w cl. w ' cl. - records.garfield-county.com · in accordance with the tia/eia-222-g standard....
TRANSCRIPT
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PLAN YIEW
PlAN ViEW REF: 1) INTEGRAL STEPS 2) LMR-400
3) ~"mDLlNE 4) LDF4-50A 5) CAT. 5.
BAsE REACTIONS' (EACIOREQ> TOTAL SHEAR = 1 KIPS AXIAL LOAD = 1 KIPS UPLIFT / LEG = 21 KIPS COMP. / LEG = 22 KIPS O.T. MOMENT = 38 FT-K
MEMBER INFORMATION
SECTION ELEVATION FACE SIZE LEG OIA. DIAGONALS GIRTS
1 0'·20' 2'·0" 1211 112" 0518~ 01/2'
2 20' - 40' 2'-0" 1211 1/4" 0518~ 01/2"
3 40' - 60' 2'-{)" 1211 1/8" • 05/8~ 01 /2"
60 (1 )
4B (I) TYP._ VAGI 40' (I) 2' STD. ~ wi RADO~ 30' (I) l' PANEl
3D' (I) IB' OMNI LMI 400
JUL 1 0 2013
GARFIELD COUNTY BUILDING & PLANNING
#OF BAYS
8 • Z 8 • Z 8 • Z
JNE 7/8" 1/2"
CAT. CAT. ~ 13/32'
pESIGN NOTES: 1) ALL LEGS ARE SOLID ROUND 0.75" AND lARGER ASl1.I A-572 GRADE Fy:. 50 KSI.
2) 3) 4)
5) 6)
SOLID ROUND 0.625" AND SIMLLER IS ASTM A-36 GRADE Fy;:" 36KSI ALL ANGLE IMTERIAL IS ASTM A-529 : Fy:' 50 KSI. ALL BRACE AND FlANGE BOLTS ARE A325-X THIS TOWER IS DESIGNED FOR INTEGRAL RUNG UP ONE FACE FOR CLIMBING WITH SAFETY CLIMB DEViCE. (4) e3/4" x 3'-6· LONG (F1554-GR.l05) ANCHOR BOLTS PER LEG. THIS TOWER IS DESIGNED FOR A 90 M.P.H. WIND SPEED WITH NO ICE AND A 50MPH WIND SPEED WITH .25" ICE. IN ACCORDANCE WITH THE TIA/EIA-222-G STANDARD.
7) THIS TOWER IS TOPO CAT. I, STRUCTURE CLASS II. EXPOSURE C" ~~--~--------~ 'i-l.
APPROX WEIGHT / (';-:11 -- ,,_ ,tLUT"TETOWEkIN'!. . l Ao. , . . ';"""~ _ ~ ,.o.80X1:o
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RAWN QY · R. DUPONT
3/6/2012
c " TOWER OVERVIEW BHI
60' SELF SUPPORT TOWER MAMM CR~EK, GARfiELD CO .. CO.
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TOWER OVERVIEW REVlEWEO FOR CONTENT BY ENGINEER OF RECORD
T1.01
RECEIVED JUL 1 0 2013
GARFIELD COUNTY BUILDING & PLANNING
CENTER OF TOWER AND FOUNDATION
REINFORCEMENT BAR MAT
T , , I
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TOTAL VOLUME OF CONCRETE = 6.7 YO 3
FOUNDATION INSTALLATION/DESIGN NOTES;
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1. THIS FOUNDATION IS DESIGNED TO MEET ALL STANDARDS SET FORTH BY ACI 318: AMERICAN CONCRETE INSTITUTE, BUILDING CODE REQUIREMENTS FOR STRUCTURAl. CONCRETE, ANSI/TlA/EIA 222-G: STRUCTURAL STANDARDS FOR STEEL ANTENNA TOWERS AND ANTENNA SUPPORTING STRUCTURES. 2. THIS FOUNDATION IS DESIGNED UTILIZING THE GEOTECHNICAL REPORT PERFORMED BY GEOTECHNICAL ENGR.; DATED 12-7-11; #ADl15039. THE FOUNDATION CONTRACTOR SHALL INSTALL THE FOUNDATIONS IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE GEOTECHNICAL REPORT. 3. ALL WORK PERFORMED FROM THESE DRAWINGS SHOULD BE BY QUALIFIED CONTRACTORS EXPERIENCED IN TOWER FOUNDATION CONSTRUCTION. 4. ALL FOOTING EXCAVATIONS SHALL BE MANUALLY CLEANED PRIOR TO PLACING CONCRETE. COMPACT THE EXPOSED SOIL SURFACE AND ANY GRANULAR FILL UNDER THE FOUNDATION TO 95"; OF THE MODIFIED PROCTOR DENSITY. 5. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4000 PSI AFTER 28 DAYS. COPIES OF THE CONCRETE CYLINDER TEST REPORTS SHAlL BE SENT TO THE RESIDENT ENGINEER / INSPECTOR. 6. MINIMUM CONCRETE COVER FOR REINFORCING BARS SHALL BE 3". 7. FIELD BENDING OR WELDING OF REINFORCEMENT BARS IS NOT PERMITTED. 8. PROVIDE CHAMFERS AT ALL EXPOSED CORNERS OF CONCRETE. 9. BACKFILL NEAR AND AROUND THE FOUNDATIONS SHALL BE A WELL GRADED FILL MATERIAL PLACED IN 8" THICK LAYERS THAT HAS BEEN COMPACTED TO 95% OF THE MODIFIED PROCTOR DENSITY PER ASTM 01557. 10. SOME DETAIL HAS BEEN PURPOSELY OMITTED TO CLARIFY ILLUSTRATION.
SEE DETAIL -A-~ _ .
Y'~' i
2' -0" C/C OF LEGS
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(7) 17 HORIZONTAL BARS x 5'- 6' LONG EQUAlLY SPACED (11" C/C) EACH WAY AT TOP AND BOTTOU OF UAT. (TOTAl - 28)
REINFORCEMENT BAR SpLICING' I. AU. LAP SPUCES SHAll CONFORM
TO /Ia J18 REQUlR04ENTS. 2. REFIR TO CHART BElOW WHEN RElNFORCMOO BAR SPlICING IS NECESSARY.
REINFORCING LAP SPLICE BAR SIZE LENGTH
:3 -, · - 10· 4 - - - - - 17-5 _.- _ .. - 2'· 6 - 26-7 - JO-8 - -.- - 36-. ..' 10 - 58-11 - - 71·
'. ,
(4) 83/4' X 3'-6' OVERAlL LENGTH ANCHOR BOLTS W/ 1/2' THK BEARING PLATE AT THE BOTTOM OF THE ANCHOR BOLT CLUSTER (2'-6' MIN. ANCHOR BOLT EMBEDUENT).
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MAT FOUNDA nON DESIGN BHI
MAMM CREEK, GARFIELD CO., CO
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T1.02
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,---- --------------------- ---------------f!.J" L 110 2013
NOTES:
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INCHES TOLERANCE BANDS-
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, , STANDARD GROUNDING
BHI SELF SUPPORT TOWER
MAMM CREEK, JENKINS, JOLLEY 4
I ~\ f' PlANNING
1. STANDARD GROUNDING KIT INCLUDES 4' UGHTNING ROD FOR THE TOP OF THE TOWER SCALE: DRAWN BY: RDUPONT
5130/2012 1""'.'
36627128/29F-SD I G R FILE NAME'
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SOUTHEAST 1/4 SOUTHWEST 1/4 OF SECTION 30, TOWNSHIP 6 SOUTH, RANGE 92 WEST, 6TH PRINCIPAL MERIDIAN
GARFIELD COUNTY, COLORADO
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Bill Barrett Corporation
BILL BARRETT CORPORATION
MAMM CREEK TOWER
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DRAWING LEGEND
TITLE
COVER TOWER OVERVIEW TOWER & ANTENNA DETAIL MAT FOUNDATION GROUNDING DETAIL
GARFIELD COUNTY SUBMITTAL
PAGE
T1.00 T1.01 T1.02 T1.03 T1.04
07/30/12
SUBMITTED REVIEWS UNDER SEPARATE COVER:
FAA NOTIFICATION AND FCC REGISTRATION GEOTECHNICAL REPORT
COMPLETE SUBMITTAL REVIEWED FOR CONTENT BY ENGINEER OF RECORD
I
PROJECT INFORMATION II II GENERAL CONDITIONS --_ul
PROJECT TEAM OWNER BILL BARRETT CORPORATION 112 RED FEATHER TRAIL SI LT, CO 81652
PROJECT MANAGER TWIN EAGLE CONSULTING, LLC Phone: 303.606.6828 1439 COURT PLACE [email protected] DENVER, CO 80202 Contact: ROD WILKINS, VP SYSTEMS ENGINEERING
ENGINEER CURRENT DESIGN GROUP 1439 COURT PLACE DENVER, CO 80202 Contact: TOM SCHIRMER, PE MANUFACTURER ALLST A TE TOWER 112 RED FEATHER TRAIL SILT, CO 81652
PROJECT DATA
SCOPE OF WORK
Phone: 720.891.7720 TOM@4CURRENl COM
SUPPLY & INSTALL SCADA TOWER
1). All work sholl conform to the requirements of the governing local building codes as amended. If the contractor becomes aware of any conflicts, inconsistencies or omissions between the construction drawings and bu ilding code requirements, they are to be immediately reported to the project manager and engineer. The current applicable codes are:
2009 In ternat ional Building Code 2011 National Electric Code
NAD83 COORDINATES LATITUDE 39-29-46.9 north LONGITUDE 107-36-12.3 west
MEASUREMENTS (METERS)
OVERALL STRUCTURE HEIGHT (AGL) SUPPORT STRUCTURE HEIGHT (AGL) SITE ELEVATION (AMSL)
STRUCTURE TYPE - LATTICE TOWER
18.3 15.2
1863.2
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COVER REVIEWED FOR CONTENT BY ENGINEER OF RECORD
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40FT
N 11----- 30FT
20FT
~ 1-1--- 10FT
OFT
Tower Orientation
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COORDINA TES
39"29'32 .71N 107"42'29.9SW
CO 06 T6S R92W SEC 30
---j MEMBER INFORMA TION .. _ .. I _. ___ •.
SECTiON I ElEVA',ou", I "''''''''0:: "ILl: lEG CIA.
f].2(1 2' . 0" 01 "." 2 20' •• 0' 2' • 0" 01 lie-3 .0'.50' 2'.0' 01118"
ANTENNA DETAIL
A I I ANTI TYPE UANUFACTURER
I OMNI ANTENNA OECIBEl
2 YAGIANTENNA ClEARWAVE
3 2' STD DISH WIO RAOOME AADlOSWAVES
4 PANEL ANTENNA EMl.T
!Ii OMNI ANTENNA MOBILE MARK INC
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DIAGONALS
0S16'
0516'
0516-
PIN
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SPD2·!I ,2NSRD2
R5000
003·2400
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FEEDLINf LOFS-5OA
LOF.·5OA
CATe!
C.A.T5E
LMR400
'-2 '-2 '·2
FREO
928 MHZ
g:28MHZ
5100 MHZ
58OOM ... Z
2400
7
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30'c:::
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'" -TOWER ELEVATION
AZ N/. .. " T80
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AGL I DESTINATION
eo I SCAOA FIELD COVERAGE
.t3 I FIELD COMMS
<10 JENKIN S
30 BAILEY COMPRESSOR STATION
30 MAMM CREEK COMPRESSOR
1
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8
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CENTER OF TOWER AND
5 I 4
FOUNDATION,.-__ " r--- ,/v~
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TOWER FOUNDATION PLAN VIEW
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REINFO
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MENT BAR MAT
NEED TO VERIFY FOR 60' TOWER
I
~
TOWER I TOWER FOUNDATION
2
,II ATiONI
I
EQUIPMENT CABINENT FOUNDATION
\ \
6
8' - 0" SO.
SITE PLAN
1
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1. THIS FOUNDATION IS DESIGNED TO MEET ALL STANDARDS SET FORTH BY AC1318: AMERICAN ~ CONCRETE INSTITUTE, BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE, ANSIITIAIEIA 222-G: STRUCTURAL STANDARDS FOR STEEL ANTENNA TOWERS AND ANTENNA SUPPORTING STRUCTURES. 2. THIS FOUNDATION IS DESIGNED UTILIZING THE GEOTECHNICAL REPORT PERFORMED BY GEOTECHNICAL ENGR.; DATED 12-7-11 ; #AD115039. THE FOUNDATION CONTRACTOR SHALL INSTALL \ THE FOUNDATIONS IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE GEOTECHNICAL REPORT. 3. ALL WORK PERFORMED FROM THESE DRAWINGS SHOULD BE BY QUALIFIED CONTRATORS E EXPERIENCED IN TOWER FOUNDATION CONSTRUCTION. 4. ALL FOOTING EXCAVATIONS SHALL BE MANUALLY CLEANED PRIOR TO PLACING CONCRETE. COMPACT THE EXPOSED SOIL SURFACE AND ANY GRANULAR FILL UNDER THE FOUNDATION TO 95% OF THE MODIFIED PROCTOR DENSITY .
" 'u '" . .. ,. ,. ,; .. '. .. . .. .. . ' . ,' ; ) .• .. ; ..•.. ,;:.' .. ;: .' ~;:. ;;:~&f!Qaonb Qgl ,/1 .' ; 'U' .. '.".. . 6 4'rn' w l:;-; \2 7 I ' . . . • a ' .. ~. ThO ,. I " "Go;:," ; ~ • \ e .. _ ,.
1--- ' ..... ,
~------------------------------------------,
~ -~ - ~
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5. ALL CONCRETE SHALL HAVE A MINUMUM COMPRESSIVE STRENGTH OF 4000 PSI AFTER 28 DAYS. bJ COPIES OF THE CONCRETE CYLINDER TEST REPORTS SHALL BE SENT TO THE RESIDENT ENGINEER I INSPECTOR. 6. MINIMUM CONCRETE COVER FOR THE REINFORCING BARS SHALL BE 3". 7. FIELD BENDING OR WELDING OF REINFORCEMENT PARS IS NOT PERMITTED. ~
PROVIDE CHAMFERS AT ALL EXPOSED CORNERS OF CONCRETE.
(4)" 314" X 3' - 6" OVERALL LENGTH ANCHOR BOLTS WI 112" THK BEARING PLATE AT THE BOTTOM OF THE ANCHOR BOLT CLUSTER (2' - 5" MIN. ANCHOR BOLT EMBEDMENT)
TOTAL VOLUME OF CONCRETE; 6.7 YO'
I ,)\"uJr.u-lr. U'.u u . U <J Ih$$jN IX.@),.;;''$III • • • • • , . . . . . . ,.' ,;:,' ,; .' ,; .' .::.' ,":.' ,;.
(7) #7 HORIZONTAL BARS X5'-S" LONG 1 ..... ':.' .. ' .... ' .... ,:.'> ..... ~ EQUALLY SPACED EACH WAY AT TOP , " " .' , •••• • ,." .' '. , ,,'. AND BonOM OF MAT, (TOTAl:: 28) • ,:.' ' : • , - .• :' ' ,:,' ••
NOTES
MOUNT ON TOWER LEG WfO ST ANOOFF
POINT TO POINT BACKHAUl - VERTICAl POlARITY
VERTICAL POlARITY
PLANT COMMUNICATiONS
6 I 5
. . . . , . • , ' . I ' I • • ', ' " I • . ,-.. . . -. . . - . .-
DETAIL uAn
~
I
~
4
NEED TO VERIFY FOR 60' TOWER
I
9. BACKFILL NEAR AND AROUND THE FOUNDATIONS SHALL BE A WELL GRADED FILL MATERIAL CEO IN " THICK LAYERSTHAT HAS BEEN COMPACTED TO 95% OF THE MODIFIED PROCTOR DENSITY ER AS 01557. 10. S E DETAIL HAS BEEN PURPOSELY OMITTED TO CLARIFY ILLUSTRATION.
DESIGN NOTES: 1) ALL LEGS ARE SOLID ROUND~ AND LARGE~M A-572 GRADE : Fy ~ 50 KSI
SOLID ROUND 0.625" AND SMALLE~ GRADE Fy ~ 36 KSI 2) ALL ANGLE MATERIAL IS ASTM A-529 GRADE Fy > 50 KSI 3) ALL BRACE AND FLANGE BOLTS ARE A325-X 4) THIS TOWER IS DESIGNED FOR INTEGRAL RUNG UP ONE FACE FOR CLIMBING WITH
SAFETY CLIMB DEVICE 5) (4) 0314" X 3'-6" LONG (F1554-GR. 105) ANCHOR BOLTS PER LEG 6) THIS TOWER IS DESIGNED FOR A 90 M.P.H. WIND SPEED WITH NO ICE AND A 50 M.P.H.
WIND SPEED WITH 0.25" ICE. IN ACCORDANCE WITH THE TlAiEIA-222-G STANDARD 7) THIS TOWER IS TOPO CAT. 1 STRUCTURE CLASS H, EXPOSURE C 8) ALL STATE TOWER INC.
P.O. BOX 25 HENDERSON, KY 42419
9) APROXIMATE WEIGHT 1.28 KIPS
BASE REACTIONS (FACTORED) TOTAL SHEAR ; 1 KIPS AXIAL LOAD ; 1 KIPS UPLIFT I LEG ; 21 KIPS COMP . ILEG ; 22 KIPS O.T. MOMENT ; 36 FT-K
o
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.-----------,------r-------~.------IB ,fi,..""" 7300 S. ALTON WAY. SUITE 5A
PROPRIETARY DATA
THE DATA DISCLOSED IN THIS DOCUMENT WAS ORIGINATED BY TWIN EAGLE CONSULTING. LLC. AND IS TO BE UTILIZED ONLY FOR THE SPECIFIC PURPOSE FOR WHICH IT WAS SUPPLIED. IT IS NOT TO BE DISCLOSED TO OTHERS OR REPRODUCTED WITHOUT THE PRIOR WRITTEN CONSENT OF TWIN EAGLE CONSULTING. LLC .
3 I
UNLESS OTHERWISE SPECIFIED ALL DIMENSIONS IN INCHES
TOLERANCES
FRACTIONS ± 1/64 ANGLES:t 1-DEC xx • . 02 XXX.· .005
PROJECT 1 CUSTOMER
Twin Eagle Consuhing , LLC. • 1 ~ CENTENNIAL, CO 801 12
.................... ~ (303) 531-4598
TITLE f-
MAMM CREEK COMPRESSOR
PICEANCE FIELD COMM 5-64211-11 SIZE
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FILE
SHEET
1 OF 1
SCALE
NTS
2
REV
A
DESCRIPTION
PROPOSED
2012-BBC-MAMM CREEK COMP-TOWER.VSD
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JOB NO 12422
DRAWN BY CO
APPROVED BY T JS
~ ai => U)
~ :z
z Q o t; ~ => _ a: a: >'-' U)
~ t5 c '-'
N
~I§ C5 §
g SHEET TITLE:
TOWER & ANTENNA DETAIL REVIEWED FOR CONTENT BY ENGINEER OF RECORD
T1.02