPEED: 100 MPH (3—SECOND GUST, V d) • RISK CATEGORY: II • WIND EXPOSURE: C • APPLICABLE CODES: ANSI/TLA-222—G/2017 FLORIDA BUILDING CODE LOADING CRITERIA N at&t Mobility 1101 GREENWOOD BLVD LAKE MARY, FL 32746 CROWN CASTLE 4511 N. HIMES AVE. SUITE 210 TAMPA, FL 33614 J020-MAYPORT CCI NO.: 812565 FA NO.: 10020470 CONSTRUCTION DRAWINGS 0 10/04/18 FOR CONSTRUCTION fe Dewberry* Dewberry Engineers Inc. 800 NORTH MAGNOLIA AVE. SUITE 1000 ORLANDO, FL 32803 P HONE: 7 X4507.843.5120 -.11 ii it 11;8654 a . ; 4z�G- ® C C") 1 —4 _N p FER omv1N en Lm RENEWED BY: NRK C FAKm BY: im PRM= NUI 500MM M NUMBER: 50100172 S11`E ADDRESS 1545 MAIN STREET ATLANTIC BEACH, FL 32233 SHEET WILE � TITLE SHEET SHEET NUMBER T-1 GENERAL NOTES: 1. FOR THE PURPOSE OF CONSTRUCTION DRAWING, THE FOLLOWING DEFINITIONS SHALL APPLY: PROJECT MANAGEMENT - CROWN CASTLE CONTRACTOR - GENERAL CONTRACTOR (CONSTRUCTION) OWNER - AT&T MOBILITY OEM - ORIGINAL EQUIPMENT MANUFACTURER 2. PRIOR TO THE SUBMISSION OF BIDS, THE BIDDING CONTRACTOR SHALL VISIT THE CELL SITE TO FAMILIARIZE WITH THE EXISTING CONDITIONS AND TO CONFIRM THAT THE WORK CAN BE ACCOMPLISHED AS SHOWN ON THE CONSTRUCTION DRAWINGS. ANY DISCREPANCY FOUND SHALL BE BROUGHT TO THE ATTENTION OF PROJECT MANAGEMENT. 3. ALL MATERIALS FURNISHED AND INSTALLED SHALL BE IN STRICT ACCORDANCE WITH ALL APPLICABLE CODES, REGULATIONS, AND ORDINANCES. CONTRACTOR SHALL ISSUE ALL APPROPRIATE NOTICES AND COMPLY WITH ALL lA ORDINANCES, RULES, REGULATIONS, AND LAWFUL ORDERS OF ANY PUBUC AUTHORITY REGARDING THE PERFORMA C OF THE WORK. 4. ALL WORK CARRIED OUT SHALL COMPLY WITH ALL APPLICABLE MUNICIPAL AND UTILITY COMPANY SPECIFICATIONS AND LOCAL JURISDICTIONAL CODES, ORDINANCES AND APPLICABLE REGULATIONS. 5. DRAWINGS PROVIDED HERE ARE NOT TO SCALE UNLESS OTHERWISE NOTED AND ARE INTENDED TO SHOW OUTLINE ONLY. 6. UNLESS NOTED OTHERWISE, THE WORK SHALL INCLUDE FURNISHING MATERIALS, EQUIPMENT, APPURTENANCES, AN LABOR NECESSARY TO COMPLETE ALL INSTALLATIONS AS INDICATED ON THE DRAWINGS. 7. THE CONTRACTOR SHALL INSTALL ALL EQUIPMENT AND MATERIALS IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS UNLESS SPECIFICALLY STATED OTHERWISE. 8. IF THE SPECIFIED EQUIPMENT CANNOT BE INSTALLED AS SHOWN ON THESE DRAWINGS, THE CONTRACTOR SHALL PROPOSE AN ALTERNATIVE INSTALLATION FOR APPROVAL BY PROJECT MANAGEMENT. 9. CONTRACTOR SHALL DETERMINE ACTUAL ROUTING OF CONDUIT, POWER AND T1 CABLES, GROUNDING CABLES AS SHOWN ON THE POWER, GROUNDING AND TELCO PLAN DRAWING. CONTRACTOR SHALL UTILIZE EXISTING TRAYS AND/OR SHALL ADD NEW TRAYS AS NECESSARY. CONTRACTOR SHALL CONFIRM THE ACTUAL ROUTING WITH PROJE: MANAGEMENT. 10. THE CONTRACTOR SHALL PROTECT EXISTING IMPROVEMENTS, PAVEMENTS, CURBS, LANDSCAPING AND STRUCTURES. ANY DAMAGED PART SHALL BE REPAIRED AT CONTRACTOR'S EXPENSE TO THE SATISFACTION OF THE OWNER. 11. CONTRACTOR SHALL LEGALLY AND PROPERLY DISPOSE OF ALL SCRAP MATERIALS SUCH AS COAXIAL CABLES AND OTHER ITEMS REMOVED FROM THE EXISTING FACILITY. ANTENNAS REMOVED SHALL BE RETURNED TO THE OWNER'S DESIGNATED LOCATION. 12. CONTRACTOR SHALL LEAVE PREMISES IN CLEAN CONDITION. 13. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE PROJECT DESCRIBED HEREIN. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES AN FOR COORDINATING ALL PORTIONS OF THE WORK UNDER THE CONTRACT, 14. CONTRACTOR SHALL NOTIFY DEWBERRY 48 HOURS IN ADVANCE OF POURING CONCRETE, OR BACKFILLING TRENCH[ SEALING ROOF AND WALL PENETRATIONS & POST DOWNS, FINISHING NEW WALLS OR FINAL ELECTRICAL CONNECTI( FOR ENGINEER REVIEW. 15. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS AND CONDITIONS PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS MUST BE VERIFIED. CONTRACTOR SHALL NOTA PROJECT MANAGEMENT OF ANY DISCREPANCIES PRIOR TO ORDERING MATERIAL OR PROCEEDING WITH CONSTRUCTI( 16. THE EXISTING CELL SITE IS IN FULL COMMERCIAL OPERATION. ANY CONSTRUCTION WORK BY CONTRACTOR SHALL NOT DISRUPT THE EXISTING NORMAL OPERATION. ANY WORK ON EXISTING EQUIPMENT MUST BE COORDINATED-WITI LAND LORD. ALSO, WORK SHOULD BE SCHEDULED FOR AN APPROPRIATE MAINTENANCE WINDOW USUALLY IN LOW TRAFFIC PERIODS AFTER MIDNIGHT. 17. SINCE THE CELL SITE IS ACTIVE, ALL SAFETY PRECAUTIONS MUST BE TAKEN WHEN WORKING AROUND HIGH LEVEL OF ELECTROMAGNETIC RADIATION. EQUIPMENT SHOULD BE SHUTDOWN PRIOR TO PERFORMING ANY WORK THAT CO EXPOSE THE WORKERS TO DANGER. PERSONAL RF EXPOSURE MONITORS ARE ADVISED TO BE WORN TO ALERT OF ANY DANGEROUS EXPOSURE LEVELS. SITE WORK GENERAL NOTES: 1. THE CONTRACTOR SHALL CONTACT UTILITY LOCATING SERVICES PRIOR TO THE START OF CONSTRUCTION. 2. ALL EXISTING ACTIVE SEWER, WATER, GAS, ELECTRIC, AND OTHER UTILITIES WHERE ENCOUNTERED IN THE WORK, SHALL BE PROTECTED AT ALL TIMES, AND WHERE REQUIRED FOR THE PROPER EXECUTION OF THE WORK, SHALL RELOCATED AS DIRECTED BY CONTRACTOR. EXTREME CAUTION SHOULD BE USED BY THE CONTRACTOR WHEN EXCAVATING OR DRILUNG PIERS AROUND OR NEAR UTIUTIES. CONTRACTOR SHALL PROVIDE SAFETY TRAINING FOR THE WORKING CREW. THIS WILL INCLUDE BUT NOT BE LIMITED TO: A) FALL PROTECTION B) CONFINED SPACE C) ELECTRICAL SAFETY D) TRENCHING & EXCAVATION. 3. ALL SITE WORK SHALL BE AS INDICATED ON THE DRAWINGS AND PROJECT SPECIFICATIONS. 4. IF NECESSARY, RUBBISH, STUMPS, DEBRIS, STICKS, STONES, TOP SOIL AND OTHER REFUSE SHALL BE REMOVED FROM THE SITE AND DISPOSED OF LEGALLY. 5. ALL EXISTING INACTIVE SEWER, WATER, GAS, ELECTRIC AND OTHER UTILITIES, WHICH INTERFERE WITH THE EXECUT OF THE WORK, SHALL BE REMOVED AND/OR CAPPED, PLUGGED OR OTHERWISE DISCONTINUED AT POINTS WHICH WILL NOT INTERFERE WITH THE EXECUTION OF THE WORK, SUBJECT TO THE APPROVAL OF CONTRACTOR, OWNER AND/OR LOCAL UTILITIES. 6. CONTRACTOR SHALL MINIMIZE DISTURBANCE TO EXISTING SITE DURING CONSTRUCTION. 7. THE CONTRACTOR SHALL PROVIDE SITE SIGNAGE IN ACCORDANCE WITH THE AT&T SPECIFICATION FOR SITE SIGNA, B. THE SITE SHALL BE GRADED TO CAUSE SURFACE WATER TO FLOW AWAY FROM THE TRANSMISSION EQUIPMENT Al TOWER AREAS. 9. NO FILL OR EMBANKMENT MATERIAL SHALL BE PLACED ON FROZEN GROUND. FROZEN MATERIALS, SNOW OR ICE SHALL NOT BE PLACED IN ANY FILL OR EMBANKMENT. 10. THE SUB GRADE SHALL BE COMPACTED AND BROUGHT TO A SMOOTH UNIFORM GRADE PRIOR TO FINISHED SURF APPLICATION, SEE SOIL COMPACTION NOTES. 11. THE AREAS OF THE OWNER'S PROPERTY DISTURBED BY THE WORK AND NOT COVERED BY THE TOWER, EQUIPME OR DRIVEWAY, SHALL BE GRADED TO A UNIFORM SLOPE, AND STABILIZED TO PREVENT EROSION. 12. EROSION CONTROL MEASURES, IF REQUIRED DURING CONSTRUCTION, SHALL BE IN CONFORMANCE WITH THE LOC JURISDICTION'S GUIDELINES FOR EROSION AND SEDIMENT CONTROL. CONCRETE AND REINFORCING STEEL NOTES: 1. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH THE ACI 301, ACI 318, ACI 336, ASTM A184, ASTM A185 AND THE DESIGN AND CONSTRUCTION SPECIFICATION FOR CAST -IN-PLACE CONCRETE. 2. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4000 PSI AT 28 DAYS, UNLESS NOTED OTHERWISE. A HIGHER STRENGTH (4000 PSI) MAY BE USED. ALL CONCRETING WORK SHALL BE DONE IN ACCORDANCE WITH ACI 318 CODE REQUIREMENTS. 3. REINFORCING STEEL SHALL CONFORM TO ASTM A 615. GRADE 60. DEFORMED UNLESS NOTED OTHERWISE. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A 185 WELDED STEEL WIRE FABRIC UNLESS NOTED OTHERWISE (UNO). SPLICES SHALL BE CLASS "B" AND ALL HOOKS SHALL BE STANDARD, UNO. 4. THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR REINFORCING STEEL UNLESS SHOWN OTHERWISE ON DRAWINGS: CONCRETE CAST AGAINST EARTH........3 IN. CONCRETE EXPOSED TO EARTH OR WEATHER: #6 AND LARGER ..........................2 IN. 5 AND SMALLER & WWF.........1 1/2 IN. CONCRETE NOT EXPOSED TO EARTH OR WEATHER OR NOT CAST AGAINST THE GROUND: SLAB AND WALL ........................3/4 IN. BEAMS AND COLUMNS .............. 1 1/2 IN. 5. A CHAMFER 3/4" SHALL BE PROVIDED AT ALL EXPOSED EDGES OF CONCRETE, UNO, IN ACCORDANCE WITH ACI 301 SECTION 4.2.4. 6. INSTALLATION OF CONCRETE EXPANSION/WEDGE ANCHOR, SHALL BE PER MANUFACTURER'S WRITTEN RECOMMENDED PROCEDURE. THE ANCHOR BOLT, DOWEL OR ROD SHALL CONFORM TO MANUFACTURER'S RECOMMENDATION FOR EMBEDMENT DEPTH OR AS SHOWN ON THE DRAWINGS. NO REBAR SHALL BE CUT WITHOUT PRIOR CONTRACTOR APPROVAL WHEN DRILLING HOLES IN CONCRETE. SPECIAL INSPECTIONS, REQUIRED BY GOVERNING CODES, SHALL BE PERFORMED IN ORDER TO MAINTAIN MANUFACTURER'S MAXIMUM ALLOWABLE LOADS. ALL EXPANSION/WEDGE ANCHORS SHALL BE STAINLESS STEEL OR HOT DIPPED GALVANIZED. EXPANSION BOLTS SHALL BE PROVIDED BY RAMSET/REDHEAD OR APPROVED EQUAL. 7. CONCRETE CYLINDER TEST IS NOT REQUIRED FOR SLAB ON GRADE WHEN CONCRETE IS LESS THAN 50 CUBIC YARDS (IBC 1905.6.2.3) IN THAT EVENT THE FOLLOWING RECORDS SHALL BE PROVIDED BY THE CONCRETE SUPPLIER; (A) RESULTS OF CONCRETE CYLINDER TESTS PERFORMED AT THE SUPPLIER'S PLANT, (B) CE CONCRETE F MINIMUM ADE SUPPLIED. STRENGTH FOR FOR GREATER THAN 50 CUBIC YARDS THE GC SHALL PERFORM THE CONCRETE CYLINDER TEST. B. AS AN ALTERNATIVE TO REM 7, TEST CYLINDERS SHALL BE TAKEN INITIALLY AND THEREAFTER FOR EVERY 50 YARDS OF CONCRETE FROM EACH DIFFERENT BATCH PLANT. 9. EQUIPMENT SHALL NOT BE PLACED ON NEW PADS FOR SEVEN DAYS AFTER PAD IS POURED, UNLESS IT IS VERIFIED BY CYLINDER TESTS THAT COMPRESSIVE STRENGTH HAS BEEN ATTAINED. STRUCTURAL STEEL NOTES: 1. ALL STEEL WORK SHALL BE PAINTED OR GALVANIZED IN ACCORDANCE WITH THE DRAWINGS UNLESS NOTED OTHERWISE. STRUCTURAL STEEL SHALL BE ASTM -A-36 UNLESS OTHERWISE NOTED ON THE SITE SPECIFIC DRAWINGS. STEEL DESIGN, INSTALLATION AND BOLTING SHALL BE PERFORMED IN ACCORDANCE WITH THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) "MANUAL OF STEEL CONSTRUCTION". 2. ALL WELDING SHALL BE PERFORMED USING E70XX ELECTRODES AND WELDING SHALL CONFORM TO AISC. WHERE FILLET WELD SIZES ARE NOT SHOWN, PROVIDE THE MINIMUM SIZE PER TABLE J2.4 IN THE AISC "MANUAL OF STEEL CONSTRUCTION". PAINTED SURFACES SHALL BE TOUCHED UP. 3. BOLTED CONNECTIONS SHALL BE ASTM A325 BEARING TYPE (3/4"0) CONNECTIONS AND SHALL HAVE MINIMUM OF TWO BOLTS UNLESS NOTED OTHERWISE. 4. NON-STRUCTURAL CONNECTIONS FOR STEEL GRATING MAY USE 5/8" DIA. ASTM A 307 BOLTS UNLESS NOTED OTHERWISE. 5. INSTALLATION OF CONCRETE EXPANSION/WEDGE ANCHOR, SHALL BE PER MANUFACTURER'S WRITTEN RECOMMENDED PROCEDURE. THE ANCHOR BOLT, DOWEL OR ROD SHALL CONFORM TO MANUFACTURER'S RECOMMENDATION FOR EMBEDMENT DEPTH OR AS SHOWN ON THE DRAWINGS. NO REBAR SHALL BE CUT WITHOUT PRIOR CONTRACTOR APPROVAL WHEN DRILLING HOLES IN CONCRETE. SPECIAL INSPECTIONS, REQUIRED BY GOVERNING CODES. SHALL BE PERFORMED IN ORDER TO MAINTAIN MANUFACTURER'S MAXIMUM ALLOWABLE LOADS. ALL EXPANSION/WEDGE ANCHORS SHALL BE STAINLESS STEEL OR HOT DIPPED GALVANIZED. EXPANSION BOLTS SHALL BE PROVIDED BY RAMSET/REDHEAD OR APPROVED EQUAL. 6. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS FOR ENGINEER REVIEW & APPROVAL ON PROJECTS REQUIRING STRUCTURAL STEEL. 7. ALL STRUCTURAL STEEL WORK SHALL BE DONE IN ACCORDANCE WITH AISC SPECIFICATIONS. SOIL COMPACTION NOTES FOR SLAB ON GRADE: 1. EXCAVATE AS REQUIRED TO REMOVE VEGETATION & TOPSOIL EXPOSE UNDISTURBED NATURAL SUBGRADE AND PLACE CRUSHED STONE AS REQUIRED. 2. COMPACTION CERTIFICATION: AN INSPECTION AND WRITTEN CERTIFICATION BY A QUALIFIED GEOTECHNICAL TECHNICIAN OR ENGINEER IS ACCEPTABLE, 3. AS AN ALTERNATIVE TO INSPECTION AND WRITTEN CERTIFICATION, THE "UNDISTURBED SOIL" BASE SHALL BE COMPACTED WITH "COMPACTION EQUIPMENT", LISTED BELOW, TO AT LEAST 90% MODIFIED PROCTOR MAXIMUM DENSITY PER ASTM D 1557 METHOD C. 4. COMPACTED SUBBASE SHALL BE UNIFORM & LEVELED. PROVIDE 6" MINIMUM CRUSHED STONE OR GRAVEL COMPACTED IN 3" LIFTS ABOVE COMPACTED SOIL. GRAVEL SHALL BE NATURAL OR CRUSHED WITH 1007" PASSING 1" SIEVE. 5. AS AN ALTERNATIVE TO ITEMS 2 AND 3 PROOFROLL THE SUBGRADE SOILS WITH 5 PASSES OF A MEDIUM SIZED VIBRATORY PLATE COMPACTOR (SUCH AS BOMAG BPR 30/38) OR HAND -OPERATED SINGLE DRUM VIBRATORY ROLLER (SUCH AS BOMAG BW 55E). ANY SOFT AREAS THAT ARE ENCOUNTERED SHOULD BE REMOVED AND REPLACED WITH A WELL -GRADED GRANULAR FILL, AND COMPACTED AS STATED ABOVE. COMPACTION EQUIPMENT: 1. HAND OPERATED DOUBLE DRUM, VIBRATORY ROLLER, VIBRATORY PLATE COMPACTOR OR JUMPING JACK COMPACTOR, CONSTRUCTION NOTES: 1. FIELD VERIFICATION: CONTRACTOR SHALL FIELD VERIFY SCOPE OF WORK, AT&T ANTENNA PLATFORM LOCATION AND ANTENNAS TO BE REPLACED. 2. COORDINATION OF WORK: CONTRACTOR SHALL COORDINATE RF WORK AND PROCEDURES WITH PROJECT MANAGEMENT. 3. CABLE LADDER RACK: CONTRACTOR SHALL FURNISH AND INSTALL CABLE LADDER RACK, CABLE TRAY, AND CONDUIT AS REQUIRED TO SUPPORT CABLES TO THE NEW BTS LOCATION. ELECTRICAL INSTALLATION NOTES: 1. ALL ELECTRICAL WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS, NEC AND ALL APPLICABLE LOCAL CODES. 2. CONTRACTOR SHALL MODIFY EXISTING CABLE TRAY SYSTEM AS REQUIRED TO SUPPORT RF AND TRANSPORT CABLING TO THE NEW BTS EQUIPMENT, CONTRACTOR SHALL SUBMIT MODIFICATIONS TO PROJECT MANAGEMENT FOR APPROVAL. 3. CONDUIT ROUTINGS ARE SCHEMATIC. CONTRACTOR SHALL INSTALL CONDUITS SO THAT ACCESS TO EQUIPMENT IS NOT BLOCKED. 4. WIRING, RACEWAY AND SUPPORT METHODS AND MATERIALS SHALL COMPLY WITH THE REQUIREMENTS OF THE NEC. 5. ALL CIRCUITS SHALL BE SEGREGATED AND MAINTAIN MINIMUM CABLE SEPARATION AS REQUIRED BY THE NEC. 6. CABLES SHALL NOT BE ROUTED THROUGH LADDER -STYLE CABLE TRAY RUNGS. 7. EACH END OF EVERY POWER, POWER PHASE CONDUCTOR (I.E., HOTS), GROUNDING, AND T1 CONDUCTOR AND CABLE SHALL BE LABELED WITH COLOR -CODED INSULATION OR ELECTRICAL TAPE (3M BRAND, 1/2 INCH PLASTIC ELECTRICAL TAPE WITH W PROTECTION, OR EQUAL). THE IDENTIFICATION METHOD SHALL CONFORM WITH NEC & OSHA, AND MATCH EXISTING INSTALLATION REQUIREMENTS. 8. ALL ELECTRICAL COMPONENTS SHALL BE CLEARLY LABELED WITH ENGRAVED LAMACOID PLASTIC LABELS. ALL EQUIPMENT SHALL BE LABELED WITH THEIR VOLTAGE RATING, PHASE CONFIGURATION; WIRE CONFIGURATION, POWER OR AMPACITY RATING, AND BRANCH CIRCUIT ID NUMBERS (I.E., PANELBOARD AND CIRCUIT ID'S). 9. PANELBOARDS (ID NUMBERS) AND INTERNAL CIRCUIT BREAKERS (CIRCUIT ID NUMBERS) SHALL BE CLEARLY LABELED WITH ENGRAVED LAMACOID PLASTIC LABELS. 10. ALL TIE WRAPS SHALL BE CUT FLUSH WITH APPROVED CUTTING TOOL TO REMOVE SHARP EDGES. 11. POWER, CONTROL, AND EQUIPMENT GROUND WIRING IN TUBING OR CONDUIT SHALL BE SINGLE CONDUCTOR (SIZE 14 AWG OR LARGER), 600V, OIL RESISTANT THHN OR THWN-2, CLASS B STRANDED COPPER CABLE RATED FOR 90 'C (WET AND DRY) OPERATION; USTED OR LABELED FOR THE LOCATION AND RACEWAY SYSTEM USED, UNLESS .OTHERWISE SPECIFIED. 12. POWER PHASE CONDUCTORS (I.E., HOTS) SHALL BE LABELED WITH COLOR -CODED INSULATION OR ELECTRICAL TAPE (3M BRAND, 1/2 INCH PLASTIC ELECTRICAL TAPE WITH UV PROTECTION, OR EQUAL.) PHASE CONDUCTOR COLOR CODES SHALL CONFORM WITH THE NEC & OSHA AND MATCH EXISTING INSTALLATION REQUIREMENTS. 13. SUPPLEMENTAL EQUIPMENT GROUND WIRING LOCATED INDOORS SHALL BE SINGLE CONDUCTOR (SIZE 6 AWG OR LARGER), 60OV. OIL RESISTANT THHN OR THWN-2 GREEN INSULATION, CLASS B STRANDED COPPER CABLE RATED FOR 90-C (WET AND DRY) OPERATION; LISTED OR LABELED FOR THE LOCATION AND RACEWAY SYSTEM USED, UNLESS OTHERWISE SPECIFIED. 14. SUPPLEMENTAL EQUIPMENT GROUND WIRING LOCATED OUTDOORS, OR BELOW GRADE, SHALL BE SINGLE CONDUCTOR #2 AWG SOLID TINNED COPPER CABLE, UNLESS OTHERWISE SPECIFIED. 15. POWER AND CONTROL WIRING, NOT IN TUBING OR CONDUIT, SHALL BE MULTI -CONDUCTOR, TYPE TC CABLE (SIZE 14 AWG OR LARGER), 60OV, OIL RESISTANT THHN OR THWN-2, CLASS B STRANDED COPPER CABLE RATED FOR 90-C (WET AND DRY) OPERATION; WITH OUTER JACKET; LISTED OR LABELED FOR THE LOCATION USED, UNLESS OTHERWISE SPECIFIED. - 16. ALL POWER AND POWER GROUNDING CONNECTIONS SHALL BE CRIMP -STYLE, COMPRESSION WIRE LUGS AND WIRENUTS BY THOMAS AND BETTS (OR EQUAL). LUGS AND WIRENUTS SHALL BE RATED FOR OPERATION AT NO LESS THAN 75-C (90'C IF AVAILABLE). 17. RACEWAY AND CABLE TRAY SHALL BE LISTED OR LABELED FOR ELECTRICAL USE IN ACCORDANCE WITH NEMA, UL, ANSI/IEEE, AND NEC. 18. NEW RACEWAY OR CABLE TRAY WILL MATCH THE EXISTING INSTALLATION WHERE POSSIBLE. 19. ELECTRICAL METALUC TUBING (EMT) OR RIGID NONMETALLIC CONDUIT (I.E., RIGID PVC SCHEDULE 40, OR RIGID PVC SCHEDULE 80 FOR LOCATIONS SUBJECT TO PHYSICAL DAMAGE) SHALL BE USED FOR EXPOSED INDOOR LOCATIONS. 20. ELECTRICAL METALLIC TUBING (EMT), ELECTRICAL NONMETALLIC TUBING (ENT), OR RIGID NONMETALLIC CONDUIT (RIGID PVC, SCHEDULE 40) SHALL BE USED FOR CONCEALED INDOOR LOCATIONS. 21. GALVANIZED STEEL INTERMEDIATE METALLIC CONDUIT (IMC) SHALL BE USED FOR OUTDOOR LOCATIONS ABOVE GRADE. 22. RIGID NONMETALLIC CONDUIT (I.E., RIGID PVC SCHEDULE 40 OR RIGID PVC SCHEDULE 80) SHALL BE USED UNDERGROUND; DIRECT BURIED, IN AREAS OF OCCASIONAL LIGHT VEHICLE TRAFFIC OR ENCASED IN REINFORCED CONCRETE IN AREAS OF HEAVY VEHICLE TRAFFIC. 23. LIQUID -TIGHT FLEXIBLE METALLIC CONDUIT (LIQUID-TITE FLEX) SHALL BE USED INDOORS AND OUTDOORS, WHERE VIBRATION OCCURS OR FLEXIBILITY IS NEEDED. 24, CONDUIT AND TUBING FITTINGS SHALL BE THREADED OR COMPRESSION -TYPE AND APPROVED FOR THE LOCATION USED. SETSCREW FITTINGS ARE NOT ACCEPTABLE. 25. CABINETS, BOXES, AND WIREWAYS SHALL BE LISTED OR LABELED FOR ELECTRICAL USE IN ACCORDANCE WITH NEMA, UL, ANSI/IEEE, AND NEC.. 26. CABINETS, BOXES, AND WIREWAYS TO MATCH THE EXISTING INSTALLATION WHERE POSSIBLE. 27. WIREWAYS SHALL BE EPDXY-COATED (GRAY) AND INCLUDE A HINGED COVER, DESIGNED TO SWING OPEN DOWNWARD; SHALL BE PANDUIT TYPE E (OR EQUAL); AND RATED NEMA 1 (OR BETTER) INDOORS, OR NEMA 3R (OR BETTER) OUTDOORS. 28. EQUIPMENT CABINETS, TERMINAL BOXES, JUNCTION BOXES, AND PULL BOXES SHALL BE GALVANIZED OR EPDXY-COATED SHEET STEEL, SHALL MEET OR EXCEED UL 50, AND RATED NEMA 1 (OR BETTER) INDOORS, OR NEMA 3R (OR BETTER) OUTDOORS. 29. METAL RECEPTACLE, SWITCH, AND DEVICE BOXES SHALL BE GALVANIZED, EPDXY-COATED, OR NON -CORRODING; SHALL MEET OR EXCEED UL 514A AND NEMA OS 1; AND RATED NEMA 1 (OR BETTER) INDOORS, OR WEATHER PROTECTED (WP OR BETTER) OUTDOORS. 30. NONMETALLIC RECEPTACLE. SWITCH, AND DEVICE BOXES SHALL MEET OR EXCEED NEMA OS 2; AND RATED NEMA 1 (OR BETTER) INDOORS, OR WEATHER PROTECTED (WP OR BETTER) OUTDOORS. 31. THE CONTRACTOR SHALL NOTIFY AND OBTAIN NECESSARY AUTHORIZATION FROM PROJECT MANAGEMENT BEFORE COMMENCING WORK ON THE AC POWER DISTRIBUTION PANELS. 32. THE CONTRACTOR SHALL PROVIDE NECESSARY TAGGING ON THE BREAKERS, CABLES AND DISTRIBUTION PANELS IN ACCORDANCE WITH THE APPLICABLE CODES AND STANDARDS TO SAFEGUARD AGAINST LIFE AND PROPERTY. at&t Mobility 1101 GREENWOOD BLVD LAKE MARY, FL 32746 CROWN CASTLE 4511 N. HIMES AVE. SUITE 210 TAMPA, FL 33614 J020-MAYPORT CCI NO.: 812565 FA NO.: 10020470 CONSTRUCTION DRAWINGS 0 10/04/18 FOR CONSTRUCTION Dewberry* Dewberry Engineers Inc. 800 NORTH MAGNOLIA AVE. SUITE 1000 ORLANDO, FL 32803 F)pKE i6TI6463.5120 •L- _ , :p• •.� V 10 ��'•� Cl =Ca Z: , Z• O+a rn r � C EA® BY: ' •• •�� ...... ., c ,% r P lRF111 JOB NUNSM O AWN BY; LID RENEWED V. NRK C EA® BY: JAA PRDECT NUMM: 60098832 JOB NUNSM 50106172 SITE ADDRESS 1545 MAIN STREET ATLANTIC BEACH, FL 32233 SPIFFY TfiL.E GENERAL NOTES SHEET NUYso G-1 PROPOSED P06RTDN 4 ANTENNA 2 SE070R. 3 TOTALS C-4 ition 1, 2, & 3 Antenna Sector, 9 Totot) _ Overall Tower Height 194'-6"± A.G.L. Top of Self—Support Tower Elev. = 190'-0'± A.G.L. C.L OF EKISTTNG b PROPOSED ELEV. - 1 :11: C.L. of Existinn2 Antennas_ Elev. _17-1 78'—O"zA.G.L. Antennas (By Others) C.L. of Existi�Antennas_7 Elev. = 130'-0"± A.G.L. SED CABLES TO BE ) UP TOWEL IN DANCE WITH TURAL ANALYSIS. ing Climbing (Typ ) ig 190'± Tall Support Tower 1 AT&T ent Existing Chain Link Fence (Typ.) PROPOSED ELEVATION %1 SCA1E 1'-30' FOR 11107' 1'-16' FOR 22'x34' N Existing Position 4 Antenna (Typ.-1 Per Sector, 3 Total) r h (TO BE ROAMED & REPLACED) RELOCATED AND CONNECTED TO FRONT Mobility ANTENNA ON EISTINO RRU MOUNT'e HORIZONTAL PIPE L WITHA(ERICSSON B3 (IIP. -1 PER SECTOR. 3 TOTAL) 1 2 (IIP. -1 PER SECTOR, 3 TOr N SAM S-1 S-1 AND (P'1k C-3 (IIP: 1 PER SF.CIDR. 3 TOT Al 4 (Typ.-3 Per Sector, 9 Total) Existing 190'± Tall (Typ.-1 Per Sector, 3 Total)POSED Self—Support Tower G4 (7YP.-1 PER SECTM 3 TOTAL) u^�• J]SiLla Seaxti 1. INSTALL MOUNT MODIFICATION IN i O �J G°Lp,O � G3 Existing Position 3 f RUS-11 G2 (Typ.-1 Per Sector. II3 Total) (TO BE ROAOVED) G1 Existing DC2 (Typ.-6) _ (TO REMAIN) Existing Position 4 RRUS-32 B66 (Typ.-1 Per Sector, 3 Total)) (TO REMAIL Existing Grade rik Elev. = 0'-0"± A.G.L. Existing Position 2 RRUS-32 82 N -(TTyyp.-1 PSector, 3 Total) ( REMAIN) Existing Position 3 RRUS-32 y, o t ( REMAIN) (TO ,AI Sector, 3 Total) On to A2 a o A3 A4 r_1 [ if B3 PROPOSED POSITION 4 RRLS-4440 05 /012 2 MOUNTED BACK M BACK MIND PROPOSED ANT0JN11 ON PROPOSED RRU MOUNT C—s (TYP.-1 PER SECTOR. 3 TOTAL) PROPOSED 1.9'0 SCH.40 OALV. DIAGONAL STEEL PIPE (TIP -2 PER SECTOR, 6 TOTAL)1 1 CONNECTED TO DGSRNG V -FRAME USING ADJUSTABLE CLAMP PLATE 9. PRO1 P/N: PUCK OR APPROVED EAUAL� -4 PER SECTOR. 12 TOTAL,) Existing Position 2 RRUS-32 82 (Typ.-1 Per Sector, 3 Total) Existing Position 3 RRUS-32 (Typ.-1 Per Sector, 3 TotaQ Al A2 A3 A4 Existing 190'± Tall Self—Support Tower G4 _Existing DC6 (Typ.-3) (70 RDA" Existing Position 1 TMA (TO REMAIe I Sector, 3 Total) (7 G3 81 a PROPOSED POSITION 4 ANTENNA C-4 (IYP.-1 PER SECTOR. 3 TOTAL) 02 72pfo So Existing DC2 (Typ.-6) oto, 82 ��fh Existing Position 2 RRUS-12 (Typ.-1 Per Sector, 3 Total) (70 BE ROAMED R REPLACED) Existing Position 1, 2, & 3 Antenna ((TO REMAN]l Sector, 9 Total) B4 Existing 826 RRU Mount (Typ.-1 Per Sector, 3 Total) (TO BE REMOVED & REPLACED) EXISTING ANTENNA LAY0UT0 SCALE N.T.S. CROWN CASTLE NOTE: DO NOT TRAP OR BLOCK THE SAFETY CLIMB 1. ALL INSTALLED EQUIPMENT IS NOT TO EXCEED 207'-0" A.G.L. PER FAA DETERMINATION. 2, ALL AT&T EQUIPMENT NOT TO EXCEED THE BOTTOM OF THE BEACON LIGHT. 3. CROWN CASTLE REQUIREMENT: TAPE DROP REQUIRED FOR RAD CENTER AND OVERALL TOWER HEIGHT WHEN EQUIPMENT IS WITHIN 10'-0" OF THE TOP OF THE TOWER. Existing DC6 (Typ.-3) Existing Position 1 TMA (Typ.-1 Per Sector, 3 Total) 31 G1 U EXISTING STIFF ARM RPE r h PROPOSED POSITION 2 RRUS-4478 814 MOUNTED BACK TO BACK BMIND EXISTING RELOCATED AND CONNECTED TO FRONT Mobility ANTENNA ON EISTINO RRU MOUNT'e HORIZONTAL PIPE L WITHA(ERICSSON B3 (IIP. -1 PER SECTOR. 3 TOTAL) 1 2 (IIP. -1 PER SECTOR, 3 TOr N SAM S-1 S-1 AND (P'1k C-3 (IIP: 1 PER SF.CIDR. 3 TOT Existing Position 1, 2, & 3 Antenna 4 (Typ.-3 Per Sector, 9 Total) Existing Position 4 RRUS-32 B66 (Typ.-1 Per Sector, 3 Total)POSED 82B RRL) MOUNT P/N: SXK7250481/1 OR APPROVED EQUAL) C-6 e (7YP.-1 PER SECTM 3 TOTAL) u^�• J]SiLla 1. INSTALL MOUNT MODIFICATION IN ACCORDANCE WITH THE ANTENNA MOUNT ANALYSIS REPORT By USA ENGINEERING, DATED 08/06/18- 2. MAINTAIN TYPICAL 3' MINIMUM ANTENNA SEPARATION. 3. MAINTAIN 3' MINIMUM EDGE TO EDGE SEPARATION BETWEEN B12 AND B14 ANTENNAS. PROPOSED ANTENNA LAYOUT SCALE N.T.S. CONTRACTOR IS RESPONSIBLE FOR VERIFYING EXISTING CONDITIONS AND IDENTIFYING ANY EXISTING CONFLICTS (INCLUDING BUT NOT LIMITED TO EXISTING COAXIAL CABLES, SAFETY CLIMBS, ETC) AND DETERMINING TEMPORARY BRACING OR RELOCATION REQUIRED FOR INSTALLATION OF THE PROPOSED EQUIPMENT. THE CONTRACTOR SHALL RESTORE ALL RELOCATED ITEMS TO PREVIOUS CONDITIONS. A.G.L. = ABOVE GRADE LEVEL C.L. = CENTER LINE NOTES: 1. PRIOR TO START OF ANY WORK, A PASSING STRUCTURAL ANALYSIS SHALL BE PROVIDED BY A FLORIDA LICENSED P.E. CONTRACTOR TO OBTAIN A COPY BEFORE STARTING ANY WORK. 2. ALL ANTENNAS, COAX, SURGE ARRESTORS, RRUS, ETC. TO BE INSTALLED IN ACCORDANCE WITH STRUCTURAL ANALYSIS PROVIDED BY OTHERS AND FINAL AT&T RF DATA SHEET. 3. DEWBERRY ENGINEERS, INC. MAKES NO GUARANTEE THAT THE NUMBER, TYPE AND LOCATION OF RRHS, SURGE ARRESTORS, DC TRUNK CABLES, FIBER CABLES, RET CABLES AND FLEX CONDUITS SHOWN ON PLANS ARE CORRECT. THE CONTRACTOR SHALL VERIFY EXACT NUMBER, TYPE AND LOCATION OF MENTIONED ITEMS WITH AT&T PRIOR TO CONSTRUCTION. CROWN CASTLE 4511 N. HIMES AVE. SUITE 210 TAMPA, FL 33614 J020-MAYPORT CCI NO.: 812565 FA NO.: 10020470 CONSTRUCTION DRAWINGS 0 10/04/18 FOR CONSTRUCTION 11 Dewberry* Dewberry Engineers Inc. 800 NORTH MAGNOLIA AVE. SUITE 1000 ORLANDO, FL 32803 PHONE 407.943.5120 § A i Y 4 IFIp,)(/.1 0..649.8664 0 C2 r . m. o _• C �°°AAS ��♦ DRAWN W. LED REVIEWED BY: NRK CFECKED BY: JM PROJECT NUMSM 60098832 JOB NUMIl 60108172 SITE ADDRESS 1545 MAIN STREET ATLANTIC BEACH, FL 32233 SHEET TITLE PROPOSED ELEVATION & ANTENNA ORIENTATION C-2 at&t r h Mobility 1101 GREENWOOD BLVD LAKE MARY, FL 32746 CROWN CASTLE 4511 N. HIMES AVE. SUITE 210 TAMPA, FL 33614 J020-MAYPORT CCI NO.: 812565 FA NO.: 10020470 CONSTRUCTION DRAWINGS 0 10/04/18 FOR CONSTRUCTION 11 Dewberry* Dewberry Engineers Inc. 800 NORTH MAGNOLIA AVE. SUITE 1000 ORLANDO, FL 32803 PHONE 407.943.5120 § A i Y 4 IFIp,)(/.1 0..649.8664 0 C2 r . m. o _• C �°°AAS ��♦ DRAWN W. LED REVIEWED BY: NRK CFECKED BY: JM PROJECT NUMSM 60098832 JOB NUMIl 60108172 SITE ADDRESS 1545 MAIN STREET ATLANTIC BEACH, FL 32233 SHEET TITLE PROPOSED ELEVATION & ANTENNA ORIENTATION C-2 SECTOR AZIMUTH c&6 AN ALPHA (Al) 0' 190'-0" ANDREW D ALPHA (A2) 0' 190'-0" ANDREW ALPHA (A3) 0' 190-0" ANDREW ALPHA (A4) 0' 190'-0• ANDREW BETA (B1) 120' 190'-0" ANDREW 1 BETA (132) 120' 190'—D" ANDREW BETA (133) 120' 190'-0" ANDREW BETA (134) 120' 190'-0' ANDREW GAMMA (G1) 240' 190'-0" ANDREW GAMMA (G2) '240* 190'—D" ANDREW GAMMA (G3) 240' 190'-0" ANDREW GI1YwM (G4) 240' 190'-0' ANDREW - - - 7/ 4 ANTENNA MODEL pT BXNH-6565B—R2M 1 SBNHH-1D659 1 SBNHH-1D65B 1 1 NNHH-65B—R4 1 BXNH-65658—R2M 1 SBNHH-1D65B 1 SBNHH-1 D65B 1 1 NNHH-6613—R4 1 )BXNH-65658—R2M 1 SBNHH-1D65B 1 SBNHH—ID65B 1 1 NNHH-868—R4 1 TOTAL EXISTING 9 TOTAL PROPOSED 3 OVERALL TOTAL 12 DC FIBER DEMARCATION D amt �t ait�::at* ", Mobility 1101 GREENWOOD BLVD LAKE MARY, FL 32748 CROWN CASTLE 4511 N. HIMES AVE. SUITE 210 TAMPA, FL 33814 J020-MAYPORT CCI NO.: 812565 FA NO.: 10020470 CONSTRUCTION DRAWINGS 0 10/04/18 FOR CONSTRUCTION If Dewberry Dewberry Engineers Inc. 800 NORTH MAGNOLIA AVE. SUITE 1000 ORLANDO, FL 32803 PHONE: 407.843.5120 FAX: 407.649.8664 111/ ITA ♦`�.� 0, �_ r • f C m :o mry C A N C2 •• 4. F •. ORAWN BY LED REVIEWED BY: NRK CHECIIZD BY: JM PROW NUMBER: 60094632 Jpg NUMBER: 50106172 srtE ADWtESS 1545 MAIN STREET ATLANTIC BEACH, FL 32233 SHEET 7111.E ANTENNA & CABLE SCHEDULE SHEET NUMBER C-3 ANTENNA & COAX SCHEDULE DETAIL RAYOAP FIBER DEMARCA71)N BOX CABLES CABLES RRU MALE F1L1ER TMA DIPLEXER 2 ROSENBERGER (15) PAIR FIBER TRUNK 3/8" 2 220'-0" (6) #8 AWG TINNED COPPER CONDUCTORS 3/4" 4 220'-0" CABLE MODEL SIZE III OF C1IBIES pER-- Iff MODEL CITY. 01Y. MODEL OTY. MODEL E. MODEL ROSENBERGER SINGLE PAIR DC CABLES (DC6 TO DC2) 3/4" 12 15'-0" LDF7-50A 1-5/13" 2 220' 1 RED - - - - - E15S09P78 1 CM1007-DBPXBC-002 - 2 - 2 RED 3 RED RRUS-32 B2 - - E15V87P73- - - - - - - 7/ 4 ER M" (DCG 70 RRU) 3/E' 4 15' ROBENBEROER FBJI ROSENBERGER SINGLE PAIR DC CABLES (DC2 70 RRU) 7/18• 2 15' RRUS-4474 014 RRUS-32 1 1 - - 1/2' COAX JUMPER (RRU TO ANTENNA) 1/2' 6 10' ROSENBERGER FIBER JUMPER (DC6 TO RRU) 3/8" 1 15' 7/j ROSENBERGER SINGLE PAIR DC CABLES (DC2 TO RRU) 7/16" 1 15, 1/2" COAX JUMPER (RRU TO ANTENNA) 1/2" 2 10' 1/2" COAX JUMPER (RRU TO WCS) 1/2" 4 6' 1/2" COAX JUMPER (WCS TO ANTENNA) 1/2" 4 6' ROBENBERGER FBER JL6rPER (DCG TO RRU) 3/8• 4 15' 4 RED 1 BLUE 2 BLUE RUS-9 135/812 R 44 1 - - — - - — - - E15SO9P78 - - 1 - - CM1007—DBPXBC-002 - - — - - 2 - 3 ROSENBOW R SINGLE PAIR DC CABLES (DC2 TO RRU) 7/18' 3 15' RRUS-32 B66 — RRUS-32 132 — 1 - — — 1/2' COAX JUMPER (RRU 70 ANTENNA) 1/2' G 70' LDF7-50A 1-5/8" 2 220' 6/ ROSEIIBERGER FBER JUMPER (DCG TO RRU) 3/G' 4 15' ROSENBERGER SINGLE PAIR DC CABLES (DC2 70 RRU) 7/16' 2 15' RRUS-4474 814 1 - 1/2' 00AX JUMPER (RRU TO ANTENNA) 1/2' 6 10' ROSENBERGER FIBER JUMPER (DC6 TO RRU) 3/8" 1 15' 3 BLUE 4 BLUE 1 GREEN RRUS-32 RRUS-4149 85/1312 1 1 — - E15V87P73 - — - — - E15S09P78 - 1 - CM1007—DBPXBC-002 - — - 2 6/ ROSENBERGER SINGLE PAIR DC CABLES (DC2 TO RRU) 7/16" 1 15' 1/2" COAX JUMPER (RRU TO ANTENNA) 1/2" 2 10' 1/2" COAX JUMPER (RRU TO WCS) 1/2" 4 6' 1/2" COAX JUMPER (WCS TO ANTENNA) 1/2" 4 6' ROSENBERGER FM JUMPER (DCG TO RRU) 3/87 4 15' 3 ROSENBERGER SINGLE PAIR DC CABLES (DC2 TO RRU) 7/16' 3 15' RRUS-32 866 — — - — 1/2' COAX JUMPER (RRU TO ANTENNA) 1/7' 8 10' LDF7-50A 1-5/8" 2 220' 2 GREEN RRUS-32 62 RRUS-4478 814 1 1 — - - 6/ 3 ROSENBERGER FBER JUMPER (DC6 TO RRU) 3/13• 4 16' ROBENBERCER SINGLE PAIR OC CABLES (DC2 7O RRU) 7/16' 2 1S' 1/2' COAX JUMPER (RRU TO ANTENNA) 1/2' 8 10• ROSENBERGER FIBER JUMPER (DC6 TO RRU) 3/8" 1 15' 3 GREEN RRUS-32- 6/3i ROSENBERGER SINGLE PAIR DC CABLES (DC2 TO RRU) 7/16" 1 15' 1/2" COAX JUMPER (RRU TO ANTENNA) 1/2" 6 10' - - - - - 4 GREEN RRUS-4448 135/812 RRUS-32 B66 1 1 - _ - 3 ROSDORGER FBER JUMPER (DC6 TO RRU) 3/4' 4 15' ROSENBERGER SINGLE PAIR DC CABLES (DC2 70 RRU) 7/18' 3 15' 1/2' CaA1c JUMPER (RRU TO ANTENNA) 1/2' 8 10' — — — — — — — — — — — POWER 18 270' TOTAL 15 — TOTAL 2 TOTAL 3 TOTAL I— 6 FIBER 27 405' UMPERS 68 616' 1-5/8" TOTAL ACTIVE 6 1,320' COAX 1-5/8" INACTIVE - 6 1,320' COAX 5/16" RET 3 660' CABLES ** INACTIVE COAX TO REMAIN. BILL OF MATERIALS (D DC FIBER DEMARCATION D amt �t ait�::at* ", Mobility 1101 GREENWOOD BLVD LAKE MARY, FL 32748 CROWN CASTLE 4511 N. HIMES AVE. SUITE 210 TAMPA, FL 33814 J020-MAYPORT CCI NO.: 812565 FA NO.: 10020470 CONSTRUCTION DRAWINGS 0 10/04/18 FOR CONSTRUCTION If Dewberry Dewberry Engineers Inc. 800 NORTH MAGNOLIA AVE. SUITE 1000 ORLANDO, FL 32803 PHONE: 407.843.5120 FAX: 407.649.8664 111/ ITA ♦`�.� 0, �_ r • f C m :o mry C A N C2 •• 4. F •. ORAWN BY LED REVIEWED BY: NRK CHECIIZD BY: JM PROW NUMBER: 60094632 Jpg NUMBER: 50106172 srtE ADWtESS 1545 MAIN STREET ATLANTIC BEACH, FL 32233 SHEET 7111.E ANTENNA & CABLE SCHEDULE SHEET NUMBER C-3 DC/FIBER DEMARCATION BOX RAYOAP FIBER DEMARCA71)N BOX CABLES MOUNTING MODEL CITY. MODEL SIZE 01Y. LENGTH PER LINE 102'-0" DC6-48-60-18-8F 2 ROSENBERGER (15) PAIR FIBER TRUNK 3/8" 2 220'-0" (6) #8 AWG TINNED COPPER CONDUCTORS 3/4" 4 220'-0" 102'-0" D06-48-60-18—BC 1 ROSENBERGER (18) PAIR FIBER TRUNK 3/8" 1 220'-0" (6) #8 AWG TINNED COPPER CONDUCTORS 3/4" 1 220'-0" (6) %e AWG TINNED COPPER CONDUCTORS 3/4' 1 220•-0' 102'-0" DC2-48-60-0-9E 6 ROSENBERGER SINGLE PAIR DC CABLES (DC6 TO DC2) 3/4" 12 15'-0" DC FIBER DEMARCATION D amt �t ait�::at* ", Mobility 1101 GREENWOOD BLVD LAKE MARY, FL 32748 CROWN CASTLE 4511 N. HIMES AVE. SUITE 210 TAMPA, FL 33814 J020-MAYPORT CCI NO.: 812565 FA NO.: 10020470 CONSTRUCTION DRAWINGS 0 10/04/18 FOR CONSTRUCTION If Dewberry Dewberry Engineers Inc. 800 NORTH MAGNOLIA AVE. SUITE 1000 ORLANDO, FL 32803 PHONE: 407.843.5120 FAX: 407.649.8664 111/ ITA ♦`�.� 0, �_ r • f C m :o mry C A N C2 •• 4. F •. ORAWN BY LED REVIEWED BY: NRK CHECIIZD BY: JM PROW NUMBER: 60094632 Jpg NUMBER: 50106172 srtE ADWtESS 1545 MAIN STREET ATLANTIC BEACH, FL 32233 SHEET 7111.E ANTENNA & CABLE SCHEDULE SHEET NUMBER C-3 PROPOSED ANTENNA (ANDREW P/N NNN11-8SB-R4 (72'x16.6'.7 (78.3 LBS. E)fSTINO STIFF 'ARM PPE RELOCATED AND CONNECTED TO FRONT HORIZONTAL PPE AND TOWER Uzi WITH SRE=.1 (P PUCK) 1 2 S-1 S-1 1 PER S(P nAQAND (EYP. -1 PER SECIOR. 3 TOTAL) Existing Position 3 RRUS32 (Typ.-1 Per Sector, 3 To al)_t Existing AT&T Antenna (Typ.) PROPOSED 1.6'0 SCK40 GAIN. DIA STEEL PIPE (TYP -2 PER SE7MM 6 S-1 CONN TO EXISTNG V -FRAME e ADJUSTABLE CLAMP (SITE PRO t P(P. PEPUCK R SECTOR, CR, APPROVED12 4 ANTENNA MOUNTING DETAIL Existing DC2 (Typ.-6) ion 4 RRUS-32 866 Sector, 3 Total) PROPOSED POSITION 4 RRLS-4446 e MOUNTED BACK TO BACK BEHIND PRI C -S ANTENNA ON PROPOSED RRU C"._1 PER SECTOR. 3 2 PROPOSED 028 RRU MOUNT (ERICSSON P/N: 1=1250461/1 3 OR APPROVED EWJAL) C-5 (TYP.-1 PER SECION, 3 TOTAL) Existing DC6 (Typ.-3)1( Existing Existing Antenna Self—Support Tower Pipe Most (Typ.) NOTE 1. INSTALL MOUNT MODIFICATION IN ACCORDANCE WITH THE ANTENNA MOUNT ANALYSIS REPORT BY USA ENGINEERING, DATED 08/06/18. 2. MAINTAIN TYPICAL 3' MINIMUM ANTENNA SEPARATION. 3. MAINTAIN 3' MINIMUM EDGE TO EDGE SEPARATION BETWEEN B12 AND B14 ANTENNAS. PROPOSED RRH & SURGE ARRESTOR MOUNTING DETAIL - ELEVATION 1 SCALE N.T.S. D POSITION 4 RRUS-4446 135/812 BACK TO BACK BEHIND PROPOSED 2 ON PROPOSED RRU MOUNT C-5 PER SECTOR, 3 TOTAL) I MOUNT (ERI SSON P/N:AI MUAL) 3 C -S 3 TOT, 2 Existing AT&T Antenna (Typ.) D POSITION 4 ANTENNA 2 PER SECTOR. 3 TOTAL) C-4 Existina Antenna Tilt Haunt I Position 2 RRUS-32 82 Per Sector, 3 Total) PROPOSED POSITION 2 RRUS-4478 814 t MOUNTED BACK TO BACK BEHIND D uFnNO AMENIA ON bas NG RRU MOUNT C-5 (1YP.-1 PER SECTOR, 3 TOTAL) I Mount kmopoo' atm �v . Mobility 1101 GREENWOOD BLVD LAKE MARY, FL 32746 CROWN CASTLE 4511 N. HIMES AVE. SUITE 210 TAMPA, FL 33614 J020-MAYPORT CCI NO.: 812565 FA NO.: 10020470 CONSTRUCTION DRAWINGS 0 10/04/18 FOR CONSIRUC110N 11 Dewberry° Dewberry Engineers Inc. Boo NORTH MAGNOLIA AVE. SUITE 1000 ORLANDO, FL 32803 PHONE: 407.843.5120 FAX 407.648.8664 DRAWN BV LED REVIEWED BY: NRK CHECKED BY: JM PROEM NUMBER 5009/3832 JOB NUMBER: 80105172 SITE ADDRESS 1545 MAIN STREET ATLANTIC BEACH, FL 32233 :enno Sim MILE ipe CONSTRUCTION DETAILS I SHEET NUMBER POSITION 2 ANTENNA MOUNTING DETAIL WITH RRU SCALE N.T.S. C-4 RRLS-4478 014 RNNm COPPER \JUMPER CABLE GROUND WIRE I i1 MANUFACTURER: ERICSS0N—"� at&t MODEL NUMBER: RRUS-4478 81�� NRN DIMENSIONS:, 10.11&1&4VW 2610 WEIGHT: 38.4 UOS (ELCL. M0UtM GROUND BAR 0.28' 10.43- CROWN CASTLE IIII IIIIIIII IIIIIIII ►III 4511 N. RIMES AVE. �Itlllllllllll►IIIIIIIIIIIIIII�I TAMSUITE PA, FL233614 • g tl►IIIII►IIIIIIIIIIIIIIIIIIIIII °� ��Illllllll�lllllllbtlllll►I►I J020-MAYPORT ►111111111111111► 11 11111111 I I I CCI NO.: 812565 FA NO.: 10020470 nays, 1. GROUND EQUIPMENT AND MOUNTS PER MANUFACTURER'S RECOMMENDATIONS AND AT&T STANDARDS. 2. MOUNT EQUIPMENT PER MANUFACTURER'S RECOMMENDATIONS. 3 CONFIRM REQUIRED EQUIPMENT WITH LATEST REDS. MANUFACTURER: ERISSON MODEL NUMBER: RRUS-44 0 B6/B12 DIMENSIONS: 14.98%13.1 Y'Wx1 D.43b WEIGHT: 73 UOS (EXC1.. MOUNT) 1. GROUND EQUIPMENT AND MOUNTS PER MANUFACTURER'S RECOMMENDATIONS AND AT&T STANDARDS. L MOUNT EQUIPMENT PER MANUFACTURER'S RECOMMENDATIONS. 3. CONFIRM REQURED EQUIPMENT WITH LATEST KM RRUS-4449 65/1312 DETAIL SCALE: N.T.S ANTENNA ANTENNA MAST MOUNTED RNNm COPPER \JUMPER CABLE GROUND WIRE I i1 at&t Mobility NRN 1101 GREENWOOD BLVD LAKE MARY, FL 32746 0.28' 10.43- CROWN CASTLE IIII IIIIIIII IIIIIIII ►III 4511 N. RIMES AVE. �Itlllllllllll►IIIIIIIIIIIIIII�I TAMSUITE PA, FL233614 • g tl►IIIII►IIIIIIIIIIIIIIIIIIIIII °� ��Illllllll�lllllllbtlllll►I►I J020-MAYPORT ►111111111111111► 11 11111111 I I I CCI NO.: 812565 FA NO.: 10020470 nays, 1. GROUND EQUIPMENT AND MOUNTS PER MANUFACTURER'S RECOMMENDATIONS AND AT&T STANDARDS. 2. MOUNT EQUIPMENT PER MANUFACTURER'S RECOMMENDATIONS. 3 CONFIRM REQUIRED EQUIPMENT WITH LATEST REDS. MANUFACTURER: ERISSON MODEL NUMBER: RRUS-44 0 B6/B12 DIMENSIONS: 14.98%13.1 Y'Wx1 D.43b WEIGHT: 73 UOS (EXC1.. MOUNT) 1. GROUND EQUIPMENT AND MOUNTS PER MANUFACTURER'S RECOMMENDATIONS AND AT&T STANDARDS. L MOUNT EQUIPMENT PER MANUFACTURER'S RECOMMENDATIONS. 3. CONFIRM REQURED EQUIPMENT WITH LATEST KM RRUS-4449 65/1312 DETAIL SCALE: N.T.S ANTENNA ANTENNA MAST MOUNTED CONSTRUCTION DRAWINGS 0 10/04/18 FOR CONSTRUCTION 11 Dewberry* Dewberry Engineers Inc. 800 NORTH MAGNOLIA AVE. SUITE 1000 ORLANDO, FL 32803 PHONE: 407.843.5120 FAX 407.649.8664 FAWN W. RNNm COPPER \JUMPER CABLE GROUND WIRE I i1 RENEWED 0Y: NRN COAXIAL CABLE TO NEXT DIN CONNECTOR CNECIED BY: GROUND BAR COAXIAL CABLE 30098632 GROUNDING IOT JOB NMIBEit: 80106172 j2 AWG JACKETED 511E ADDRESS TINNED COPPER GROUND COAXIAL CABLE WIRE TOANTENNA NDD O0 GROU BER D BAR no>E: 1. IF ANTENNA DOES NOT REQUIRE TMA OR DIPLDTER ROUTE 1/2' JUMPER CABLE DIRECTLY TO ANTENNA. ERICSSON B213 R U MOUNT 2. REFERENCE AT&T BONDING & GROUNDING PRACTICE 77"16.DETAIL (P/N: SXK�250461/1) ANTENNA GROUNDING DETAIL 3 4 SCALE: N T.S ScYPNCSL CONSTRUCTION DRAWINGS 0 10/04/18 FOR CONSTRUCTION 11 Dewberry* Dewberry Engineers Inc. 800 NORTH MAGNOLIA AVE. SUITE 1000 ORLANDO, FL 32803 PHONE: 407.843.5120 FAX 407.649.8664 FAWN W. LED RENEWED 0Y: NRN CNECIED BY: JM PROJECT NUL6El: 30098632 JOB NMIBEit: 80106172 511E ADDRESS 1545 MAIN STREET ATLANTIC BEACH, FL 32233 MEET TIRE CONSTRUCTION DETAILS II SHEET NUMBIR C-5 1' TO r ROUND MEMBER LEGS 2-3/8' TOP VIEW R; NO ADJUSTABLE CLAMP PLATE TI -BACK ASSEMBLY DETAIL (SITEPRO 1 P/N: PUCK) 1 SCALE N.T.S. FRONT VIEW SIDE VIEW UNIVERSAL STIFF -ARM ASSEMBLY DETAIL TE PRO 1 P/N: at&t PARTS LIST TIEN PARI NO. DESCRIPTION 01Y. 1 X,127394 FIAT DISK CLAMP PLATE 4' COMERS (OALVANRED) 1 2 1(-100064 CIAYP (S) (4' V -CLAMP) GALVANQED 2 3 012063 1/2"x6-1/2' HDC HL7f BOLT OR3 FULL THREAD 2 4 012134 1/2" x 4' HDG HEX BOLT OR8 FULL 1HREAD 2 3 C12FW 1/2' HDG USS FLATWASHER 4 6 012LW 1/Y HDG L)CKWASHER 4 7 012NUI 1/2" HDG HFAW 2H HEX NUT + ADJUSTABLE CLAMP PLATE TI -BACK ASSEMBLY DETAIL (SITEPRO 1 P/N: PUCK) 1 SCALE N.T.S. FRONT VIEW SIDE VIEW UNIVERSAL STIFF -ARM ASSEMBLY DETAIL TE PRO 1 P/N: C ROW N CASTLE 4511 N. HIMES AVE. SUfTE 210 TAMPA, FL 33614 J020-MAYPORT CCI NO.: 812565 FA NO.: 10020470 CONSTRUCTION DRAWINGS 0 10/04/18 FOR CONSTRUCTION 11 Dewberry° Dewberry Engineers Inc. 600 NORTH MAGNOLIA AVE. SUITE 1 OW ORLANDO, FL 32803 PHONE: 407.8435120 FAX: 407.648.8664 DRAWN W. at&t PARTS LIST ITEM PARI NO. DESCRPTION 07Y. 1 %-6TA3 STIFF ARM ANGLE BRACKET 1 2 %-SIU STIFF ARM CHANNEL BRACKET 2 3 0128-10 1/2' x 10' THREADED ROD (HDG.) 2 4 012112 1/2" x 1-1/2' HOG HEX BOLT GR3 1 3 61203 1/2' x 3' HOG HEX BOLT GRS FULL THREAD 2 6 01 2F 1/Y HDG USS FLATWASHER 6 7 G12LW 1/Y HDG LOCKWASIER 7 6 012NUT 1/2" HDG HEAR 2H HEX NUI 7 9 GM112 3/8" x 1-1/2' HOG BOLT 1 10 1 3/8- HOG LOCI SHER 1 11 G3BNIJT 3/6" FOG HEAR 2H HD( NUI 1 12 SAN STIFF ARIA MOUNT CLAMP 1 13 ACP DAMP HALF 1/4 THICK. 3-3/4' LONG 1 C ROW N CASTLE 4511 N. HIMES AVE. SUfTE 210 TAMPA, FL 33614 J020-MAYPORT CCI NO.: 812565 FA NO.: 10020470 CONSTRUCTION DRAWINGS 0 10/04/18 FOR CONSTRUCTION 11 Dewberry° Dewberry Engineers Inc. 600 NORTH MAGNOLIA AVE. SUITE 1 OW ORLANDO, FL 32803 PHONE: 407.8435120 FAX: 407.648.8664 DRAWN W. at&t RENEWED BY: Mobility 1101 GREENWOOD BLVD CIEMC D BY: LAKE MARY, FL 32746 C ROW N CASTLE 4511 N. HIMES AVE. SUfTE 210 TAMPA, FL 33614 J020-MAYPORT CCI NO.: 812565 FA NO.: 10020470 CONSTRUCTION DRAWINGS 0 10/04/18 FOR CONSTRUCTION 11 Dewberry° Dewberry Engineers Inc. 600 NORTH MAGNOLIA AVE. SUITE 1 OW ORLANDO, FL 32803 PHONE: 407.8435120 FAX: 407.648.8664 DRAWN W. LID RENEWED BY: NRK CIEMC D BY: JAA PROJECT NU16ETib00 002 JOB NUMBER: 60106172 SITE ADDRESS 1545 MAIN STREET TLANTIC BEACH, FL 32233 SHEET 7TILE STRUCTURAL DETAILS SHEET NUMBER S-1 N N at&t Mobility 5 11YA I a m r , i kv d ael FA NO: 10020470 - CCI NO: 812565 1545 MAIN STREET 11 DE� BERRY ENGINEERS INC. 800 NORTH MAGNOLIA AVENUE SUITE 1000 ORLANDO, FL 32803 PHQNE # (407) 843-5120 CONTACT. JULIE ANDREWS SITE ACQUISITION CROWN CASTLE F511 N. HIMES AVE. SUITE 210 TAMPA, FL 33614 NE f (813) 342-3900 CONSULTANT TEAM I • FLORIDA BUILDING CODE, 2017 6TH EDITION ANSVEW/TIA-222—G • NAno PL ELECTRIGIL CODE 2014, NFPA 0-2014 • FLORID FIRE PREVENTION CODE 2018}1 EDITION • A.D.A. II OMPUANCE: FACILTi IS UNMANNED AND NOT FOR HUMAN HABITATION. AP LICABLE CODES ATLANTIC BEACH, FL 32233 TENANT IMPROVEMENT -LTE 6TH CARRIER 4T4R SITE NAME: J02O—MAYPORT CCI NUMBER: 812565 PARCEL ID: 172325-0010 sDEEL->DMDRE�E ' 1545 MAIN STREET ATLANTIC BEACH, FL 32233 PROPERTY OWNER: PAR PRO LTD PO BOX 330177 ATLANTIC BEACH, FL 32233 TOWER OWNER: CROWN CASTLE 4511 HIMES AVENUE SUITE 210 TAMPA, FL 33614 APPUCANT%DEVELOPER: AT&T MOBILITY 1101 GREENWOOD BLVD. LAKE MARY, FL 32746 COORDINATES* LATITUDE: 30.3372194 (NAD83) LONGITUDE: —81.4198056' (NAD83) * PER RFDS DATED 07/05/18 PROJECT SUMMARY j DEPART AT&T OFFICE IN LAKE MARY: 11 START OUT GOING NORTH ON GREENWOOD BLVD TOWARD TECHNOLOG PARK. TURN LEFT ONTO LAKE EMMA RD. TURN LEFT ONTO W LAKE MARY BLVD. MERGE ONTO 1-4 E TOWARD DAYTONA B CH. MERGE ONTO 1-95 N VIA THE EXIT ON THE LEFT TOWARD JACKSONVILLE/DAYTONA BCH. MERGE ONTO FL -9B N VU EX 333 TOWARD JAX BEACHES. TAKE E BELTWAY/1-295 N TOWARD SAVANNAH/1-95 N. MERGE ONTO J TURNER BUTLER BLVD FL -202 E VIA EXIT 53. TAKE THE HODGES BLVD EXIT. TURN LEFT ONTO HODGES BLVD. TURN RIGHT ONTO ATLANTIC LVD/FL-10. MERGE ONTO MAYPORT RD/FL-A1A TOWARD NAVAL STATION MAYPORT. TURN LEFT ONTO LEVY RD. TURN IGHT ONTO MAN ST. DESTINATION IS ON THE RIGHT. 1. CONTRACTOR SHALL VERIFY ALL PLANS AND EXISTING DIMENSIONS AND CONDITIONS ON THE JOB SITE AND SHALL IMMEDIATELY NOTIFY THE ENGINEER IN WRITING OF ANY DISCREPANCIES BEFORE PROCEEDING WITH THE WORK OR BE RESPONSIBLE FOR SAME 2. CONTRACTOR SHALL NOTIFY OWNER FOR ACCESS TO SITE 3. ELECTRICAL PERMIT NOT REQUIRED. 4. THE PROJECT CONSISTS OF THE INSTALLATION OF. (3) ANTENNAS, (3) RRUS-4449 135/1312, 1) DC CABLF- MODIFICATION do ALL ARRUS-4478 B14, SSOCIATED RK.OUNT SCOPE OF WORK ^.ROWN CASTLE CM DATE AT&T CM DATE CROWN CASTLE RF DATE AT&T RF DATE APPROVALS THIS DOCUMENT WAS DEVELOPED TO REFLECT A SPECIFIC SITE AND ITS SITE CONDITIONS AND IS NOT TO BE USED FOR ANOTHER SITE OR WHEN OTHER CONDITIONS PERTAIN. REUSE OF THIS DOCUMENT IS AT THE SOLE RISK OF THE USER, SHIT. NO. DESCRIPTION T-1 TITLE SHEET REVIEYlED Br: — G-1 GENERAL NOTES CJ Ec1® IN: JAA C-1 PROPOSED SITE PLAN C-2 PROPOSED ELEVATION do ANTENNA ORIENTATION C-3 ANTENNA do CABLE SCHEDULE C-4 CONSTRUCTION DETAILS I C-5 CONSTRUCTION DETAILS II Sm AOOREss S-1 STRUCTURAL DETAILS SHEETINDEX • ULTIMATE DESIGN WIND SPEED: 129 MPH (3—SECOND GUST, Va) • NOMINAL DESIGN WIND SPEED: 100 MPH (3—SECOND GUST, Vae) • RISK CATEGORY: 11 • WIND EXPOSURE: C • APPLICABLE CODES: ANSI/TIA-222—G/2017 FLORIDA BUILDING CODE LOADING CRITERIA �N � 1 t& Mobility 1101 GREENWOOD BLVD LAKE MARY, FL 332/1V7A48' CROWN CASTLE 4511 N. HIMES AVE. SUITE 210 TAMPA, FL 33614 J020-MAYPORT CCI NO.: 812565 FA NO.: 10020470 CONSTRUCTION DRAWINGS 0 10/04/18 FOR CONSTRUCTION Dewberry* Dewberry Engineers Inc. BOO NORTH MAGNOLIA AVE. SUITE 1 OW ORLANDO, FL 32803 PHONE: 407.843.5120 FAX: 407.649.8664 MAWN W. Lm I REVIEYlED Br: W—IX71 CJ Ec1® IN: JAA PROJECT NUMBED 150098632 JOB NUMBER: 00106172 Sm AOOREss 1545 FAIN STREET ATLANTIC BEACH, FL 32233 TITLE SHEET SHEET NUMBER T-1 GENERAL NOTES: 1. FOR THE PURPOSE OF CONSTRUCTION DRAWING, HE FOLLOWING DEFINITIONS SHALL APPLY: PROJECT MANAGEMENT - CROWN CASTLE CONTRACTOR - GENERAL CONTRACTOR (CONSTRUCTION) OWNER - AT&T MOBILITY OEM - ORIGINAL EQUIPMENT MANUFACTURER 2. PRIOR TO THE SUBMISSION OF BIDS, THE BIDDING CONTRACTOR SHALL VISIT THE CELL SITE TO FAMILIARIZE WITH THE EXISTING CONDITIONS AND TO CONFIRM THAT HE WORK CAN BE ACCOMPLISHED AS SHOWN ON THE CONSTRUCTION DRAWINGS. ANY DISCREPANCY FOUND SHALL BE BROUGHT TO THE ATTENTION OF PROJECT MANAGEMENT. 3. ALL MATERIALS FURNISHED AND INSTALLED SHALL BE IN STRICT ACCORDANCE WITH ALL APPLICABLE CODS REGULATIONS, AND ORDINANCES. CONTRACTOR SHALL ISSUE ALL APPROPRIATE NOTICES AND COMPLY WITH LLL LAWS, ORDINANCES, RULES, REGULATIONS, AND LAWFUL ORDERS OF ANY PUBUC AUTHORITY REGARDING THE PER RMANCE OF THE WORK. 4, ALL WORK CARRIED OUT SHALL COMPLY WITH ALL APPLICABLE MUNICIPAL AND UTILITY COMPANY SPECIRCA IONS AND LOCAL JURISDICTIONAL CODS, ORDINANCES AND APPLICABLE REGULATIONS. 5. DRAWINGS PROVIDED HERE ARE NOT TO SCALE UNLESS OTHERWISE NOTED AND ARE INTENDED TO SHOW 0 JTUNE ONLY. 6 UNLESS NOTED TO OTHERWISE, COMPTHE LETEWORK ALL INSTALLATIONS INCLUDE ASFURNISHING INDICATED ON THE DRAWINGS. EQUIPMENT, APPURTENANCE ,AND 7. THE CONTRACTOR SHALL INSTALL ALL EQUIPMENT AND MATERIALS IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS UNLESS SPECIFICALLY STATED OTHERWISE. 8. IF THE SPECIFIED EQUIPMENT CANNOT BE INSTALLED AS SHOWN ON'THESE DRAWINGS, HE CONTRACTOR S L PROPOSE N ALTERNATIVE INSTALLATION FOR APPROVAL BY PROJECT MANAGEMENT. 9. CONTRACTOR SHALL DETERMINE ACTUAL ROUTING OF CONDUIT, POWER AND T1 CABLES, GROUNDING CARL AS SHOWN ON HE POWER, GROUNDING AND TELCO PLAN DRAWING. CONTRACTOR SHALL UTIUZE EXISTING TRA S AND/OR SHALL ADD NEW TRAYS AS NECESSARY. CONTRACTOR SHALL CONFIRM THE ACTUAL ROUTING WITH ROJECT MANAGEMENT. 10. THE CONTRACTOR SHALL PROTECT EXISTING IMPROVEMENTS, PAVEMENTS, CURBS, LANDSCAPING AND STRUC RES. ANY DAMAGED PART SHALL BE REPAIRED AT CONTRACTOR'S EXPENSE TO THE SATISFACTION OF THE OWNE . 11. CONTRACTOR SHALL LEGALLY AND PROPERLY DISPOSE OF ALL SCRAP MATERIALS SUCH AS COAXIAL CABLE AND OTHER ITEMS REMOVED FROM THE EXISTING FACILITY. ANTENNAS REMOVED SHALL BE RETURNED TO THE 0 NER'S DESIGNATED LOCATION. 12. CONTRACTOR SHALL LEAVE PREMISES IN CLEAN CONDITION. EIN. THE TOR SHA BE 13. THE CONTRACTOR RE PONSIBLE FOR ALL RCONSTRUCTION SE AND CMEANS, T THE PROJECT DESCRIBED TSCHINIQUES RSEQUENCES, NAND CPROCEDU ES AND FOR COORDINATING ALL PORTIONS OF THE WORK UNDER THE CONTRACT. 14. CONTRACTOR SHALL NOTIFY DEWBERRY 48 HOURS IN ADVANCE OF POURING CONCRETE, OR BACKFILLING T ENCHES, SEALING ROOF AND WALL PENETRATIONS & POST DOWNS, FINISHING NEW WALLS OR FINAL ELECTRICAL CO NECTIONS FOR ENGINEER REVIEW. 15. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS AND CONDITIONS PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON HE DRAWINGS MUST BE VERIFIED. CONTRACTOR SHAL NOTIFY PROJECT MANAGEMENT OF ANY DISCREPANCIES PRIOR TO ORDERING MATERIAL OR PROCEEDING WITH CONS RUCTION. RK CONTRACTOR HALL 16 THE EXISTING NOT DISRUPT THE LEXISTING NORMAL OPERATION. SITE IS IN FULL LANY EWORK NON EXISTINCONSTRUCTION O Y EQUIPMENT MUSTBE COORDINAT D W H LAND LORD. ALSO, WORK SHOULD BE SCHEDULED FOR AN APPROPRIATE MAINTENANCE WINDOW USUALLY I LOW TRAFFIC PERIODS AFTER MIDNIGHT. 17. SINCE THE CELL SITE IS ACTIVE, ALL SAFETY PRECAUTIONS MUST BE TAKEN WHEN WORKING AROUND HIGH. LEVELS OF ELECTROMAGNETIC RADIATION. EQUIPMENT SHOULD BE SHUTDOWN PRIOR TO PERFORMING ANY WORK THT COULD EXPOSE HE WORKERS TO DANGER. PERSONAL RF EXPOSURE MONITORS ARE ADVISED TO BE WORN TO ATL RT OF ANY DANGEROUS EXPOSURE LEVELS. SITE WORK GENERAL NOTES: 1. HE CONTRACTOR SHALL CONTACT UTILITY LOCATING SERVICES PRIOR TO THE SART OF CONSTRUCTION. 2. A LL EXISTING ACTIVE SEWER, WATER, GAS. ELECTRIC, AND OTHER UTILITIES WHERE ENCOUNTERED IN THE QRK, SHALL BE PROTECTED AT ALL TINTS, AND WHERE REQUIRED FOR HE PROPER EXECUTION OF THE WORK, HALL BE RELOCATED AS DIRECTED BY CONTRACTOR. EXTREME CAUTION SHOULD BE USED BY THE CONTRACTOR WHE EXCAVATING OR DRILLING PIERS AROUND OR NEAR UTILITIES. CONTRACTOR SHALL PROVIDE SAFETY TRAININC FOR HE WORKING CREW. HIS WILL INCLUDE BUT NOT BE LIMITED TO: A) FALL PROTECTION B) CONFINED SPACE C) ELECTRICAL SAFETY D) TRENCHING & EXCAVATION. 3. ALL SITE WORK SHALL BE AS INDICATED ON HE DRAWINGS AND. PROJECT SPECIFICATIONS, 4. IF NECESSARY, RUBBISH, STUMPS, DEBRIS, STICKS, STONES, TOP SOIL AND OTHER REFUSE SHALL BE REMED FROM HE SITE AND DISPOSED OF LEGALLY. 5. ALL EXISTING INACTIVE SEWER, WATER, GAS, ELECTRIC AND OTHER UTILITIES, WHICH INTERFERE WITH THE E ECUTION OF THE WORK, SHALL BE REMOVED AND/OR CAPPED. PLUGGED OR OTHERWISE DISCONTINUED AT POINTS HICH WILL NOT INTERFERE WITH HE EXECUTION OF THE WORK, SUBJECT TO THE APPROVAL OF CONTRACTOR, 0 NER AND/OR LOCA UTILITIES. 6. CONTRACTOR SHALL MINIMIZE DISTURBANCE TO EXISTING SITE DURING CONSTRUCTION. 7. HE CONTRACTOR SHALL PROVIDE SITE SIGNAGE IN ACCORDANCE WITH THE AT&T SPECIFICATION FOR SITE IGNAGE. 8. THE SITE SHALL BE GRADED TO CAUSE SURFACE WATER TO FLOW AWAY FROM HE TRANSMISSION EQUIPM NT AND TOWER AREAS. 9. NO FILL OR EMBANKMENT MATERIAL SHALL BE PLACED ON FROZEN GROUND. FROZEN MATERIALS, SNOW 0 ICE SHALL NOT BE PLACED IN ANY FILL OR EMBANKMENT. 10. HE SUB GRADE SHALL BE COMPACTED AND BROUGHT TO A SMOOTH UNIFORM GRADE PRIOR TO FINISHED.SURFACL APPLICATION, SEE SOIL COMPACTION NOTES. 11, HE AREAS OF THE OWNER'S PROPERTY DISTURBED BY HE WORK AND NOT COVERED BY THE TOWER,EQ IPMENT OR DRIVEWAY, SHALL BE GRADED TO A UNIFORM SLOPE, AND STABILIZED TO PREVENT EROSION. 12. EROSION CONTROL MEASURES, IF REQUIRED DURING CONSTRUCTION. SHALL BE IN CONFORMANCE WITH H LOCAL JURISDICTION'S GUIDELINES FOR EROSION AND SEDIMENT CONTROL. CONCRETE AND REINFORCING STEEL NOTES: i AND CONCRETE WORK SHALL BE IN AND CONSTRUCTIONCCORDANCE SPECIFCATIONN FOR CASTH THE -IN-PLACE ACI 3CONCRETE.6±ASTM 0184, ASTM 0185 AU 2. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4000 PSI AT 28 PAYS, UNLESS NOTED OTHERWISE. A HIGHER STRENGTH (4000 PSI) MAY BE USED. ALL CONCRETING WORK SHALL BE DONE IN ACCORDANCE WITH ACI 318 CODE REQUIREMENTS. 3. REINFORCING STEEL SHALL CONFORM TO ASTM A 615, GRADE 60, DEFORMED UNLESS NOTED OTHERWISE. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A 185 WELDED STEEL WIRE FABRIC UNLESS NOTED OTHERWISE (UNO). SPLICES SHALL BE CLASS "8" AND ALL HOOKS SHALL BE STANDARD, UNO. 4. THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR REINFORCING STEEL UNLESS SHOWN OTHERWISE ON DRAWINGS: CONCRETE CAST AGAINST EARTH........3 IN. CONCRETE EXPOSED TO EARTH OR WEATHER: ##6 AND LARGER ..........................2 IN. #5 AND SMALLER & WWF........i 1/2 IN. CONCRETE NOT EXPOSED TO EARTH OR WEATHER OR NOT CAST AGAINST THE GROUND: SLAB AND WALL ........................3/4 IN. BEAMS AND COLUMNS .............. 1 1/2 IN. 5. A CHAMFER 3/4" SHALL BE PROVIDED AT ALL EXPOSED EDGES OF CONCRETE, UNO, IN ACCORDANCE WITH ACI 301 SECTION 4.2.4. 6. INSTALLATION OF CONCRETE EXPANSION/WEDGE ANCHOR, SHALL BE PER MANUFACTURER'S WRITTEN RECOMMENDED PROCEDURE. HE ANCHOR BOLT, DOWEL OR ROD SHALL CONFORM TO MANUFACTURERS RECOMMENDATION FOR EMBEDMENT DEPTH OR AS SHOWN ON THE DRAWINGS. NO RE13AR SHALL BE CUT WIT14OUT PRIOR CONTRACTOR APPROVAL WHEN DRILLING HOLES IN CONCRETE, SPECIAL INSPECTIONS, REQUIRED BY GOVERNING CODES, SHALL BE PERFORMED STAINLESS RSEEL OR HIOT MDIPPEDC MAXIMUM ALL PROVIDED BY ANCHORS TO DDEXPANSION/WEDGE RAMSEF/REDHEAD OR APPROVED EQUAL. 7. CONCRETE CYLINDER TEST IS NOT REQUIRED FOR SLAB ON GRADE WHEN CONCRETE IS LESS THAN 50 CUBIC YARDS (IBC 1905.6.2.3) IN THAT EVENT THE FOLLOWING RECORDS SHALL BE PROVIDED BY HE CONCRETE SUPPLIER; (A) RESULTS OF CONCRETE CYLINDER TESTS PERFORMED AT THE SUPPLIER'S PLANT, (B) CERTIFICATION OF MINIMUM COMPRESSIVE STRENGTH FOR HE CONCRETE GRADE SUPPLIED. FOR GREATER THAN 50 CUBIC YARDS THE GC SHALL PERFORM THE CONCRETE CYLINDER TEST. 8. AS AN ALTERNATIVE TO ITEM 7, TEST CYUNDERS SHALL BE TAKEN INITIALLY AND THEREAFTER FOR EVERY 50 YARDS OF CONCRETE FROM EACH DIFFERENT BATCH PLANT. 9. EQUIPMENT SHALL NOT BE PLACED ON NEW PADS FOR SEVEN DAYS AFTER PAD IS POURED, UNLESS IT IS VERIFIED BY CYLINDER TESTS THAT COMPRESSIVE STRENGTH HAS BEEN ATTAINED. STRUCTURAL STEEL NOTES: 1. ALL STEEL WORK SHALL BE PAINTED OR GALVANIZED IN ACCORDANCE WITH HE DRAWINGS UNLESS NOTED OTHERWISE. STRUCTURAL STEEL SHALL BE ASTM -A-36 UNLESS OTHERWISE NOTED ON THE SITE SPECIFIC DRAWINGS. STEEL DESIGN, INSTALLATION AND BOLTING SHALL BE PERFORMED IN ACCORDANCE WITH THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) "MANUAL OF STEEL CONSTRUCTION". 2. ALL WELDING SHALL BE PERFORMED USING E70XX ELECTRODES AND WELDING SHALL CONFORM TO AISC. WHERE FILLET WELD SIZES ARE NOT SHOWN, PROVIDE HE MINIMUM SIZE PER TABLE J2.4 IN THE AISC "MANUAL OF STEEL CONSTRUCTION". PAINTED SURFACES SHALL BE TOUCHED UP. 3. BOLTED CONNECTIONS SHALL BE ASTM A325 BEARING TYPE (3/4"0) CONNECTIONS AND SHALL HAVE MINIMUM OF TWO BOLTS UNLESS NOTED OTHERWISE. 4. NON-STRUCTURAL CONNECTIONS FOR STEEL GRATING MAY USE 5/8" DIA. ASTM A 307 BOLTS UNLESS NOTED OTHERWISE. 5. INSTALLATION OF CONCRETE EXPANSION/WEDGE ANCHOR. SHALL BE PER MANUFACTURER'S WRITTEN RECOMMENDED PROCEDURE. HE ANCHOR BOLT, DOWEL OR ROD SHALL CONFORM TO MANUFACTURER'S RECOMMENDATION FOR EMBEDMENT DEPTH OR AS SHOWN ON THE DRAWINGS. NO REBAR SHALL BE CUT WITHOUT PRIOR CONTRACTOR APPROVAL WHEN DRILLING HOLES IN CONCRETE. SPECIAL INSPECTIONS. REQUIRED By GOVERNING CODES, SHALL BE PERFORMED IN ORDER TO MAINTAIN MANUFACTURER'S MAXIMUM ALLOWABLE LOADS. ALL EXPANSION/WEDGE ANCHORS SHALL BE STAINLESS STEEL OR HOT DIPPED GALVANIZED. EXPANSION BOLTS SHALL BE PROVIDED BY RAMSET/REDHEAD OR APPROVED EQUAL 6. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS FOR ENGINEER REVIEW & APPROVAL ON PROJECTS REQUIRING STRUCTURAL STEEL. 7. ALL STRUCTURAL STEEL WORK SHALL BE DONE IN ACCORDANCE WITH AISC SPECIFICATIONS. SOIL COMPACTION NOTES FOR SLAB ON GRADE: 1. EXCAVATE AS REQUIRED TO REMOVE VEGETATION & TOPSOIL EXPOSE UNDISTURBED NATURAL SUBGRADE AND PLACE CRUSHED STONE AS REQUIRED. 2. COMPACTION CERTIFICATION: AN INSPECTION AND WRITTEN CERTIFICATION BY A QUALIFIED GEOTECHNICAL TECHNICIAN OR ENGINEER IS ACCEPTABLE. 3. AS AN ALTERNATIVE TO INSPECTION AND WRITTEN CERTIFICATION, THE "UNDISTURBED SOIL" BASE SHALL BE COMPACTED WITH "COMPACTION EQUIPMENT", LISTED BELOW, TO AT LEAST 90% MODIFIED PROCTOR MAXIMUM DENSITY PER ASTM D 1557 METHOD C. 4. COMPACTED SUBBASE SHALL BE UNIFORM & LEVELED. PROVIDE 5" MINIMUM CRUSHED STONE OR GRAVEL COMPACTED IN 3" LIFTS ABOVE COMPACTED SOIL. GRAVEL SHALL BE NATURAL OR CRUSHED WITH 100% PASSING 1" SIEVE. S. AS AN ALTERNATIVE TO ITEMS 2 AND 3 PROOFROLL THE SUBGRADE SOILS WITH 5 PASSES OF A MEDIUM SIZED VIBRATORY PLATE COMPACTOR (SUCH AS SOMAG BPR 30/38) OR HAND -OPERATED SINGLE DRUM VIBRATORY ROLLER (SUCH AS BOMAG BW 55E). ANY SOFT AREAS THAT ARE ENCOUNTERED SHOULD BE REMOVED AND REPLACED WITH A WELL -GRADED GRANULAR FILL, AND COMPACTED AS STATED ABOVE. COMPACTION EQUIPMENT: 1. HAND OPERATED DOUBLE DRUM, VIBRATORY ROLLER,. VIBRATORY PLATE COMPACTOR OR JUMPING JACK COMPACTOR. CONSTRUCTION NOTES: 1. FIELD VERIFICATION: CONTRACTOR SHALL FIELD VERIFY SCOPE OF WORK, AT&T ANTENNA PLATFORM LOCATION AND ANTENNAS TO BE REPLACED. 2. COORDINATION OF WORK: CONTRACTOR SHALL COORDINATE RF WORK AND PROCEDURES WITH PROJECT MANAGEMENT. 3. CABLE LADDER RACK: CONTRACTOR SHALL FURNISH AND INSTALL CABLE LADDER RACK, CABLE TRAY, AND CONDUIT AS REQUIRED TO SUPPORT CABLES TO THE NEW BTS LOCATION. ELECTRICAL INSTALLATION NOTES: ' 1. ALL ELECTRICAL WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS, .NEC AND ALL APPLICABLE LOCAL CODES. 2. CONTRACTOR SHALL MODIFY EXISTING CABLE TRAY SYSTEM AS REQUIRED TO SUPPORT RF AND TRANSPORT CABLING TO HE NEW BTS EQUIPMENT. CONTRACTOR SHALL SUBMIT MODIFICATIONS TO PROJECT MANAGEMENT FOR APPROVAL. 3. CONDUIT ROUTINGS ARE SCHEMATIC. CONTRACTOR SHALL INSTALL CONDUITS SO THAT ACCESS TO EQUIPMENT IS NOT BLOCKED. 4. WIRING, RACEWAY AND SUPPORT METHODS AND MATERIALS SHALL COMPLY WITHHE REQUIREMENTS OF THE NEC. 5. ALL CIRCUITS SHALL BE SEGREGATED AND MAINTAIN MINIMUM CABI LE SEPARATION AS REQUIRED BY THE NEC. 6. CABLES SHALL NOT BE ROUTED THROUGH LADDER -STYLE CABLE TRAY RUNGS. 7. EACH END OF EVERY POWER, POWER PHASE CONDUCTOR (I.E.. HOTS), GROUNDING, AND T1 CONDUCTOR AND CABLE SHALL BE LABELED WITH COLOR -CODED INSULATION OR ELECTRICAL TAPE (3M BRAND, 1/2 INCH PLASTIC. ELECTRICAL TAPE WITH W PROTECTION, OR EQUAL). THE IDENTIFICATION METHOD SHALL CONFORM WITH NEC & OSHA, AND MATCH EXISTING INSTALLATION REQUIREMENTS. 8. AL ELECTRICAL COMPONENTS SHALL BE CLEARLY LABELED WITH ENGRAVED LAMACOID PLASTIC LABELS. ALL EQUIPMENT SHALL BE LABELED WITH HEIR VOLTAGE RATING, PHASE CONFIGURATION, WIRE CONFIGURATION, POWER OR AMPACITY RATING, AND BRANCH CIRCUIT ID NUMBERS (I.E., PANELBOARD AND, CIRCUIT ID'S). 9.-PANELBOARDS (ID NUMBERS) AND INTERNAL CIRCUIT BREAKERS (CIRCUIT ID NUMBERS) SHALL BE CLEARLY LABELED WITH ENGRAVED LAMACOID PLASTIC LABELS. 10. ALL TIE WRAPS SHALL BE CUT FLUSH WITH APPROVED CUTTING TOOL TO REMOVE SHARP EDGES 11. POWER, CONTROL, AND EQUIPMENT GROUND WIRING IN TUBING OR CONDUIT SHALL BE SINGLE CONDUCTOR (SIZE 14 AWG OR LARGER), 60OV, OIL RESISTANT HHN OR HWN-2, CLASS B STRANDED;COPPER CABLE RATED FOR 90 'C CHERWISEDRY) OPERATION; LISTED OR LABELED FOR THE LOCATION AND RACEWAY SYSTEM USED,. UNLESS SPE 12. POWER PHASE CONDUCTORS (I.E., HOTS) SHALL BE LABELED WITH COLOR -CODED INSULATION OR ELECTRICAL TAPE CODES SHALL CONFORM2 INCH PLASTIC HE NECELECTRICAL OSHA ANDWITH MATCHPROTECTION, EXISTING INSTALLATION R QU REMENTS. COLOR 13. SUPPLEMENTAL EQUIPMENT GROUND WIRING LOCATED INDOORS SHALL BE SINGLE CONDUCTOR (SIZE 6 AWG OR LARGER), 60OV, OIL RESISTANT THHN OR THWN-2 GREEN INSULATION, CLASS B STRANDED COPPER CABLE RATED FOR 90-C (WET AND DRY) OPERATION; LISTED OR LABELED FOR THE LOCATION AND RACEWAY SYSTEM USED, UNLESS OTHERWISE SPECIFIED. 14. SUPPLEMENTAL EQUIPMENT GROUND WIRING LOCATED OUTDOORS, OR BELOW GRADE. SHALL BE SINGLE CONDUCTOR #2 AWG SOLID TINNED COPPER CABLE, UNLESS OTHERWISE SPECIFIED. '. 15. POWER AND CONTROL WIRING, NOT IN TUBING OR CONDUIT, SHALL BE MULTI -CONDUCTOR, TYPE TC CABLE (SIZE 14 AWG OR LARGER), 600V, OIL RESISTANT HHN OR HWN-2, CLASS B STRANDED COPPER CABLE RATED FOR 90-C (WET AND DRY) OPERATION; WITH OUTER JACKET; LISTED OR LABELED FOR THE LOCATION USED, UNLESS OTHERWISE SPECIFIED. 15. ALL POWER AND POWER GROUNDING CONNECTIONS SHALL BE CRIMP -STYLE, COMPRESSION WIRE LUGS AND WIRENUTS BY THOMAS AND BETTS (OR EQUAL). LUGS AND WIRENUTS SHALL BE RATED FOR OPERATION AT NO LESS THAN 75'C (9VC IF AVAILABLE). 17. RACEWAY AND CABLE TRAY SHALL BE LISTED OR LABELED FOR ELECTRICAL USEIIN ACCORDANCE WITH NEMA, UL, ANSI/IEEE, AND NEC. 18. NEW RACEWAY OR CABLE TRAY WILL MATCH THE EXISTING INSTALLATION WHERE OSSIBLE. 19. ELECTRICAL METALLIC TUBING (EMT) OR RIGID NONMETALLIC CONDUIT (I.E.. RIGID PNC SCHEDULE 40, OR RIGID PVC SCHEDULE 80 FOR LOCATIONS SUBJECT TO PHYSICAL DAMAGE) SHALL BE USED FOR EXPOSED INDOOR LOCATIONS. 20. ELECTRICAL METALLIC TUBING (EMT), ELECTRICAL NONMETALLIC TUBING (ENT), OF RIGID NONMETALLIC CONDUIT (RIGID PVC, SCHEDULE 40) SHALL BE USED FOR CONCEALED INDOOR LOCATIONS. 21. GALVANIZED STEEL INTERMEDIATE METALLIC CONDUIT (IMC) SHALL. BE USED FOR OUTDOOR LOCATIONS ABOVE GRADE. 22. RIGID NONMETALLIC CONDUIT (I.E.,. RIGID PVC SCHEDULE 40 OR RIGID PVC SCHEDULE 80) SHALL BE USED UNDERGROUND; DIRECT BURIED, IN AREAS OF OCCASIONAL LIGHT VEHICLE 7RAFFC OR ENCASED IN REINFORCED CONCRETE IN AREAS OF HEAVY VEHICLE TRAFFIC. 23. LIQUID -TIGHT FLEXIBLE METALLIC CONDUIT (LIQUID-TITE FLEX) SHALL BE USED I DOORS AND OUTDOORS, WHERE VIBRATION OCCURS OR FLEXIBILFTY IS NEEDED. 24. CONDUIT AND TUBING FITTINGS SHALL BE THREADED OR COMPRESSION -TYPE ANP APPROVED FOR THE LOCATION USED. SETSCREW FITTINGS ARE NOT ACCEPTABLE. 25. CABINETS, BOXES, AND WIREWAYS SHALL BE LISTED OR LABELED FOR ELECTRIC* USE IN ACCORDANCE WITH NEMA, UL, ANSI/IEEE, AND NEC. 26. CABINETS, BOXES, AND WIREWAYS TO MATCH THE EXISTING INSTALLATION WHERElPOSSIBLE- 27. WIREWAYS SHALL BE EPDXY-COATED (GRAY) AND INCLUDE A HINGED COVER, DF IGNED TO SWING OPEN DOWNWARD; SHALL BE PANDUIT TYPE E -(OR EQUAL); AND RATED NEMA 1 (OR BETTER) IND ORS, OR NEMA 3R (OR BETTER) OUTDOORS. 28. EQUIPMENT CABINETS, TERMINAL BOXES, JUNCTION BOXES, AND PULL BOXES SHALL BE GALVANIZED OR EPDXY-COATED SHEET STEEL, SHALL MEET OR EXCEED UL 50, AND RATED NEMA 1(OR BETTER) INDOORS, OR NEMA 3R (OR BETTER) OUTDOORS. 29 METAL SHALL MEET POR EXCEED CUL 514A H, AND AND NEMA OSS1AND RATEDCE BOXES LL BE VANEMA 1E(OR BETTER) INDOORS, NON-CORRODING; ORWEATTHER PROTECTED (WP OR BETTER) OUTDOORS. 30. NONMETALLIC RECEPTACLE. SWITCH, AND DEVICE BOXES SHALL MEET OR EXCEED NEMA OS 2; AND RATED NEMA 1 (OR BETTER) INDOORS, OR WEATHER PROTECTED (WP OR BETTER) OUTDOORS. 1 31. THE CONTRACTOR SHALL NOTIFY AND OBTAIN NECESSARY AUTHORIZATION FROM PROJECT MANAGEMENT BEFORE COMMENCING WORK ON THE AC POWER DISTRIBUTION PANELS. 32. THE CONTRACTOR ACCORDANCE WITHSHALL APPLPROVIDE TAGGING ICABLE CODES ANDSTNDARDS TO SA SAFEGUARD CABLES A AGAINSTLIFE ANDND IPROPERTY.BUTION IN 1 ..x at&t Mobility 1101 GREENWOOD BLVD LAKE MARY, FL 32746 CROWN CASTLE 4511 N. HIMES AVE. SUITE 210 TAMPA, FL 33614 J020-MAYPORT CCI NO.: 812565 FA NO.: 10020470 CONSTRUCTION DRAWIN 0 10/04/18 LCONSrRUC`]nON , Dewberry* Dewberry Engineers Inc. 800 NORTH MAGNOLIA AVE. SURE 1000 ORLANDO, FL 32803 PHONE: 407.843.5120 FAX 407.648.8664 %sa* rL-..,v F ii I I RENEWED BY: in .0(e . • s a ; gEq(m BY: •,oq PROJECT' NU16 b DRAWN BY: LED RENEWED BY: NRK gEq(m BY: JAA PROJECT' NU16 b 50098632 JOB 11UII�A 50106172 SIZE ADDWS 1545 MAIN STREET ATLANTIC BEACH, FL 32233 SHEET 1I1LE GENERAL NOTES SHEET NUMBER G-1 i.—.—*—"—*—"—*—"-- Existing Utility N*--"--"—:—._yam*_ Frame (TYp.) Existing T Mobile " W i Equipment Pad Q I Existing Cable Bridge (Typ.) I Existing 190'± Tall Self—Support Tower Existing Cleorwire Equipment Pad INSTALL PROPOSED AT&T i CABLES ON EXISTING i WAVEGUIDE BRIDGE Existing AT&T Cable * I Bridge (Typ.) Existing Chain Link I X Fence (Ty p.) i j � I Existing AT&T Equipment i Shelter i 11'-9"x36'-7" i Existing Generator i on Concrete Pad � Existing 12 I ._0.. Wide i L,- Entrance Gate 11 1 C - NOTES: 1. NORTH ARROW SHOWN AS APPROXIMATE. 2. SOME EXISTING & PROPOSED INFORMATION NOT SHOWN PROPOSED SITE PLAN/-,-"\ FOR CLARITY. SCALE: 1/10'-1' FOR 11707' 1/5'-1' FOR 22'x34' 3. DEWBERRY WAS NOT PROVIDED WITH OR CONTRACTED TO PERFORM A STRUCTURAL ANALYSIS ON THIS TOWER. TOWER RELATED IMPROVEMENTS ARE NOT TO BE INSTALLED WITHOUT A PASSING STRUCTURAL ANALYSIS. 4. ALL PROPOSED EQUIPMENT INCLUDING ANTENNAS, COAX. SURGE ARRESTORS, RRU'S, ETC. SHALL BE MOUNTED IN ACCORDANCE WITH THE ANTENNA MOUNT ANALYSIS REPORT BY USA ENGINEERING, DATED 08/06/18- 5. PLANS BASED ON INFORMATION OBTAINED FROM THE CROWN CASTLE WEBSITE (WWW.CCISITES.COM). at &t Mobility 1101 GREENWOOD BLVD LAKE MARY, FL 32746 CROWN CASTLE 4511 N. HIMES AVE. SUrrE 210 TAMPA, FL 33614 J020-MAYPORT CCI NO.: 812565 FA NO.: 10020470 CONSTRUCTION DRAWINGS 0 10/04/18 FOR CONSTRUCTION 11 Dewberry Dewberry Engineers Inc. 800 NORTH MAGNOLIAAVE. SUITE 1000 ORLANDO, FL 32803 PHONE: 407.843.5120 FAX: 407.648.8664 ..111111x.. DRAWN BY: LED REVIEWm BY: NPoX CHECKED BY: JAA PROJECT NUImot 50000032 JOB INIIIdwe 50100172 S11E ADDRESS 1545 MAIN STREET ATLANTIC BEACH, FL 32233 SHEET WILE PROPOSED SITE PLAN SHEET Imam C-1 IOPOSED POSITION 4 ANTENNA 2 fP.-1 PER SEC10R. 3 TOTAL) C-4 Existing Position 1, 2, & 3 Antenna (Typ.-3 Per Sector, 9 Total) Overall Tower Hei ht _ _ Elev. = 194-6"± A.G.L. _ Top_of Self—Support Towe T Elev. = 190'-0"± A.G.L. C.L OF ExISITNG & PROPOSED ik- TEEN. - 1 t AG.L C.L. of Existing_Antennas_ Elev. -;;;-I 78'—D"± AG.L Existing Antennas (Typ.) (By Others) C.L.of Existin�c_An A.G.L _ PROPOSED CABLES TO BE ROUTED UP TOWER IN ACCORDANCE WITH STRUCTURAL. ANALYSIS. Existing Climbing Pegs (Typ.) Existing 190'± Tall Self -Support Tower Existing AT&T Equipment Shelter Existing Chain Link Fence (Typ.) PROPOSED ELEVATION%1 SCALE 1'-30' FOR 11 07' 1'-15' FOR 22'x34' Existing Grade Elev. = 0'-0"T' A.G.L. Existing 190'± Tall Self -Support Tower G4 o Sec J`tir Oo do G3 Existing Position 3 RR JS -11 G2 Per Sector, 3 Total) (TO BE OdED) 31 Existing Dcr (TRYE11Nt�� II r// � B3 Existing Position 4 RRUS-32 866 (Typ.-1 Per Sector, 3 Total) (TO REMAIN) B4 G4 Existing DC6 (Typ.-3) (TLD REMAIN) Existing Position 1 TMA �(TIO RE Sector, 3 Total) (T 7f-1 B1 e PROPOSED POSITION 4 ANTENNA J Cr► MP. -1 PER SECTOR. 3 TOTAL) 7 veto So Existing DC2 (Typ.—6) `th 1i,7 62 Existing Position 2 RRUS-12 (Typ.-1 Per Sector, 3 Total) (TO BE REMOVED Mk REPLACED) Existing Position 1, 2, & 3 Antenna (Typ.-3 REMAIN) Existing Sector, 9 Total) Existing B213 RRU Mount (Typ.-1 Per Sector, 3 Total) (TO BE REMOVED R REPLACED) EXISTING ANTENNA LAYOUT2 SCALE N.T.S. CROWN CASTLE NOTE: DO NOT TRAP OR BLOCK THE SAFETY CLIMB - _... 1. ALL INSTALLED EQUIPMENT IS NOT TO EXCEED 2D7' -D" A.G.L. PER FAA DETERMINATION. 2, ALL AT&T EQUIPMENT NOT TO EXCEED THE BOTTOM OF THE BEACON LIGHT. 3. CROWN CASTLE REQUIREMENT: TAPE DROP REQUIRED FOR RAD CENTER AND OVERALL TOWER HEIGHT WHEN EQUIPMENT IS WITHIN 10'-0" OF THE TOP OF THE TOWER. G3 PROPOSED POSITION 4 MM -4449 B9 12 e MOUNTED BACK TO BACK BEHIND PROPOSED ANTENNA ON PROPOSED RRU NOUNr C-5 (fYP.-1 PER SECTOR. 3 TOTAL) PROPOSED 1.9'0 SCH.40 GALV. DIAGONAL. STEEL PIPE ('11'P-2 PER SECTOR. 6 TOTAL)/'1_N/ 1 CONNECTED 1p0 D(1STING V --FRAME USING C-4 S-1 ADJUSTABLE CLAMP PLATE �SITE PRO 1 P/N; PICK OR APPROVED EW W 1YP.-4 PER SECTOR. 12 TOTAL) Existing Position 2 RRUS-32 B2 (Typ.-1 Per Sector, 3 Total) Existing Position 3 RRUS-32 (Typ.-1 Per Sector, 3 Total) Al A2 `3 A4 Existing 190'± Tall Self—Support Tower R3 _�\G1 u EXISTING STIFF ARM PIPE RELOCATED AND CONNECTED TO FRONT' HORRONIAL PPE AND TOMER LED WITH SITE PRO 1 (P/N: 1 2 (TYP.-1 PER SEC`ORR,3 S-1 S-1 ".-1 PER SECTOR. 3 TOT Existing Position 4 RRUS-32 866 (Typ.-1 Per Sector, 3 Total) Existing DC6 (Typ.-3) Existing Position 1 TMA (Typ.-1 Per Sector, 3 Total) 31 B2 PROPOSED POSITION 2 RRUS-4478 814 MOUNTED BACK TO BACK BEHIND DUSiINO ANTENNA ON DOSRNG RRU MOUNT 1 83 CM. -1 PER SECTOR, 3 TOTAL) C -S Existing Position 1, 2, & 3 Antenna 134 (Typ.-3 Per Sector, 9 Total) PROPOSED 1129 RRU MOUNT (ERICSSON P/N: APPROVEDEWSXK1250461/1 C35 AQ (TM. -1 PER SECTOR. 3 TOTAL) NOTE' 1. INSTALL MOUNT MODIFICATION IN ACCORDANCE WITH THE ANTENNA MOUNT ANALYSIS REPORT BY USA ENGINEERING, DATED 08/06/10. 2. MAINTAIN TYPICAL 3' MINIMUM ANTENNA SEPARATION. 3. MAINTAIN 3' MINIMUM EDGE TO EDGE SEPARATION BETWEEN B12 AND B14 ANTENNAS. PROPOSED ANTENNA LAYOUT SCALE N.T.S. CONTRACTOR IS RESPONSIBLE FOR VERIFYING EXISTING CONDITIONS AND IDENTIFYING ANY EXISTING CONFLICTS (INCLUDING BUT NOT LIMITED TO EXISTING COAXIAL CABLES, SAFETY CLIMBS, ETC) AND DETERMINING TEMPORARY BRACING OR RELOCATION REQUIRED FOR INSTALLATION OF THE PROPOSED EQUIPMENT. THE CONTRACTOR SHALL RESTORE ALL RELOCATED ITEMS TO PREVIOUS CONDITIONS. A.G.L. = ABOVE GRADE LEVEL C.L. = CENTER LINE NOTES: 1. PRIOR TO START OF ANY WORK, A PASSING STRUCTURAL ANALYSIS SHALL BE PROVIDED BY A FLORIDA LICENSED P.E. CONTRACTOR TO OBTAIN A COPY BEFORE STARTING ANY WORK. 2, ALL ANTENNAS, COAX, SURGE ARRESTORS, RRUS, ETC. TO BE INSTALLED IN ACCORDANCE WITH STRUCTURAL ANALYSIS PROVIDED BY OTHERS AND FINAL AT&T RF DATA SHEET. 3. DEWBERRY ENGINEERS, INC. MAKES NO GUARANTEE THAT THE NUMBER, TYPE AND LOCATION OF RRHS, SURGE ARRESTORS, DC TRUNK CABLES, FIBER CABLES, RET CABLES AND FLEX CONDUITS SHOWN ON PLANS ARE CORRECT. THE CONTRACTOR SHALL VERIFY EXACT NUMBER, TYPE AND LOCATION OF MENTIONED ITEMS WITH AT&T PRIOR TO CONSTRUCTION. a t & t Mobility 1101 GREENWOOD BLVD LAKE MARY, FL 32746 CROWN CAST L E 1511 N. HIMES AVE. SUITE 210 TAMPA, FL 33614 J020-MAYPORT CCI NO.: 812565 FA NO.: 10020470 CONSTRUCTION DRAWINGS 0 10/04/16 FOR CONSTRUCTION Dewberry Dewberry Engineers Inc. 800 NORTH MAGNOLIA AVE. SUITE 1000 �O��RLLAAJJNEDO, FL32808 SFT7t:'4b %4D843.5120 DRAVN W. LED N N Existing Position 4 Antenna Existing Position 2 RRUS-32 B2 CHECKED BY: (Typ.-1 Per Sector, 3 Total) (Typ.-1 Per Sector, 3 Total) PROJECT NUMBER (TO BE REMOVED Mk REPLACED) (TO REMAIN) JOB NUMBER: 80106172 Existing Position 3 RRUS-32 ,y w (T11.-1 Per Sector, 3 Total) o � (TO REMNN) N E [ A Al r¢ A2a o A3 A4 Q[;� - Existing 190'± Tall Self -Support Tower G4 o Sec J`tir Oo do G3 Existing Position 3 RR JS -11 G2 Per Sector, 3 Total) (TO BE OdED) 31 Existing Dcr (TRYE11Nt�� II r// � B3 Existing Position 4 RRUS-32 866 (Typ.-1 Per Sector, 3 Total) (TO REMAIN) B4 G4 Existing DC6 (Typ.-3) (TLD REMAIN) Existing Position 1 TMA �(TIO RE Sector, 3 Total) (T 7f-1 B1 e PROPOSED POSITION 4 ANTENNA J Cr► MP. -1 PER SECTOR. 3 TOTAL) 7 veto So Existing DC2 (Typ.—6) `th 1i,7 62 Existing Position 2 RRUS-12 (Typ.-1 Per Sector, 3 Total) (TO BE REMOVED Mk REPLACED) Existing Position 1, 2, & 3 Antenna (Typ.-3 REMAIN) Existing Sector, 9 Total) Existing B213 RRU Mount (Typ.-1 Per Sector, 3 Total) (TO BE REMOVED R REPLACED) EXISTING ANTENNA LAYOUT2 SCALE N.T.S. CROWN CASTLE NOTE: DO NOT TRAP OR BLOCK THE SAFETY CLIMB - _... 1. ALL INSTALLED EQUIPMENT IS NOT TO EXCEED 2D7' -D" A.G.L. PER FAA DETERMINATION. 2, ALL AT&T EQUIPMENT NOT TO EXCEED THE BOTTOM OF THE BEACON LIGHT. 3. CROWN CASTLE REQUIREMENT: TAPE DROP REQUIRED FOR RAD CENTER AND OVERALL TOWER HEIGHT WHEN EQUIPMENT IS WITHIN 10'-0" OF THE TOP OF THE TOWER. G3 PROPOSED POSITION 4 MM -4449 B9 12 e MOUNTED BACK TO BACK BEHIND PROPOSED ANTENNA ON PROPOSED RRU NOUNr C-5 (fYP.-1 PER SECTOR. 3 TOTAL) PROPOSED 1.9'0 SCH.40 GALV. DIAGONAL. STEEL PIPE ('11'P-2 PER SECTOR. 6 TOTAL)/'1_N/ 1 CONNECTED 1p0 D(1STING V --FRAME USING C-4 S-1 ADJUSTABLE CLAMP PLATE �SITE PRO 1 P/N; PICK OR APPROVED EW W 1YP.-4 PER SECTOR. 12 TOTAL) Existing Position 2 RRUS-32 B2 (Typ.-1 Per Sector, 3 Total) Existing Position 3 RRUS-32 (Typ.-1 Per Sector, 3 Total) Al A2 `3 A4 Existing 190'± Tall Self—Support Tower R3 _�\G1 u EXISTING STIFF ARM PIPE RELOCATED AND CONNECTED TO FRONT' HORRONIAL PPE AND TOMER LED WITH SITE PRO 1 (P/N: 1 2 (TYP.-1 PER SEC`ORR,3 S-1 S-1 ".-1 PER SECTOR. 3 TOT Existing Position 4 RRUS-32 866 (Typ.-1 Per Sector, 3 Total) Existing DC6 (Typ.-3) Existing Position 1 TMA (Typ.-1 Per Sector, 3 Total) 31 B2 PROPOSED POSITION 2 RRUS-4478 814 MOUNTED BACK TO BACK BEHIND DUSiINO ANTENNA ON DOSRNG RRU MOUNT 1 83 CM. -1 PER SECTOR, 3 TOTAL) C -S Existing Position 1, 2, & 3 Antenna 134 (Typ.-3 Per Sector, 9 Total) PROPOSED 1129 RRU MOUNT (ERICSSON P/N: APPROVEDEWSXK1250461/1 C35 AQ (TM. -1 PER SECTOR. 3 TOTAL) NOTE' 1. INSTALL MOUNT MODIFICATION IN ACCORDANCE WITH THE ANTENNA MOUNT ANALYSIS REPORT BY USA ENGINEERING, DATED 08/06/10. 2. MAINTAIN TYPICAL 3' MINIMUM ANTENNA SEPARATION. 3. MAINTAIN 3' MINIMUM EDGE TO EDGE SEPARATION BETWEEN B12 AND B14 ANTENNAS. PROPOSED ANTENNA LAYOUT SCALE N.T.S. CONTRACTOR IS RESPONSIBLE FOR VERIFYING EXISTING CONDITIONS AND IDENTIFYING ANY EXISTING CONFLICTS (INCLUDING BUT NOT LIMITED TO EXISTING COAXIAL CABLES, SAFETY CLIMBS, ETC) AND DETERMINING TEMPORARY BRACING OR RELOCATION REQUIRED FOR INSTALLATION OF THE PROPOSED EQUIPMENT. THE CONTRACTOR SHALL RESTORE ALL RELOCATED ITEMS TO PREVIOUS CONDITIONS. A.G.L. = ABOVE GRADE LEVEL C.L. = CENTER LINE NOTES: 1. PRIOR TO START OF ANY WORK, A PASSING STRUCTURAL ANALYSIS SHALL BE PROVIDED BY A FLORIDA LICENSED P.E. CONTRACTOR TO OBTAIN A COPY BEFORE STARTING ANY WORK. 2, ALL ANTENNAS, COAX, SURGE ARRESTORS, RRUS, ETC. TO BE INSTALLED IN ACCORDANCE WITH STRUCTURAL ANALYSIS PROVIDED BY OTHERS AND FINAL AT&T RF DATA SHEET. 3. DEWBERRY ENGINEERS, INC. MAKES NO GUARANTEE THAT THE NUMBER, TYPE AND LOCATION OF RRHS, SURGE ARRESTORS, DC TRUNK CABLES, FIBER CABLES, RET CABLES AND FLEX CONDUITS SHOWN ON PLANS ARE CORRECT. THE CONTRACTOR SHALL VERIFY EXACT NUMBER, TYPE AND LOCATION OF MENTIONED ITEMS WITH AT&T PRIOR TO CONSTRUCTION. a t & t Mobility 1101 GREENWOOD BLVD LAKE MARY, FL 32746 CROWN CAST L E 1511 N. HIMES AVE. SUITE 210 TAMPA, FL 33614 J020-MAYPORT CCI NO.: 812565 FA NO.: 10020470 CONSTRUCTION DRAWINGS 0 10/04/16 FOR CONSTRUCTION Dewberry Dewberry Engineers Inc. 800 NORTH MAGNOLIA AVE. SUITE 1000 �O��RLLAAJJNEDO, FL32808 SFT7t:'4b %4D843.5120 DRAVN W. LED REVIEWED BY: NRK CHECKED BY: JAA PROJECT NUMBER LS0096632 JOB NUMBER: 80106172 SITE ADDRESS 1545 MAIN STREET TLANTIC BEACH, FL 32233 SHEET TITLE PROPOSED ELEVATION & ANTENNA ORIENTATION SHEET NUMBER C-2 ANTENNA &COAX SCHEDULE DETAIL /� wcs FlL1ER TMA D1'LD`� t& RRU MODULES ,WR Cyd CABLES QTY. QTY. MODEL qIY. MODEL qiY. QIr u�� ANTENNA SIZE ¢ OF CABt.6 k YODEL _ - Mobility CABLE MODE7. - E15S09P78 1 CM1D07-DBPXBC-002 2 Ct y, ANTENNA MODEL -s/s' 2 z2D' 1 REL' 1101 GREENWOOD FOD BLVD SECTOR AZIMUTH _ LDF7-50A _ - LAKE MARY, FL 32748 ANDREW DBXNH-6565B-R2M 1 - RRUS-32 B2 _ - _ _ ALPHA (Al) 0' 190'-0" - BERGER FIBERJUMPER (DC5 TO RTNu) 3/a' 4 ;V 2 RED CROWN _ 7/4 DC CABLES (DC2 TO RRU) 7/16' 2 RRUS-447a 914 t ANDREW SBNHH-1D650 6 10' CASTLE ALPHA (A2) gEROpN SINGLE PNR 1/2' COAX JUMPER (RRU TO ANTENNA) 1/2' " 1 15. .. OSENBERGER FIBER JUMPER (DC6 TO RRU) 3/8 _ - - 4$11 N. HIMES AVE. 5' - - SUITE 210 ROSE BERGER SINGLE PAIR DC CABLES (DC2 TO RRU) 7/16" 1 _ E15V87P73 1 7/4 1/2" COAX JUMPER (RRU TO ANTENNA) 1/2 2 10, 3 REO RRUS-32 � TAMPA, FL 33614 ALPHA (A3) 0' 190'-D" ANDREW SBNHH-10656 i 1/2' COAX JUMPER (RRU TO WCS) 1/2 4 6 ' ,/2•• 4 6' J020-MAYPORT 1/2" COAX JUMPER (WCS TO ANTENNA) RRUS_4449 ROSENEIMM FUER JUMPEx (We TO RRU) 3/8' 4 1S, CCI NO.: 812565 10 RRU) 7/1W 3 1S' 4 RED _ 3 BEROErt �� PAIR DC CABLES (DC2 RRUS-32 866 , _ FA NO.: 10020470 ANDRpp NNHH-658-R4 1 1/2' a 10' - _ - E15S09P78 1 CM1D07-DBPXBC-002 2 ALPFNA U4) V 190'-0' ,/z' COAX JUMPER (RRU TO ANtENNA) BLUE _ LDF7-50A 2 220' BETA (B1) 120' 190'-D" ANDREW DBXNH-65658-R2M t - - RRUS-32 B2 , - - _ _ - - CONSTRUCTION DRAWINGS ROSE?NBERCER FIBER JUMPER (DC5 70 RRU) 3/� 4 15' IV 2 BtalE _ 6/3 Baton SINGLE PAIR DC CABLES (DC2 TO RRU) 7/16- 2 RRVS-447a 814 t BETA (82) 120' 190'-0" ANDREW SBNHH-1D65B 1/2. 6 1D' 1/2' COAX JUMPER (RRU TO ANTENNA) 3/8" 1 15' ROSENBERGER FIBER JUMPER (DC6 TO RRU) - - - - 0 10/04/18 FOR CONSTRUCTION 15' - - ROS NBERGER SINGLE PAIR DC CABLES (DC2 TO RRU) 7/16 1 _ E15V57P73 1 1/2" 2 10' 3 BI UE RRUS-32 � 6/3 1/2" COAX JUMPER (RRU TO ANTENNA) fj Dewberry 1/2„ 4 6 BETA (83) 120' 190'-0" ANDREW SBNHH-1D658 1 1/2" COAX JUMPER (RRU TO WCS) � /2" COAX JUMPER (WCS TO ANTENNA) .^ /2" 4 8 ��4p B5/B12 Dewberry Engineers Inc. ROSE1NBERGER FIBER JUMPER (DC5 TO RRU) 3/Ti 4 1S, - 0gt0y0NORTH p MAGNOLIA AVE. 15' 4 BLUE `9a�Aptdd,�{NI _ 3 BERGER SINGLE PAIR DC CABLES (DC2 l0 RRU) 7/16• 3 RRUS-32 866 1 - 2 ee�e �f 57 �� 120 190'-0' ANDREW NNHH-65B-R4 7 y 2 SAX JUMPER (RRU To ANIENNW 1/2 8 10' _ - Et55D9P78 t cMtpo7-DBPXBC-ooz ecce BETA (B4) / 1 GREEN -•�� _ LDF7-50A 2 22D'IP ANDREW DBXNH-65658-R2M t - - - RRUS-32 62 1 _ _ - - - % . GAMMA (Gi) 240' 190.-0" - _ - `% O 'C •� R06EHTifItGER FIBER JUMPER (DCG TO RRU) 3/a 4 75' 2 GREEN 1� 6/3 DC2 70 RRU) 7/76' 2 15' �' Z 1 - BtINGER SINGLE PAIR DC CABLES ( RRUS-447a Bt4 t ; r CA GAMMA (G2) 240' 190-0 ANDREW SBNHH-1D658 1/2. a 10' %O �� ®Q'= � z PER (RRU TO ANTENNA) _ _ a ROSENBERGER FIBER JUMPER (DC6 TO RRU) 3/8" 1 3 GREEN RRUS-32 1 - e ♦' l5' ANDREW SBNHH-1D65B , 6/3 RO ENBERGER SINGLE PAIR DC CABLES (DC2 Tp RRU) 7/16" 6 10 GAMMA (03) 240' 190'-0" 1/2" COAX JUMPER (RRU TO ANTENNA) 1/2 ,�/ 'S••e•.••°'�••�� , - - RRUS-4410 85/012 ROSENBERGER FROM JUMPER (DC6 TO RRU) 3/a' 4 15 4 GREEN - 3 SERGER SINGLE PAIR DC CABLES (DC2 TO RRU) 7/16 3 RRUS-32 B66 - - CAMIN (C4) 240 190'-0' ANDIRON NNHH-658-R4 t 1/2' 8 10'- 1/2' COAX JUMPER (RRU TO ANTFINNA) _ - _ - 6 - - TOTAL LED - TOTAL 15 2 TOTAL 3 - TOTAL DRAWN BY: POWER 18 270' TOTAL EXISTING 9FIBER 27 405' IiE1NEWED NRI( TOTAL PROPOSED 3 UMPERS 68 6t 6qfCIaD Br' `m OVERALL TOTAL 12 1-5/8 6 1,320' ACTIVE MN:J T NUMBER X632 TOTAL COAX INACTIVE -5/8" - 6 1,320' JOB NUNS 50106172 COAX 5/16" ** INACTIVE COAX TO REMAIN, RET 3 660' SITE ADDRESS CABLES BILL OF MATERIALS SCALE 1545 MAIN STREET ATLANTIC BEACH, FL 32233 DC/FIBER DEMARCATION BOX CABLES RA`PCAP DC Fl DEMARCATION BOXY SIZE DIY. IF)NGTH PER INV SHEET TITLE NU YOUNG HEIGHT MODEL CITY. 3/8" 2 I ROSENBERGER (1B) PAIR FIBER TRUNK ANTENNA & CABLE 102'-0" Dv�6-48-60-18-8F 2 (6) #8 AWG TINNED COPPER CONDUCTORS 3/4" SCHEDULE ROSENBERGER (16) PAIR FIBER TRUNK 3/g" , 220'-0" 6 8 AWG TINNED COPPER CONDUCTORS 3/4" 1 220•-0' $TWEET NUMBER 102'-0" D¢6 -48 -6D -18-8C 1 O 220'-0" # 3/t 1 (6) fe AWG TINNED COPPER CONDUCTORS 102'-0" C2 -48-60-0-9E 6 ROSENBERGER SINGLE PAIR DC CABLES (DC6 TO DC2) 3/4" 12 15 -p 3 DC/FIBER DEMARCATION �� PROPOSED ANTENNA (ANDREW P/N NNHH- R4 (rBB(78.3 EXISTIPKi STIFF PPE ND RFLOWEO ACONNECTED TOIONT HORIZONTAL PIPE AND TOWER WITH 1 2 SITE PRO 1 (P/N: ) S-1 S-1 O''-1 PER SECTOR, 3 TOT AND (P/N: Alma (1YP.-1 PER SECTOR. 3 Existing Position 3 RRUS-32 (Typ.-1 Per Sector, 3 Total) ]� Existing AT&T Antenna (Typ.) Existing OC2 (Typ.-6) 1 PROPOSED 1.6'0 SM40 GALV. DU STEEL PIPE (TYP —2 PER SECTOR, 6 S-1 CONNECTED TO EXISTING V -FRAME ADJUSTABLE CLAMP (SITE PRO 1 P/N: PUCK OR APPROVED (rm.-4 PER SECTOR, 12 PROPOSED ANTENNA TILT PROPOSED PIPE BRACKET Existing Position{ 4 RRUS-32 B66 (Typ.-1 Per Se,tor, 3 Total) PROPOS® POSITION 4 RRUS-4446 95/812 e MOUNTED BACK TO BACK BEHIND PROPOSED C� ANTENNA ON PROPOSED RRU MOUNT (Typ.-1 PER SECTOR, 3 TOTAL) Existing DC6 (Typ.-3) Existing Self—Support Tower NOTE 1. INSTALL MOUNT MODIFICATION IN ACCORDANCE WITH THE ANTENNA MOUNT ANALYSIS REPORT BY USA ENGINEERING, DATED 08/06/18- 2. MAINTAIN TYPICAL 3' MINIMUM ANTENNA SEPARATION. 3. MAINTAIN 3' MINIMUM EDGE TO EDGE SEPARATION BETWEEN B12 AND 814 ANTENNAS. PROPOSED RRH & SURGE ARRESTOR MOUNTING DETAIL - ELEVATION SCALE N.T.S. PPRRO0PP��EE�� P06TIION 4 RRUS-4416 85/812 MNTE BACK OP BLACK RU MO PROPOSET9e AMENTIA ON PROPOSED RRU MOUNT C-5 (1YP.-1 PER SECTOR, 3 TOTAL) PROPOSED BW RRU MOUNT (ERICSSON P/N 3 S YP.-I 461 I OR SEMI 3 OTAVEDEQUAL) e ('IYP.-1 PER �� 3 TOTAL) Existing Antenna Mounting Pipe (TION 4 ANTENNA MOUNTING DETAIL WITHII RRU f2 Existing AT&T Antenna (Typ.) PROPOSED 82B RRU MOUNT (ERICSSON P/N: SXK1250481/13 OR APPROVED WUP C-5 1YP (.-1 PER SECTOR, 3 TOTAL) PROPOSED POSRION 4 ANTENNA r2 (TYP.-1 PER SECTOR. 3 TOTAL) C-4 Existing Antenna Pipe Most (Typ.) Existina Antenna Tilt Mount 1 Position 2 RRUS-32 B2 I Per Sector, 3 Total) PROPOSED POSITION 2 RRUS-447a B14 1 MOUNTED BACK TO BACK BEHND EXEiIING ANTENNA ON DOSING RRU MOUNT C� (TYP.-1 PER SECTOR, 3 TOTAL) I Mount t&t Mobility 1101 GREENWOOD BLVD LAKE MARY, FL 32746 P CROWN CASTLE 4511 N. HIMES AVE. SUITE 210 TAMPA, FL 33614 J020-MAYPORT CCI NO.: 812565 FA NO.: 10020470 CONSTRUCTION DRAWINGS 0 10/04/18 FOR CONSTRUCTION 11 Dewberry° Dewberry Engineers Inc. 800 NORTH MAGNOLIA AVE. SUITE 1 DD0 ORLANDO, FL 32903 PHONE: 407.843.5120 rL� 1i1bA Ed>sl�� . C ;fid ; ICA 'N%il! �4R DRAWN W. LED RENEWED BY: NRK CHECKED Bf: JAM, PROJECT NUMBER: 80088632 JOB NUMBER: 80100172 SNE ADDRESS 1545 MAIN STREET ATLANTIC BEACH, FL 32233 senna SHEEP nu Pe CONSTRUCTION DETAILS I SHEET NUMBER POSITION 2 ANTENNA MOUNTING DETAIL WITH RRU SCALE N.T.S. C-4 13.4' u RRUS-4476 814 MANUFACTURER ERICSSON MODEL NUMBER: RRUS-4476 DIMENSIONS,' 16.1'1-103.4' WEKiHT: 59.4 LBS (EXCL MOUI RR Nmm* 1. GROUND EQUIPMENT AND MOUNTS PER MWUFACRAMYS REC0MMumATKNIS AND AT&T STANDARDS. 2. MOUNT EQUIPMENT PER MANUFACTURER'S RECOMMENDATIONS. 3. CONFIRM REQUIRED EQUIPMENT WITH LATEST RFDS. 1314 DETAIL ( 1 ERICSSON 1321311RU MOUNT DETAIL (P/N: SXIK1250461/1) N, 13.1 RRLIS-4449 85/13112 MANUFACTURER: ERICSSON MODEL NUMBER: RRUS-4449 86/812 DIMENSIONS: 14.96%13.19'Wx10.43"D WEIGNT: 73 UOS (D(CL MOUNT) NDIM, I 1. GROUND EQUIPMENT AND MOUNTS PER I,IANUFACTUREWS RECOMMENDATIONS AND AT&T STANDARDS. 2. MOUNT EQUIPMENT PER MANLIFACTUREWS REC0►ME]NDATIO N& 3. CONFIRM REQUIRED EQUIPMENT WITH LATEST REDS RRUS-4449 135/1312 DETAIL SCALE: N.T.S. ANTENNA ANTENNA MAST MOUNT 12 AWG UCKETED TINNED COPPER GROUND WIRE TO NEXT GROUND BAR iT'�•) +2 AWG JN TINNED COPPER G WIRE TO EQU Rii j SEE NOTE BEL( 1/2"0 COAXIAL JUMPER GABLE (WL CABLE CONNECTOR IAL CABLE NDNO KIT BAR - rl�: 1. IF ANTENNA DOES NOT REQUIRE TMA OR DIPTE(ER ROUTE 1/2• JUMPER CARIE DIRECTLY TO ANTENNA. 2. REFERENCE AT&T BONDING &GROUNDING PRACr" TP76416. TYPICAL ANTENNA GROUNDING DETAIL 4 SCALE: N.T.S. at&t Mobility 1101 GREENWOOD BLVD LAKE MARY, FL 32746 CROWN CASTLE 4511 N. HIMES AVE. SUITE 210 TAMPA, FL 33614 J020-MAYPORT CCf NO.: 812565 PA NO.: 10020470 CONSTRUCTION DRAWINGS 0 10/04/18 FOR CONSTRUCTION Dewberry° Dewberry Engineers Inc. 800 NORTH MAGNOLIA AVE. SUITE 1000 of 4ORLANDO, FL 3280�3 PAffy;��51 211 i DRAWN BY: LED REVIEWED BY: N X ® .0Fr *MM BY: JAA o `b�/•� ®�®®/V 50098632 µlc..... CERt0%`tt 111111 DRAWN BY: LED REVIEWED BY: N X *MM BY: JAA PROJECT NUMBETI 50098632 JOB NUW90: 50106172 SITE ADDRESS 1545 MAIN STREET ATLANTIC BEACH, FL 32233 SHEET TrRE CONSTRUCTION DETAILS II SHM7 NUMBER I' TO 6' ROUND MEMBER LEGS STIFF ARM ADJUSTABLE CLAMP PLATE TI -BACK ASSEMBLY DETAIL (SITEPRO 1 P/N: PUCK) 1 SCALE: N.T.S. FRONT VIEW SIDE VIEW UNIVERSAL STIFF -ARM ASSEMBLY DETAIL PRO 1 P/N: at&t Mobility PARTS LIST ITEM PART NO. DESCRIPTION QTY. 1 X-127394 FIAT DISK CLAMP PLATE 4" CENTERS (G4LVANW) 1 2 X-100054 CLAMP (S) (4' V -CLAMP) GALVANIZED 2 3 612063 1/2" x 6-1/2' HDG HEX BOLT GRS FULL THREAD 2 4 67204 1/2" x 4' HDG HEX BOLT GRS FULL THREAD 2 5 G12FW 1/2' HOG USS FLATWASHER 4 6 G12LW IA 1/2- HOG CKWASHER 4 7 G12NUT 1/2" HDG HEAVY 2H HEX NUT 4 ADJUSTABLE CLAMP PLATE TI -BACK ASSEMBLY DETAIL (SITEPRO 1 P/N: PUCK) 1 SCALE: N.T.S. FRONT VIEW SIDE VIEW UNIVERSAL STIFF -ARM ASSEMBLY DETAIL PRO 1 P/N: n, at&t Mobility PARTS LIST ITEM PART NO. DESCRF" QTY. 1 X-STA3 STIFF ARM ANGLE BRACKET 1 2 X-STU STIFF ARM CHANNEL BRACKET 2 3 G12R-10 1/2' x 10' THREADED ROD (HDG.) 2 4 G12112 1/2-' x 1-1/2' HDG HD( BOLT GR5 1 3 G1203 1/2' x 3' HDG HD( BOLT GRS FULL THREAD 2 6 G12M 1/2" HDG USS RATWASHER 6 7 G12LW 1/2' HOG LOCKWASHER 7 5 1312NUT 1/2'- HOG HEAVY 2H HEX NUT 7 9 656112 5/6" x 1-1/Y HDG BOLT 1 10 G55LW 5/6' HOG LOCKWA4IIUt 1 11 G55NUT 3/6-- HOG HEAVY 2H HEX NUT 1 12 SAM STIFF ARM MOUNT CLAMP MP 13 ACP CLAMP HALF 1/4' THICK, 3-3/4' LONG 1 n, at&t Mobility 1101 GREENWOOD BLVD LAKE MARY, FL 32746 CROWN CASTLE 4511 N. HIMES AVE. SUITE 210 TAMPA, FL 33614 J020-MAYPORT CCI NO.: 812565 FA NO.: 10020470 E UCTION DRAWINGS/18 FOR CONSTRUCTION Dewberry* Dewberry EnglneerS Inc. SSqU NOROTTHH MAGNOLIA AVE. SUITE ' % F` , .%� co N Z° Cn y '�P�I14 tt1b`9 DRAWN BY: =LED RENEWED BY: NRK --- CHECKED BY: im I PROJECT NUMBER: 50088832 JOB NUMBER: 30100172" SITE ADDRESS I 1545 MAIN STREET ATLANTIC BEACH, FL 32233 SHEET 1TRE STRUCTURAL DETAILS SHEET NUMBER S-1