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Plans OFFICE COPY OFFICE COPY,Iiiinsis„4....... ATaT r AT&T JUN 18 2020'I AT&T SITE \Uv1 � ER: P 77 �� yr 1 '..�,�1 , � BUSINESS UNIT #•• 856/6 �� °h °' � ��'� CROWN AT&T SITE \AME: SCHOLLS & 125TH SITE ADDRESS: 12655-A SOUTHWEST NORTH DAKOTA ST. lsoswEsrLA : CASTLE UE NORTH,SUITE 800 AT&T FA CODE: 10098014 TIGARD, OR 97223 SEATTLE,WA 98109 AT&T LACE \ UM3ER: MRWOR046741 / MRW0R046610 / COUNTY: WASHINGTON oI� MRW0R046739 JU �ISDICTIO\ : CITY OF TIGARD oh SITE TYPE: MONOPOLE P.MARSHALL&ASSOCIATES PROJECT: 4TX4X Software retrofit/5G \ 1S /LTE 5C SITE INFORMATION DRAWING INDEX LOCATION MAP P R 7 7 CROWN CASTLE USA INC. SCHOLLS & 125TH SHEET # SHEET DESCRIPTION BU #: 856366 SITE NAME: T-1 TITLE SHEET & PROJECT INFORMATION SITE ADDRESS: 12655-A SOUTHWEST NORTH DAKOTA STREET SCHOLLS & 125TH TIGARD, OR 97223 T-2 GENERAL NOTES SOUTH COUNTY: WASHINGTON 12655-A SOUTHWEST NORTH • MAP/PARCEL: R2032709 C-1.1 OVERALL SITE PLAN B E A V E R T O N C-1.2 EXISTING & FINAL EQUIPMENT PLANS DAKOTA STREET • AREA OF CONSTRUCTION: EXISTING TIGARD, OR 97223 C-2 EXISTING & FINAL ELEVATIONS LATITUDE: 45' 26'32.07" (45.4422416667) C-3 EXISTING & FINAL ANTENNA PLANS * • LONGITUDE: -127 48'16.20"(-122.8045) C-4 FINAL ANTENNA & CABLE SCHEDULE NJ LAT/LONG TYPE: (NAD 83) C-5 ELECTRICAL WIRING DIAGRAM w CURRENT ZONING: C-P C-6 EQUIPMENT DETAILS s JURISDICTION: CRY OF TIGARD C-7 EQUIPMENT DETAILS '' OCCUPANCY CLASSIFICATION: U m REV DATE DESCRIPTION TYPE OF CONSTRUCTION: LIB G-1 GROUNDING SCHEMATIC to --- A.D.A. COMPLIANCE: FACILITY IS UNMANNED AND NOT FOR HUMAN G-2 GROUNDING DETAILS Sterling Pointe (2,D) A 3/30/20 PRELIMS HABITATION 8 Apartments a) 0 4/320 FOR CONSTRUCTION ATTACHED PLUMBING DIAGRAM <, j `� al PROPERTY OWNER: GLOBAL SIGNAL ACQUISITIONSIV, LLC Q J 12655-A SOUTHWEST NORTHORTH DAKOTA SF TIGARD, OR 97223 a a y �Kf rp TOWER OWNER: CROWN CASTLE USA Inc - ' ._ 2000 CORPORATE DRIVE 35 m CANONSBURG, PA 15317 PROJECT DESCRIPTION .�•�a e 0 Summerlake Q CARRIER APPLICANT: AT&T TOWER ASSET GROUP SKC Q� { 19801 SW 72ND AVENUE THE PURPOSE OF THIS PROJECT IS TO PROPOSE AN ANTENNA .00�� Fo City Park Fm TUALATIN, OR 97062 MODIFICATION ON AN EXISTING WIRELESS SITE. ' aQ TOWER SCOPE OF WORK CONTRACTOR TO MAINTAIN RRH TO BACK OF ANTENNA Dirksen 4S CLEARANCE AS WELL AS 814 ANTENNA CLEARANCES PER LATEST _ --- AT&T RF GUIDEUNES. Google Nature Park Mapdata©2020 • REMOVE (3) ANTENNAS • REMOVE (3) RRHs NO SCALE • REMOVE (6) TMAs PROJECT TEAM • INSTALL (6) ANTENNAS • INSTALL (6) RRHs APPLICABLE CODES/REFERENCE DOCUMENTS A&E FIRM: P. MARSHALL & ASSOCIATES • INSTALL (1) FIBER TRUNK DESIGNED:GRB 1000 HOLCOMB WOODS PKWY STE. 210 • INSTALL (1) DC TRUNK ROSWELL. GA 30076 • REPLACE ANTENNA MOUNT ALL WORK SHALL BE PERFORMED AND MATERIALS INSTALLED IN ACCORDANCE REFERENCE DOCUMENTS: DRAWN: GRB PATRICK W MARSHALL, P.E. • INCREASE RAD CENTER TO 54' WITH THE CURRENT EDITIONS OF THE FOLLOWING CODES AS ADOPTED BY THE REDS ID: 3590122 '�� 678-280-2325 • REPLUMB UMTS TO POSITION 4 LOCAL GOVERNING AUTHORITIES. NOTHING IN THESE PLANS IS TO BE CONSTRUED APPLICATION ID: 511734 1 CHECKED: PWM • RELOCATE EXISTING B25 RRH TO POSITION 1 TO PERMIT WORK NOT CONFORMING TO THESE CODES: CROWN CASTLE USA 1505 WESTLAKE AVENUE NORTH, SUITE 800 CODE TYPE ' INC. DISTRICT: SEATTLE, WA 98109 GROUND SCOPE OF WORK 2ODE CITYOF JOB ). BUILDINGC 2019 OSSC Ti/'./E�� - ��p 20ACCATM06-0025 CONTACTS: KARIN JACKSON - PROJECT MANAGER • RE-TERMINATE EXISTING 700 MHZ DC TRUNK FROM INDOOR MECHANICAL 2019 OMSC Approved LL77M RAYCAP DC6 TO EXISTING OUTDOOR RAYCAP DC12 pp Ved UBI NUMBER:604-�B6-184 • (480) 735-6953 ELECTRICAL 2017 OESC r0 o • INSTALL COOLING DOOR CE0.18619 FOR 9412 CABINET b� Plannin PAUL LONG - CONSTRUCTION MANAGER • EXISTING (1) FSM4 (AMIA) IS ADEQUATE, UTIUZE EXISTING Date: g • (206) 388-9D90 (1) ASIA & (3) ABTA CARDS ON THE Cl SIDE FOR LTE. tp TITLE SHEET &AOD 5G GROWTH KIT ON THE C2 SIDE FOR 5G. initlall9• th PROJECT LAURA MANSFIELD - A&E SPECIALIST I l/ (720) 414-7271 INFORMATION AT&T CONTACT: JOSH DORNON 19801 SW 72ND AVENUE CALL OREGON ONE CALL TUALATIN, OR 97062 NOTE' (800)332-2344 (503) 569-7818 PRIOR TO ACCESSING/ENTERING THE SITE YOU MUST CONTACT THE CROWN 811 �.1 JDO7250ATT.COM CALL L 3 WORKING DAYS NOC AT (800) 788-7011 & CROWN CONSTRUCTION MANAGER �� - -�i BEFORE YOU DIG! GENERAL NOTES: 1. EVERY EFFORT HAS BEEN MADE IN THE CONSTRUCTION DOCUMENTS TO PROVIDE A COMPLETE SCOPE OF WORK. MINOR ABBREVIATIONS _ DISCREPANCIES IN THE DRAWINGS AND/OR CEWTHTH SPECIFICATIONS SHALL NOT EXCUSE CONTRACTORS FROM COMPLETING THE `.,., AT&T PROJECT AND IMPROVEMENTS IN ACCORDANCE WITH THE INTENT OF THESE DOCUMENTS. A/C AIR CONDITIONING MFR MANUFACTURER �� AFF ABOVE FINISHED FLOOR MGR MANAGER 2. ALL REFERENCES TO OWNER HEREIN SHALL BE CONSTRUED TO MEAN THE CARRIER OR ITS DESIGNATED REPRESENTATIVE. AGL ABOVE GROUND LEVEL, MIN MINIMUM �.../ 3. BIDDING REQUIREMENTS ABOVE GRADE LEVEL MISC MISCELLANEOUS `� o. PRIOR TO THE SUBMISSION OF BIDS, VISIT THE JOB SITE TO BECOME FAMILIAR WITH ALL CONDITIONS AFFECTING THE AWS ADVANCED WIRELESS SERVICE NA NOT APPLICABLE PROPOSED PROJECT. VISIT THE SITE WITH THE CONSTRUCTION DOCUMENTS TO VERIFY FIELD DIMENSIONS AND BBU BATTERY BACKUP UNIT NIC NOT IN CONTRACT CONDITIONS TO CONFIRM THAT THE PROJECT WILL BE ACCOMPLISHED AS SHOWN. BLDG BUILDING NO NUMBER CROWN b. PROVIDE NOTIFICATION TO OWNER IN WRITING OF ANY CONFLICTS, ERRORS, OR OMISSIONS PRIOR TO SUBMISSION OF BLK BLOCKING NTS NOT TO SCALE PRICE PROPOSAL, IN THE EVENT OF DISCREPANCIES, PRICE THE MORE COSTLY OR EXTENSIVE WORK, UNLESS CLG CEILING OC ON CENTER CASTLE DIRECTED OTHERWISE. CLR CLEAR OD OUTSIDE DIAMETER Ni o. WHEN TOWER IS OWNED BY A THIRD PARTY, CONTACT TOWER OWNER REPRESENTATIVE FOR PARTICIPATION IN BID CONE CONCRETE PCS PERSONAL COMMUNICATION 1505 WESTLAKE AVENUE NORTH,SUITE 800 WALK. d. WHERE ANCHORING TO A CONCRETE ROOF SLAB, CONFIRM (PRIOR TO SUBMITTING BID) THE PRESENCE OF POST CONT CONTINUOUS SERVICE SEATTLE,WA 98109 TENSION TENDONS. INCLUDE PROVISIONS FOR X-RAY PROCEDURES TO LOCATE THE TENDONS PRIOR TO D DEPTH PDU POWER DISTRIBUTION UNIT CONSTRUCTION. DBL DOUBLE PROJ PROJECT DEG DEGREE PROP PROPERTY Cll'ikiIf 4. DRAWINGS ARE NOT TO BE SCALED. WRITTEN DIMENSIONS TAKE PRECEDENCE. CONSTRUCTION DOCUMENTS ARE 0, DIA DIAMETER PT PRESSURE TREATED INTENDED FOR DIAGRAMMATIC PURPOSES ONLY, UNO. DIAG DIAGONAL PVC POLYVINYL CHLORIDE DN DOWN REQ REQUIRED 5. FIELD VERIFY ALL DIMENSIONS, ELEVATIONS AND EXISTING CONDITIONS PRIOR TO BEGINNING ANY MATERIALS ORDERING, DET DETAIL RF RADIO FREQUENCY FABRICATION OR CONSTRUCTION WORK ON THIS PROJECT. BRING ANY DISCREPANCIES IMMEDIATELY TO THE ATTENTION DWG DRAWING RM ROOM P.MARSHALL&ASSOCIATES OF THE OWNER AND RESOLVE BEFORE PROCEEDING WITH THE WORK. E EXISTING RO ROUGH OPENING EA EACH RRH REMOTE RADIO HEAD 6. FURNISH ALL MATERIALS, EQUIPMENT, LABOR, AND ANY REQUIREMENTS NECESSARY TO COMPLETE PROJECT AS ELEV, ELELEVATION SHT SHEET DESCRIBED IN THE CONSTRUCTION DOCUMENTS. ELEC ELECTRICAL SIM SIMILAR EQ EQUAL SPEC SPECIFICATION 7. SUPERVISE AND DIRECT THE PROJECT DESCRIBED IN THE CONSTRUCTION DOCUMENTS. PROVIDE ALL CONSTRUCTION EQUIP EQUIPMENT SF SQUARE FOOT P 7 7 MEANS, METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES FOR COORDINATING ALL PORTIONS OF THE WORK UNDER EXT EXTERIOR SS STAINLESS STEEL THE CONTRACT. FIF FIBER INTERFACE FRAME, STL STEEL FACILITY INTERFACE FRAME SUSP SUSPENDED BU #: 856366 5. ALL WORK PERFORMED ON THE PROJECT AND MATERIALS INSTALLED SHALL BE IN STRICT ACCORDANCE WITH ALL FIN FINISH TMA TOWER MOUNTED AMPLIFIER SCHOLLS & 125TH APPLICABLE CODES, REGULATIONS, AND ORDINANCES. GIVE ALL NOTICES AND COMPLY WITH ALL LAWS, ORDINANCES, FLUOR FLUORESCENT TND TINNED RULES, REGULATIONS AND LAWFUL ORDERS OF ANY PUBLIC AUTHORITY, MUNICIPAL AND UTILITY COMPANY FLR FLOOR TYP TYPICAL 12655-A SOUTHWEST NORTH SPECIFICATIONS• , AND LOCAL AND STATE JURISDICTIONAL CODES APPLICABLE TO THE WORK. FT FOOT, FEET UMTS UNIVERSAL MOBILE DAKOTA STREET • 9. CONSTRUCTION COORDINATION REQUIREMENTS GA GAUGE TELECOMMUNICATION SERVICE TIGARD, OR 97223 GALV GALVANIZED UNO UNLESS NOTED OTHERWISE • a. NOTIFY OWNER OF ANY DISCREPANCIES PRIOR TO START OF WORK. GC GENERAL CONTRACTOR VERT VERTICAL b. OBTAIN ALL PERMITS. SCHEDULE AND COORDINATE ALL INSPECTIONS. GRND GROUND W/ WITH c. PROVIDE, AT THE PROJECT SITE, A FULL, CURRENT SET OF CONSTRUCTION DOCUMENTS FOR USE BY ALL PERSONNEL GSM GLOBAL SYSTEM MOBILE W/O WITHOUT INVOLVED WITH THE PROJECT. GYP GYPSUM BOARD WCS WIRELESS COMMUNICATION d. RECEIVE WRITTEN AUTHORIZATION TO PROCEED WITH CONSTRUCTION PRIOR TO STARTING WORK ON ANY ITEM NOT HORZ HORIZONTAL SERVICE REV DATE DESCRIPTION CLEARLY DEFINED BY THE CONSTRUCTION DOCUMENTS. HR HOUR WP WATER PROOF A 3130l20 PRELIMS e. PERFORM WORK DURING OWNER'S PREFERRED HOURS TO AVOID DISTURBING NORMAL BUSINESS. HT HEIGHT I. PROVIDE FALL PROTECTION IN ACCORDANCE WITH FEDERAL, STATE, LOCAL, AND OWNER REQUIREMENTS. ID INSIDE DIAMETER 0 4/3/20 FOR CONSTRUCTION g. IF FM LIGHTING AND MARKING IS PRESENT ON SITE AND IS POWERED BY ELECTRICAL SERVICE THAT IS TO BE IN INCH, INCHES INTERRUPTED, MAINTAIN THE NECESSARY LIGHTS DURING CONSTRUCTION AND NOTIFY THE PROPER AUTHORITIES IN INSUL INSULATION - - THE EVENT OF A DISRUPTION. h. PROVIDE A PORTABLE FIRE EXTINGUISHER WITH A RATING OF NOT LESS THAN 2-A OR 2-A1OBC WITHIN 75 FEET TRAVEL INT INTERIOR DISTANCE TO ALL PORTIONS OF PROJECT AREA DURING CONSTRUCTION. L LENGTH i. STRUCTURAL COMPONENTS OF ADJACENT FACIUTIES SHALL NOT BE ALTERED BY THIS CONSTRUCTION PROJECT, UNO. LBS POUNDS ENSURE THAT EXCAVATION DOES NOT AFFECT ADJACENT STRUCTURES. LTE LONG TERM EVOLUTION j. SEAL ALL PENETRATIONS THROUGH FIRE-RATED AREAS WITH U.L. LISTED OR FIRE MARSHALL-APPROVED MATERIALS, IF MAX MAXIMUM APPLICABLE. MECH MECHANICAL k. BURIED UTILITIES MAY EXIST IN THE AREA AND UTILITY INFORMATION SHOWN MAY NOT BE COMPLETE. CONTACT THE MTL METAL ------ ----- UTILITY LOCATE SERVICE A MINIMUM OF 48 HOURS PRIOR TO CONSTRUCTION. I. COORDINATE ALL POWER INSTALLATION WITH POWER COMPANY AS REQUIRED. REPORT POWER INSTALLATION COORDINATION SOLUTION(S) TO OWNER. m. PROTECT EXISTING IMPROVEMENTS, EASEMENTS, PAVING, CURBING, ETC. DURING CONSTRUCTION. UPON COMPLETION OF WORK, REPAIR ANY DAMAGE THAT MAY HAVE OCCURRED DUE TO CONSTRUCTION ON OR ABOUT THE PROPERTY. ---- n. KEEP GENERAL WORK AREA CLEAN AND HAZARD FREE DURING CONSTRUCTION AND DISPOSE OF ALL DIRT, DEBRIS, AND RUBBISH. REMOVE EQUIPMENT NOT SPECIFIED AS REMAINING ON THE PROPERTY OR PREMISES. SITE SHALL BE LEFT IN CLEAN CONDITION AND FREE FROM PAINT SPOTS, DUST, OR SMUDGES OF ANY NATURE. o. MAINTAIN THE INTEGRITY OF THE BUILDING ENVELOPE AND CONSTRUCT BARRIERS IN THE AREA OF WORK TO PREVENT DAMAGE FROM WEATHER AS WELL AS FROM CONSTRUCTION DUST AND DEBRIS. 10. INSTALL ALL EQUIPMENT AND MATERIALS ACCORDING TO MANUFACTURER'S SPECIFICATIONS, UNO, OR WHERE LOCAL DESIGNED:ORB CODES OR ORDINANCES DIRECT OTHERWISE. DRAWN: GRB pis _ 11. PROPOSED CELLULAR EQUIPMENT AND FIXTURES WILL BE FURNISHED BY OWNER AND INSTALLED BY CONTRACTOR, "1 CHECKED: PWM UNLESS NOTED OTHERWISE. — JOB p: 12. ANY SUBSTITUTIONS OF MATERIALS AND/OR EQUIPMENT, MUST BE APPROVED BY OWNER. Tp 20ACCATM06-0025 UBI NUMBER 604-106-184 413. DOCUMENT ALL CHANGES MADE IN THE FIELD BY MARKING UP THE APPROVED CONSTRUCTION DRAWINGS AND SUBMITTING THE REDLINED SET TO OWNER UPON COMPLETION. DOCUMENT ALL WORK PERFORMED WITH PHOTOGRAPHS TO BE SUBMITTED WITH REDLINED CONSTRUCTION DRAWINGS. • 14. PROVIDE SUPPORTS FOR CABLES TO THE ELEVATION OF ALL INITIAL AND FUTURE ANTENNAS IN ACCORDANCE WITH ALL GENERAL NOTES MANUFACTURER'S REQUIREMENTS. 15. CONFIRM THAT THE REQUIREMENTS OF THE STRUCTURAL ANALYSIS, MOUNT ANALYSIS AND ANY ASSOCIATED MODIFICATIONS HAVE BEEN FOLLOWED AND COMPLETED AS REQUIRED TO SUPPORT THE EQUIPMENT ASSOCIATED WITH THIS PROJECT. T-2 AT&T41111110 at% CROWN CASTLE 1505 WESTLAKE AVENUE NORTH.SUITE S00 • SEATTLE,WA 98109 • APPROXIMATE LOCATION OF PROPERTY LINE I // T "' P.MARSHALL&ASSOCIATES I I // I z Ic I PR77 a BU #: 856366 a V , k SCHOLLS & 125TH N I o SUBJECT PARCEL: / I& 12655-A SOUTHWEST NORTH F ~ o R2032709ZONNG DAKOTA STREET QG_P tor o TIGARD, OR 97223 = Be/74 / IS 1— a / 0 a to REV DATE DESCRIPTION Zo A 3/30/20 PRELIMS Ia I' EXISTING ACCESS ROAD 0 4/3/20 FOR CONSTRUCTION le eEXISTING / 04 BUILDING EXISTING SITE LOCATION SEE SHEET C-1.2 FOR DETAILS I ,. ,rid+ �� >ti ��%- ''+, - - APPROXIMATE LOCATION OF PROPERTY LINE- - - - - - - - r ��.. -fJ : DESIGNED:GRB ..r • DRAWN: GRB 01 M CHECKED: PW 1 JOB #: rjp0 20ACCATM06-0025 UBI NUMBER:604-1D8-184 'AT SIIF PI AN MSn AINFR. ��( PROPERTY UNES AND STRUCTURES NAVE BEEN ' DIGITIZED FROM JURISOICRONAL GIS.CROWN C15RE USA INC.HIS NOT COMPLETED A SIZE SURVEY AND THEREFORE D N MARES N OWNS AS TO R1E ACCURACY OF INFORMS O DEPICTED OVERALL SITE PLAN W — E OVERALL SITE PLAN d-=-I i 1°=20' 0° (FULL SIZE) �� S 20 10' 0 20' 1°=40'-0° (11 x17) 41111111 EXISTING MINI-PURCELL FLX21 � AT&T EXISTING AT&T EXISTING GENERATOR W/ ION-M MAIN UNITIT AND POWER METER INTERFACE OTR< CHASSIS MODULE .a�� AC PANEL & CROWN ' TELCO CABINET EXISTING EXISTING EXISTING GSM GSM UMTS \ CABINET CABINET CABINET UAW% � CASTLE I irk — \ /I JB I \ ,/ 1 \ 1505 WEST AKE SEATfLEENUE WA 98109 NORTH,SUITE 800 \ / \ \ \ \ O -- � / / l I l pvc.)..4i o 1 I i I 'Ni \ I EXISTING BOLLARD EXISTING \ � / ° EXISTING EXISTING EXISTING EXISTING EXISTING ° MONOPOLE ° ARGUS TE40 ARGUS T64D ARGUS TE40 ARGUS TE40 ALPHA TE43 P.MARSHALL&ASSOCIATES ° TOWER ° / BATTERY BATTER` BATTERY BATTERY EMERSON CABINET CABIN I CABINET CABINET -48V POWER �H °° 0 0 _ PLANT / Jg EXISTING AT&T 11' T. x / / 19' 6" CONCRETE PAD EXISTING ARGUS TE43 CABINET W/ BU • 856366 RAYCAP DC6 (LTE), -48V CONVERTER SYSTEM SCROLLS BC 125TH L EXISTING LTE EXISTING AT&T FEEDLINES EXISTING AT&T FIBER SLACK BOX - (IS) COAX CABLES ICE BRIDGE 12655-A SOUTHWEST NORTH EXISTING RAYCAP EXISTING 9412 - (5) DC TRUNKS (+/-20'-0") DAKOTA STREET • DCI2 (LTE) ENODE-0 BBU - (2) FIBER TRUNKS TIGARD, OR 97223 CABINET W/ FSM4 - (1) RET NOTE. EXISTING EQUIPMENT PLAN EQUIPMENT LAYOUT SHOWN IS BASED ON THE PREVIOUS � . g_ 1"=2'-0" (FULL SIZE) i . CONSTRUCTION DRAWINGS DONE BY CROWN CASTLE Z' 1' 0 2' 1"=4'-0" (11x17) REV DATE DESCRIPTION DATED 08/22/19 AS WELL AS MOST RECENT AUDIT 0,j�y��%J, �__ PHOTOS AND MEASUREMENTS.IF EQUIPMENT LAYOUT A 3/30/20 PRELIMS DWWWENN FROM NW IS SHOWN.CONTRACTOR TO CONTACT THE CONSTRUCTION NANACER. \ 0 4/3/20 FOR CONSTRUCTION \ EXISTING AT&T POWER METER EXISTING GENERATOR EXISTING MINI-PURCELL FLX21 by INTERFACE W/ ION-M MAIN UNIT & OTRx CHASSIS MODULE 4 AC PANEL & TELCO CABINET EXISTING EXISTING EXISTING \ \,N GSM GSM UMTS \ CABINET CABINET CABINET PROPOSED COOUNG \ /lijii \ / DOOR CE0.18619 TO \\ // T\ \ 1 EXISTING 9412 CABINET \ \ \ J T 7 , EXISTING (1) FSM4 (AMIA) IS ADEQUATE, UTILIZE EXISTING \ N (1) ASA AND (3) ARIA CARDS ON THE C1 SIDE FOR LTE. //- i\ I \ \ \ \ 1 �\ EXISTING BOLLARD ADD 5G GROWTH KIT ON THE C2 SIDE FOR SG / \ I,I-6 1I \ I \I \1 \ PROPOSED AT&T (1) FIBER EXISTING EXISTING EXISTING EXISTING EXISTING EXISTING TRUNK & (1) DC TRUNKS o; MONOPOLE D ARGUS TE40 ARGUS TE 40 ARGUS TE40 ARGUS TE40 ALPHA TE43 °l TOWER BATTERY BATTERY BATTERY BATTERY EMERSON DESIGNED:ORB CABINET CABINET CABINET CABINET -48V POWER EXISTING ARGUS TE43 CABINET W/ / � PLANT I DRAWN: ORB aD ` RAYCAP DC6 (LTE), -48V CONVERTER SYSTEM I A' Ai •l 11 7 z 10 CHECKED: PWM .yT II- Jg EXISTING AT&T ' " JOB r�: RE-TERMINATE EXISTING 700 MHZ DC TRUNK FROM INDOOR 1 19' 6" CONCRETE PAD 20ACCATM06-0025 RAYCAP DC6 TO EXISTING OUTDOOR RAYCAP DC12 ;I r_, L ._... .... U61 NUMBER:604-106-164 • EXISTING RAYCAP PROPOSED LTE EXISTING AT&T EXISTING & FINAL DC12 (LTE) FIBER SLACK BOX ICE BRIDGE EQUIPMENT PLANS EXISTING 9412 EPODE-B EXISTING LTE FIBER SLACK BOX BBU CABINET W/ FSM4 (MOUNTED BELOW) EXISTING AT&T FEEDLINES - (15) COAX CABLES FINAL EQUIPMENT PLAN - (5) DC TRUNKS 1 0 2' 1"=4'-0" (11x17) - (1) RET ` _�"ter.. 1"=2'-0" (FULL SIZE) - (2) FIBER TRUNKS w A 2 -1 ■2 . I EXISTING AT&T EQUIPMENT TO REMAIN CONTRACTOR TO REFER TO THE TOWER STRUCTURAL ANALYSIS - (3) ANTENNAS FOR THIS PROJECT BY OTHERS. - (9) RRH EXISTING RAD CENTER - (3) DIPLEXER TO BE RELOCATED 0 52' EXISTING AT&T EQUIPMENT TO REMAIN ,. AT&T - (3) SOARS REMOTES - (3) ANTENNAS ++..// - (2) DC6-48-60-18-8F RAYCAP SQUID - (9) RRH - (1) DC9 48 60 24 8C EV RAYCAP SQUID idI - (3) DIPLEXER , _ I EXISTING ANTENNA MOUNT TO BE - (3) SDARS REMOTES REPLACED (T/P. AT EACH SECTOR) _ - (2) DC6-48-60-18-8F RAYCAP SQUID ' A IM in. I - (1) DC9-48-60-24-BC-EV RAYCAP SQUID I ' ISTING AT&T EQUIPMENT TO BE REMOVED CROWN EX - (3) KMW EPBO-652L8H8 ANTENNAS ` `,I, CASTLE - (6) ANDREW MHA ETB19G8-12UB TMA's AT&T EQUIPMENT TO BE INSTALLED I 1 - (3) NOKIA RRH2X40-07L-AT RRH 1505 WESTLAKE AVENUE NORTH,SUITE 800 - (6) CMA-UBTULBULBHH-6517-17-21-21 ANTENNAS - (3) AIRSCALE 4T4R B12/14 320W AHLBA RRH SEATTLE,WA 98109 - (3) AIRSCALE 4T4R B5 160W AHCA RRH I I EXISTING ANTENNA MOUNT TO BE ill O REPLACED (TYP. AT EACH SECTOR) 11 PROPOSED AT&T 4-SIDED I I I� PLATFORM MOUNT O EXISTING RAD CENTER P.MARSHALL&ASSOCIATES TO BE RELOCATED 0 52' P77 BU 856366 o SCHOLLS & 125TH `.4 p < n 12655-A SOUTHWEST NORTH In 11 DAKOTA STREET II in• 1ILL, „ z TIGARD, OR 97223 J • K J e, W W o La U U < ., VGG N a II F N w REV DATE DESCRIPTION 4 W,I ¢ L.- < A 3/30/20 PRELIMS o ? o r 01 0 4/3/20 FOR CONSTRUCTION a Ai w a0 of <II 0 -- La i i EXISTING AT&T FEEDLINES o �� - (15) COAX CABLES z EXISTING AT&T FEEDUNES (5) DC TRUNKS a -- - (15) COAX CABLES .8 - (2) FIBER TRUNKS - (5) DC TRUNKS a - (1) RET CABLE 0 - (2) FIBER TRUNKS -- ----- R II - (1) RET CABLE L.... EXISTING MONOPOLE PROPOSED AT&T (1) FIBER TRUNK & (1) DC TRUNK EXISTING MONOPOLE ------ -- -.--- I DESIGNED'GRB I�szf I6 DRAWN: GRB v eve ® . • 'r' 14 .. .E a PWM >!; 1 y.,._ )04CHECKED 'y' , ,` K,kP I MO ?'u .. �.a 4�."1 4, -r,,. .e ke'f +1 -k:Ts !__ . _ I •. Iwo 2OACCAT 6-0025 . _ 1 IIBI NOMBER�604-106-1E4 EXISTING & FINAL C. _> - .<-h-J ELEVATIONS EXISTING EAST ELEVATION FINAL EAST ELEVATION C-2 NOT TO SCALE NOT TO SCALE EXISTING AT&T RRH TO BE RELOCATED TO POSITION 4 � AT&T AIRSCALE 4T4R 630 100W AHNA (TOTAL OF 3, 1 PER SECTOR) EXISTING AT&T RAYCAP DC9-48-60-24-8C-EV TO REMAIN •-•-.-......-' EXISTING AT&T RRH TO REMAIN (TOTAL OF 1, ALPHA SECTOR) NOKIA 625 RRH4X30-4R (TOTAL OF 3. 1 PER SECTOR) EXISTING AT&T DIPLEXERs TO BE RELOCATED TO POSITION 4 EXISTING AT&T TMAs TO BE REMOVED T.. • CROWN COMMSCOPE CBC23SR-43 ANDREW MHA ETB19GB12U6 EXISTING AT&T RAYCAP (TOTAL OF 3, 1 PER SECTOR) (TOTAL OF 6, 2 PER SECTOR) �� CASTLE DC6-48-60-18-8F TO REMAIN (TOTAL OF 2, ALPHA SECTOR) 1505 WESTLAKE AVENUE NORTH,SUITE 800 X'SE-A' •3C- SEATTLE,WA 98109 RRH TO BE RELOCATED TO Nisi\-..2" EXISTING AT&T RRH TO BE REMOVED Al/'60 EXISTING AT&TPOSITION 3 ON NEW MOUNT Syd NOKIA RRH2X40-07L-AT ,, �- : NOKIA B66A RRH4X45-4R A2 1 I(TOTAL OF 3, 1 PER SECTOR) �`• (TOTAL OF 3, 1 PER SECTOR) , fill Q • EXISTING AT&T COMMSCOPE ION-M23 SOARS REMOTE ` �.• REPEATER TO BE RELOAATED TO POSITION 4 ` I• EXISTING ANTENNA MOUNT TO BE , P.MARSHALL&ASSOCIATES •.;t (TOTAL OF 3, 1 PER SECTOR) .• �i` 4 REPLACED (TOTAL OF 3, 1 PER SECTOR) G1 . \j'/ , EXISTING ANTENNA MOUNT TO BE G2 •"' % Lp}$ REPLACED (TOTAL OF 3, 1 PER SECTOR) SIB j ;, B1 9" B2 EXISTING AT&T ANTENNAS TO BE RELOCATED ,,,s- p\* KMW EP60-652LSH84 I 7�J / TO POSITION 4 ON NEW MOUNT S. EXISTING AT&T ANTENNAS TO BE REMOVED ',' KMW EPBQ-652L8H8 a c�` (TOTAL OF 3. 1 PER SECTOR) (TOTAL OF 3, 1 PER SECTOR) BU #: 856366 SCHOLLS & 125TH 12655-A SOUTHWEST NORTH DAKOTA STREET TIGARD, OR 97223 N • N EXISTING ANTENNA PLAN ® 45' 'NOTE: EXISTING ANTENNA PLAN © 54' EQUIPMENT LAYOUT SHOWN IS BASED ON THE PREVIOUS NOT TO SCALE NOT TO SCALE CONSTRUCTION DRAWINGS DONE BY CROWN CASTLE REV DATE DESCRIPTION DATED 08/22/19 AS WELL AS MOST RECENT AUDIT PHOTOS AND MEASUREMENTS.IF EQUIPMENT LAYOUT A 3/30/20 PRELIMS DIFFERS FROM WHAT Is SHOWN.CONTRACTOR TO PROPOSED AT&T ANTENNAS CONTACT THE CONSTRUCTION MANAGER. CELLMAX CMA UBTULBULBHH-6517-17-21-21 \j�.•'°' 0 4/3/20 FOR CONSTRUCTION A (TOTAL OF 6, 2 PER SECTOR) /' �1 A.� EXISTING AT&T RAYCAP DC6-48-60-18-8F TO REMAIN i� EXISTING AT&T RRH TO REMAIN (TOTAL OF 2, ALPHA SECTOR) `0. ft L'` �� \KIA 625 RRH4X30-4R --- TAL OF 3, 1 PER SECTOR) EXISTING AT&T RRH RELOCATED TO POSITION 4 'S• A /1j AIRTOALETAL 4TOF B30 RS00W AHNA - -(TOTAL OF 3, i PER SECTOR) PROPOSED AT&T RRH AIRSCAIE 4T4R BS 160W AHCA�A3 (TOTAL OF 3, 1 PER SECTOR) N. ��, al '" �� - �'''�� EXISTING AT&T ANTENNAS EXISTING AT&T COMMSCOPE ION-M23 SOARS ` ' `• + ` G3 ` ..�c»J �y l� t , RELOCATED 6 POSITION 4 REMOTE REPEATER RELOACTED TO POSITION 4 NZF-/ l++ �A r +' KMW EPBQ-652LSH8 DESIGNED:GRB (TOTAL OF 3, 1 PER SECTOR) ',yNO AWN\ t/+ (TOTAL OF 3, 1 PER SECTOR)lie + " ' �`Qh DRAWN: GRB B1 EXISTING AT&T DIPLEXERS RELOCATED TO POSITION 4 )' _ CHECKED: PWM s. EXISTING AT&T RRH RELOCATED TO POSNION 3 �' \ (TOTAL COMMSCOPE CBC23SR-43 / �� (TOTAL OF 3, 1 PER SECTOR) ar,)• NOKIA 3, A RRH4X45-4R e � �\� • i JOB . (TOTAL OF 3, 1 PER SECTOR) • ." - \ OW NUMBER:604-10 84 20ACCATM06-0025 'Z ��NOTES: '�•\+�.,t,• 63 • DO NOT INSTALL RAYCAPS OR RRUS IN A MANNER THAT INFRINGES ♦ .<• EXISTING AT&T RAYCAP UPON THE TOWER SAFETY CIJMB. SZE/G1 11 \ DC9-48-60-24-BC-EV TO REMAIN • • THE CONTRACTOR SHALL OBTAIN THE FINAL REDS PRIOR TO PROPOSED AT&T 4-SIDED PLATFORM MOUNT ' ITS +< (TOTAL OF 1, BETA SECTOR) CONSTRUCTION. 1 B4 '$:'' EXISTING & FINAL - • CONTRACTOR TO CONFIGURE ALL RAYCAP SQUID ALARMS ACCORDING TO i THE NUMBER OF RADIOS INSTALLED, FOLLOW MEWS SPECIFICATIONS. \‘,‘2- ANTENNA PLANS - 1ST SQUID INSTALLED WILL BE ALARMED TO LOWEST PROPOSED AT&T RRH BAND RRU TO THE ALPHA SECTOR. AIRSCALE 4T4R B12/14 320W AHLBA S•i�` - 2ND SQUID INSTALLED WILL BE ALARMED TO LOWEST (TOTAL OF 3, 1 PER SECTOR) BAND RRU TO THE BETA SECTOR. - 3RD SQUID INSTALLED WILL BE ALARMED TO LOWEST N BAND RRU TO THE GAMMA SECTOR. FINAL ANTENNA PLAN C-3 - SQUID ALARMS ARE NOT TO BE DAISY CHAINED. NOT TO SCALE FINAL EQUIPMENT SCHEDULEigiiii AT&T ALPHA (VERIFY WITH CURRENT RFDS) _ ANTENNA RADIO OIR.EXER REPEATER SURGE PROTECTOR CABLES POSmON TECH. STATUS/MANUFACTURER YODEL AZIMUTH RAO CENTER OTr. STATUS/MODEL LOCATOR GTE. STATUS LOCATION CITY. STATUS/MODEL OTY. STATUS/MODEL Orr. STATUS/TYPE LENGTH / 1 (P)4T4R B12/14 3204 N484 TOWER 2 (E)DC ,DU•_D. C RVW N Al LIE ppyA_UBRILB(Lll))CCELLMAX -21-21 60 54' - - - - - I (E)DC6-48-60-18-8F nt%sie CASTLE 1 (E)B25 RRH4X30-4R TOWER I (E)BEER 100'-0' 1505 WESTLAKE AVENUE NORTH,SUITE 800 SEATTLE,WA 98109 A2 - - - - - - - - - - - - - - - - - 1 (E)866A RRH4X45-4R TOWER 2 (E) DC 100'-O" 1 AA7 LIE CAN-UBNL(F)3CCCCLUA]-1T-21-2160' 54' - - - - - 1 (E)OCR-48-60-18-8F 1 (P)4T4R B5 160W MICA TOWER I (E)FIBER 100'-0" pCLIACCA Cp A4 UMTS/LIE (E)KM EPBO-652L046 60' 54' 1 (E)4T4R 1330 100W AHNA TOWER 1 (E)COIAMSCOPE TOWER I (E)COMMSCOPE 10N-Y23 - - 5 (E)COAX 100'-0" P.MARSH ALL&ASSOCIATES CBC235R-43 SEARS REMOTE REPEATER BETA I (P)4T4R 812/14 320W AHLBA TOWER 1 (P)FIBER 100'-0' P 7 7 B1 LIE (P)CELLAR% 15m 54' - - - - - 1 (E)DC9-48-60-24-6C-EV I (E)DC 100'-0" CMA-UBNIHULHM-6517-17-21-21 1 (E)B25 RRH4X30-4R TOWER 1 (P)DU 100'-0' BU #: 856366 SCHOLLS & 125TH B2 - - - - - - - - - - - - - - 1 (E)RET - 12655-A SOUTHWEST NORTH DAKOTA STREET 83 LTE (P)CETIMAX 150 54' 1 (E) B66A PotH4X45-4R TOWER - TIGARD, OR 97223 - - - - - - - CIM-UBTUUSULBH11-6517-17-21-21 • 1 (P)4T4R B5 160W MICA TOWER B4 UMTS/LTE (E)OM EPBO-65256HD 150' 54' 1 (E) 4T4R 830 100W AURA TOWER I (E)COMMSCOPE TOWER 1 (E)COMIASCOPE ION-1.123 _ - 5 (E)COAX 100'-0" CBC23SR-43 SOARS REMOTE REPEATER REV DATE DESCRIPTION A 3/30/20 PRELIMS 0 4/3/20 FOR CONSTRUCTION GRMUA - I (P)4T4R 612/14 32061 HILDA IUWLN _— (P)CELLMAX - - - - - - - -GI LTE CAN-UBNLBULBHh6517-17-21-21 240' S4 1 (E)B25 ftRH4%30-4R TOWER G2 - - - - - - - - - - - - - - - - - _. 1 (E)D66A RRH4X45-41t TOWER G3 LTE (P)CEllM 240 % - - - - - - - - - - 1 CMA-UBIUBULBHH-6517-17-21-21 54' __,_ I (P)4T4R B5 160W MICA TONER G4 UMTS/LTE (E)KMW EPBO-652L840 240 54' I (E)4T4R B30 100W AHNA TOWER 1 (E)COUBSCOPE TOWER I (E)COMMSCOPE ION-M23 _ - 5 (E)COAX 100'-0" CBC23SR-43 SOWS REMOTE REPEATER NEL (E) -EXISTING (P) - PROPOSED - Voltage Drop Calculations CABLE COUNT DESIGNED:GRB Voltage(V1- 48 I Amperage(A)= 10.00 I Temperature CC)= 75 DRAWN: GRB 01Y CABLE TYPE '° Paver Plant to DC-8(Jumper) DC-6 to Squid(Trunk) Spurt to RRH(Jumper) Flnal Voltage Total Voltage CHECKED: PWM Sector Wire Size Wire Length(ft) R(WWI) Voltage Drop Wire Size Wire OM)e Length(ft) R M) Voltage Drop Wire Size Wire Length(R) R(OAdt) Volt M age Drop Drop(%) 15 WAX CPME Alpha 12 15 1.9800 0.5940 8 100 0.7780 1.5560 12 15 1.9800 0.5940 45.26 5.72 6 DU 11614( ',,� J03 : Beta 12 15 1.9800 0.5940 8 100 0.7780 1.5560 12 15 1.9800 0.5940 45.26 5.72 3 FIBER TRUNK `' 7D 20ACCATM06-0025 Gamma 12 15 1.9800 0.5940 8 100 0.7780 1.5560 12 15 1.9800 0.5940 4518 5.72 1 PET 1461 NUMBER:604-106-184 • ROTES' 1.CALCULATORS ARE BASED ON STRANDED,COPPER CONDUCTORS. 2.RESISTANCE VALUES FOR CONDUCTORS ARE BASED ON TABLE 8 OF THE NEC.DIRECT-CURRENT RESISTANCE FOR CONDUCTORS. 3.LENGTH SHOWN IS NE LENGTH ONE-WAY TO DE'ACE. FINAL ANTENNA & CABLE SCHEDULE NOTES: 1.REFER TO FINAL REDS FOR FINAL RF CONFIGURATION. 2.REDS ID 3591nzz BONG USED. ANTENNA & CABLE SCHEDULE C-4 A. 10 ANTENNAS AT&T (PER SECTOR) - (4)COAX JUMPERS (DSP) CrCROWN PER SECTOR ``./v CASTLE LTE WCS LTE 700 LTE 850 LTE PCS LTE AWS LTE 700 FIRSTNET - - - - - - L 1505 WESTLAKE SEATTLE, E SAE NORTH,SUITE 800 O RRH 066A-RH4x4 RRH RRH RRH RRH Y IJ Y IJ „1„. 4 U AFINA RRH4x45 2x60-850 2x40W-07L 2x40W-07L 2x40W-07L IT a v l v I O FIBER JLMFER PAIRS a v v _ L A P) P.MARSHALL &ASSOCIATES a F SQUID P -J a aa v ALARM CABLE —P P - F F J P r r P P P (1V) L F r F P P P J-- P P P • _ P E F EXISTNG DC JUMPERS (TY SET OF(2)DC E E NEW DC JUMPERS as a ... P) CONDUC'CR BUNDLES ( P) (LW) inn nnnnnnnnnnnnnnnnnnnnl BU #: 856366 v DEMARCATIONR BOX DEMARCATION BOX SCHOLLS & 125TH 12655—A SOUTHWEST NORTH - SET OF(2)DC DC POWER TRUNKS DAKOTA STREET CONDUCTOR BUNDLER F F P I P P (DSP) TIGARD, OR 97223 48WC BUS INSIDE P -P EXISTING DC TRUNKS P a v P P EXISTNG POWER PLANT P P (DP) \ DC JUMPERS(TYP) L (VERIFY EXISTING OR INSTALL NEW) i- ALARM T RACK MOUNTED SURGE REV DATE DESCRIPTION P P PROTECT/DC POWER A 3/30/20 PRELIMS RACK MOUNTED SURGE I .I - 0 4/3/20 FOR CONSTRUCTION SUPPRESSOR P.__ P I - I_ O -_ 1 F F RACK MOUNTED SURGE RACK MOUNTED BBU PROTECT/DC POWER POWER PLANT -\)-DC 66 JUMPER RRH *, DESIGNED:GRB JUMPER TRUNK C,l DRAWN: GRB POWER PLANT �" - - DC-6 SQUID _ RRH C' CHECKED: PWM L-.. RRH 1 '• f. JOB il NOTES: JD 20ACCATM06-0025 1. REFER TO CHART FOR CABLE QUANTITIES,SIZES, u61 NUMBER:eo+-Loo-Lai AND LENGTHS. °DC WIRING DIAGRAM (PROVIDED BY OTHERS) ELECTRICAL WIRING SCALE: NOT TO SCALE DIAGRAM C-5 t ,...... .. AT&T CROWN CASTLE 1505 WESTLAKE AVENUE NORTH,SUITE 800 SEATTLE,WA 98109 D IM0i, ANTENNA MOUNT PIPE (TYP.) ANTENNA MOUNT PIPE (TYP.) P.MARSHALL&ASSOCIATES DOWNLT BRACKET SUPPLIED DOWNTILT BRACKET SUPPUED ANTENNA ANTENNA (TYP.) WITH ANTENNA (TYP.) RRU SUPPORT BRACKETS 11111Fir -n n(TYP.) RRU SUPPORT �I-It Q`/BRACKETSRRUS �i (TYP.) BU #: 856366 (T��•) ' ' SCHOLLS & 125TH - 12655-A SOUTHWEST NORTH DAKOTA STREET RRUS TGARD, OR 97223 REV DATE DESCRIPTION �_� LIT ANTENNA (TYP.) LTE ANTENNA (TYP.) A 3/30/20 PRELIMS ' 0 4/3/20 FOR CONSTRUCTION Mr Er.. MOUNTING BRACKET SUPPUED MOUNTING BRACKET SUPPLIED WITH ANTENNA (TYP.) WITH ANTENNA (TYP.) ANTENNA & RRU DETAIL NOT TO SCALE DESIGNED:GRB DRAWN: GRB �r f CHECKED: PWM WI ' :F� ) JOB N: 20ACCATM06-0025 UBi UU.BER:604-106-184 EQUIPMENT DETAILS C-6 . MANUFACTURER: Cellmax MANUFACTURER: NOKIA MODEL: CMA-UBTULBULBHH-6517-17-21-21 MODEL: AHLBA (AIRSCALE 612-B14) 11111, HEIGHT: 96.5" (2450 mm) HEIGHT: 28.74" (730 mm) WIDTH: 7.7" (690 mm) WIDTH: .45 (308 mm) i`_ AT&T DEPTH: 7.7" (196 mm) DEPTH: 9.45" (240 mm) `�• WEIGHT: 104 lbs (47 kg) VENDOR: COMMSCOPEI WEIGHT: 101.4 lbs (46 kg) �M. MODEL• RR-FA2 I WEIGHT: 35.88 LBS CROW V � ,, WIDTH F / C_' CASTLE <L , QZN ® REAR Yz" GALV FIAT BRACKET ID o Q 1505 WESTLAKE AVENUE NORTH,SUITE 800 WASHER (11• SEATfLE,WA 98109 " GAL GALV "x Di BOLT KV w: o. HEX11 GALV I i tI�� _ r. : i �, LOCK WASHER LTJ III 0.44"0, TYP —WELDED FROM' 407,,.. eRACKEri ' ' ' ® P.MARSHALL&ASSOCIATES LEFT RRH HANGER, ‘,", ,H"' "":„ �, =TVP2 - "z ADi"D GALV =. THREADED ROD ( w_ .-.._ RF CONNECTIONS P. 77 WIDTH I RIGHT RRH HANGER, ` / BU 856366 TYP 2 1 SCROLLS & 125TH = J 12655-A SOUTHWEST NORTH W SEC11ON A—A DAKOTA STREET o, TIGARD, OR 97223 OCellmax CMA—UBTULBULBHH-6517-17-21 —21 ODUAL MOUNTING BRACKET ©NOKIA AHLBA (AIRSCALE B12—B14) NOT TO SCALE NOT TO SCALE NOT TO SCALE REV DATE DESCRIPTION A 3/30/20 PRELIMS MANUFACTURER: NOKIA MODEL: AHCA AIRSCALE 4T4R B5) HEIGHT: 13.3" ((337 mm) 0 4/3/20 FOR CONSTRUCTION WIDTH: 11.6" (295 mm) DEPTH: 6.5" (165 mm) WEIGHT: 35.27 lbs (16 kg) _... _ WIDTH I a ' I ® DESIGNED:GRB ! ll. DRAWN: GR8 4w 'F CHECKED: PWM I LT. . z JOB #: 1 2OACCATMO6-0225 ` I- UBI NUMBER 604-106-134 EQUIPMENT DETAILS ONOKIA AHCA (AIRSCALE 4T4R B5) ONOT USED - °NOT USED C-7 NOT TO SCALE NOT TO SCALE NOT TO SCALE PROPOSED AT&T PLATFORM MOUNT TO BE UPGRADED/MODIFIED PER STRUCTURAL MOUNT ANALYSIS PROPOSED AT&T ANTENNAS AT&T CELLMAX CMA UBTULBULBHH-6517-17-21-21 (TOTAL OF 6, 2 PER SECTOR) EXISTING AT&T GROUND BAR �' ?I 1 CROWN CASTLE 1•4:A PROPOSED AT&T RRH 1505 WESTLAKE AVENUE ROTH,R SUITE 800 `st�-�, iF:.�x•• I r • • AIRSCALE 4T4R 85 160W AHCA SEAITLE,WA 98109 :.\� ' + f.•. T`ylt��MO (TOTAL OF 3, 1 PER SECTOR) v fin, [� NI*-4'‘'4"11Sti„ -� 'ify#Av,'..r�'"�A� PROPOSED AT&T RRH ;'i ` • 14 AIRSCALE 4T4R B12/14 320W AHLBA Nitiftia4mor % (TOTAL OF 3, 1 PER SECTOR) P.MARSHALL&ASSOCIATES 40 pp1� 1 AP' 9�4 GROUNDING NOTES: P 7 7 N+ �1 s 1. PROPOSED #2 AWG STRANDED GREEN INSULATED COPPER WIRE FROM THE TOWER MOUNTED RAYCAP BU #: 856366 DC6 OR DC9 TO THE SECTOR GROUND BAR. SCROLLS & 125TH GROUND PER MEWS SPECIFICATIONS. PROPOSED #2 AWG SOUD BARE TINNED COPPER WIRE FROM ALL NEW 12655-A SOUTHWEST NORTH RAYCAP SQUIDS, RRU's, TMA's, DIPLEXERS AND PIPE MOUNTS TO THE 2. PROPOSED #2 AWG STRANDED GREEN INSULATED - EXISTING GROUND BAR. GROUND PER MANUFACTURER'S SPECIFICATIONS. COPPER WIRE FROM EACH TOWER MOUNTED RRU TO DAKOTA STREET THE SECTOR GROUND BAR. GROUND PER MFR'S TIGARD, OR 97223 SPECIFICATIONS. GROUNDING SCHEMATIC AT TOWER 3. GROUND ALL RF EQUIPMENT INCLUDING BUT NOT LIMITED TO COAX, DIPLEXERS, SURGE ARRESTORS, GROUNDING KEY NOTES: TMA's, RRU's ANTENNAS, & ANTENNA MASTS PER NEC AND AT&T Ail—TP-76416. REV DATE DESCRIPTION MPROPOSED #2 AWG SOUD BARE TINNED COPPER WIRE FROM THE PROPOSED SLACK BOX TO THE EXISTING GROUND RING OR WELDED 4. MISCELLANEOUS ELECTRICAL AND NON—ELECTRICAL A 3/30/20 PRELIMS TO THE POLE IT IS MOUNTED ON. METAL BOXES, FRAMES AND SUPPORTS SHALL BE 0 4/3/20 FOR CONSTRUCTION BONDED TO THE GROUND RING, IN ACCORDANCE -- WITH THE NEC. 5. PROPOSED #2 AWG SOUD BARE TINNED COPPER WIRE FROM ALL METALLIC CONDUITS TO THE EXISTING GROUND RING. USE BURNDY GAR SERIES CLAMPS TO CONNECT TO CONDUIT _ C— 0 /J N\ I T / \ 1 \ oo° I o' , ,,,il , -"N„...,s, ---,...,,,,..,„:, -N--,...N.N,,'--,...„..N, 'N----,,,N.s, ., i DESIGNED:ORB IQIII _, (RE—TERMINATE EXISTING 700 MHZ DC TRUNK FROM ID DRAWN: ORB ° RAYCAP DC6 TO EXISTING RAYCAP DC12) ��` r CHECKED: PWM p ^'`. JOB #. 20ACCATM06-0025 / UBI NUMBER:604-106-181 C v PROPOSED COOLING FIBEROSIACKTE BOX 1\ PROPOSED AT&T (1) FIBER GROUNDING CEQ.18619- DOOR CABINET TRUNK & (1) DC TRUNKS EXISTING 9412 SCHEMATIC EXISTING (1) FSM4 (AMLA) IS ADEQUATE, UT1UZE EXISTING (1) ASIA AND (3) ABIA CARDS ON THE C1 SIDE FOR LTE. ADD 5G GROWTH KIT ON THE C2 SIDE FOR 5G GROUNDING SCHEMATIC AT GROUND G-1 TO• ANTENNA COAX 10 ANTENNA COAX WIRE SIZE BERNDT LUG BOLT SIZE COPPER/GALVANIZED GROUND BAR COPPER/GALVANIZED GROUND BAR �6 2GREENSOLID INSULATEDINDYAUC-2TC38 3/8'- 16 NC SS 2 BOLT AT&T #2 TINNED YA3C-2TC38 3/8'- 16 NC SS 2 BOLT �/ O 0 O 00000000000000 P R2 STRANDED YA2C-2TC38 3/8'- 16 NC SS 2 BOLT 0 0 0 00000000000000 0000000000000 #2/0STRANDED YA26-2T036 3/8' - 16NCSS2BOLTo c o 0 0 0 000000oao 0000 ® 0 0 0 0 0 0 0 o a o 0 0 0 0 ® WO STRANDED YA2B-2N 1/2°- 16 NC SS 2 BOLT #2 SOLID TINNED COPPER CONDUCTOR TO TOWER/SHELTER GROUND RING(2 BURNDY GROUND LUG W/INC BARREL HEAT SHRINK ttP. FOR BOTTOM GROUND BAR ONLY) (SEE CHART) (CLEAR) CROWN TWO HOLE LONG BARRE, COMPRESSION TWO HOLE LONG BARREL COMPRESSION ILO(TYP) NUT(TYP) LUG (TYP) LOCK WASHER(TYP) 7 CC , CASTLE NOTES: NOTES - 1505 WESTLAKE AVENUE NORTH,SUITE BCO 1. OOUBL''NG UP"OR STACKING•OF CONNECTIONS IS NOT PERMITTED_ 1, EXTERIOR ANTIOXIDANT JOINT COMPOUND TO BE USED ON ALL EXTERIOR CONNECTIONS. E.. GROUND SEATTLE,WA 98109 2. EXTERIOR ANTIOXIDANT JOINT COMPOUND TO BE USED ON ALL EXTERIOR CONNECTIONS. 2. GROUND BAR SHALL NOT BE ISOLATED FROM TOWER.MOUNT D'RECTLY-C TOWER STEEL(TOWER ONLY). CONDUCTOR 3. GROUND BAR SHALL NOT BE ISOLATED FROM TOWER.MOUNT DIRECTL"TO TOWER STEEL. 3. GROUND BAR SHALL BE ISOLATED FROM BUILDING OR SHELTER. GROUND BAR BOLT(SEE CHART) (TM D IVr ANTENNA GROUND BAR DETAIL TOWER/SHELTER GROUND BAR DETAIL BURNEYAR TWO HOLE LUG WI , ®SCALE: NOT TO SCALE ®SCALE: NOT TO SCALE l (SEE CHART) .._, � BARE WIRE TO BE TREATED WITH NO-oX AT BOTH ENDS P.MARSHALL&ASSOCIATES NOTE: STRANDED ALL GROUNDING LUGS ARE TO BE O (SEE CHART) INSTALLED PER MANLFACTURER'S SPECIFICATIONS.A'LL HARDWARE SOLIS, N WASHERS SHA.L BE 3/8- TAMPBOLT STEEL.ALLK FORSWORE ARE TO BE STAINLESS RESISTANT BOLT J��) FOLLOWS:BOLT,FLAT WASHER,GROUND P R 7 7 (TYP) t/ BM,GROUND LUG,FLAT WASHER AND M6 MIN. FROM ANTENNA CABLE GROUND KIT INSULATORS NUT. SEE NOTE ) F BU #: 856366 �, ro o �/ WALL BRACKET 0 ° MECHANICAL LUG CONNECTION SCROLLS & 125TH ttP) ° o ®SCALE: NOT TO SCALE 12655—A SOUTHWEST NORTH GROUND BAR ON SHELTER ICE I ® ° 0 ° DAKOTA STREET BRIDGE,OR ON ANTENNA TOWER \ O \` ,� ° o TIGARD, OR 97223 • .,BOO OOnilln 0 `00 00 o00O ° ° ° UNIVERSAL COPPER O O O O O O ,0000 On O o GROUND BAR(4"x20') STAINLESS STEEL BOLT " .... ' L�J `..2, LOCK WASHER ® (RP) P/N MI STAINLESS SrEEI FLAT WASHER REV DATE DESCRIPTION S_ ,� (TYP) TWO-HOLE COMPRESSION LUG 2-HOLE CRIMP/ (TYP) A 3/30/20 PRELIMS TWO HOLE LUG.OR EXOTHERMIC---"''''''..— GROUNDING SHALL BF ELIMINATED J — COMPRESSION _ WEIR TO BE USED WITH g2 BARE WHEN GROUND BAR IS CONNECTOR 0 4/3/20 . FOR CONSTRUCTION CONDUCTOR WIRE TO BUILDING ELECTR'CALLY BONDED TO TOWERMETAL "OYES: J GROUND SERV CE GROUND OR GROUND RING RO L DOWN LEAD(HOME RUN)CONDUCTORS ARE NO TO BE INSTALLED ON CROWN CASTLE USA NC. TOWER,PER THE GROUNDING DOWN CONDUCTOR POLICY OAS-STD-1009T ND MODIFICATION OR DRILLING TO TOWER STEEL IS ALLOWED IN ANY FORM OR FASHION,CAD-WELDING ON THE TOWER AND/OR IN THE STAINLESS STEEL -- AIR ARE NOT PERMITTED FLAT WASHER STAINLESS STEEL (TSP) 2. OMR INSULATOR WHEN MOUNTING TO TOWER STEEL OR PLATFORM STEEL BELLVILLE WASHER STAINLESS STEEL NUT USE INSULATORS WHEN ATTACHING-0 BUILDING OR SHELTERS. (TYP) (TYP) SINGLE CONNECTOR AT GROUND BARS ®GROUNDWIRE INSTALLATION GROUND BAR DETAIL STAINLESS STEEL BOLT SCALE: NOT TO SCALE ®SCALE: NOT TO SCALE STAINLESS STEEL - FLAT WASHER (RP) C 2.HOLE N STEEL STAINLESS STEEL COMPRESSION n WEATHERPROOFING KIT CONNECTOR NM 1 • RAT WASHER 12'°FO A (SEE NOTE 3) 6iaNLE55 STEEL STAINLESS STEEL NUT m w!a COAX JUMPER NOTE MINIMUM OF S/S NU BELLVILLE WASHER (TYP) DESIGNED:GRB ANTENNA CABLE 3 THREADS TO BE (TOP)_ VISIBLE (TYP) TO ANTENNA (RIP) SINGLE CONNECTOR AT STEEL OBJECTS DRAWN: GRB I-_-- S/S SPLIT WASHER , CHECKED: PWM 2 HOLE'LONG (ttP) SIaNLEDS STEEL CABLE BARREL TINNED STAINLESS STEEL CONNECTOR SELF-DRILLING SOLID COPPER METAL SCREW FLAT WASHER , JOB #:: WEATHERPROOFING KIT LUG S/S FLAT (RP) lfYA) 4Y 1 11 ' #6 STRANDED COPPER GROUND (SEE NOT 3) (TYP) WASHER ( ) 20ACCATM06-0025 (TYE)WIRE OBI NUMBER:E04-106-t64 (GROUND TO GROUND BAR)SEE CABLE GROUND KIT 2-HOLE CRIMP/ I COMPRESSIOR NOTES 1 & 2 CONNECTOR N COATED SOLID COPPER BUS BAR S/S METALLIC OBJECT FLAT NOTES: WASHER DRAGON TOOTH WASHER(TMP) (TYP) GROUNDING 1. DO NOT INSTALL CABLE GROUND KITAT A BEND AND ALWAYS DIRECT GROUND WIRE DOWN TO CHERRY NSULATOR GROUND BAR. INSTALLED IF REQUIRED S/S BOLT SINGLE CONNECTOR AT METALLIC/STEEL OBJECTS DETAILS 2. GROUNDING KIT SHALL BE TYPE AND PART NUMBER AS SUPPUED OR RECOMMENDED BY CABLE (TYP)MANUFACTURER. 3. WEATHER PROOFING SHALL BE`WO-PART TAPE KIT,COLD SHRINK SHALL MDT BE USED. ®CABLE SCALE: NOTUND KIT TO SCALE SCALE: DETAIL NOT TO SCALE ®SCALE:: DETAIL LUG HARDWARE SCALE EXTERIOR CONNECTIONS G-2 Diagram File Name-3ant_8--8-10_1Rad_RRH Diagram-Sector A Top_L7PSL9_Empty_5GN RAW S_.UBW CSIPRepeaterNsd •toll Site Name- PR77 FN 5G Location Name- SCHOLLS&125TH Market- OREGON Market Cluster- SEATTLE/OREGON /NO.ID omments: Antenna POS1 Antenna POS3 Antenna POS4 L7PS/L9 5GNR/AWS U8IWCS LOW LOW HIGH HIGH LOW LOW HIGH HIGH LOW HIGH HIGH HIGH HIGH N NLnu7 as b N N N N us N ul XI V] tO of tO V] N LOU, e> o, V V Y t O V V O d V Q V @ V O V V C O V P V V V C NO• NI M •L•..... _. ........ RET SI 3A tx In R' efa] ERB Rule — RET RET RET LLT _ 1 Commacaee CBC235R-43 Dipexer NI Ea m OE ,- 3. az ROnRUU .. ,x, .. . N1 RR Wn R%. i AY. are TEO Band RRHX High Band RRH 88O Band RRH High Band RR • RWCS Band RRH3 SOARS CPR IIDC CPRUDC CPRLIDC CPRI/DC CPR VDC Remote rJ LJ Li LJ = NM LJ LJ LJ Li XTr .. •eN i I • Mal ' DC8-4840-18-0FI DC9-48f0-24-EC-EV DC Cable Fiber Trunk rillimmi F m 0 n m LTFJSGNR MAIN BABEBAND Power Plant UNIT UMTS 850 Cabinet ' Diagram File Name-3ant_8---8-10_1 Rad'_RRH Diagram-Sector B Top_L7PSL9_Empty_5GNRAWS_U8 WCSIPRepeater.vsd _ SEATTLE/OREGON •toll Site Name- PR77 FN 5G Location Name- SCHOLLS 8 125TH Market- OREGON Market Cluster- NO.ID Comments: -- Antenna POST Antenna POS3 Antenna P0S4 L7PS/L9 5GNRJAWS U8/WCS LOW LOW HIGH HIGH LOW LOW HIGH HIGH LOW HIGH HIGH HIGH HIGH v+ e+ ve+ v <+ v-a v n N v 4) v h a U) w v a In e v a s + + + + + + + + + SYZ R€T 121 to to SSA FRH RET RET J RET 1-- NM El -- .. k - LL -- IN T 1 —_ ms _ F CBC23SR-03 Diplexer ® ®i icIr''' 0R, III ux wu pxp n Mu e exa Axe ex a a� R B R 700 Band RH n 850 Band RRH High Band RR �i SOARS Remote - CPRI� CPRI/DC CPRIIDC 5 1* LJ LJ •L,J LA DC 1 I". { � w r r1 �u DC6-4868-186FI DC9-48-m-24.8C-Ev I 12 I DC Cable I ■ Fiber Tmnk riej . n n n n cc I-- IO a O In c0 - LTEI5GNR MAIN NND Power Plant BAMAI UNn UMTS 850 Cabinet Diagram File Name-3ant_8---8-10_1 Rad'RRH Diagram-Sector C Top_L7PSL9_Empty_SGNRAWS_USWCSIPRepeater.vsd •toil Site Name- PR77 FN 5G Location Name- SCHOLLS&125TH Market- OREGON Market Cluster- /NO E/OREGON NO.ID Comments: Antenna POS1 Antenna PO53 Antenna POS4 L7PS/L9 5GNR/AWS U8/WCS LOW LOW HIGH HIGH LOW LOW HIGH HIGH LOW HIGH HIGH HIGH HIGH v v v < 7 4 v v v v a v v v v Iv a e o a v v e 4 v 8EI Eu tx ty as a 1 RRH RET RET RET LL T MO NI MI MI Canmsnpe C0CZi92<3 Diplexer IN IM =IR f.: lr T wos JIILINILICIIIL lxl M3 W' n 0.Y I iu ) The y RMI RR R. R%I R Rat] 1.M1 xy " Rf - 700 Band RRH 850 Band RRH High Band',' SDARS - CPREDC CPRIIDC C Al!lilli Remote MI 1 , T A 1 " _cm_______ DC1Fber ff.emarcati•lt.- u ":.. DC6e8-60-18-er1 DC9J8.E0-24-8CEV table 'I I L. Fiber Trunk - n n n n cc cc R o in • LTESGNR MAINBASEBAND Power Plant UNIT UMTS 850 Cabinet _AIL_- rtr-M- 1. 4 JUN 18 2020 d - Date: June 10, 2020 B+T GRP Steven Ruvalcaba CITY OF i l..ar��iI B+T Group Crown Castle ( Ili rjl L)i�11 �t 1717 S Boulder Ave, Suite 300 2055 S Stearman Dr Tulsa, OK 74119 Chandler, AZ 85286 (918) 587-4630 Subject: Structural Analysis Report Carrier Designation: AT&T Mobility Co-Locate Carrier Site Number: PR77 Carrier Site Name: Scholls& 125th Crown Castle Designation: Crown Castle BU Number: 856366 Crown Castle Site Name: Scholls & 125th Crown Castle JDE Job Number: 599128 Crown Castle Work Order Number: 1840611 Crown Castle Order Number: 511734 Rev. 0 Engineering Firm Designation: B+T Group Project Number: 111442.003.01 Site Data: 12655-A Southwest North Dakota Street,Tigard,Washington County, OR Latitude 45°26'32.07", Longitude-122°48'16.2" 55 Foot -Monopole Tower Dear Steven Ruvalcaba, B+T Group 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: LC5: Proposed Equipment Configuration Sufficient Capacity This analysis utilizes an ultimate 3-second gust wind speed of 97 mph as required by the 2019 Oregon Structural Specialty Code (OSSC). Applicable Standard references and design criteria are listed in Section 2 - Analysis Criteria. Structural analysis prepared by: Kishore Machani. Respectfully submitted by: B+T Engineering, Inc. t o PROpc 90767P r O fise 'a 08�2' .4 ; iazt, Iv, }C Fc�4` f0 r xp .es: 6/30120:21 John W. Kelly, P.E., S. . tnxTower Report-version 8.0.5.0 June 10, 2020 55 Ft Monopole Tower Structural Analysis CC!BU No 856366 Project Number 111442.003.01, Order 511734, Revision 0 Page 2 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 -Proposed Equipment Configuration 3) ANALYSIS PROCEDURE Table 2 - Documents Provided 3.1)Analysis Method 3.2)Assumptions 4)ANALYSIS RESULTS Table 3-Section Capacity (Summary) Table 4-Tower Component Stresses vs. Capacity-LC5 4.1) Recommendations 5)APPENDIX A tnxTower Output 6)APPENDIX B Base Level Drawing 7)APPENDIX C Additional Calculations tnxTower Report-version 8.0.5.0 June 10, 2020 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 111442.003.01, Order 511734, Revision 0 Page 3 1) INTRODUCTION This tower is a 55 ft. Monopole designed by Valmont. 2)ANALYSIS CRITERIA TIA-222 Revision: TIA-222-H Risk Category: II Wind Speed: 97 mph Exposure Category: B Topographic Factor: 1 Ice Thickness: 1.5 in Wind Speed with Ice: 30 mph Seismic Ss: 0.855 Seismic S1: 0.397 Service Wind Speed: 60 mph Table 1 - Proposed Equipment Configuration Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Level (ft.) Elevation Antennas Manufacturer Lines Size (in) (ft.) j 3 1 Alcatel Lucent B25 RRH4X30 3 Alcatel Lucent B66A RRH4X45 6 Cellmax Tech. CMA- UBTULBULBHH/6517/17/21/21 3 Commscope CBC23SR-43 3 Commscope ION-M23 SDARS 12 7/8 53.5 3 KMW Comm. EPBQ-652L8H8 3 1-5/8 51.5 3 Nokia AHCA_CCIV3 6 3/4 3 Nokia AHLBA_CCIV2 6 3/8 3 Nokia AHNA_CCIV2 2 Raycap DC6-48-60-18-8F 1 Raycap DC9-48-60-24-8C-EV 51 5 1 Site Pro 1 I F4P-12-H10 (Platform Mount) 3) ANALYSIS PROCEDURE Table 2 - Documents Provided Document Remarks Reference Source Online Order Information AT&T Mobility Co-Locate, Rev#0 511734 ICCI Sites' Tower Manufacturer Drawing Valmont, Order No. 13628-96 5239297 CCI Sites Mount Replacement Analysis Infinigy, Date: 03/30/2020 9008582 CCI Sites Foundation Drawing Valmont, Order No. 13628-96 4304674 CCI Sites Geotech Report Redmond&Associates, Project No. 110.051.G 4304673 CCI Sites Antenna Configuration I Crown CAD Package Date: 03/26/2020 ICCI Sites tnxTower Report-version 8.0.5.0 June 10, 2020 55 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 111442.003.01, Order 511734, Revision 0 Page 4 3.1) Analysis Method tnxTower(version 8.0.5.0), 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. When applicable, Crown Castle has calculated and provided the effective area for panel antennas using approved methods following the intent of the TIA-222 standard. 3.2) Assumptions 1) The tower and structures were maintained in accordance with the TIA-222 standard. 2) 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. B+T Group should be notified to determine the effect on the structural integrity of the tower. 4)ANALYSIS RESULTS Table 3 -Section Capacity (Summary) Section Elevation(ft) Component Size Critical P(K) SF*P allow % Pass/Fail No. Type Element (K) Capacity L1 55-31 Pole i TP16.175x11.375x0.188 1 -7.936 570.651 39.8 Pass L2 31 -0 Pole TP22x15.2x0.188 2 -10.199 I 808.924 67.5 Pass Summary Pole(L2) 67.5 Pass Rating= 67.5 Pass Table 4-Tower Component Stresses vs. Capacity - LC5 Notes Component Elevation % Capacity Pass/ Fail 1 Anchor Rods Base I 39.0 Pass 1 Base Plate Base 40.1 Pass 1 Base Foundation (Structure) Base 97.3 Pass 1 Base Foundation (Soil Interaction) [ Base I 48.0 I Pass Structure Rating (max from all components)= 97.3% Notes: 1) See additional documentation in "Appendix C — Additional Calculations" for calculations supporting the % capacity consumed. 2) Rating per TIA-222-H Section 15.5. 4.1) Recommendations The tower and its foundations have sufficient capacity to carry the proposed load configuration. No modifications are required at this time. tnxTower Report-version 8.0.5.0 55.0 R gg i MATERIAL STRENGTH .. GRADE Fy Fu I GRADE Fy Fu A572-63 ss kal eo ts� As TOWER DESIGN NOTES ' 1. Tower is located in Washington County,Oregon. 2. Tower designed for Exposure B to the TIA-222-H Standard. 3. Tower designed for a 97 mph basic wind in accordance with the TIA-222-H Standard. 4. Tower is also designed for a 30 mph basic wind with 1.50 in ice.Ice is considered to increase in thickness with height. 5. Deflections are based upon a 60 mph wind. 6. Tower Risk Category II. 7. Topographic Category 1 with Crest Height of 0.000 ft o o = 8. TIA-222-H Annex S N 9. TOWER RATING:67.5% I / 310ft N Q - O O O N m 0 N O of O , N ALL REACTIONS ARE FACTORED AXIAL 19K SI-fK f jMOMENT 1 1 37 kip-ft TORQUE 0 kip-ft 30 mph WIND-1.500 in ICE AXIAL 10K SHEAR I I MOMENT 6 K t 263 kip-ft o.o ft z H TORQUE 0 kip-ft$ . r REACTIONS-97 mph.WIND , a - rnv.S ; = - 4 ..44i La 0 . '. a E, n .4 en 21 Z 1- o r m U@ 3 B+T Group Job 111442.003.01-SCROLLS&125TH,OR(BU#856361 �� 1717 S. Boulder,Suite 300 Project: BST�1-.3t' Tulsa,OK 74119 Client Crown Castle D18We°y'Sampath P'PPd' Phone:(918)587-4630 Code: TIA-222-H Dater 06/10/20 scale: NTS FAX:(918)295-0265 Path: Dwg No.E_1 TIA-222-H -97 mph/30 mph 1.500 in lee Exposure B Maximum Values Vx Vz - Mx Mz Global Mast Shear(K) Global Mast Moment(kip-ft) 0 5 10 0 500 55.0 55.000 L,4__________, I 1 . I 31.000 1 31.000 1 1 C 0 Y 11f W 1 \ : , 0.000 1, 1 0.000 0 5 10 0 500 d' B+T Group ob_111442.003.01-SCROLLS&125TH, OR(Bll#85636) 1717 S. Boulder, Suite 300 Prge teem:Crown Castle Drawn by.Sam path Mve: g•T r=mot' Tulsa,OK 74119 --- P Phone:(918)587-4630 Code: TIA-222-H Dote:06/10/20 Sca1e' NTS FAX:(918)295-0265 Pat':-„-,_,_,,,,—, _.,.,-__..__.-....„ Dwg No E-4 • TIA-222-H - Service - 60 mph Maximum Values Deflection (in) Tilt(deg) Twist (deg) 0 5 10 15 0 0.5 1 1.5 2 0 0.05 0.1 n 55.00 I I I I l I 55.000 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 ' 1 1 I 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ' 1 1 1 11 1 1 1 1 1 1 1 1 1 I 1 1 1 1 11 1 1 1 1 1 1 1 1 1 I 1 1 1 1 11 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 I ' 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1. 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 I I I I 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 11 1 1 I I 1 I 1 I 1 1 I I I I I I 11 1 1 1 1 1 1 1 1 1 1 I 1 1 ' 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 I 1 1 - I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 I I 1 1 11 1 I 1 I 1 1 11 I I 31.000 i-i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 C 1 1111 1111 1111 1111 1 1 1 1 11 I 1 O 1 1 1 1 I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 /C ' III 1 1 1 I I I I I 1 1 1 1 1 I 1 I 1 1 1 1 > I III 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 1 I 1 1 I a) w 1 1 1 1 I I I 1 11 1 I I I I 1 I 1 1 1 1 1 1 I I I I 1 1 I I I I I I I I I I • I 1 I 1 1 1 1 1 I I I I I I I I 11 1 1 I I I I 1 1 1 1 1 1 1 1 I I I I 1 1 1 1 1 1 1 I I I I 1 1 1 1 1 1 1 1 I I I I 1 1 1 1 1 1 1 I I I I 1 1 1 1 1 1 1 1 I I I I I I I I I I I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I till I 1 1 1 1 1 1 I ' I I I I I I I I I I I I till 1 I 1 1 1 1 1 1 1 1 1 1 IIII I I I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 I I I 11 1 1 I I I I 1 1 1 I 1 1 1 1 1 1 1 1 1 I I I I I I I I I I I I 1 1 1 1 1 1 1 1 1 I I I I 1 1 1 1 I I I I I I I I I 1 1 1 1 1 1 1 IIII ' 1 1 I I I I I I im 1 1 1 1 1 1 1 1 I I I I I I I I II II I I I I 1 1 1 1 1 1 1 1 I I I I I I I I I I I I I I I I 1 1 1 1 1 1 1 1 III I I I I IIII I I I I 1 1 1 1 1 1 1 1 I I I I till I I I I I I I I 1 1 1 1 1 1 1 I I I I I I I I I I I I I IIII 1 I 1 1 1 1 1 1 1 1 1 I I I I I I I I I I I I 1 1 1 1 1 1 1 1 I I I I I I I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 II I I I I I I I I 1 I 1 1 1 I 1 1 1 1 1 1 /iii 1 1 I I I I I I I I I I I I 1 I 1 1 1 1 1 1 0.001 , 1 1 1 1 1 1 1 1 I 1 1 I 1 I 1 1 1 1 1 1 1 I 0.000 0 5 10 15 0 05 1 15 2 0 0.05 0.1 ' B+T Group job 111442.003.01-SCHOLLS&125TH,OR(BU#856361 F— 1717 S. Boulder, Suite 300 P0jec e.r clav Tulsa, OK 74119 Client' Crown Castle D`aw"bySampath "°P'd: Phone:(918)587-4630 Dude TIA-222-H D2te_06/10/20 scale: NTS • FAX:(918)295-0265 Pam:M1�.ae .�. Dwg No.E-5 Feed Line Distribution Chart 0' -55' Round Flat App In Face App Out Face ,_,,_-,,,,,____ Truss Leg 55.000 Face A Face B Face C 55.000 51.500 51.500 31.000 __ _ .____31.000 Y W o A 6_ _ M m CC a 1 Er O_ O m cc w' a W a 8 > > a '.- 9 > _ e 3 3 4 0.000 0.000 B+T Group bob 111442.003.01-SCHOLLS&125TH, OR(BU#85636 �j 1717 S. Boulder,Suite 300 P°la" crane "'"Crown Castle DobSe Sampath AP": 6•T rk�' Tulsa,OK 74119 Phone,(918)587-4630 code:TIA-222-H Date:06/10/20 scale: NTS FAX:(918)295-0285 Path: Dwg Na tnxTower J°b Page 111442.003.01 -SCHOLLS& 125TH, OR ( BU#856366) 1 of 14 Proj1ect Date B+T Group 1717 S.Boulder,Suite 300 07:11:59 06/10/20 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle Sam path FAX:(918)295-0265 P • Tower Input Data • The tower is a monopole. This tower is designed using the TIA-222-H standard. The following design criteria apply: Tower is located in Washington County,Oregon. Tower base elevation above sea level:237.000 ft. Basic wind speed of 97 mph. Risk Category II. Exposure Category B. Simplified Topographic Factor Procedure for wind speed-up calculations is used. Topographic Category: 1. Crest Height:0.000 ft. Nominal ice thickness of 1.500 in. Ice thickness is considered to increase with height. Ice density of 56.000 pcf. A wind speed of 30 mph is used in combination with ice. Temperature drop of 50.000°F. Deflections calculated using a wind speed of 60 mph. TIA-222-H Annex S. A non-linear(P-delta)analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is 1.05. Tower analysis based on target reliabilities in accordance with Annex S. Load Modification Factors used:Kes(Fw)=0.95,Kes(t,)=0.85. 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 Calculate Redundant Bracing Forces Consider Moments-Diagonals Al Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification ' Use Clear Spans For Wind Area SR Leg Bolts Resist Compression Use Code Stress Ratios Use Clear Spans For KL/r All Leg Panels Have Same Allowable -4 Use Code Safety Factors-Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice J Bypass Mast Stability Checks 4 Consider Feed Line Torque Always Use Max Kz 1 Use Azimuth Dish Coefficients Include Angle Block Shear Check Use Special Wind Profile J Project Wind Area of Appurt. Use TIA-222-H Bracing Resist.Exemption Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-II Tension Splice Exemption Leg Bolts Are At Top Of Section Add IBC.6D+W Combination Poles Secondary Horizontal Braces Leg Sort Capacity Reports By Component ti 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 Arc Concentric Ignore KL/ry For 60 Dcg.Angle Legs Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Corner Radii Are Known Job Page tnxTower 111442.003.01 -SCHOLLS & 125TH, OR ( BU#856366) 2 of 14 B+T Group Project Date 1717 S.Boulder,State 300 07:11:59 06/10/20 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX:(918)295-0265 Sampath Tapered Pole Section Geometry Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius ft ft ft Sides in in in in LI 55.000-31.000 24.000 3.000 12 11.375 16.175 0.188 0.750 A572-65 (65 ksi) L2 31.000-0.000 34.000 12 15.200 22.000 0.188 0.750 A572-65 (65 ksi) Tapered Pole Properties Section Tip Dia. Area 1 r C I/C J Ir/Q w w/t in in2 in° in in ins id in2 in LI 11.710 6.754 107.905 4.005 5.892 18.313 218.645 3.324 2.546 13.579 16.679 9.652 314.909 5.724 8.379 37.585 638.091 4.751 3.832 20.439 L2 16.291 9.064 260.737 5.374 7.874 33.115 528.323 4.461 3.571 19.046 22 710 13.169 799.760 7.809 11.396 70.179 1620.530 6.482 5.394 28.765 Tower Gusset Gusset Gusset Grade Adjust.Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness Al Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Spacing Diagonals Horizontals Redundants ft ft2 in in in in Ll 1 1 1 55.000-31.000 L2 1 1 1 31.000-0.000 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Sector Exclude Component Placement Total Number Start/End Width or Perimeter Weight From Type Number Per Row Position Diameter Torque ft in in klf Calculation * LDFS-50A(7/8) C No Surface Ar 51.500- 6 2 -0.200 1.090 0.000 (CaAa) 0.000 -0.120 WR-VG86ST-BRD(3/4) C No Surface Ar 51.500- 2 2 -0.060 0.795 0.001 (CaAa) 0.000 -0.010 12 PAIR(3/8) C No Surface Ar 51.500- 3 3 -0.300 0.400 0.000 (CaAa) 0 00(1 -0.230 * Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Exclude Component Placement Total CAAA Weight • or Shield From Type Number Leg Torque ft ft2/ft klf Calculation 12 PAIR(3/8) B No No Inside Pole 51.500-0.000 1 No Ice 0.000 0.000 Job Page lnxTower 111442.003.01 -SCHOLLS & 125TH, OR( BU#856366) 3 of 14 B+T Group Project Date 1717 S Boulder,Suite 300 07:11:59 06/10/20 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle Sam path FAX:(918)295-0265 p Description Face Allow Exclude Component Placement Total CAAA Weight or Shield From Type Number Leg Torque ft ill/ft klf Calculation 1/2"Ice 0.000 0.000 I"Ice 0.000 0.000 2"Ice 0.000 0.000 860 10014(3/8) B No No Inside Pole 51.500-0.000 3 No Ice 0.000 0.000 1/2"Ice 0.000 0.000 1"Ice 0.000 0.000 2"Ice 0.000 0.000 WR-VG86ST-BRD( B No No Inside Pole 51.500-0.000 2 No Ice 0.000 0.001 3/4) 1/2"Ice 0.000 0.001 1"Ice 0.000 0.001 2"Ice 0.000 0.001 WR-VG86ST-BRD( B No No Inside Pole 51.500-0.000 2 No Ice 0.000 0.001 3/4) 1/2"Ice 0.000 0.001 • 1"Ice 0.000 0.001 2"Ice 0.000 0.001 2"Rigid Conduit B No No Inside Pole 51.500-0.000 1 No Ice 0.000 0.003 1/2"Ice 0.000 0.003 - 1"Ice 0.000 0.003 2"Ice 0.000 0.003 Feed Line/Linear Appurtenances Section Areas . Tower Tower Face AR .1 CAA CAAA Weight Section Elevation In Face Out Face ft f f' ft2 ft2 K L1 55.000-31.000 A 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 0.000 0.107 C 0.000 0.000 10.188 0.000 0.069 L2 31.000-0.000 A 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 0.000 0.162 C 0.000 0.000 15.407 0.000 0.105 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tower lace Ice AR AR CAAA CAA Weight Section Elevation or Thickness In Face Out Face ft Leg in ft2 ft' ft' f2 K LI 55.000-31.000 A 1.307 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 0.000 0.107 C 0.000 0.000 32.832 0.000 0.386 L2 31.000-0.000 A 1.176 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 0.000 0.162 C 0.000 0.000 49.648 0.000 0.583 Page tnxTower Job Page -SCHOLLS & 125TH, OR( BU#856366) 4 of 14 B+T Group Project Date 1717 S.Boulder,Suite 300 07:11:59 06/10/20 - Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX:(918)295-0265 Sampath Feed Line Center of Pressure Section Elevation CPx CPz CPx CPz Ice Ice ft in in in in LI 55.000-31.000 0.645 2.049 0.791 2.435 L2 31.000-0.000 0.745 2.366 0.982 3.021 Note:For pole sections,center of pressure calculations do not consider feed line shielding. Shielding Factor Ka Tower Feed Line Description Feed Line K" K Section Record No. Segment Elev. No Ice Ice LI 2 LDFS-50A(7/8) 31.00-51.50 1.0000 1.0000 LI 3 WR-VG86ST-BRD(3/4) 31.00-51.50 1.0000 1.0000 LI 4 12 PAIR(3/8) 31.00-51.50 1.0000 1.0000 Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft ft' ft' K n ft EPBQ-652L8H8 w/Mount A. From Leg 4.000 0.000 51.500 No Ice 5.740 4.170 0.096 Pipe 0.000 1/2"Ice 6.270 4.680 0.178 2.000 1"Ice 6.800 5.200 0.274 2"Ice 7.900 6.270 0.509 EPBQ-652L8H8 w/Mount B From Leg 4.000 0.000 51.500 No Ice 5.740 4.170 0.096 Pipe 0.000 1/2"Ice 6.270 4.680 0.178 2.000 1"Ice 6.800 5.200 0.274 2"Ice 7.900 6.270 0.509 EPBQ-652L8H8 w/Mount C From Leg 4.000 0.000 51.500 No Ice 5.740 4.170 0.096 Pipe 0.000 1/2"Ice 6.270 4.680 0.178 • 2.000 1"Ice 6.800 5.200 0.274 2"lee 7.900 6.270 0.509 B66A RRH4X45 A From Leg 4.000 0.000 51.500 No Ice 2.580 1.630 0.057 0.000 1/2"Ice 2.794 1.811 0.077 - 2.000 1"Ice 3.015 1.999 0.101 2"Ice 3.479 2.396 0.158 B66A RRH4X45 B From Leg 4.000 0.000 51.500 No Ice 2.580 1.630 0.057 0.000 1/2"Ice 2.794 1.811 0.077 2.000 1"Ice 3.015 1.999 0.101 2"Ice 3.479 2.396 0.158 B66A RRH4X45 C From Leg 4.000 0.000 51.500 No Ice 2.580 1.630 0.057 0.000 1/2"Ice 2.794 1.811 0.077 l®wed Job Page tnx111442.003.01 -SCHOLLS & 125TH, OR ( BU#856366) 5 of 14 B+T Group Project Date 1717 S.Boulder,Suite 300 07:11:59 06/10/20 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle Sampath FAX: (918)295-0265 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight Or Type Horz Adjustment Front Side Leg Lateral Vert I ft ft= ft? K ft ft 2000 1"Ice 3.015 1.999 0.101 2"Ice 3.479 2.396 0.158 • B25 RRH4X30 A From Leg 4.000 0.000 51.500 No Ice 2.200 1.742 0.055 0.000 1/2"Ice 2.393 1.920 0.075 2.000 1"Ice 2.593 2.106 0.099 2"Ice 3.015 2.501 0.156 B25 RRH4X30 B From Leg 4.000 0.000 51.500 No Ice 2.200 1.742 0.055 0.000 1/2"Ice 2.393 1.920 0.075 2.000 1"Ice 2.593 2.106 0.099 2"Ice 3.015 2.501 0.156 B25 RRH4X30 C From Leg 4.000 0.000 51.500 No Ice 2.200 1.742 0.055 0.000 1/2"Ice 2.393 1.920 0.075 2.000 1"Ice 2.593 2.106 0.099 2"Ice 3.015 2.501 0.156 ' (2)DC6-48-60-18-8F A From Leg 4.000 0.000 51.500 No Ice 1.212 1.212 0.033 0.000 1/2"Ice 1.892 1.892 0.055 2.000 1"Ice 2.105 2.105 0.080 2"Ice 2.570 2.570 0.138 (2) A From Leg 4.000 0.000 51.500 No Ice 22.960 10.323 0.137 CMA-UBTULBULBHH/651 0.000 1/2"Ice 23.730 11.852 0.281 7/17/21/21 w/Mount Pipe 2.000 I"Ice 24.508 13.404 0.436 2"Ice 26.002 15.768 0.784 (2) B From Leg 4.000 0.000 51.500 No Ice 22.960 10.323 0.137 CMA-UBTULBULBHH/651 0.000 1/2"Ice 23.730 11.852 0.281 7/17/21/21 w/Mount Pipe 2.000 I"Ice 24.508 13.404 0.436 2"Ice 26.002 15.768 0.784 (2) C From Leg 4.000 0.000 51.500 No Ice 22.960 10.323 0.137 CMA-UBTULBULBHH/6S1 0.000 1/2"Ice 23.730 11.852 0.281 7/17/21/21 w/Mount Pipe 2.000 1"Ice 24.508 13.404 0.436 2"Ice 26.002 15.768 0.784 DC9-48-60-24-8C-EV A From Leg 0.500 0.000 51.500 No Ice 2.737 4.785 0.026 0.000 1/2"Ice 2.963 5.065 0.063 2.000 I"Icc 3.196 5.352 0.104 2'Ice 3.684 5.948 0.200 CBC23SR-43 A From Leg 4.000 0.000 51.500 No Ice 0.417 0.145 0.005 0.000 1/2"Ice 0.500 0.202 0.009 2.000 I"Ice 0.590 0.266 0.013 2"Ice 0.792 0.420 0.026 CBC23SR-43 B From Leg 4.000 0.000 51.500 No Ice 0.417 0.145 0.005 0.000 1/2"Ice 0.500 0.202 0.009 2.000 1"Ice 0.590 0.266 0.013 2"Ice 0.792 0.420 0.026 CBC23SR-43 C From Leg 4.000 0.000 51.500 No Ice 0.417 0.145 0.005 0.000 1/2"Ice 0.500 0.202 0.009 2.000 1"Ice 0.590 0.266 0.013 2"Ice 0.792 0.420 0.026 ION-M23 SDARS A From Leg 4.000 0.000 51.500 No Ice 1.838 1.764 0.048 0.000 1/2'Ice 2.051 1.975 0.063 2.000 1"Ice 2.270 2.193 0.082 2"Ice 2.731 2.650 0.128 • ION-M23 SDARS B From Leg 4.000 0.000 51.500 No Ice 1.838 1.764 0.048 0.000 1/2"Ice 2.051 1.975 0.063 2.000 1"Ice 2.270 2.193 0.082 2"Ice 2.731 2.650 0.128 ION-M23 SDARS C From Leg 4.000 0.000 51.500 No Ice 1.838 1.764 0.048 0.000 1/2"Ice 2.051 1.975 0.063 2.000 1"Ice 2.270 2.193 0.082 Job Page tnxTower 111442.003.01 -SCHOLLS & 125TH, OR ( BU#856366) 6 of 14 B+T Group Project Date 1717 S.Boulder,Suite 300 07:11:59 06/10/20 - Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle Sampath FAX:(918)295-0265 Description Face Offset Offsets: Azimuth Placement CAI CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft ft' ft2 K ft ft 2"Ice 2.731 2.650 0.128 AHNA_CCIV2 A From Leg 4.000 0.000 51.500 No Ice 1.33I 0.608 0.034 0.000 1/2"Ice 1.475 0.716 0.045 2.000 I"Ice 1.626 0.832 0.058 2"Ice 1.952 1.085 0.091 AHNA_CCIV2 B From Leg 4.000 0.000 51.500 No Ice 1.331 0.608 0.034 0.000 1/2"Ice 1.475 0.716 0.045 2.000 1"Ice . 1.626 0.832 0.058 2"Ice 1.952 1.085 0.091 AHNA_CCIV2 C From Leg 4.000 0.000 51.500 No Ice 1.331 0.608 0.034 0.000 1/2"Ice 1.475 0.716 0.045 2.000 I"Ice 1.626 0.832 0.058 _ 2"Ice 1.952 1.085 0.091 AHCA_CCIV3 A From Leg 4.000 0.000 51.500 No Ice 1.533 0.823 0.037 0.000 1/2"Ice 1.688 0.948 0.050 2.000 1"Ice 1.851 1.079 0.065 2"Ice 2.199 1.365 0.103 AHCA_CCIV3 B From Leg 4.000 0.000 51.500 No Ice 1.533 0.823 0.037 0.000 1/2"Ice 1.688 0.948 0.050 2.000 1"Ice 1.851 1.079 0.065 2"Ice 2.199 1.365 0.103 AHCA_CCIV3 C From Leg 4.000 0.000 51.500 No Ice 1.533 0.823 0.037 0.000 1/2"Ice 1.688 0.948 0.050 2.000 1"Ice 1.851 1.079 0.065 2"Ice 2.199 1.365 0.103 AHLBA_CCIV2 A From Leg 4.000 0.000 51.500 No Ice 2.229 1.312 0.077 0.000 1/2"Ice 2.422 1.471 0.095 2.000 1"Ice 2.623 1.637 0.116 2"Icc 3.048 1.990 0.166 AHLBA_CCIV2 B From Leg 4.000 0.000 51.500 No Ice 2.229 1.312 0.077 0.000 1/2"Ice 2.422 1.471 0.095 2.000 I"Ice 2.623 1.637 0.116 2"Ice 3.048 1.990 0.166 AHLBA_CCIV2 C From Leg 4.000 0.000 51.500 No Ice 2.229 1.312 0.077 0.000 1/2"Ice 2.422 1.471 0.095 2.000 1"Ice 2.623 1.637 0.116 2"Ice 3.048 1.990 0.166 10'x 2.875"Mount Pipe A From Leg 4.000 0.000 51.500 No Ice 2.875 2.875 0.058 0.000 1/2"Ice 3.907 3.907 0.079 0.000 1"Ice 4.956 4.956 0.107 2"Ice 6.188 6.188 0.182 10'x 2.875"Mount Pipe B From Leg 4.000 0.000 51.500 No Ice 2.875 2.875 0.058 0.000 1/2"Ice 3.907 3.907 0.079 0.000 1"Ice 4.956 4.956 0.107 2"Ice 6.188 6.188 0.182 10'x 2.875"Mount Pipe C From Leg 4.000 0.000 51.500 No Ice 2.875 2.875 0.058 0-000 1/2"Ice 3.907 3.907 0.079 0.000 1"Ice 4.956 4.956 0.107 2"Ice 6.188 6.188 0.182 F4P-12-H10 C None 0.000 51.500 No Ice 49.280 49.280 3.790 1/2"Ice 61.520 61.520 4.428 1"Ice 77.560 77.560 5.300 2"Ice 109.640 109.640 7.044 * Job Page t,exTower 111442.003.01 -SCHOLLS & 125TH, OR ( BU#856366) 7 of 14 B+T Group Project Date 1717 S.Boulder,Suite 300 • 07:11:59 06/10/20 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX:(918)295-0265 Sampath Load Combinations - Comb. Description j No. 1 Dead Only 2 1.2 Dead+1.0 Wind 0 deg-No Ice 3 0.9 Dead+1.0 Wind 0 deg-No Ice 4 1 2 Dead+1.0 Wind 30 deg-No Ice 5 0.9 Dead+1.0 Wind 30 deg-No Ice 6 1.2 Dead+1.0 Wind 60 deg-No Ice 7 0.9 Dead+1.0 Wind 60 deg-No Ice 8 1.2 Dead+1.0 Wind 90 deg-No Ice 9 0.9 Dead+1.0 Wind 90 deg-No Ice 10 1.2 Dead+1.0 Wind 120 deg-No Ice 11 0.9 Dead+1.0 Wind 120 deg-No Ice 12 1.2 Dead+1.0 Wind 150 deg-No Ice 13 0.9 Dead+1.0 Wind 150 deg-No Ice 14 1.2 Dead+1.0 Wind 180 deg-No Ice 15 0.9 Dead+1.0 Wind ISO deg-No Ice 16 1.2 Dead+1.0 Wind 210 deg-No Ice 17 0.9 Dead+1.0 Wind 210 deg-No Ice 18 1.2 Dead+1.0 Wind 240 deg-No Ice 19 0.9 Dead+1.0 Wind 240 deg-No Ice 20 1.2 Dead+1.0 Wind 270 deg-No Ice 21 0.9 Dead+1.0 Wind 270 deg-No Ice 22 1.2 Dead+1.0 Wind 300 deg-No Ice 23 0.9 Dead+1.0 Wind 300 deg-No Ice 24 1.2 Dead+I.0 Wind 330 deg-No Ice 25 0.9 Dead+l.0 Wind 330 deg-No Ice 26 1.2 Dead+1.O Ice+1.0 Temp 27 1.2 Dcad+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 28 1.2 Dead+1-0 Wind 30 deg+1.0 Ice+1.0 Temp 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 36 1.2 Dead+1.0 Wind 270 deg+1.0 lce+1.0 Temp 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 39 Dead+Wind 0 deg-Service 40 Dead+Wind 30 deg-Service 41 Dead+Wind 60 deg-Service 42 Dead+Wind 90 deg-Service 43 Dead+Wind 120 deg-Service 44 Dead+Wind 150 deg-Service • 45 Dead+Wind 180 deg-Service 46 Dead+Wind 210 deg-Service 47 Dead+Wind 240 deg-Service 48 Dead+Wind 270 deg-Service 49 Dead+Wind 300 deg-Service 50 Dead+Wind 330 deg-Service Job Page tnxTower 111442.003.01 - SCHOLLS& 125TH, OR( BU#856366) 8 of 14 B+T Group Project Date 1717 S.Boulder,Suite 300 07:11:59 06/10/20 - Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX-(918)295-0265 Sampath Maximum Member Forces Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip ft kip fi Ll 55-31 Pole Max Tension 3 0.000 0.000 -0.000 Max.Compression 26 -15.781 0.000 0.988 Max.Mx 8 -7.936 -86.045 0.358 Max.My 2 -7.968 0.000 82.706 Max.Vy 8 4.859 -86.045 0.358 Max.Vx 2 -4.541 0.000 82.706 Max.Torque 8 0.233 L2 31-0 Pole Max Tension 1 0.000 0.000 0.000 Max.Compression 26 -19.383 0.000 0.474 Max.Mx 8 -10.199 -262.724 0.257 Max.My 2 -10.200 0.000 244.330 • Max.Vy 8 5.530 -262.724 0.257 Max.Vx 2 -4.985 0.000 244.330 Max.Torque 10' 0.216 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Pole Max.Vert 29 19.383 -0.614 0.353 Max.H. 20 10.206 5.516. 0.000 Max.H. 3 7.655 0.000 4.972 Max.M. 2 244.330 0.000 4.972 Max.M, 8 262.724 -5.516 0.000 Max.Torsion 10 0.216 -4.333 - -2.486 Min.Vert 7 7.655 -4.777 2.742 Min.H. 8 10.206 -5.516 0.000 Min.H, 15 7.655 0.000 -4.972 Min_M. 14 -243.815 0.000 -4.972 Min.M, 20 -262.724 5.516 0.000 Min.Torsion 22 -0.216 4.333 2.486 Tower Mast Reaction Summary Load Vertical Shear.. Shear. Overturning Overturning Torque Combination Moment,M Moment, K K K kipft kip-ft kipft Dead Only 8.505 0.000 0.000 -0.199 0.000 0.000 1.2 Dead+1.0 Wind 0 deg-No 10.206 0.000 -4.972 -244.330 0.000 0.000 Ice 0.9 Dead+1.0 Wind 0 deg-No 7.655 0.000 -4.972 -239.741 0.000 0.000 Ice - 1.2 Dead+1.0 Wind 30 deg-No 10.206 2.502 -4.306 -211.630 -122.962 -0.124 Ice 0.9 Dead+1.0 Wind 30 deg-No 7.655 2.502 -4.306 -207.648 -120.687 -0.124 Ice Page tnxTower Job Page - SCHOLLS & 125TH, OR ( BU#856366) 9 of 14 B+T Group Project Date 1717 S.Boulder,Suite 300 07:11:59 06/10/20 Tulsa,OK 74119 Client Designed by - Phone:(918)587-4630 Crown Castle FAX:(918)295-0265 $ampath Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment,M Moment,M, K K K kip ft kip ft lap-ft 2 Dead+1.0 Wind 60 deg-No 10.206 4.777 -2.742 -130.679 -227.500 -0.106 Ice 0.9 Dead+1.0 Wind 60 deg-No 7.655 4.777 -2.742 -128.226 -223.345 -0.105 Ice 1.2 Dead+1.0 Wind 90 deg-No 10.206 5.516 -0.000 -0.257 -262.724 -0.142 Ice 0.9 Dead+l.0 Wind 90 deg-No 7.655 5.516 -0.000 -0.185 -257.926 -0.141 Ice • 1.2 Dead+1.0 Wind 120 deg- 10.206 4.333 2.486 121-779 -212.973 -0 216 No Ice 0.9 Dead+1.0 Wind 120 deg- 7.655 4.333 2 486 119.594 -209.032 -0.215 No Ice 1.2 Dead+1.0 Wind 150 deg- 10.206 2.502 4.306 211.115 -122.961 -0.125 No Ice 0.9 Dead+1.0 Wind 150 deg- 7.655 2.502 4.306 207.278 -120.686 -0.124 No Ice 1.2 Dead+1.0 Wind 180 deg- 10.206 0.000 4.972 243.815 0-000 0.000 No Ice • 0.9 Dead+1-0 Wind 180 deg- 7.655 0.000 4.972 239.370 0.000 0.000 No Ice 1.2 Dead+1.0 Wind 210 deg- 10.206 -2.502 4.306 211.115 122.961 0.125 No Ice 0.9 Dead+1.0 Wind 210 deg- 7.655 -2.502 4.306 207.278 120.686 0.124 No Ice 1.2 Dead+1.0 Wind 240 deg- 10.206 -4.777 2.742 130.165 227.500 0.106 No Ice 1 0.9 Dead+1.0 Wind 240 deg- 7.655 -4.777 2.742 127.856 223.345 0.105 No Ice 1.2 Dead+1.0 Wind 270 deg- 10.206 -5.516 -0.000 -0.257 262.724 0.142 No Ice 0.9 Dead+1.0 Wind 270 deg- 7.655 -5.516 -0.000 -0.185 257.926 0.141 No Ice 1.2 Dead+1.0 Wind 300 deg- 10.206 -4.333 -2.486 -122.291 212.974 0.216 No Ice 0.9 Dead+I.0 Wind 300 deg- 7.655 -4.333 -2.486 -119.962 209.034 0.215 No Ice 1.2 Dead+1.0 Wind 330 deg- 10.206 -2.502 -4.306 -211.630 122.962 0.124 No Ice 0.9 Dead+1.0 Wind 330 deg- 7.655 -2.502 -4.306 -207.648 120-687 0.124 No Ice 1.2 Dead+1.0Ice+1.0 Temp 19.383 0.000 -0.000 -0.474 0.000 0.000 1.2 Dead+1.0 Wind 0 deg+1.0 19.383 0.000 -0.672 -35.813 0.000 0.000 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 deg+1.0 19.383 0.338 -0.582 -31.080 -17.763 -0.020 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 deg+1-0 19.383 0.614 -0.353 -18.963 -32.171 -0.024 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 deg+1.0 19.383 0.706 -0.000 -0.491 -37.003 -0.030 lce+1.0 Temp 1.2 Dead+1.0 Wind 120 19.383 0.585 0.336 17-170 -30.767 -0.035 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 19.383 0.338 0.582 30.098 -17.763 -0.020 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 19.383 0.000 0.672 34.830 0.000 0.000 deg+l.0 lce+1.0 Temp 1.2 Dead+1-0 Wind 210 19.383 -0.338 0.582 30.098 17.763 0.020 deg+1.0Ice+1.0 Temp 1.2 Dead+1.0 Wind 240 19.383 -0.614 0.353 17.980 32.171 0.024 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 270 19.383 -0.706 -0.000 -0 491 37.003 0.030 deg+1.0 ice+1.0 Temp Job Page tnxTower 111442.003.01 -SCHOLLS & 125TH, OR ( BU#856366) 10 of 14 B+T Group Project Date 1717 S.Boulder,Suite 300 07:11:59 06/10/20 - Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX:(918)295-0265 Sampath Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment,M, Moment,M K K K ktp-ft kip ft kip ft 1.2 Dead+1.0 Wind 300 19.383 -0.585 -0.336 -18.152 30.767 0.035 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 19.383 -0.338 -0.582 -31.080 17.763 0.020 deg+1.0lce+1.0 Temp Dead+Wind 0 deg-Service 8.505 0.000 -1.806 . -87.768 0.000 0.000 Dead+Wind 30 deg-Service 8.505 0.909 -1.564 -76.037 -44.108 -0.045 Dead+Wind 60 deg-Service 8.505 1.721 -0.988 -46.676 -81.052 -0.038 Dead+Wind 90 deg-Service 8.505 1.988 -0.000 -0.210 -93.601 -0.051 Dead+Wind 120 deg-Service 8.505 1.574 0.903 43.569 -76.397 -0.078 Dead+Wind 150 deg-Service 8.505 0.909 1.564 75.618 -44.109 -0.045 Dead+Wind 180 deg-Service 8.505 0.000 1.806 87.347 0.000 0.000 Dead+Wind210 deg-Service 8.505 -0.909 1.564 75.618 44.109 0.045 Dead+Wind 240 deg-Service 8.505 -1.721 0.988 46.256 81.052 0.038 Dead+Wind 270 deg-Service 8.505 -1.988 -0.000 -0.210 93.601 0.051 Dead+Wind 300 deg-Service 8.505 -1.574 -0.903 -43.990 76.399 0.078 Dead+Wind 330 deg-Service 8.505 -0.909 -1.564 -76.037 44.108 0.045 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 0.000 -8.505 0.000 0.000 8505 0.000 0.000% 2 0.000 -10.206 -4.972 0.000 10.206 4.972 0.000% 3 0.000 -7.655 -4.972 0.000 7.655 4.972 0.000% 4 2.502 -10.206 -4.306 -2.502 10.206 4.306 0.000% 5 2.502 -7.655 -4.306 -2.502 7.655 4.306 0.000% 6 4.777 -10.206 -2.742 -4.777 10.206 2.742 0.000% 7 4.777 -7.655 -2.742 -4.777 7.655 2.742 0.000% 8 5.516 -10.206 0.000 -5.516 10.206 0.000 0.000% 9 5.516 -7.655 0.000 -5.516 7.655 0.000 0.000% 10 4.333 -10.206 2.486 -4.333 10.206 -2.486 0.000% 11 4.333 -7.655 2486 -4.333 7.655 -2.486 0.000% 12 2.502 -10.206 4.306 -2.502 10.206 -4.306 0.000% 13 2.502 -7.655 4.306 -2.502 7.655 -4.306 0.000% 14 0.000 -10.206 4.972 0.000 10.206 -4.972 0.000% 15 0.000 -7.655 4.972 0.000 7.655 -4.972 0.000% 16 -2.502 -10.206 4.306 2.502 10.206 -4.306 0.000% • 17 -2.502 -7.655 4.306 2.502 7.655 -4.306 0.000% 18 -4.777 -10.206 2.742 4.777 10.206 -2.742 0.000% 19 -4.777 -7.655 2.742 4.777 7.655 -2.742 0.000% 20 -5.516 -10.206 0.000 5.516 10.206 0.000 0.000% 21 -5.516 -7.655 0.000 5.516 7.655 0.000 0.000% 22 -4.333 -10.206 -2.486 4.333 10.206 2486 0.000% 23 -4.333 -7.655 -2.486 4.333 7.655 2.486 0.000% 24 -2.502 -10.206 -4.306 2.502 10 206 4.306 0.000% 25 -2.502 -7.655 -4.306 2.502 7.655 4.306 0.000% 26 0.000 -19.383 0.000 0.000 19.383 0.000 0.000% 27 0.000 -19.383 -0.672 0.000 19.383 0.672 0.000% 28 0.338 -19.383 -0.582 -0.338 19.383• 0.582 0.000% 29 0.614 -19.383 -0.353 -0.614 19.383 0.353 0.000% 30 0.706 -19.383 0.000 -0.706 19.383 0.000 0.000% 31 0.585 -19.383 0.336 -0.585 19.383 -0.336 0.000% 32 0.338 -19.383 0.582 -0.338 19.383 -0.582 0.000% 33 0.000 -19.383 0.672 0.000 19.383 -0.672 0.000% 34 -0.338 -19.383 0.582 0.338 19.383 -0.582 0.000% 35 -0.614 -19.383 0.353 0.614 19.383 -0.353 0.000% 36 -0.706 -19.383 0.000 0.706 19.383 0.000 0.000% • Job Page m xTower� 111442.003.01 -SCHOLLS & 125TH, OR( BU#856366) 11 of 14 B+T Group Project Date 1717 S.Boulder,Suite 300 07:11:59 06/10/20 Tulsa,OK 74119 Client Designed by - Phone:(918)587-4630 Crown Castle FAX:(918)295-0265 Sampath Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 37 -0.585 -19.383 -0.336 0.585 19.383 0.336 0.000% 38 -0.338 -19.383 -0.582 0.338 19.383 0.582 0.000% 39 0.000 -8.505 -1.806 0.000 8.505 1.806 0.000% 40 0.909 -8.505 -1.564 -0.909 8.505 1.564 0.000% 41 1.721 -8.505 -0.988 -1.721 8.505 0.988 0.000% 42 1.988 -8.505 0.000 -1.988 8.505 0.000 0.000% 43 1.574 -8.505 0.903 -1.574 8.505 -0.903 0.000% • 44 0.909 -8.505 1.564 -0.909 8.505 -1.564 0.000% 45 0.000 -8.505 1.806 0.000 8.505 -1.806 0.000% 46 -0.909 -8.505 1.564 0.909 8.505 -1.564 0.000% 47 -1.721 -8.505 0.988 1.721 8.505 -0.988 0.000% 48 -1.988 -8.505 0.000 1.988 8.505 0.000 0.000% 49 -1.574 -8.505 -0.903 1.574 8.505 0.903 0.000% 50 -0.909 -8.505 -1.564 0.909 8.505 1.564 0.000% • Non-Linear Convergence Results Load Converged? Number Displacement - Force Combination of Cycles Tolerance Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 5 0.00000001 0.00001331 3 Yes 4 0.00000001 0.00071614 4 Yes 6 0.00000001 0.00015286 5 Yes 5 0.00000001 0.00087646 6 Yes 6 0.00000001 0.00018232 7 Yes 6 0.00000001 0.00006592 8 Yes 5 0.00000001 0.00013657 9 Yes 5 0.00000001 0.00006916 10 Yes 6 0.00000001 0.00014867 11 Yes 5 0.00000001 0.00085391 12 Yes 6 0.00000001 0.00015949 13 Yes 5 0.00000001 0.00091906 14 Yes 5 0.00000001 0.00001318 15 Yes 4 0.00000001 0.00071149 16 Yes 6 0.00000001 0.00015949 17 Yes 5 0.00000001 0.00091906 18 Yes 6 0.00000001 0.00017157 19 Yes 5 0.00000001 0.00098031 20 Yes 5 0.00000001 0.00013657 21 Yes 5 0.00000001 0.00006916 22 Yes 6 0.00000001 0.00016526 23 Yes 5 0.00000001 0.00095052 24 Yes 6 0.00000001 0.00015286 25 Yes 5 0.00000001 0.00087646 26 Yes 4 0.00000001 0.00005450 27 Yes 5 0.00000001 0.00021263 28 Yes 5 0.00000001 0.00023096 29 Yes 5 0.00000001 0.00024174 30 Yes 5 0.00000001 0.00021326 - 31 Yes 5 0.00000001 0.00021503 32 Yes 5 0.00000001 0.00021327 33 Yes 5 0.00000001 0.00019448 34 Yes 5 0.00000001 . 0.00021327 - 35 Yes 5 0.00000001 0.00022521 36 Yes 5 0.00000001 0.00021326 37 Yes 5 0.00000001 0.00023135 Page tnxTower Job Page -SCHOLLS & 125TH, OR( BU#856366) 12 of 14 B+T Group Project Date 1717 S.Boulder,Suite 300 07:11:59 06/10/20 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX•(918)295-0265 Sampath • 38 Yes 5 0.00000001 0.00023096 39 Yes 4 0.00000001 0.00017405 40 Yes 4 0.00000001 0.00092937 41 Yes 5 0.00000001 0.00008866 42 Yes 4 0.00000001 0.00027167 43 Yes 4 0.00000001 0.00087174 44 Yes 5 0.00000001 0.00007618 45 Yes 4 0.00000001 0.00017016 46 Yes 5 0.00000001 0.00007618 47 Yes 5 0.00000001 0.00007612 48 Yes 4 0.00000001 0.00027167 49 Yes 5 0.00000001 0.00008309 50 Yes 4 0.00000001 0.00092937 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. 0 ° LI 55-31 10.351 41 1.519 0.004 I.2 34-0 4.223 42 1.144 0.002 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 51.500 EPBQ-652L8H8 w/Mount Pipe 41 9.220 1.467 0.004 5519 Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° ° LI 55-31 29.111 8 4.271 0.012 L2 34-0 11.880 8 3.221 0.005 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature t Comb. in ft 51.'nn 1PIi0('"IHIllw/MountPipe 8 25.933 4.125 0.011 1978 • Job Page tnxTower 111442.003.01 -SCHOLLS & 125TH, OR ( BU#856366) 13 of 14 B+T Group Project Date 1717 S.Boulder,Suite 300 07:11:59 06/10/20 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle Sam path FAX:(918)295-0265 P Compression Checks Pole Design Data Section Elevation Size L L„ KUr A P„ 4.P„ Ratio No. P. ft ft ft in' K K (0'n Ll 55-31(1) TP16.175x11.375x0.188 24.000 0.000 0.0 9.290 -7.936 543.477 0.015 L2 31-0(2) TP22x15.2x0.188 34.000 0.000 0.0 13.169 -10.199 770.404 0.013 Pole Bending Design Data Section Elevation Size Al„„, .M Ratio M,�, 4.Mr Ratio No. M Mn,. ft kip fi kip ft +M ktp ft kip-ft 4)M,„ Ll 55-31(1) TP16.175x11.375x0.188 86.046 213.764 0.403 0.000 213.764 0.000 1 L2 31-0(2) 1122x15.2x0.188 262.724 378.337 0.694 0.000 378.337 0.000 _ Pole Shear Design Data Section Elevation Size Actual 4iV Ratio Actual 4iT Ratio No. V V T. T„ ft K K (1)y kip-fi kip-ft 4iT Ll 55-31(1) TP16.175x11.375x0.188 4.859 163.043 0.030 0.163 220.683 0.001 L2 31-0(2) TP22x15.2x0.188 5.530 231.121 0.024 0.142 443.450 0.000 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P„ Ai_ Ai, C„ T Stress Stress ft P. ¢M, 4My 4V„ 4T Ratio Ratio IA 55-31(1) 0.015 0.403 0.000 0.030 0.001 0.418 1.050 4 8 2 V V 1.2 31-0(2) 0.013 0.694 0.000 0.024 0.000 0.708 1.050 4 8 2 1/ 1/ Page tnxTower Job Page -SCHOLLS& 125TH, OR( BU#856366) 14 of 14 B+T Group Project Date 1717S.Boulder,Suite 300 07:11:59 06/10/20 - Tulsa,OK 74119 Client Designed by Phone.(918)587-4630 Crown Castle Sampath FAX (918)295-0265 Section Capacity Table Section Elevation Component Size Critical P oPa11,,, % Pass No. ft Type Element K K Capacity Fail Ll 55-31 Pole TP16.175x11.375x0.188 1 -7.936 570.651 39.8 Pass L2 31-0 Pole TP22x15.2x0.188 2 -10.199 808.924 67.5 Pass Summary Pole(L2) 67.5 Pass RATING= 67.5 Pass Program Version 8.0.5.0 • (PROPOSED EQUIPMENT CONFIGURATION—IN CONDUIT) (2) 3/4" TO 51.5 FT LEVEL (PROPOSED EQUIPMENT CONFIGURATION) (4) 3/8" TO 51.5 FT LEVEL (2) 3/4" TO 51.5 FT LEVEL •II (6) 7/8" TO 51.5 FT LEVEL N (3) 1-5/8" TO 51.5 FT LEVEL / o. Q4 Q1 1 1 Q3 02 ` N (OTHER CONSIDERD EQUIPMENT) (1) 5/16" GROUND TO 52 FT LEVEL 00 (PROPOSED EQUIPMENT CONFIGURATION) •• � (2) 3/8" TO 51.5 FT LEVEL (2) 3/4" TO 51.5 FT LEVEL (6) 7/8" TO 51.5 FT LEVEL B U \ IT: 856366 Monopole Base Plate Connection L.J CROWN : CASTLE BU p 856366 Site Name SCHOLLS&125TH,OR Order p 511734,Rev7t 0 /�� 'r�\ Analysis Considerations TIA-222 Revision H Grout Considered: No la,(in) 0.625 Applied Loads Moment(kip-ft) 262.72 Axial Force(kips) 10.20 Shear Force(kips) 5.53 "TIA-222-H Section 15.5 Applied • Connection Properties Analysis Results Anchor Rod Data Anchor Rod Summary (units of kips,kip-in) (4)2-1/4"0 bolts(A615-75 N;Fy=75 ksi,Fu=100 ksi)on 29.28"BC Pu_c=109.96 4Pn_c=268.39 Stress Rating Vu=1.38 IVn=120.77 39.0% Base Plate Data Mu=n/a QtMn=n/a Pass 28"OD x 2"Plate(S-128;Fy=60 ksi,Fu=80 ksi) Base Plate Summary Stiffener Data Max Stress(ksi): 22.75 (Flexural) N/A Allowable Stress(ksi): 54 Stress Rating: 40.1% Pass Pole Data 22"x 0.1875"12-sided pole(A572-65;Fy=65 ksi,Fu=80 ksi) CClplate-version 3.6.1 Analysis Date:10-06-2020 Drilled Pier Foundation CROWN BU#: 856366 CASTLE Site Name: SCHOLLS&125TH,O J' ' � Order Number: 511734,Rev#0 TIA-222 Revison: H Tower Type: Monopole Analysis Results Check Limitation Applied Loads Soil Lateral Check Compression Uplift A..1 TIA-222-H Section 15.5: (] Comp. Uplift D„_e(ft from TOC) 3.87 - N/A MEI Moment(kip-ft) 263 Soil Safety Factor 2.64 - Axial Force(kips) 10 Max Moment(kip-ft) 283.73 - Shear Force(kips) 6 Rating* 48.0% - Soil Vertical Check Compression Uplift Material Properties Skin Friction(kips) 77.75 - Concrete Stren.th,fa 3 ksi End Bearing(kips) 65.97 - Reber Strennth,F : 60 ksi Weight of Concrete(kips) 30.54 - Total Capacity(kips) 143.73 - • Pier Design Data Reebar&Pier Dntlnnv Axial(kips) 40.54 - Depth 13 ft Rating* 26.9% - Ext.Above Grade 0.5 ft Fmhed4ed Pnle lnoutO Reinforced Concrete Check Compression Uplift Pier Section 1 Belled Pier Inper' Critical Depth(ft from TOC) 3.96 - From 0.5'above grade fo 13'below grade Critical Moment(kip-ft) 283.71 - Pier Diameter 4 ft Critical Moment Capacity 277.64 - Rebar Quantity 8 Rating* 97.3% - Rebar Size 6 Clear Cover to Ties 3 in Soil Interaction Rating* 48.0% Tie Size 4 Structural Foundation Rating* 97.3% `Rating per TIA-222-H Section 15.5 Soil Profile Groundwater Depth 20 #of Layers 2 Calculated Calculated Ultimate Skin Ult.Gross Angle of Ultimate Skin Top Bottom Thickness Y:mi Yro��r.ee Cohesion Ultimate Skin Ultimate Skin Friction Comp Bearing SRT Blow Layer Friction Friction Uplift Soil Type (k) (R) (ft) (pcf) (ptf) (ksf) Friction Comp Friction Uplift Override Capacity Count (degrees) Override(ksf) (ksf) (ksf) (ksf) (kg) 1 0 2 2 110 150 0 0 0.000 0.000 0.00 0.00 Cohesionless 2 2 13 11 110 150 32 0.000 0.000 0.75 0.75 7 Cohesionless Version 3.0!0 1 . Asa. ASCE 7 Hazards Report AMERICAN SOCIETY OF CM.ENGINEERS . Address: Standard: ASCE/SEI 7-16 Elevation: 237 39 ft(NAVD 88) No Address at This Risk Category: II Latitude; 45.442242 Location )•...; • .,,,t, s "s2),- ) - .4 '' 31.--, '4 1 . .,... o Soil Class: D - Default(see Longitude: -122 8045 S:ction.c711 4 3), ,.....,,P7/ ;-. '.4 k ` ,, ---"---N-Z---- --,, P,;land ""it \",,,,...-4.......1.,,,... , 4•1'14....____ ,' , : ,4 •-'•./ — ...' 1:-..., . •". if , _•._,_ !.....'. -; • ( -•,- -• , ''- '4,-•`-'. ..., Mr" •:1.6 . ------""'-,_ --,_•-• • • "6 -• ,6 0 t • ..` •••• 6 ., 11 . •• 1 , 1_rs :i'it':C4411Mrl.t, ..'..it • ,, I :11 -'-'-'1L. ;•/ •-e-;-'-l' -""\Ni: "A., . "4-*I :"..1.+4,-,N>14",11,4140 tx44111E, lit Cr -'• iI \ -, --- -410":".10k.— II . . .4".7:--- a 4,'le '', 4''. .), --"''.. S -'- w .t. - ? . '7 , , , https//asce7hazardtool online/ Page 1 of 3 Fri Jun 05 2020 ASCE. AMERICAN SOCIETY OF CML ENGINEERS Seismic Site Soil Class: D-Default(see Section 11.4.3) Results: Ss 0.855 SD1 : N/A Si : 0.397 TL : 16 Fe : 1.2 PGA : 0.391 F, : N/A PGA M : 0.472 SMs : 1.027 FPGA : 1.209 SM1 : N/A le : 1 Sips : 0.684 C, : 1.228 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Fri Jun 05 2020 Date Source: USGS Seismic Design Maps https://asce7hazardtool.online/ Page 2 of 3 Fri Jun 05 2020 MMEiIC N SOCIETY OF QV 1 ENGINEERS - Ice Results: Ice Thickness: 1.50 in. ConcurrentTemperature: 25 F Gust Speed: 30 mph Data Source: Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8 Date Accessed: Fri Jun 05 2020 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 500-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. htlps://asce7hazardtool.online/ Page 3 of 3 Fri Jun 05 2020 / CROWN BU: W0: 856366 1840611 Structure:jgga% A %./ CASTLE Order: 511734 Rev: 0 Location Decimal Degrees Deg Min Sec Long: -1 2.804500 - I 122 I 26 I 15.20 Code and Site Parameters Seismic Design Code: TIA-222-H Site Soil: D(Determined) Stiff Soil Risk Category: II USGS Seismic Reference Ss: 0.8550 g Si: 0.3970 g TL: 16 s Seismic Design Category Determination Importance Factor,Ie: Acceleration-based site coefficient,Fa: 1.1580 Velocity-based site coefficient,F.: 1.9030 Design spectral response acceleration short period,Sos: 0.6601 g Design spectral response acceleration 1 s period,Sol: 0.5037 g Seismic Design Category Based on Sos: D Seismic Design Category Based on SDI.: D Seismic Design Category Based on Ss: N/A Controlling Seismic Design Category: CCISeismic 3.2.3 Page 1 Analysis Date: 10-06-2020 rjm% CROWN BU: 856366 Structure: A WO: 1840611 44.00 CASTLE Order: 511734 Rev: 0 Tower Details Tower Type: Tapered Monopole Height,h: 55 ft Effective Seismic Weight,W: 8.50 kips Amplification Factor,A,: 1.0 2.7.8.1 Seismic Base Shear Response Modification Factor,R: 1.5 Discrete Appurtenance Weight in Top 1/3 of Structure,W : 6.1062 kips WL: 2.396377112 kips E: 29000.0 ksi g: 386.088 in/s2 Average Moment of Inertia,l,, : 376.9224017 in4 F,: 0.408896376 hz Approximate Fundamental Period Monopole,T,: 2.4456 s 2.7.7.1.3.3 Seismic Response Coefficient,C, 0.4400 2.7.7.1.1 Seismic Response Coefficient Max 1,C,,„„ 0.1373 2.7.7.1.1 Seismic Response Coefficient Max 2,C N/A 2.7.7.1.1 Seismic Response Coefficient Min 1,C,,,;, 0.0300 2.7.7.1.1 Seismic Response Coefficient Min 2,C,mi, N/A 2.7.7.1.1 Controlling Seismic Response Coefficient,C,c 0.1373 Seismic Base Shear,V kips 2.7.7.1.1 Vertical Distribution Factors Period Related Exponent,k: 1.973 2.7.7.1.2 Sum of w;h;k 16416.78 2.7.7.1.2 CCISeismic 3.2.3 Page 2 Analysis Date: 10-06-2020 Tower Section Loads Section Section Length Top Height Mid Height,A, w,h," [„ Number Weight,w, MIENIIIMICEINIIIIIIMMIMECIMINEIMINEEMIll 0.0146 0.0170 .. pMIIMEINIIIIIMEMMIIIMMEIMMENEIMAISSIBMINEEMMEMEMMIZEM ®®®®®®®® 0.0167 ® 10.00 30.00 111111EMIIIIIIIMMEINIEEMMI 0,0120 0.0140 MEM= ®®®®®MIEENI 0.0049 MIIMEM® ®®®IIIIEM r 0.0006 0.0007 CCISeismic 3.2.3 Page 3 Analysis Date: 10-06-2020 Discrete Loads Name h, w„ w,h, Q. F,, 1 6.. I ktnw communications EPBQ-65218118 w/Mount Pipe 51.50 0.0964 229.69 0.0140 0.0153 00127 in w corrrnunca Lions l 11314-632BH8w/Mount Flpe 515C 009E-4 22`3.6{) 0.0140 0.1)103 30127 rn.vcommunicatlons EPBQ-652L8H8 w/Mount Pipe 51.50 00964 229.69 0.0140 00153 0.0127 aicatel lucent E6o4 RR-14X45 515J 0.0570 103.81 0.0083 00097 00075 aicatel lucent 866A RRH4X45 51.50 0.0570 135.81 0.0083 0.0097 0.0075 alcate lucent BE5A 0044045 5150 0.0570 135.81 0-0083 00097 00075 aicatel lucent 825 8834E30 5150 00550 131.05 0.0080 0.0093 0.0073 31c41m1 b¢ n)525 US 4930 3151 500550 131_00 00080 02093 0.0073 alratel l ucert 325 RRH4030 51.50 0.0500 131.05 0.0080 0.0093 00073 (21 raycap.DC6-18-60-18-S1- 5050 00660 15725 000SS 0.0112 5.0087 (2)cellrnaxtechnc'oglesCMA-UBTULBULBHH/6517/17/21/21w/Mount Pt 51.50 0.2740 052.85 0.0398 00464 0-0302 Q)cello t.hnaogles CMA-'JOTl1LELLB i I/6517/07/21/25 oil Mount Pi- 515C 02740 55265 0039d 004E-4 CD362 (2)cellmax terhnoingirsCMA-LJBTULBULBHH/6517/17/21/21 w/Mount Pik 51.5C 0.2740 65285 00398 0.0464 00352 raycap 1)C9-48-60-2o-8C-EV 51.50 0.0260 61.9'5 00038 0.0044 OJ034 commscope C6C235R-43 51.50 00050 11.91 0-0007 0.0008 0,0007 ecmmscoee 0872353-43 51.50 0.0050 11.51 00007 00000 00007 carnmscope CE0.2353-43 - 5150 0.0050 11.91 0.0007 0.0308 0.0007 commscope ION-M73 SOARS 51.50 CD480 114.37 00070 00081 00063 commscope ION-M21 SOARS 51_50 0.0480 114.37 0.0070 0.0081 0.0063 cnrrmscopc ION M73 SOARS 31.50 0D480 114.37 00070 00081 00053 nokia AHNA_CC11/2 51.50 0,0340 61.01 0.0049 0.0058 0.0045 noka AHNS CCIV2 3150 0.0340 AL01 000c9 0.0058 0.0043 nokia AHNA_CCIV2 I 51.50 0.0340 81.0:L 0.0C49 0.0058 00045 nokia AHCA_CCIVi 51.50 007711 38.1r 00034 0.0063 00049 nokia AHCA CCIV3 51.50 0.0370 88.16 0.0054 0.0063 0.0049 nokia AHCACCIV3 51.50 0.0370 88.16 0.3054 3.0063 0.0049 nokia AHL8ACCIV2 51.50 0.0770 183.46 0.0112 0.0130 0.0102 0Ceia Al l6A_CCIV2 5150 V0773 133.46 C0112 0.0130 001)12 nokia AHLBA 00102 51.50 00770 18346 00112 00130 0.0102 Louver mounts 10'x 2.875'Mount Fir;' SI50 0.C5PO 11E?.19 0:10E4 0.DC98 00077 a tower mounts 10'x 2.875"Mount Pipe 51.50 0.0580 138.19 0,0084 0.0098 0.0077 tower mounts 10'x 2.875'Me lilt 055 51 50 0.05110 138.19 0.008.4 0 0098 00077 F48-12-1110 51 SO 3.7900 9031)23 0.5501 0.5421 0.5003 Sum 6.1062 14548.92 CCISeismic 3.2.3 Page 4 Analysis Date: 10-06-2020 Linear Loads Nome Start Height End Height h, w„ I w,h� C,. F,I, f,,. IS!andrew LDF5-50A(7/8)From 0 to 51.5 45.00 5150 48.25 0.0129 26.96 0.0016 0.0019 0.0017 - ;;drew LDF5 504(7/8)From 0 to 51 5 3S.00 4500 CUAO 00198 18.bi, ❑.DOA/ 0002D 0.1026 (6)andrew 10F5-50A(7/8)From 0 to 51.5 2500 3500 30.00 0.0198 16.25 00010 00012 0.0026 (6)andrew LDFS-SDA(7/B)From 0t5 51.5 15.DC 25.00 20.00 0-0198 730 0.DOD4 0.0005 00025 (6)andrew LDF5-50A(7/8)From 0 to 51.5 5.00 15.00 10.00 0.0198 1.86 0.0001 0.0001 0.0026 16)andrer;LDF5'504(7/Bj From O to 51.5 000 500 2.50 0-0009 006 0000C 00000 00013 i2)rosenberger leoci Wlt-V686ST-6I30(3/4)From Ota51.5 45.W 51.50 48.25 0.0076 15.91 0.0010 0.0011 0.0010 12)rosenberger leaf)5V1-VG66ST-31,00(3/4)From D to 51 5 35 Of 45 00 40 00 0 C317 1690 0[101C 00012 0.0015 (2)rosenberger lean)WR-VG86ST-BRD(3/4)From 0to 51,5 25.00 35.00 30.00 0.0117 9.58 00006 D.0007 0.0015 (2)rosenberger(cool WR-VG86ST-3RD(3/hl From 01n 51.5 15.00 2500 2001 00117 431 00003 30003 _ _ 00315 (2)rosenberger leoni WR-VG865T-BRD(3f4)From 0 to 51.5 5.00 15.00 10.00 0.0117 1.10 0.0001 0.0001 0.0015 (2)r55eriberger lean!51/R-VG86ST-BRD(nr4 Fan 0Lu81.5 0.U0 500 250 00058 U04 CO(i0C 30000 ((.0008 (3)rosenberger leoni 12 PAIR(3/8)From 0 to 51.5 4500 51.50 4825 n0015 327 00002 00002 0.0002 13)rosenherger leonll2 P01(1)2/8)(ram[i to 515 35.00 45.00 4000 ad02.- 347 (0002 0.0002 2.0003 (3)rosenberger Icon!12 PAIR;3/8)Iron,0 to 51.5 25.00 35.00 30.00 0.0024 1.97 00001 0.0001 0.0003 15.00 25,00 20.09 0.6034 828 C 0001 0.0001 30003 3)id frindr,i5 a m)12 Pal Palga g a i o o (ra 515 5 00 15.00 1000 0(1024 0 23 00000 0.0000 0.0003 i3)rose. bender Ie5ni 12 PU ,-."5 000 8C5 2.50 0c(12 0D1 Cr]Oo0 00000 90002 rosenberger leoni 12 PAIR(3/81 FI., _ . r;3 45.00 51 50 48.25 0.0005 109 0-0001 0.0001 0.0001 rosenberger leoni 12 PAR(3/81 From)-c 515 3500 45 DC 400D 0.600d _16 00001 00001 D0001 ressnOcrsr lson.I 12 PAIR(3/8)From 0 to 51.5 25.00 35,00 30.00 0.0008 0.66 0,0000 0.0000 0.0001 rg._,-d i r i ,-.12 PAIR(3/0)From 0 to 515 15 DC 25DC 20.00 0.53C8 029 0000C 0.UC'0C 000011 rosenberger!eon)12 PAIR(3/8)From 0 to 51.5 500 15.00 10.00 0.0008 0.08 0.00DO [)DODO 0 0001 rosenberger!eon)12 PAI(O3/8)From J to 51-5 J011 ,I.1 2.SO 0(.U61 000 0aliJO 0D000 0000" (2)rosenberger leoni WR-VG865T-BRD(3/4)From Oto 53.5 45.00 51.50 48.25 0.0076 15.91 0.0010 0.0011 0.001D (2)rosenberger leen)WR-VG865T-BRD(3/4)From 0 to515 35 D0 45 DC 40.00 D.0117 1C.90 000:0 0.0012 00015 (2)rosenberger lean)WR-VG865T-BRD(3/4)From 0 to 51.5 I 25.00 3500 30.00 0.0117 ' 9.58 0.0006 00007 0.0015 (2)rosenberger!eon)W R-VC3esr-BRD(3/4)from 0 to 515 15 30 25.00 20.00 0.0_17 431 0.3003 0.0003 - 0.D015 (2}rosenberger leoni WR-VG86ST-BRD(3/4)Front 0to 51.5 5.00 15.00 10.00 0.0117 1.10 0.0001 00001 00015 (2)rosenberger leoni 5,,R-VC865YBRD(5/4)From Dto 515 000 500 250 00058 004 (]DODO 0000C 0 0008 (2)rosenberger lean)WR-VG865T-BRD(3/4)From to 51.5 45,00 51.50 48.25 00076 15.91 0.0010 0.0011 0.0010 (2)rosenberger leon!WR-VE86Sd-BRO(3/41 From 0to515 3500 45.00 40.00 00117 1690 0.0010 00012 0.0015 (2)rosenberger leoni WR-VG865T-BRD(3/4)Front 0 to 51.5 25.00 35.00 30.00 0.0117 958 0.0006 0.0007 0.0015 (2)ra,nhnrger lean)WIt VG865'R I1)(3/4)from I)5,51.5 1500 2500 2101 00117 431 0.000a 0(ID33 (1.0015 (2)rosenberger leoni WR4/G8657-BRD(3/4)From Oto 51.5 500 15.00 10.00 0.0117 t 1.10 0.0001 00001 0.0015 (2)rosenberger!eon!WR-VG86ST-BRD(3/4)From 010515 00C 500 250 0005R 004 00000 00030 0.0008 m)se)2"Rigid Conduit From 0 to 51.5 45.00 51.50 48.25 0.0182 38.13 0.0023 0 0027 0.0024 m'SL 2"Big'd Candult Hors 0_O 51.5 35.00 45 DU 40.00 0.0280 40.52 0.0025 CD1125 U.0C37 irsd 2"Rigid Conduit From Oro 815 25 00 35 00 30.00 00230 22-97 0 0014 0.0016 0.0037 m'sc)2"Rlg1d Conduit Hom 0 m 51.5 15.00 25 D0 2000 0-0280 10.32 0-0006 0 0007 0 3C37 msol 2"R)gld Cendwt From 0 to 51.5 500 1500 10.00 0.0280 2.63 0.0002 0.0002 0.0037 m'sl 2'Rigid Conduit From 0 to 515 0.D0 500 250 00110 C09 0-0000 00000 C 3C18 SU,rr 0.4431 352.36 - 2. CCISeismic 3.2.3 Page 5 Analysis Date: 10-06-2020 !!! - 55.0 a 1 - -� L MATERIAL STRENGTH II LGRADE Fy Fu GRADE I Fy I Fu F A572-65 65 ksi 80 ksi TOWER DESIGN NOTES i• 1. Tower is located in Washington County,Oregon. 2. Tower designed for Exposure B to the TIA-222-H Standard. 3. Tower designed for a 97 mph basic wind in accordance with the TIA-222-H Standard. • 4. Tower is also designed for a 30 mph basic wind with 1.50 in ice.Ice is considered to increase • • in thickness with height. • 5. Deflections are based upon a 60 mph wind. 6. Tower Risk Category II. 7. Topographic Category 1 with Crest Height of 0.000 ft 8 m g 0 • 8. TIA-222-H Annex S N ci vi 7 fO 9. CCISeismic Note:Seismic loads generated by CCISeismic 3.2.3 10. CCISeismic Note:Seismic calculations are in accordance with TIA-222-H • 11. TOWER RATING:67.5% 31.011 MI m a a O ,, ALL REACTIONS ARE FACTORED AXIAL 8 11K 8 f ti o « - SHEAR `,MOMENT 1 K ( v 64 kip-ft TORQUE 0 kip-ft SEISMIC AXIAL 19K SHEAR I 'MOMENT 1 K f 37 kip-ft TORQUE 0 kip-ft 30 mph WIND-1.500 in ICE AXIAL 10K SHEAR JrMOMENT 6 K f 263 kip-ft 0.0n .. n0. TORQUE 0 kip-ft REACTIONS-97 mph WIND v o Y - aO i b' u E � N 5- Z F N F at U' }' B-FT Group Joh 111442.003.01-SCHOLLS& 125TH,OR(BU#856361 p 1717 S. Boulder, Suite 300 nroJecl: °n.r Gta r= Tulsa, OK 74119 CGOt. Crown Castle Dra"by Sampath APP'd, Phone:(918)587-4630 Dade: TIA-222-H Date:06/10/20 scale: NTS FAX:(918)295-0265 Pam:._--.--._._.._.._.—®..-.,.,._,..w»..—...—.__,.,.-..._--Dw9 No.E-1 Monopole Base Plate Connection CROWN CASTLE Site Info BU# 856366 Site Name SCHOLLS&125TH,0' Order# 511734,Rev#0 Analysis Considerations TIA-222 Revision H Grout Considered: No la,(in) 0.625 Moment(kip-ft) 96.00 Axial Force(kips) 16.50 Shear Force(kips) 1.50 '17A-222-H Section 15.5 Applied o �J Connection Properties Analysis Results ■ Anchor Rod Data (4)2-1/4"0 bolts(A615-75 N;Fy=75 ksi,Fu=100 ksi)on 29.28"BC Base Plate Data Anchor Rod Rating:(43.37/191.61)'100=22.63%/1.05=21.55% 28"OD x 2"Plate(5-128;Fy=60 ksi,Fu=80 ksi) Stiffener Data N/A • Pole Data 22"x 0.1875"12-sided pole(A572-65;Fy=65 ksi,Fu=80 ksi) CClplate-version 3.6.1 Analysis Date:10-06-2020