HomeMy WebLinkAbout25 T-Mobile 04-07 1361 Earl Rudder FWY S~-v DEVELOPMENT PERMIT
PERMIT NO . 04-07
Project: T-MOBILE CELL TOWER
COlllGl STATION FOR AREAS INSIDE THE SPECIAL FLOOD HAZARD AREA
RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE
SITE LEGAL DESCRIPTION:
High Ridge
Lot 4R
DATE OF ISSUE: 02/12/04
OWNER:
Voice Stream Houston c/o John St . John
2 Greenway Plaza #1100
Houston , Texas 77046
SITE ADDRESS:
1361 Earl Rudder Freeway South
DRAINAGE BASIN:
Carter's Creek
VALID FOR 9 MONTHS
CONTRACTOR:
TYPE OF DEVELOPMENT: Full Development Permit
SPECIAL CONDITIONS:
All construction must be in compliance w ith the approved construction plans
All trees requ ired to be protected as part of the landscape plan must be completely barricaded in accordance with Section
7.5.E ., Landscape /Streetscape Plan Requ irements of the City's Unified Development Ordinance , prior to any operat ions of
this permit. The cleaning of equipment or m aterials within the drip line of any tree or group of trees that are protected and
req uired to rema in is strictly proh ibited . The disposal of any waste material such as , but not limited to , pa int , oil , so lvents ,
asphalt, concre te, mortar, or other harmful liquids or materials within the drip line of any tree requ ired to remain is also
proh ibited .
TCEQ PHASE II RULES EFFECT
The Contracto r shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site
in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design
C rite ria . If it is determined t he presc ri bed erosion control measures are ineffective to reta in all sediment ons ite , it is the
contractors responsibility to implement measures that will meet City , State and Federal requirements . The Owner and/or
Contractor shall assure that all disturb ed areas are sodden and establ ishment of vegetation occurs prior to removal of any
silt fencing or hay bales used for te mp orary erosion control. The Owner and/or Contractor shall also insure that any
disturbed vegetat ion be returned to its original condition , placement and state . The Owner and/or Contractor shall be
responsible for any damage to adjace nt propert ies , city streets or infrastructure due to heavy machinery and/or equipment
as well as erosion , siltation or sedimentation resulting from the permitted work .
In accordance w ith Chapte r 13 of the Code of Ordinances of the City of College Station , measures shall be taken to insure
that debris from construction , erosion , and sedimentation shall not be deposited in city streets , or existing drainage
faci li t ies .
I hereby grant thi s permi t for develop m e nt of an area ins ide the special flood hazard area . All development shall be in
accordance wi th the plans and spec if ic ation s subm itted to and approved by the C ity Engineer in the development permit
app li cation for the above named projec t a nd all of the codes and ordinances of the City of College Stat ion that apply .
oz-\3-0~
Adm inistrator/Representative
b~Si~
Owner/Agent/Contractor Date
t
D N E"""11'/\~RK
' INFRASTRUCTURE SOLUTIONS
PAUL J. FORD AND COMPANY
STRUCTURAL ENGINEERS
250 Eas t Broa d Street , Suite 500 , Columbu s, Ohio 43215
(6 14) 221-6679 Fa x: (614) 448-4105 www.PJFweb.com
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120·-o·
105 ·-o·
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83'-7"
75'-0"
60'-0"
6 34 '-9"
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102 SE TRY DRIVE MANSFIELD , TX 76063
(800) 726-2 72 6 Fax: (817) 473-1454 www.n ewma rk.com
16.250" ACROSS FLATS
I(. 3/16" X 39 .75' (Fy=65)
(EST WT = 1.681 KIPS)
4-SP LICE LENGTH
MIN = 36 .00"
DESIGN = 40.00"
MAX = 44.00'
I(. 3/16" X 53.75' (Fy=65)
(EST WT = 3.379 KIPS)
-t SP LICE LE NGTH
MIN = 53 .10"
DESIGN = 59 .00"
MAX = 64.90"
I(. 1/4" X 34 .75' (Fy =65)
(EST WT = 3. 768 KIPS)
BASE I(. 2" X 57.500" ROUND
JOB DATA
1-P_o::.......:ec__1 _o.o..f--=2c__ ______ -.; Job No.
By RW H Design No.
1--~----'-'-'.:..:..c._. ______ -.; Do le
Chk d By / Rev. No.
32003-0148
NEWMARK 603-372
11 -~6-2003
Rev. Dole
Pole 120-FT MONOPO LE
Sile A3K021, VARS ITY FORD; CO LLE GE STATION, TEXAS
Owner T-MOBILE
Ref. No . 32003-0037
Desi gn 110 MPH DESIGN WIND VELOCITY 3-SECOND GUST
ACCORDING TO THE INTERNATIONAL BUI LDING CODE 2000
L 0 A D C A S E S
CASE 1 1 1 0 MPH WIT H NO ICE
CASE 2 50 MPH WITH NO ICE
3-SECOND GUST DESIGN WIND
OPERATIONAL WIND
POLE SPECIFICATIONS
Pole Sha e T e: 1 8-SIDED POLYGON
Toper: 0 .242 708 IN FT
Shofl St ee l: ASTM A572 GRAD E 65
Bo se PL Steel: ASTM A572 GRADE 50 50 KS I
An cho r Bolts: 2 1 4 0 x 8 -0 LONG
18J ASTM A615 GRADE 75
ANTENNA L I ST
No. I Elev. Descri ptio n
TOP 3 4 LIGHTNING ROD
1-6 TOP (6) EMS OR65-18-00DPL20 PANEL
TOP 12' LOW PROFIL E PLATFORM
7-12 105 .00 (6) EMS RR65-18-00DP PCS PANEL
105 .00 12' LOW PROFILE PLATFORM
13-18 90.00 (6) EMS RR65-18-00DP PCS PANEL
90 .00 12' LOW PROFI LE PLATFORM
19-24 75 .00 (6) EMS RR65-18-00DP PCS PANEL
75.00 12' LOW PROFILE PLATFORM
25 60.00 (1) 6' DIAM . GRID DISH (2 GHz)
26 60.00 1 6' DIAM . GRID DISH 180 DEG. Al..
110 MPH WIND
Latera l Rotation La tero ' Ele vation Deflection {sway) Deflection
(Inches) (degrees) {Inches)
TOP 60.5 4.219 12 .5
60.0 ' 15.1 2.467 3.2
NOTE : MONOPOL E WAS DESIGNED TO MEET MAXIMUM TW IST AND SWAY REQUIREM ENT S OF 4.6CT
FOR A 6.0'0 DISH {2 .0 GHz) AT ELEV . 60 .0' WITH A 50 MP H WIND .
SHAFT SECTION DATA
Shaft Section Plate Lop Diameter Across Fl ats
Section Length Thickness Splice (inches)
(feet) (in .) {in.) @ To @ Bottom
1 39.75 0 . 1875 40.00 16.250 25 .898
2 53 .75 0 . 1875 59.00 24 .714 37 .759
3 34 .75 0.2500 36.19 1 44 .625
NOTE: DIMENSIONS SHOWN DO NOT INCLUDE GALVANIZING TOLERANCES
BASE REACTIONS FOR FON DES IGN
W/(8) 2.25'0 ANCHOR BO LTS EQUALLY SPACED ON 51.500" 8.C . WITH MIN . 7'-0"
MOMENT = 1300 ft-kips
SHEAR = 18 kip s EMBEDMENT INTO PIER (W/NUTS & TEMPLATE PLATE @ BOT.)
TIGHTEN ANCHOR NUTS TO A!SC SNUG "TI GHT CONDITION .
44.625" ACROSS FLATS
A AXIAL = 16 kips
~-o'l 2.-1,-D'f 1: 1 op1n
a N E\/VJ\./\~RK
INFRASTRUCTURE SOLUTIONS
10 2 SENTRY DRIVE MANSFIELD , TX 76063
(800) 726-2 726 Fax: (81 7) 473-1454 www.newmark.com
POLE SHAFT
& BASE PL.
HEAVY HEX NUT
3" GAP
(NO GROUT)
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AND NUTS
3" CLR
12'-o'Vw.T.
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ct_ POLE & FOUNDATION
ANCHOR
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6'-0"0
SHAFT
BOLTS g: Cl..
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2" CLR
FIN GRADE
(12)-#5
TIES @
6" C/C
REM #5
TIES @
18" C/C
2'-0"
MIN LAP
(14)-#11
VER T REINF
FULL HEIGHT
CAISSON (DRILLED
PAUL J. FORD AND COMPANY
STRUCTURAL ENGINEERS
250 East Broad Street, Suite 500 , Columbus, Ohio 43215
(614 ) 221-6679 Fax: (614 ) 448-4105 w~w.PJFweb.com
J 0 B D AT A
Page 2 o f 2 Job No . 32003-0148
By RW H Design No. NEWMARK NO. 03-372
Chk d By ~11 Dote 11-26-2003
Rev . No . Rev. Do te
Pole 120-FT MONOPO LE
Site A3K02 1 . VARSITY FORD: COLLEGE STATION. TEXAS
Owne r T-MOBILE
Ref. No.
Design 110 MP H DESIGN WIN O VELO CITY (3-SECOND GUST)
ACCORDING TO THE IBC 2000
NOTES:
1. AL L CONCRETE SHA LL HAVE A MINIMUM COMPRESSIVE STRENGTH OF
3000 PSI AT 28 DAYS. CONCRETE SHALL BE AIR ENTRAINED (6±1.5%).
CONCRETE SHAL L HAVE A MAXIM UM WATER/CEMENT RATIO OF 0.46. ALL
CONCRETE WORK SHALL BE IN ACCORDAN CE WITH "THE BUILDING CODE
REQUIREMENTS FOR REINFORCED CONCRETE", AC I 318, LATEST EDITION.
FOUNDATION INSTA LLATI ON SHALL BE IN ACCORD ANC E WITH ACI 336,
"STANDARD SPECIFICATIONS FOR THE CONS TRUCTION OF DRILLED PIERS",
LATES T EDITION .
2. RE INFO RCING STEEL SHALL CONFORM TO THE REQUIREMENTS OF AS TM
A-615 (GRADE 60) EXCEPT THAT CAISSON TIES MAY BE AS TM A-615
(GRADE 40). ALL RE INFORCING DETAILS SHALL CONFORM TO "MANUA L OF
STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRU CTURES",
ACI 315 , LATEST ED ITI ON, UNLESS DETAILED OTHERWISE ON THIS DRAWING.
.3 . SEE PAGE 1 FOR ANCHOR BO LT QUANTITY , SIZE, LEN GT H, AND BO LT
CIRCLE .
4. TOTAL CONCRETE = 17.5 CUBIC YARDS .
5. FOUNDATION DESIGN IS BASED UPON GEOTECHNICAL EXPLO RATION
REPOR T
PREPARED BY:
REPORT NO.:
DATED:
TERRA-MAR
HE 02-128
09-10-2002
6. CONTRACTOR SHA LL READ THE GEOTECHNICAL REPORT AND CONSU LT
THE GEOTECHNICAL ENGINEER AS NECESSARY PRIOR TO CONSTRUCTION.
7. GEOTECHNICAL REPORT INDICAT ES GROUNDWATER WAS ENCOU NTER ED
AT 12'-0" BELOW GRADE.
8. THE FOUNDATION WAS DESIGNED USING THE FOLLOW ING SERVICE
LOADS :
MOMENT:
SHEAR:
AXIAL:
1300 FT -KIPS
18 KIPS
16 KIPS ........ ,,,,,, --11!. OF T~ir~ \ .-,,:5."·······~ft , .. -~ r: •• •.\iJ-•• '':>'···· * ··.. ., , .· ·.• ' ,, .· . * '*: ... ~ ... IA
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PIER) FOUNDATION
Pa g e
1 of 8 PJF 32 00 3-0148
J ob
Project Date Paul J. Fo rd & Company
250 £. Broad St ., Ste . 500
Columbus, OH 4321 5
Phone : (614) 221 -6679
FAX (614) 448-41 05
120' Monopole -A3 K02 1 , Vars ity Ford ; Coll eg
Client
e St atio n , T X 11 :04 :02 11 /26/03
Des i gned by
Newmark I T -Mobile
Towe r Input Data
There is a pole section .
This tower is designed using th e TWEIA-222-F standard.
The fo ll owin g des ign criteria app ly:
A 110 mp b 3-second peak gust ASCE 7-02 wind profile u sed (exp osure C).
Wind imp ortance factor is 1.00 .
Deflection s calculated u s ing a wind speed of 50 mpb.
A n on -lin ear (P-de lta) analysis was u se d .
Pressur es are calculated at each section .
Stress ratio used in po le des ign is 1.333.
Local bendin g stresses due to climb ing loads and fee dl ine supports are not co
Options
ns idered.
Consider Moments -Legs
C onsider Moments -Hmi zon tal s
Con s ider Moments -Diagonal s
Use Moment Magnification
Di s tribute Leg Load s As Unifonn
Assume Legs Pinned
ndles A s Cylind er Treat Feedlin e Bu
Use AS CE 10 X -B
Calc ulate Redund
Cons ider Feedline
../ Use Code Stress Rat ios
../ Use Code Safety Factors -Guys
Es calate Ice
Always Use Ma x Kz
../ Use Sp ecial Wind Profile
../ Incl ude Bolts In Member Capacity
../ Leg Bolts Are At Top Of Section
../ Secondary Horizontal Braces Leg
../ Assume Rigid Inde x Pla te
Use C lear Spans For Wind Area
Use C lea r S pan s For KUr
Retension Guys To Init ial Tension
Byp ass Mast S tabili ty Checks
Use Azimuth D is h Coefficients
Project Wind Area of Appurt.
Autocalc Torque Ann Area s
SR Members Have C ut End s
race Ly Ru Je s
ant Braci ng Forces
Torque
isl Compression ../ SR Leg Bolts Res
../ A 11 Le g Panels Ha
Offset Girt At Fou
p
ve Sa me Allowable
ndation
oles
·sion Interac tion Include Shear-Tm
Always Use Sub-C
../ Use Top Mounted
ritical Fl ow
Sockets
Tapered Pole Section Geometr y
Section Elevation Section Splice Number Top Bollom Wall Bend Pole Grade
Ll 12 0.00 -80.25
L2 80.25 -2 9.83
L3 29 .83 -0.00
Section Tip Dia .
in
Ll 16.5007
2 6.2975
L2 25 .9167
Length Leng th of Diameter Diamecer Thickn ess
I I S ides in in in
39.75 3.33 18 16.2500 2 5.8980 0.1 875
53.75 4 .92 18 24 .713 9 37.7590 0.1875
34.75 18 36 .1907 44 .6 250 0.2500
Tapered Pole Properties
Area 1 r c
' . 4 in in m Ill
9.5592 311.5911 5.7022 8 .2 550
15.3010 12 77.8 422 9.12 72 13 .1562
14 .5963 1109.3009 8.7069 12 .5547
!IC J
in 3 . 4 m
37.7457 623 .5922
97 . 12 86 255 7 .3657
88.3575 2220 .06 14
Jt!Q
in ]
4 .78
7.65
7.29
05
19
95
Radius
in
0.7500 A572 -65
(65 ksi)
0.7500 A572-65
(65 ksi)
1.0000 A572 -65
(65 ks i)
w wi t
in
2.5300 I 3.4 93
4.2 280 22.55
4 .0197 21.438
rt ea I
~
I
I
I
I
PJF Job Page
32003-0148 2 of 8
P aul J. Fo rd & Co mpany Project Date
250 £. B rand St .. S te. 500 120' Monopole -A3K02 1, Varsity Fo rd; College Station , T X 11 :04 :02 11 /26/03
Colu m bus, OH 432 I 5 Cli e nt Designed by
Phone: (614) 221-6679 Newmark I T -M obi le rte al FAX: (614) 448 -4105
Section Tip D in. Aren r c /IC J /t/Q w w/1
in . , . ' in in in 3 . ' . , in ,,,-In Jn 111 -
38 .3415 22.3597 3987.6887 13.3379 19 .1816 207.8917 7980.6245 11.182 0 6.3156 33.683
L3 37 .9608 28.5190 4 654.2006 12.7590 18.3849 253.1536 93 14.5253 14.2622 5.9296 23.718
45.3134 35.2116 8759.9067 15.7531 22.6695 386.4182 17531.3399 17.6091 7.4140 29 .656
Tower
Elevntion
Gusse/
Aren
(per/nee)
Guss er Gusser Grnde Adjust. Factor Adjust. Weight Muir . Double Angle Double Angle
L1 120.00-
80.25
L2 80.25-29.83
L3 29 .83 -0 .00
Description
1'
3/4" Lightning Rod
(6) EMS DR65 -18-XXP I 12'
LP Platform
(6) EMS DR65-J 8-XXP I 12'
LP Platform
(6) EMS DR65-18 -XXP I 12'
LP Platform
(6) EMS DR65-18 -XXP I 12'
LP Platform
Description Face
or
Leg
( 1) 6' Diam. Grid Dish
(0 deg AZ)
(1) 6' Diam. Grid Dish
(180 deg AZ)
Thickn ess
in
Face Offs er
or Leg Type
D Non e
D None
D None
D None
D None
Dish
Type
Grid
Grid
A1 F a ctor Stitch Bair Stizch Bo/1
A , Spa cing Spacing
Dingonals Horizo nta ls
in in
Discrete Tower Loads
Offsets: Azimuth Placemen.I CAA A CAAA Weighr
Horz Adjustmenr Fronr Side
La tern/
Vert
fl deg fl fl' fl' lb
fl
00000 120.00 No Ice 0.25 0.00 108 .00
0.0000 120.00 No Ice 40.33 0.00 I 304.00
0 .0000 105.00 No Ice 40.33 0.00 I 304.00
0.0000 90.00 No Ice 40.33 0.00 I 304.00
0.0000 75.00 No Ice 40.33 0.00 I 304.00
Dishes
Offset Offsets: Azimuth Elevarion Outside Aperture Weighr
Type Horz Adjuszment Diamezer Area
Lnternl deg fl fl fr' lb
Vert
None Worst 60 00 6 .00 No lee 43.85 143.00
None Worst 60 .00 6 .00 No Ic e 29.82 14 3.00
Tower P re s su res -No Ice
GH =].JOO
PJF
Paul J . F ord & Company
250 E. Broad St., Ste. 500
Col um b us, OH 43215
Phone: (614) 221-6679
FAX: (614) 448-4105
Section z K z
Elevation
ft ft
LI 120.00-98 .81 l .262
80.25
L2 80 .25-29.83 54.03 I. I l 2
L3 29 .83 -0.00 14.4 8 0.849
Section z K z
Elevat io n
ft ft
L1 120.00-98.81 1.262
80.25
L2 80.25-29.83 54.03 1.1l2
L3 29 .83 -0 .00 14.4 8 0.849
Job Page
3200 3-0 148 3 of 8
P roject Date
120' Monopol e -A3K02 1, V arsi ty Fo rd ; Colle ge St at io n , T X 11 :04 :0211 /26/03
C lien t
Newma rk I T -Mob il e
q, Ac F A F A R A 1eg Leg
a %
c
psf ft' e ft ' ft ' fr
37 69.808 A 0.000 69.808 69 .80 8 100.00
B 0.000 69.808 100.00
c 0.000 69.80 8 100.00
D 0.000 69.808 100.00
32 132.936 A 0.000 132.936 132 .936 100.00
B 0.000 13 2 .936 100.00
c 0.000 132.936 100.00
D 0.000 132.936 100.00
25 I 01.942 A 0.000 101 .942 I 0 1.942 100.00
B 0.000 10 1.942 100.00
c 0.000 I 0 1.942 100.00
D 0 .000 101.942 100.00
Tower Pressure -Service
G H =].J OO
q, A c F AF AR A1eg Leg
a %
c
psf ft' e ft' ft ' ft '
8 69.808 A 0 .000 69.808 69 .808 100.00
B 0.000 69.808 100.00
c 0.000 69.808 100.0 0
D 0.000 69.808 100.00
7 132 936 A 0.000 l 32.936 132.93 6 100.00
B 0.000 132 .936 100.0 0
c 0.000 I 32.936 100.00
D 0.000 132.936 100.00
5 101.942 A 0.000 I 01.942 101.942 100.00
B 0.000 I 01.942 100.00
c 0 .000 l 01.942 100.0 0
D 0.000 I 01.942 100.00
CAAA
Jn
Fa ce
ft'
0.000
0.000
0.000
CAA A
In
F a ce
fr'
0.000
0.000
0.000
Desig n ed by
rt e al
C,AA
Out
F ace
ft'
0 .000
0.000
0.000
CAAA
Out
Face
ft '
0000
0.000
0000
Tower Forces -No Ice -Wind Normal To Face
Secti on Add Self F e c,, RR DF DR AE F w Ori.
Elevation We ig hr Weig h! a F ace
c
ft lb lb e ft' lb p lf
LI 120.00-0.00 l 681.30 A 1 0.65 I I 1 69.808 l 851.93 46.59 D
80.25 B l 0 .65 l l I 69.80 8
c l 0.65 l l l 69 808
D I 0.65 1 l l 69.808
L2 80.25-0.00 3379.62 A l 0.65 I l l 132 .936 3088. l 3 61.25 D
29.83 B l 0.65 I l I 132 .936
c 1 0.65 I l l 132 .936
D l 0.65 l I l 132 .936
L3 2 9.83 -0 .00 0 .0 0 3767 .9 6 A l 0.65 l I 1 10 1.942 l 820.77 61.03 D
B I 0 .65 l I 1 l 0 1.94 2
c l 0.65 I l l l 0 1.942
D 1 0.65 1 I 1 l 01.942
PJF Job Page
32003-0 148 4 of 8
Project Date Paul J . F ord & Company
250 £.Broad St., Ste. 500 120' Monop ol e -A3 K021 , Va rsity Fo rd ; Colleg e St at io n , TX 11 :04 :02 11 /26/03
Columbus. OH 43215 Client Designed by
Phone: (614) 221-6679 Newm a rk I T-Mobi le rte al FAX: (614) 448-4105
Section Add Self F e CF RR D r D R AE F w Ori.
Elevation We ig ht Weight a F ace
c
ft lb lb e rr lb pl(
S um Weight: 0.00 8828.87 OTM 376217.06 6760.83
lb -ft
Tower Forces -Service -Wind Normal To Face
Section Add Self F
Elevation Weight Weight a
c
ft lb lb e
Ll 120.00 -0.00 1681.30 A
80.25 B
c
D
L2 80.25 -0.00 3 379 .62 A
29.83 B
c
D
L3 2 9.83-0.00 0.00 3767.96 A
B
c
D
Sum Weight: 0 .00 8828.87
Load Ve rtical
Case Forces
lb
Tota l Member Self -Weight 8828.87
Wind 0 deg -No Ice 14438.87
Wind 0 deg -Serv ice 1443 8.87
Co mb.
No .
De a d Only 1
2
3
Dead +Wind 0 deg -No Ice
Dead+Win d 0 deg -Servi ce
e CF RR DF DR A£ F w Cerf.
Face
ft' lb plf
1 0.65 l 1 l 69 .808 382.63 9 .63 D
I 0 .65 l 1 1 69.808
1 0.65 1 1 1 69.808
1 0.65 1 1 1 69.808
1 0.65 1 1 l 132 .936 638 .04 12.66 D
1 0 .65 1 1 1 132 .936
l 0.65 1 l 1 132.936
I 0.65 l 1 1 132 .936
l 0.65 l 1 I 101.942 376.19 12.6 1 D
l 0.65 l l l l Ol.942
l 0.65 1 l l 101.942
l 0.65 l l 1 101 .942
OTM 77730.80 1396.87
lb-ft
Force Totals
Sum of Su m o/ Sum of Sum of Sum of Torque s
Forces Forces Overturning Overtu rn ing
x z Moments . M., Moments, M,
lb lb lb -ft lb-ft lb-ft
0.00 0.00
0.00 -14 938.09 -11 17429.49 0 .00 0 .00
0.00 -3086.3 8 -230873.86 0 .00 0.00
Load Combinatio ns
Description
Maximum Member Forces
Pag e
5 of 8
J o b
32003-0148 PJF
Project Date P au l J . Fo rd & Com p any
25 0 E. Broad St .. S te. 500
Colum bus. OH 43215
Phon e . (61 4) 221 -6679
FAX: (614) 448-4105
120' Monopole -A3K021, Vars ity Fo r d ; College Statio n, TX 11 :04 :02 11 /26/03
C lient
Section Elevation Co mponent
No. fl Type
LI 120 -80.25 Pole
L2 80.25 -Pole
29.8333
L3 29.8 333 -0 Pol e
location Condition Gov.
Load
Co mb.
Pole Max . Vert I
Max. H, 3
Max. H, 2
Max. M, 2
Max. M, I
Ma x. Torsion I
Mi n . Vert 2
Min .H, 1
Mi n . H,
Min.M ,
Min.M,
Min . Torsion
Condition
Max Tension
Max . Co mpression
Max. My
Max. Vx
Max Ten sion
Max. Compression
Max. My
Max . Vx
Ma x Ten sion
Max . Co mpress ion
Max. My
Max . Vx
Newm ark I T -M o b ile
Go v.
Load
Comb.
3
I
2
2
I
2
2
2
2
Force
lb
0.00
-5530.48
-5 107 .4 I
-7009.27
0.00
-10302 .7
-I 0001.7
-13019.3
0.00
-14438.8
-14431.1
-14944 .4
7
3
8
7
6
0
Maximum Reaction s
Vertical Horizonta l. X
lb lb
14438.87 0.00
14438.87 0.00
14438 .82 0 .0 0
1145767 .69 0 .00
0.00 0.0 0
0 .00 0.00
1443 8.82 000
14438.87 000
14438.87 0.00
0.00 0 .00
0.00 0 .00
0.00 000
Desig ned by
rt e a l
Major Axis Minor Axis
Mo m ent Moment
/bf!_ /bf!_
0 .00 -0 .01
0 .00 0 .00
0.00 144868.07
0.00 144868.07
0 .00 0.00
0.00 0.00
0.00 659730.24
0 .00 659730 .24
0.00 0.00
0.00 0.00
0.00 114 5767.69
0.00 1145767.69
Horizom al. Z
lb
0 .00
3085.84
14936 .99
14 936.99
0 .00
0 .00
14936.99
0 .00
0 .00
0.00
000
000
Tower Mast Reaction Su mmary
load Ver tical
Combin at io n
lb
Dead Only 14438.87
Dead+ Win d 0 deg -No Je e 14438.82
Dead+ Wind 0 deg -Serv ice 14438.87
Sum of Applied Forces
Lo ad PX PY
Com b. lb lb
I 0.00 -1 4438.87
2 0.00 -14438.87
3 0 .00 -14438.87
Shear, Shear,
lb lb
0.00 0.00
0.00 -14936.99
0.00 -30 85 .84
Overturn
Mom ent.
lb-ft
in g
M.,
0 .00
-1145 76 7.69
-2 368 66.45
Solutio n Summary
PZ PX
lb lb
0.00 0 .0 0
-14 938.09 0 .00
-308 6 .3 8 000
Sum of Re
PY
lb
act ions
14438.8
1443 8.8
14438.8
7
2
7
Overturning Torque
Mo ment. M ,
lb-[!_ lb-[!_
0.00 0 .0 0
0.00 0 .00
0.00 0.00
PZ %Erro r
lb
0.00 0 .000%
14936.99 0.005%
3085.84 0.004%
-
I
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I
PJF J ob Page
32003-0148 6 of 8
P aul J. Fo rd & Co mp any P r oject Dat e
250 £. Broad St .. Ste. 500 120 ' Monopole -A3K021 , Varsity Ford ; College Station , TX 11 :04 :02 11 /26/03
Columb us. OH 43215 Cl ien t Designed by
Phone: (614) 221-6679 New mark I T -M obile rte al FAX (614) 44 8 -4105
Non-Linear Convergence Results
Load Converged? Number Displa cement Force
Co mb inacio n of Cycles Tolera nce Tolerance
1 Yes 6 0.00000001 0.00000001
2 Ye s 14 0.00006364 0.00008616
3 Yes 13 0.0000000 1 0.00005993
Maximum Tower Deflections -Service Wind
Section Elevacion Horz. Gov. Tilt Twist
No. Deflection Load
ft in Comb. deg deg
L1 120 -80.25 12 .506 3 0.8729 0.0000
L2 83.58 33 -2 9.8333 6.245 3 0.7255 0.0000
L3 34 .75 -0 0.998 3 0.2628 0 .0000
Critical Deflections and Radius of Curvature -Service Wind
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
Comb. in d e d e t
120.00 3/4" Lightn ing Rod 3 12.506 0 8729 0 .0000 54843
105.00 (6) EMS DR65-18 -XXP I 12' LP 3 9.807 0.8360 0 .0000 18281
Platform
90.00 (6) EMS DR65 -18 -XXP I 12' LP 3 7.255 0.7699 0.0000 9140
Platform
75.00 (6) EMS DR65 -18-XXP I 12' LP 3 4 .996 0.6479 0.0 000 6943
Platform
60.00 ( 1) 6' Diam. G1id Dish (0 deg AZ) 3 3 .124 0.4858 0.0000 6 112
Maximum Tower Deflections -Design Wina
Section Elevat ion Ho rz . Gov. Tilt -Twist
No. Deflection Load
ft in Co mb. d eg deg
LI 120 -80 .25 60.421 2 4.2188 0.0000
L2 83.583 3 -29.833 3 30. 183 2 3.5066 0.0000
L3 34.75 -0 4 .829 2 1.2708 0.0000
Critica l Deflections and Radius of Curvature -Design Wind
J ob PJF 3200 3-0 148
Page
7 of 8
Projec t Date P aul J. Ford & Comp any
250 £. Broad St., Ste. 500
Columbu s, OH 43215
Phon e: (61 4) 221-6679
FAX (61 4) 448-4105
120' Mo n o p o le -A3K021 , Varsi t y F ord ;
Cl ie n t
Colleg e Stat ion , T X 11 :04 :02 11 /26/03
N e w ma r k I T-M ob ile
Design ed by
rt e a l
Elevation Appurtenance Gov. Deflectio n Ti lt Tw ist Radiu s of
ft
120.00
105.00
90.00
75 .00
60 .00
Seccion
No.
Ll
L2
L3
Section
N o.
Ll
L2
L3
S ection
No .
LI
L2
L3
3/4" Ligh tn in g Rod
(6) EM S DR65 -J 8-XXP I 12' LP
Platform
(6) EMS DR65 -1 8-XXP I 12' LP
P latform
(6) EMS DR65 -1 8-XXP I 12 ' LP
Platform
(I) 6' Diam . Grid Dish (0 deg AZ )
Elevation Size
ft
12 0 . 80.25 (l ) TP25 .8 98xl 6.25x0. l 875
80.25 -29 .8333 TP37 .7 59x24.7 l 39x0. l 875
(2)
29.8 333 -0 (3) TP44.625x36. I 907x0.25
Land
Co mb. in de
2 60.42 1 4.2188
2 47 .385 4.0158
2 35.06 1 3.7020
2 24 .147 3.17 48
2 15. 103 2.4668
Compression Checks
Pole Design Data
L L.
ft ft
39 .75 120.00
53 .75 120 .00
34.75 120 .0 0
Kllr
162.9
l 11.5
91.4
F,,
ks i
5 62 8
12.01 I
17.82 7
Curvawre
de:< fl
0 .0000 11 4 66
0.0000 3821
0.0000 190 8
0.0000 1446
0.0000 1270
A Actual Allow.
p P,,
in~ lb lb
14.8195 -5107.4 1 83399.70
21.6496 -I 0001.70 260025 00
35.21 l 6 -l 4431.20 627714.00
Pole Bend i ng Design D ata
Elevation Size Actual Acrunl Allow. Ra tio Actual Actual Allow. Ratio
M , ft,, F,,, ~
ft lb-ft ksi ksi Fh ,
M, fi,y Fby ___[iz_
lb -ft ksi ksi F.,,
120 -80.25(1) TP2 5.898x l 6.25x0. I 875 l 44 868. ·19 .084 39.000 0.489 0.00 0.000 39.000 0000
33
80.25 -TP 37.759x24 .7 l 39x0. l 875 659730 . -4 0 .627 34 .080 1.192 0.00 0.000 34.080 0 .000
29 8333 (2 ) 0 0
29.8333 -0 (3) TP44.625x36. l 907x0.25 l 145766 -35 .58i 35.929 0.990 0.00 0 .0 00 35.92 9 0.000
.67
Pole Interaction Design Data
Elevation S ize Ratio Ratio Ratio Com b. Allow. Criteria
p fb.< f bo S tress S tress
ft Pn Fb_, Fb, Ratio Ratio
120 -80.25 (1) TP2 5.8 98x l 6 .25x0 . l 875 0 .061 0.489 0.000 0 .55 1 v l .333 H l -3 V
80.25. TP37.759x24 .7 l 39x0. l 87 5 0 .038 1.192 0.000
29.83 33 (2 )
29.833 3 -0 (3) TP44 .625x36. l 907x0 .25 0 .023 0.990 0 .0 00
.231 1i/ 1.333 H l -3 V
.013 v l .333 Hl -3 V
Ratio
p
P.
0 .061
0 038
0.023
-
I
I
I
I
PJF Job Pag e
32003-0148 8 of 8
Paul J . Ford & Co mpany Project Date
250 £. Broad St., Ste. 500 120' Monopole -A3K021 , Varsity Fo rd ; College Station , TX 11 :04:02 11/26/03
Columb u s , OH 43215 C lient Designed by
Phone: (614) 221-6679 Newmark I T-Mob ile rte al FAX-(6 14) 448-4105
Section Capacity Table
S ection Elevation Component S ize Critical p SF*P,,110 .. % Pass
No. ft Typ e Elem e111 lb lb Capacity Fail
LI 120 -80.2 5 Pole TP25.898x l 6.25x0. l 875 l -5107.41 l l l 171.80 41.3 Pa ss
L2 80.25 -29 .8333 Pole TP37 .759x24.7139x0.1875 2 -10001.70 346613.31 92.3 Pass
L3 2 9.83 33 -0 Po le TP44.625x36 .1907x0.25 3 -14431.20 836742 .73 76.0 Pass
Summary
Po le (L2 ) 92 .3 Pass
RATI NG= 92 .3 Pass
Program Vers ion 2.0 .0.6 8 -11 /! 9/2003 File :G :/TOWER/320_Newmark/32003-014 8 .eri
PJF Pole (tm ) -Monopole Design Program
Windows Version 3.04.0000 Wed Nov 26, 2003 -11:24:41 am
(c) 1993 to 2000 PAUL J. FORD AND COMPANY, Columbus, Ohio
Job No ...... : 32003-0148 Design No: Newmark no. 03-372Engineer : RWH
Description 120-Ft Monopole -A3K021, Varsity Ford ; College Station, Texas
Design..... 90 mph Basic Wind Speed
Owner...... T-Mobile Client: Newmark International, Inc.
Status..... Final Design Revision: Rev. Date :
M 0 N 0 P 0 L E
Shaft Shape ..... :
Base Dia, DF .... :
PT-to-PT, DP .... :
Min Bolt Circle . :
Base Reactions
Moment .............. :
Axial Load .......... :
Anchor Bolt Details
Number of Bolts ......
Bolt Diameter ........
Bolt Type .............
Y-Distance ............
Mom. of Inertia .. .....
Bolt Tension, T ......
Allowable Tension ....
Bolt Compression, c ..
Base Plate Details
Plate Moment, MPL ... :
Bend Plane, W ....... :
Plate Thickness, t .. :
Plate Width ......... :
Plate Steel ......... :
Gross Weight ........ :
Net Weight .......... :
Allowable Stress .... :
Actual Stress ....... :
Act./Allow Ratio .... :
B A S E
B A S E P L A T E D E S I G N D E T A I L S
18 Sided Polygon
44 .62S Inches
4S.313 Inches
Sl. 62S Inches
Stress Increase ... : 1.333 Factor
Base Plate Shape .. : Round
Use Bolt Circle ... : Sl.SOO Inches
DESIGN
129S.91 Ft-Kips
lS.01 Kips
DESIGN
8
2.2SO Inches
#18J ASTM A61S
3
266S.14 In "4
lS0.61 Kips
194.81 Kips
1S2.49 Kips
DESIGN
S33.72 In-Kips
17.70 Inches
1.902 Inches
S6.87S Inches
ASTM AS72 GRADE SO (SO KSI)
1370.30 Lbs
1047.SO Lbs
49.99 Ksi
49.99 Ksi
1. 00
USER
1300. 00 Ft-Kips
16.00 Kips
USER
8
2.2SO Inches
#18J ASTM A61S
3
26S2.2S In"4
lSl.46 Kips
194.81 Kips
1S3.46 Kips
USER
S27.Sl In-Kips
17.70 Inches
2.000 Inches
S7.SOO Inches
ASTM AS72 GRADE SO (SO KSI)
1472.80 Lbs
1133.30 Lbs
49 .99 Ksi
44.69 Ksi
0.89
P L A T E D E S I G N S U M M A R Y
USE FOLLOWING SPECIFICATIONS:
Plate Thickness ..... :
Plate Width/Diameter :
Plate Weight ........ :
2.000 Inches
S7.SOO Inches
1.473 Kips
Number of Bolts .. .
(Round) Bolt Circle ...... :
Bolt Diameter .... :
Bolt Type ........ :
8
Sl. SO Inches
2 .2S Inches
#18J ASTM A61S
PJF Pole (tm) -Monopole Design Program
Windows Version 3.04.0000 Fri Nov 21, 2003 -3:21:07 pm
(c) 1993 to 2000 PAUL J. FORD AND COMPANY, Columbus, Ohio
Job No ...... : 32003-0148 Design No: Newmark no. 03-372Engineer : RWH
Description 120-Ft Monopole -A3K021, Varsity Ford; College Station, Texas
Design..... 90 mph Basic Wind Speed
Owner...... T-Mobile Client: Newmark International, Inc.
Status..... Final Design Revision: Rev. Date :
S U M M A R Y 0 F C U R R E N T C A I S S 0 N D E S I G N
Diameter (ft) ...... 6.00 Compression (kips) : 16.00 Friction S.F . ...... 2.00
Min. Depth (ft) .... 16.00 Horizontal (kips) 18.00 Lateral S.F . ........ 2.00
Depth Used (ft) ..... 16.00 Uplift (kips) . . . . .. 0.00 Concrete S.F . ....... l. 30
Rebar Area (in "'2 ) .. 21.84 Moment (Ft-kips) . . 1300.0 Concrete F'c (psi) : 3000.0
Rebar Used ........ : (14)#11 Full Cohesion (ft): 18.00 Steel Cover
Water at (ft) ....... 12.00 Rock at (ft) .. ....... 99.00
SOIL PROFILE
Soil Layer Unit Ult. Skin Allowable Friction Passive
Layer Thickness Weight Friction Bearing Angle-
(ft) (pcf) (psf) (psf) (deg)
l 3.00 110. 00 0.00 0.00 0.00
2 3.00 130.00 0.00 0.00 0.00
3 6.00 130.00 0.00 0.00 0.00
4 5.00 64.60 0.00 5000.00 28.00
5 5.00 64.60 0.00 6500.00 32.00
6 10.00 64.60 0.00 7000.00
LATERAL / MOMENT CAPACITY (CHECK)
Caisson D_:i,.ameter (ft) ............................ .
Height Above Grade (ft) .......................... .
Depth Below Grade (ft) ........................... .
Concrete Volume (CY) ............................. .
Applied Moment From Loads (Working), Mwork(Ft-kip):
Resisting Moment From Soil (Ult), Mult(Ft-kip) ... :
Moment S.F. (Mult I Mwork) ....................... :
Applied Horizontal ~9-?q (Working), Hwork (Kips) .. .
Horizontal pofi, Re~rsiance (Ultimate), Hult (Kips):
Horizontal S.F. (Hult I Hwork) ................... .
Center of ·Rotation (from grade) (ft) ............. :
Inflection Point (Max Design Moment Location (ft)
Maximum Factored Design Moment for Reinf. (Ft-kip):
Area Steel Required From Loads (in"'2) ............ :
ACI Minimum Steel (0.5%) (in "'2) .................. :
Area Reinf. Steel Provided (in "'2) ................ .
UPLIFT CAPACITY CHECK :
Actual Uplift on Caisson (Kips) .................. :
Allowable Uplift Capacity (Kips) ................. :
COMPRESSION CAPACITY CHECK :
Actual Compression on Caisson (Kips) ............. .
Total Compression (Includes Concrete Wt.) (Kips) ..
Allowable Compression Capacity (Kips) ............ :
0.00
Phi Coeff.-
l. 000
l. 000
l. 000
2.770
3.255
l. 000
Min Design
6.00
0.50
16.00
17.28
1494.40
3033.02
2.03
18.00
42.30
2.35
10.30
3.80
1780.28
12.00
20.36
21. 84
0.00
50.34
16.00
40.74
141.37
(in) ... 3.00
Cohesion
KP (c)
(psf)
0.00
2500.00
3000.00
0.00
0.00
2500.00
Actual Design
6.00
0.50
16.00
17.28
1494.40
3033.02
2.03
18.00
42.30
2.35
10.30
3.80
1780.28
12.00
20.36
21. 84
0.00
50.34
16.00
40.74
141.37
------------------------------------------------------------------------------------
CAISSON DESIGN:
USE: 6.00 ft Diameter X 16.50 ft Long (Concrete Volume = 17.28 CY)
Reinf: (14)#11 Vert, w/Closed Ties: (12)#5 @6.0 11 , remaining ties @18.0" (ASTM A615)
------------------------------------------------------------------------------------
n NEVV1'/\~RK
INFRASTRUCTURE SOLUT I ONS
10 2 SENTRY DR IVE MANSFIELD , TX 76063
(800 ) 726-2726 Fax : (8 17) 47 3-1454 www .new mark.c om
PAUL J. FORD AND COMPANY
STRUCT U R A L ENGINEERS
250 East Broad Street , Suite 500 , Col umbu s, Ohio 43215
(61 4) 221 -6679 Fa x: (614 ) 448-4105 www.PJFw eb .com
" ~
§
::>
~ g
0
0
N ...,
/ ...,
0
0
N
120·-o ·
105' -o·
90·-o·
83' -7'
75'-o"
60 '-0"
~ 34'-9" ...,
/ u z -,
~
0
~ a:
~ z -,
~
~ z
I
~ ...,
~
~
0 z
0
3-
Vl
" z
~
;i. a:
! .:;
I[_ 3/16" X 39 .75' (Fy=65)
(EST WT = 1.68 1 KIPS)
t SP LICE LENGTH
MIN = 35 .00"
DESIGN = 40 .00"
MAX = 44 .00"
I[_ 3/16" X 53. 75' (Fy=65)
(EST WT = 3.379 KIPS)
-t SPLICE LENGTH
MIN = 53 .10"
DESIGN = 59 .00"
MAX = 64.90"
I[_ 1/4" X 34 .75 ' (Fy=65)
(EST WT = 3. 768 KIPS)
JOB DATA
Po e 1 o f 2 Job No.
'""'B~y~---R-W-H--------< De s ign No.
1--=--,--,--,.---,,,....-~---------i Do te
Ch k d By Rev . No .
Pole 120-FT MONO POLE
32003-0148
NEWMARK 603-372 11-~6 -2003
Rev. Dote
Site A3K02 1, VARSI TY FORD: CO LLEGE STATION, TEXAS
Owner T -MOBILE
Re f . No. 32003-0037
Design 110 MPH DESIGN WIN D VELOCITY 3-SECO ND GUST
ACCORDING TO THE INTERNATION AL B UILDING CODE 2000
L 0 A D C A S E S
CASE 1 11 0 MP H WITH NO ICE
CASE 2 50 MP H WITH NO ICE
3-SECOND GUST DESIGN WINO
OPERAT ION AL WINO
·POLE SPECIF I CATIONS
Pole Shope T pe: 18-SIOEO POLYGON
Toper : 0 .242708 IN FT
Sha ft Stee l : AS TM A572 GRADE 65
Bo se PL Stee l : AS TM A572 GRADE 50 50 KS I
An cho r Bolts: 2 1 4 0 x 8 -0 LONG
18J ASTM A615 GRADE 75
ANTENNA L I ST
No . Elev. Description
TOP 3 4 LIGHTNING ROD
1-6 TOP (6) EMS DR65 -18-00D PL20 PANEL
TOP 12' LOW PRO FILE PLATFORM
7-12 105 .00 (6) EMS RR65 -18-00DP PCS PANEL
105 .00 12' LOW PROFI LE PLATFORM
13-18 90.00 (6) EMS RR65-18-00DP PCS PANEL
90 .00 12' LOW PRO FILE PLATFORM
19-24 75 .00 (6) EMS RR65-18-00DP PCS PANEL
75 .00 12' LOW PRO FILE PLATFORM ~'''''
25 60 .00 (1) 6' DIAM. GRID DISH (2 GHz ) --~OF T~.i;~\\
26 60 .00 1 6' DIAM . GR ID DISH 180 DEG . Al.. -·········~~ '
STEP BOLTS FULL HEIGHT FROM 9' -6 ABOVE BASE PLATE. ; • ····.* II
ANTENNA FEED LINES RUN INSID E OF PO LE. ~,: f •••••••••;!!.~
.. :.KiRK 0REED H!.'~~---·~
••••••·•••·••·•··• • ii ···~· :~"" ".-a")fe1i·. 89916 Q .··~
1_"1, e,o~·~!CENS~.·~~ " '~s ·········· ~ -
110 MPH WI ND
Latera l Rotat i on Lateral Rotation
Elev ation Def lec ti on (sway) Def lection (sway )
(I nches) (degrees) (Inches) (degrees )
TOP 60.5 4.219 12.5 0.873
60 .0 ' 15 .1 2 .467 3 .2 0.486
t!QI£; MONOPO LE WAS DESIGN ED TO MEET MAXIM UM TW IST AN D SWAY REQU IRE MENT S OF 4.6CT
FOR A 6.o ·~ DISH (2 .0 GHz) AT ELEV. 60 .0' WIT H A 50 MPH WIND.
SHAFT SECT I ON DATA
Shaft Section Plate Lop Diameter Across Fl a ts
Length Th ickness Splice (inches)
Secti on (feet) (in .) (in.) @ Top @ Bo ttom
1 39 .75 0 .1875 40 .00 16.250 25 .898
2 53.75 0 .1875 59 .00 24.714 37 .759
3 34 .75 0.2500 36.19 1 44.625
NOTE : DIMENS IONS SHOW N DO NO T INCLUDE GALVANIZING TOLERANCES
BAS E REACTIONS FOR FDN DES IGN
MOMENT = 13 00 ft-kips
SHEAR = 18 kips
BASE I[_ 2" X 57 .500" ROUND
W/(8) 2.25"0 ANCHOR BO LTS EQUALLY SPACED ON 5 1.500" B.C. WITH MIN . 7'-0"
EMB ED MEN T INTO PIER (W/NUTS & TEMPLATE PLAT E 0 BOT.) AXIA L = 16 kips TIGHTEN ANC HOR NU TS TO AISC SNUG TIGH T CONDITION . JYLf\
44 .625" ACROSS FLATS l}tl-• 01 i .. ti .. [j.f i: lb 'Pfl'\
"DN EVV1'/\.A.RK INFRASTRUCTURE SOLUTIONS
10 2 SE NTRY DRIV E MANSFIELD , TX 76063
(8 00) 726-2726 Fax: (81 7) 473-1454 www .n ewmark.com
POLE SHAFT
& BASE PL.
HE AVY HE X NU T
3" GAP
(NO GROUT)
I
I-
(.'.)
z w
.....J
.
<D
I
<D
3" CLR
12'-o"S:Z w.T.
ct_ POLE & FOUND ATION
2" CLR
REM #5
TIES @
18 " C/C
2'-0"
MIN LAP
0 N
(1 4)-#1 1
VERT REIN F
FULL HEIG HT
a:::
.....J u
6'-0"0
SHA FT
CA ISSON (DRILLED
PAUL J. FORD AND COMPANY
STRU CT URAL ENGINEERS
250 East Broad Street, Suite 500 , Columbus , Oh io 43215
(614 ) 221-6679 Fax : (614) 448-4105 www.PJFweb.com
JOB DATA
Po e 2 o f 2 Job No.
<--~--------<
By RWH Design No.
....,C~h~k~d~B-..,,.,...,il -----l Dole
Y 11 Rev . No.
Pole 1 20-FT MONOPO LE
32003-0148
NEWMARK NO . 03-372
11-26-2003
Rev. Dote
Site A3K021. VARS ITY FORD: COLLEGE STATION, TEX AS
Owner T-MOBILE
Ref. No.
Des ign 11 0 MP H DESIGN WIND VELOCITY 3-SECOND GUS T
AC CO RD ING TO THE IBC 2000
NOT ES :
1. ALL CONCRETE SHA LL HAVE A MINIMUM COMPRESSIVE STRENGTH OF
3000 PS I AT 28 DAYS . CONCRETE SHA LL BE AIR ENTRAINED (6±1.5%).
CONCR ETE SHALL HAVE A MAXIMUM WATER/CEMENT RATIO OF 0.46. ALL
CONCR ETE WORK SHA LL BE IN ACCOR DANCE WITH "THE BUILDING CODE
REQUIREM EN TS FOR REI NFORCED CONCRETE", AC I 318 , LATEST EDITION.
FOUNDATION INSTALLATION SHALL BE IN ACCORDA NCE WITH AC ! 336,
"STANDARD SPECIFICATIONS FOR THE CONSTRUCTION OF DRILLED PIERS",
LATEST ED ITI ON .
2. REIN FORC ING STEEL SHALL CONFORM TO THE REQUIREMENTS OF AS TM
A-61 5 (GRADE 60) EXCEPT THAT CAISSON TIES MAY BE ASTM A-615
(GRAD E 40 ). ALL RE INFORCING DET AI LS SHA LL CONFORM TO "MANU AL OF
STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTU RES",
AC! 315, LATEST EDITION , UNLESS DETAILED OTHERWISE ON THI S DRAWING .
3. SE E PAGE 1 FOR ANCHOR BO LT QUANT ITY, SIZE, LENGTH, AND BO LT
CIRCL E.
4. TOTAL CONCRET E = 17.5 CUBIC YARDS.
5. FO UNDATION DES IGN IS BASED UPON GEOTECHNICAL EXPLOR ATION
REPOR T
PREPARED BY:
REPORT NO .:
DATED:
TERRA-MAR
HE 02-128
09-1 0-2002
6. CONTRACTOR SHALL READ THE GEOTECHNICAL REPORT AN D CONSULT
THE GEOT ECH NICAL ENGIN EER AS NECESSARY PRIOR TO CON STRUCTION .
7. GEOTECHN ICA L REPORT INDICATES GROUND WATER WAS ENCOUNTERED
AT 12'-0" BELOW GRADE.
8. THE FOU NDATIO N WAS DESIGNED USING THE FOLLOWING SERVICE
LOADS:
MOMENT :
SHE AR:
AX IAL:
1300 FT -KIP S
18 KIPS
16 KIPS
PIER) FOUNDAT ION
1
Job PJF 32003-0148
Page
1 of 8
Project Date Paul J. F ord & Company
2 5 0 E. Broad St., Ste. 500
Columb us , OH 43215
Phone: (614) 221 -6679
FAX (6 14) 448-4105
120 ' Monopole -A3K021 , Va rsi ty Ford ; Colleg e Stat io n , TX 11 :04 :02 11 /26/03
Client Des ign ed by
Newmark I T-Mob ile
Towe r Input Data
There is a pole sec tion .
This tower is designed u sing the TWEIA-222-F standard.
The followin g design criteria apply:
A 110 mph 3-second p eak g ust ASCE 7-02 wind profi le u sed (expo sur e C).
Wind importance factor is 1.00 .
Deflections calcul ated u si ng a wind speed of 50 mph .
A non-lin ear (P-de lta ) anal ys i s wa s u sed.
Pressures are calculated at each section .
Stress rati o u sed in pol e design is 1.333.
Local bendin g stresses due to climbing loads and feedline supports
Options
are not considered.
Consider Moments -Legs
Con sider Moments -Hori zontal s
Con sider Moments -Diagonals
Use Moment Magnificati on
Di stribute Leg Load s As Uniform
Assume Legs Pinned
Feedlin e Bund les As Cylinder T reat
Use A
Calc u
Cons id
../ Use Code Stress Ratios
../ Use Code Safety Factors -Guys
Escalate lee
Always Use Max Kz
../ Use Special Wind Profil e
../ Include Bolts In Member Capac ity
..J Leg Bolts Are At Top Of Section
..J Secondary Horizontal Braces Leg
../ Assume Rigid Index Pl ate
Use C lear Spans For Wind Area
Use Clear Spans Fo r K.Ur
Reten s ion G uys To In itial Tension
Bypas s M ast Stabil ity C hecks
Use Azimuth Dish Coeffi cients
Project Wind Area of Appurt.
Autocalc Torq ue Arm Areas
SR Members Have C ut End s
SCE 10 X -Brace Ly Rules
lat e Redundant Bracing Forces
../ SR Le
../ All Le
Offset
er Feed line Torqu e
g Bo lts Resist Comp re s s ion
g Panels Have Same All owab le
Girt At Foundation
Poles
e Shear-Torsion Int eraction Jnc lud
Alway
../ Use T
s Use Sub-Critical Flow
op Mounted Sockets
Tapered Pole Section Ge ometry
Section Elevation Section Splice Num ber Top Bottom Wa ll Bend Pole Grade
I
Ll 120.00-80 .25
L2 80.25-29 .83
L3 29 .83 -0.00
Section Tip Dia.
in
Ll 16.5007
26.2975
L2 25 .9167
Length Length of Diamete r Diam eter 11ickn ess Radius
I I Sides in in in in
39.7 5 3 .33 18 16.2500 25.8980 0.1875 0.7500
53.75 4.92 18 24 .7139 37.7590 0 .1 875 0 .75 00
34 .75 18 36.1907 44 .6250 0.2500 1.0000
Tapered Pole Propert ies
Area r c
. ' . ' in in m · In
9.5592 311.5911 5 .7022 8.2550
15 .3010 1277.8422 9 .1272 13 .1562
14 .5963 110 9.3009 8.7069 12.5547
l lC
in 3
37.745 7
97.1286
88.3575
J . , zn
22 623.59
2557.36
2220.06
57
14
Jt /Q w
in 1 in
4 .7805 2.5300
7.65 19 4.2280
7.2995 4.0197
A572 -65
(6 5 ksi)
A572 -65
(65 ksi )
A572 -65
(65 ksi)
wi t
13.493
22.55
2 1.438
rte al
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Page Job PJF 32003 -0148 2 of 8
Paul J. Ford & Comp any Project Date
250 E. Brand St .. Ste. 500
·columbus , OH432/5
Phone : (614) 221-6679
FAX.· (614) 448-4105
120 ' Monopole -A3K021 , Varsity Fo rd ; College Station , TX 11 :04:02 11/26/03
Cl ie nt
Section Tip Din Area r c
in . , . ' in in tn -111
38.34 15 22.3597 3987.6887 13.3379 19.18 16
L3 37.9608 28.5190 4654 .200 6 12.7590 18.3849
45.3134 35 .2116 8759.9067 15.7531 22.6695
Newmark I T -Mo bile
!IC J
in 3 . ' 111
207 .8917 7980.6245
253.1536 9314.5253
386.4182 1753 1.3399
ItlQ w
in J in
1 1.1 820 6.3156
14.2622 5.9296
17 .6091 7.4140
Designed by
rte al
wi t
33.683
23 .718
29 .656
Tower
Elevation
Gu sset Gusset Gusset Grade Adjust. Factor Adjust. We ight Mull. Do uble Angle Double Angle
Area
(per/ace)
fl
LI 120.00-
80.25
u 80.25-29.83
L3 29 .83-0.00
Description
f1 2
314" Lightning Rod
(6) EMS DR65-l8 -XXP I 12 '
LP Platform
(6) EMS DR65-18-XXP I 12'
LP Platform
(6) EMS DR65-l8-XXP I 12'
LP Pla tform
(6) EMS DR65-J 8-XXP I 12'
LP Platform
Description Face
or
leg
(I) 6' Diam Grid Dish
(0 deg AZ)
(1) 6' Diam Grid Dish
(180 deg AZ)
Thicknes s
in
Face Offset
or Leg Typ e
D None
D on e
D None
D None
D Non e
Dish
Type
Grid
Grid
A1 Factor Stitch Bolt
A , Spacing
Diag onals
in
Discrete Tower Loads
Offset s: Azimuth Placemen.I CAA A
Horz Adju stm ent F ront
lateral
Vert
ft deg ft ft"
ft
0 .0000 120.00 o Jee 0.25
0.0000 120.00 No Jee 40.33
0.0000 105 .00 No Jee 4 0.33
0 .0000 90.00 No Jee 40 .33
0.0000 75.00 No Ice 40 .33
Dishes
Offset Offsets : Azimuth Elevation Ou tside
Ty pe Horz Adjustm ent Diameter
lateral deg ft ft
Vert
None Worst 60.00 6 .00 No Je e
None Worst 60.00 6 .0 0 No Jee
Tower Pressures -No Ice
'--~~~~~~~~~~~~~~~~~~-
GH =].JOO
Stitch Bolt
Spacing
Horizon en ls
in
CAAA Weight
Side
ft" lb
000 10 8.00
0.00 1304 .00
0 .00 1304 .00
0.00 1304.00
0.00 1304.00
Aperture Weight
Are a
ft" lb
4 3 .85 143.00
29.82 143 .00
,
PJF
Paul J. F ord & Company
250 £. Broa d St .. S te. 500
Co lumbus. OH432 15
Phone: (614) 221-6679
FAX (614) 448-4105
Section z Kz
Elevation
ft ft
Ll 120.00 -9 8.8 1 l .262
80 .25
u 80 .25-2 9.83 54.03 1.112
L3 29.83 -0 .00 1448 0.849
Section z Kz
Elevation
ft ft
LJ 120 .00-98 .81 1.262
80.25
u 80.25-2 9.83 54 03 1.112
L3 29.83 -0 00 1448 0 .849
Job Page
32003-0 148 3 of 8
Project Date
120' Monopol e -A3K021, Varsity Ford ; College Station , T X 11 :04:02 11 /26/03
Client
Newmark I T-Mobile
q, Ac F A F A R A1eg Leg
a %
c
psf ft' e ft' ft' ft'
37 69.808 A 0.000 69 .808 69.8 0 8 100 .00
B 0.000 69 .808 100.00
c 0.000 69.808 100.00
D 0.000 69 .808 100 .00
32 132.936 A 0.000 132.936 132 .936 100.00
B 0.000 132.936 100.00
c 0.000 132.936 100.00
D 0.000 132.936 100.00
25 101.942 A 0.000 10 1.942 101.94 2 100.00
B 0.000 101.942 100.00
c 0.000 101.942 100.00
D 0.000 101 .942 100.00
Tower Pressure -Service
GH = J.100
q, Ac F AF A• A1eg Leg
(7 %
c
psf fr' e ft' .ft ' ft '
. 8 69.808 A 0.000 69.808 69.808 100.00
B 0000 69 .808 100 .00
c 0.000 69.808 100.00
D 0.000 69.808 100 .00
7 132 936 A 0.000 l 32.936 132.936 100.00
B 0 .000 132.936 100.00
c 0.000 132.936 100 .00
D 0000 132.936 100 .00
5 10 1.942 A 0.000 101.942 l 01.942 100.00
B 0.000 101.942 100.00
c 0000 101.942 100.00
D 0 .000 l 01.942 100.00
CAA A
Jn
Face
ft'
0.000
0.000
0.000
C~A
Jn
Face
ft'
0.000
0.000
0 .000
Designed by
rte al
CAAA
Out
Face
ft'
0.000
0.000
0.000
CAAA
Out
Face
ft'
0000
0.000
0.000
Tower Forces -No Ice -Wi n d Norma l To Face
Section Add Self F e CF RR Dr D. A E F w Ctr/.
Elevation Weight Weight (7 Face
c
ft lb lb e ft ' lb pl(
Ll 120.00-0 .00 168 1.30 A 1 0.65 l I I 69.808 1851.93 46.5 9 D
80.25 B 1 0.65 1 1 1 69 .808
c 1 0 .65 l 1 1 69 .808
D 1 0.65 1 1 I 69.808
L2 80 .25 -0.00 3379 .62 A l 0.65 l 1 1 132.936 3088.13 61 .25 D
29.83 B 1 0.65 1 1 1 132 .936
c 1 0.65 1 1 1 l 32.936
D 1 0.65 1 1 1 132 .936
L3 29 .83 -0.00 0.00 3767.96 A 1 0.6 5 1 1 1 101.942 1820 .77 61.03 D
B 1 0 .65 1 1 1 l 01.942
c l 0.65 l l 1 l 01.942
D l 0 .65 l l I 10 1.942
Page Job PJF 32003-0148 4 of 8
Paul ]. F ord & Company P r oj ect Date
250 £. Broad St .. Ste. 500
Colum bus. OH 43215
Phone: (614) 221 -6679
FAX (6 14) 448-4 105
120' Monopo le -A3K021 , V a rsit y Fo rd ; C oll e ge Sta tio n , TX 11 :04 :0211 /26/03
C l ient
Section Add Self F e
Elevation Weig h t Weight a
c
fi lb lb e
S um Weight: 0.00 8828.87
New mark I T -Mob ile
CF RR D F D. AE
rr
OTM 376217.06
lb-ft
F w
lb If
6760 .83
Desi g ned by
rt e al
Ctr/.
Face
Tower Forces -Service -Wind Normal To Face
Sec1io11
Elevation
fi
LI 120.00-
80.25
L2 80.2 5-
29 83
L3 29 .83 -0.00
Sum Weight:
Load
Case
Add
Weig ht
lb
0 .00
0.00
0.00
0.00
Total M ember Self-Weight
Wi nd 0 deg -No Ice
Wind 0 deg -Serv ice
Comb.
N o.
Dead Only
Self F
Weight a
c
lb e
1681.30 A
B
c
D
3379.62 A
B
c
D
3767.96 A
B
c
D
8828.87
Ve rzi ca/
Forces
lb
8828.87
144 38.87
I 4438 .87
I
2
3
Dead+Wind 0 d eg -No Ice
Dead+ Wind 0 deg -Service
e CF R. DF DR A E
{11
I 0.65 I I 1 69.808
I 0 .65 I I 1 69 .808
1 0.65 I I 1 69.808
1 0.65 1 I 1 69.808
1 065 I 1 1 132.936
I 0 .65 I 1 I 132 .9 36
1 0.65 1 I I 132 .936
1 0.65 I 1 I 132.936
1 0 .65 1 I 1 101.942
1 0.65 I 1 1 101.942
I 0.65 1 I I 101 .942
1 0.65 I I 1 101.942
O TM 77730.80
lb-ft
Force Totals
Sum o/ Su m of Su m o/
Forces Forces Overturning
x z Mo mems. M,
lb lb lb-ft
0 .00
0.00 -I 4938.09 -I I 174 2 9.49
0 .00 -3086.38 -2 30873 .86
Load Combinations
Description
Maximum Member Forces
F
lb
382.63
6 38.04
376.19
1396 .87
Su m of
Overturning
Mo menls. M,
lb-ft
0 .00
0.00
0.00
w Ctr/.
Face
pl{
9.6 3 D
12.66 D
12.6 1 D
Su m a/Torques
lb-t
0.00
0.00
,
Job PJF 320 03 -0148
Page
5 of 8
Project Date Paul J. F ord & Company
250 E Broad St .. Sze. 500
Columbus. OH43215
Pho11 e. (614) 221-6679
FAX (614) 448-4105
120' Monopol e -A3K 021 , Varsi ty Ford ; Co
C lient
lie ge Station , T X 11:04 :02 11/26/03
Secrio11 Elevnrio11 Compone11 1
No. ft Type
LI 120 -80.25 Pole
L2 80.25 -Pole
29.8333
L3 29.8333 -0 Pole
Locnzion Condirion Go v.
Load
Comb.
Pol e Max. Vert 1
Max. H, 3
Max. H, 2
Max. M , 2
Max . M, 1
Max. Torsion I
Min . Vert 2
Min . H,
Min . H,
Min .M ,
Min .M,
Min . Torsion
Newma rk I T-Mob il e
C ondition Gov. Force
Load
Co mb. lb
Max Tension 3 0.00
Max . Com pression I -5530.48
Max. My 2 -5107.41
Max . Vx 2 -7009.27
Max Tension 1 0.00
Max. Compression I -1 0302 .77
Max. My 2 -] 0001.73
Max. Vx 2 -13019.38
Max Tension 1 0.00
Max . Com pression 1 -14438.87
Max . My 2 -144 31.16
Max . Vx 2 -14 944 .40
Maximum Reactions
Vertical Horizontal. X
lb lb
14438.87 0.00
14438.87 0.00
14438.82 0 .00
1145767.69 0.00
0 .00 0.00
0 .00 0.00
14438.82 0.00
14438.87 0.00
14438 .87 0.00
0.00 0.00
0 .00 0.00
0 .00 0.00
M ajorAxis
Mo m e/1/
lb-ft
0.00
0.00
0.00
0 .00
0.00
0.00
0.00
0.00
0.00
0 .00
0.00
0 .00
·izo11wl, Z
lb
0.00
085.84 3
14
14
936 99
936.99
0.00
0.00
14 936 .99
0.00
000
0.00
0 .00
0.00
Des ig n ed by
rte a l
Mi11orAxis
Mo me/l/
lb-ft
-0.01
0.00
144868.07
144868.07
0.00
0 .00
6597 30.24
659730.24
0.00
0.00
1145767.69
1145767.69
Tower Mast Reaction Summ ary
Load Ve rtical Shear, Shear, Overturnin g Overl urni11g Torq ue
Combinntion Momeni, M , Mome11 1. M ,
lb lb lb lb-(i lb-(i lb~(i
Dead Only 14438.87 0.00 0.00 0.00 0.00 0.00
Dead+ Wind 0 deg -No lee 1443 8.82 0.00 -14 936.99 -1145 76 7.69 0.00 0.00
Dead+W ind 0 deg -Service 14438.87 0.00 -3085.84 -23686645 0.00 0 .00
Solut ion Summary
Sum of Applied Forces S um of Reaczions
Load PX PY PZ PX PY PZ %Error
Comb. lb lb lb lb lb lb
1 0.00 -14438.87 0 .00 0.00 14438.87 0.00 0.000%
2 0.00 -14438.87 -14938.09 0.00 1443 8 .82 14936.99 0.005%
3 0 .00 -14438 .87 -3086.3 8 0.00 14438.87 3085.84 0.004%
-
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Pa ge J o b PJF 32003-014 8 6 of 8
Project Date P aul J. F o rd & Co m pany
250 E. Broad St .. Se e. 500
Columbus. OH 43215
Phone. (614) 221-6679
FAX: (614) 44 8 -4105
120' Mon o po le -A3K0 2 1, Varsity Fo rd ; College Stat io n, TX 11 :04 :02 11 /26 /03
Cl i ent
New mark I T -Mob il e
Non-Linear Convergence Results
'--~~~~~~~~~~~~~~~~~~
Load Converged ? Number Displa cem ent Force
Combinacion of Cy cles Tolera n ce Tolerance
1 Yes 6 0.00000001 0.00000001
2 Yes 14 0.00006364 0.00008616
3 Yes 13 0.00000001 0.00005993
Maximum Tower Deflectio"ns -Service Wind
Section Elevation Horz. Gov. Tilt Twist
No. Dejleczion Lo ad
fr in Comb . deg deg
Ll 120-80.25 12.506 3 0.8729 0 .0000
L2 83.5 83 3 -·2 9.8 333 6.245 3 0 .7255 0 .0000
L3 34 .75-0 0 .998 3 0.2628 0 .0000
Designed b y
rte al
Critical Deflections and Radius of Curvature -Service Wind
Elevat ion Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvatu re
fr Co mb. in de de (
120 .00 3/4" Lightni ng Rod 3 12 .506 0.8729 0.0000 54843
105.00 (6) EMS DR65-18-XXP I 12' LP 3 9.807 0.83 60 00000 18281
Platform
90.00 (6) EMS DR65-18-XXP I 12' LP 3 7.255 0 .7699 0 .0000 9140
Platform
75.00 (6) EMS DR65 -l 8-XX P I 12 ' LP 3 4.996 0.6479 0.0000 6943
Platform
60.00 (1) 6' Diam. G1;d Dish (0 deg AZ) 3 3.124 0.4858 0.0000 6112
Maximum Tower Deflections -Design Wind
'--~~~~~~~~~~~~~~~~~~
Section Elevation Horz. Gov. Tilt Twist
No. Dejleczion Load
fr in Co mb. deg d eg
Ll 120 -80 .25 60.421 2 4.2 188 0 .0000
L2 83 .58 33 -29 .8333 30 .183 2 3 .5066 0 .0000
L3 34.75 -0 4 .829 2 1.2708 0.0000
Critical Deflections and Radius of Curvature -Design Wind
Page
7 of 8 PJF 32 00 3-0148
Job
Project Date Paul J. Ford & Company
250 E. Broad St., Ste. 500
Columbu s , OH 432 15
Phone: (614) 221 -66 79
FAX (6 14) 448-4105
120' Monopole -A3K021 , Varsity Ford ; College Station , T X 11 :04 :02 11 /26/03
Client Designed by
Newmark I T-Mob ile rte a l
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
t
120 .00
105 .00
90.00
75.00
60.00
Section
No.
L1
L2
L3
Section
No .
L1
L2
L3
S ection
No.
L1
L2
L3
3/4" Lightning Rod
(6) EMS DR65-18-XXP I 12' LP
Platform
(6) EMS DR65-l 8-XX P I 12' LP
Platform
(6 ) EMS DR65-1 8-XXP I 12' LP
Platform
(I ) 6' Diam . Grid Dish (0 deg AZ)
Elevmion Size
ft
120 -80.25 (1) TP25.89 8xl 6.25x0. l 875
80 .25 -29.8 33 3 TP 37 .7 59x24 .7139x0.1875
(2)
29.8333 -0 (3) TP44.625x36 . l 907x0.25
Load
Comb. in deg
2 60.421 4 .2188
2 47.385 4.0158
2 35.06 1 3.7020
2 24.147 3.1748
2 15 .103 2.4668
Compression Check s
Pole Design Data
L L. Kll r
ft ft
39 .75 120.00 162 .9
53.75 120 .00 111.5
34 .75 120.00 9 1.4
F "
ks i
28 5.6
l 2.0 11
17.8 27
Cu rvature
deJ!. fi
0.0000 11466
0.0000 3821
0.0000 1908
0.0000 1446
0 .0000 1270
A Acwnl Allow.
p P.,
in ~ lb lb
14.8 19 5 -5 10 7.41 83399.70
2 l.64 96 -l 0001.70 260025.00
3 5.2 116 -14431.20 627714 .00
Po le Bend i ng Des ig n D ata
Elevmion Size Actual A cw.al Allow. Ratio Acwal Aczua/ Allow. Ratio
My fny Fby _A_
lb-ft ksi ksi F b,,
M, f bx F bx
ft lb-ft ksi ksi
_k:_
Fn ,
120-80.25 (l) TP25.898 x l 6.25x0 .1875 144868. -19 .084 39.000 0 .489 0 .00 o.oo o 39.000 0.000
33
80.25 -TP 37.759x24 .7139x0.1875 659730. -40 .627 34.0 80 1.192 0.00 0.000 34.080 0.000
29.8 333 (2) 00
29 .8 333 -0 (3) TP44 .625x36. l 907x0.25 1145766 -35.581 35.929 0990 0 .00 0000 3 5.92 9 0.000
.67
Po le Intera cti on Des i gn Data
E/eva1ion Size Ratio Ratio Razio Com b . Allow. Crizeria
p fh _, fh ,, Szress S1ress
ft Pa F bx Fn •· Ra1io Rmio
120 -80.25 (1) TP25.898x l 6.25x0 . l 875 0 .061 0.489 0 .000 0.551 v 1.3 33 HJ-3V
1.2 3 1 v 1.333 Hl-3V
1.013 v l .333 Hl-3 V
80 .25 -TP 37.7 59x24.7139x0. l 875 0 .03 8 1.192 0 .000
29.8 333 (2)
29 .8333 -0 (3) TP44.625x36. l 907x0 .25 0 .023 0.990 0.000
Ratio
p
Pa
0 .061
0.038
0.023
~
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Page Job PJF 32003-0 148 8 of 8
Paul J. Ford & Company
250 E. Brand St .. Ste. 500
Columbus, OH 43215
Pho ne : (614) 221-6679
FAX (614) 448-4105
Project Date
120 ' Monopole -A3K021 , Vars ity Ford ; College Station , T X 11 :04 :02 11/26/03
Cl ie nt
Newmark I T-Mobile
Section Capacity Table
S ection Elevation Component Siz e Critical p
No . ft Typ e Element lb
L1 120 -80 .25 Pole TP25 .8 98xl 6 .25x0.1875 -5107 .41
L2 80.25 -29 .8333 Pole TP3 7.7 59x24 .7139x0 . I 875 2 -10001.70
L3 29.8333 -0 Pole TP44.625x36 . I 907x0.25 3 -144 31.20
Program Version 2.0.0.68 -11/19/2003 File:G:/TOWER/320_Newmark/32003-0l 48.eri
SF*Pt1 110 ....
lb
11 1171.80
34661 3 .31
836742.73
Po le (L2 )
RATlN G =
%
Cnpnciry
4 1.3
92.3
76.0
Summary
92.3
92 .3
Designed by
rte al
P ass
Fail
Pas s
Pa ss
Pass
Pass
Pa ss
PJF Pole (tm) -Monopole Design Program
Windows Version 3.04.00 00 Wed Nov 26, 2003 -11:24:41 am
(c) 1993 to 2000 PAUL J. FORD AND COMPANY, Columbus, Ohio
Job No ...... : 32003-0148 Design No: Newmark no. 03-372Engineer : RWH
Description 120-Ft Monopole -A3K021, Varsity Ford; College Station , Texas
Design..... 90 mph Basic Wind Speed
Owner...... T-Mobile Client: Newmark International, Inc.
Status..... Final Design Revision: Rev . Date :
M 0 N 0 P 0 L E
Shaft Shape ..... :
Base Dia, DF .... :
PT-to-PT, DP .... :
Min Bolt Circle .:
Base Reactions
Moment .............. :
Axial Load .......... :
Anchor Bolt Details
Number of Bolts ......
Bolt Diameter ........
Bolt Type .............
Y-Di s tance ...........
Mom. of Inertia . .....
Bolt Tension, T .......
Allowable Tension ....
Bolt Compression, c ..
Base Plate Details
Plate Moment, MPL ... :
Bend Plane, W ....... :
Plate Thickness, t .. :
Plate Width···~· .... :
Plate Steel ......... :
Gross Weight ........ :
Net Weight .......... :
Allowable Stress .... :
Actual Stress ....... :
Act./Allow Rati o .... :
B A S E
B A S E P L A T E D E S I G N D E T A I L S
18 Sided Polygon
44.62S Inches
4S.313 Inches
Sl.62S Inches
Stress Increase ... : 1.333 Factor
Base Plate Shape .. : Round
Use Bolt Circle ... : S1.SOO Inches
DESIGN
129S.91 Ft-Kips
lS.01 Kips
DESIGN
8
2.2SO Inches
#18J ASTM A61S
3
266S.14 In "'4
lS0.61 Kips
194.81 Kips
1S2.49 Kips
DESIGN
S33.72 In-Kips
17.70 Inches
1.902 Inches
S6.87S Inches
ASTM AS72 GRADE SO (SO KSI)
1370.30 Lbs
1047.SO Lbs
49.99 Ksi
49.99 Ksi
1. 00
USER
1 300.0 0 Ft-Kips
16.00 Kips
USER
8
2.2SO Inches
#18J ASTM A61S
3
26S2.2S In "'4
lSl. 46 Kips
194.81 Kips
1S3.46 Kips
USER
S27.Sl In-Kips
17.70 Inches
2.0 00 Inches
S7.SOO Inches
ASTM AS72 GRADE SO (SO KSI)
1472.80 Lbs
1133.30 Lbs
49.99 Ksi
44.69 Ksi
0.89
P L A T E D E S I G N S U M M A R Y
USE FOLLOWING SPECIFICATIONS:
Plate Thickness . . . . . . 2.000 Inches
Plate Width /Diameter : S7.SOO Inches (Round)
Plate Weight . . . .. . .. .. . . 1. 473 Kips
Number of Bolts ...
Bolt Circle ........
Bolt Diameter ......
Bolt Type ..........
8
Sl. SO Inches
2.2S Inches
#18J ASTM A61S
PJF Pole (tm) -Monopole Design Program
Windows Version 3.04.0000 Fri Nov 21, 2003 -3:21:07 pm
(c) 1993 to 2000 PAUL J. FORD AND COMPANY, Columbus, Ohio
Job No ...... : 32003-0148 Design No: Newmark no. 03-372Engineer : RWH
Description 120-Ft Monopole -A3K021, Varsity Ford; College Station, Texas
Design..... 90 mph Basic Wind Speed
Owner...... T-Mobile Client: Newmark International, Inc.
Status..... Final Design Revision: Rev. Date :
SUMMARY 0 F C U R R E N T C A I S S 0 N D E S I G N
Diameter (ft) ...... 6.00 Compression (kips): 16.00 Friction S.F . ...... 2.00
Min. Depth (ft) .... 16.00 Horizontal (kips) : 18.00 Lateral S.F . ....... 2.00
Depth Used (ft) .... 16.00 Uplift (kips) . .... 0 .00 Concrete S.F . ...... 1. 30
Rebar Area (in A2) . . 21. 84 Moment (Ft-kips) .. 1300.0 Concrete F'c (psi) : 3000.0
Rebar Used . . . . . . . . : (14) #11 Full Cohesion (ft): 18.00 Steel Cover
Water at (ft) . . . . . .. 12.00 Rock at (ft) ...... 99.00
SOIL PROFILE
Soil Layer Unit Ult. Skin Allowable Friction Passive
Layer Thickness Weight Friction Bearing Angle-
(ft) (pcf) (psf) (psf) (deg)
1 3.00 110.00 0.00 0.00 0.00
2 3.00 130.00 0.00 0.00 0.00
3 6.00 130.00 0.00 0.00 0.00
4 5.00 64.60 0.00 5000.00 28.00
5 5.00 64.60 0.00 6500.00 32.00
6 10.00 64.60 0.00 7000.00
LATERAL / MOMENT CAPACITY (CHECK) :
Caisson Diameter (ft) ............................ .
_ He_ight Above Grade (ft) .......................... .
Depth Below Grade (ft) ........................... :
Concrete Volume (CY) ............................. .
Applied Moment From Loads (Working), Mwork(Ft-kip):
Resisting.-Moment From Soil (Ult), Mult (Ft-kip) ... .
Moment S . F . (Mu 1 t I Mwo r k) ....................... .
Applied Horizontal Load (Working), Hwork (Kips) .. :
Horizontal Soil Resistance (Ultimate), Hult (Kips):
Horizontal S.F. (Hult I Hwork) ................... .
Center of Rotation (from grade ) (ft) ............. :
Inflection Point (Max Design Moment Location (ft)
Maximum Fac..tote.9 . Design Moment for Rein£. (Ft-kip) :
Area--s:te~~.f .R~quired From Loads (in A 2) ............ :
ACI Minimum Steel (0.5 %) (inA2) .................. :
Area Reinf. Steel Provided (in A2) ................ :
UPLIFT CAPACITY CHECK :
Actual Uplift on Caisson (Kips ) .................. :
Allowable Uplift Capacity (Kips ) ................. :
COMPRESSION CAPACITY CHECK :
Actual Compression on Caisson (Kips) ............. :
Total Compression (Includes Concrete Wt.) (Kips) .:
Allowable Compression Capacity (Kips) ............ :
CAISSON DESIGN:
0.00
Phi Coeff.-
1.000
1. 000
1. 000
2.770
3.255
1. 000
Min Design
6.00
0.50
16.00
17.28
1494.40
3033.02
2.03
18.00
42.30
2.35
10.30
3.80
1780.28
12.00
20.36
21. 84
0.00
50.34
16.00
40.74
141.37
USE: 6.00 ft Diameter X 16.50 ft Long (Concrete Volume = 17.28 CY)
(in) ... 3.00
Cohesion
KP (c)
(psf)
0.00
2500.00
3000.00
0.00
0.00
2500.00
Actual Design
6.00
0.50
16.00
17.28
1494.40
3033.02
2.03
18.00
42.30
2.35
10.30
3.80
1780.28
12.00
20.36
21. 84
0.00
50.34
16.00
40 .74
141.37
Reinf: (14)#11 Vert, w/Closed Ties: (12)#5 @6.0", remaining ties @18.0" (ASTM A615)
((~ Date Submitted
COLLEGE STATION
ef
D
D
DEVELOPMENT PERMIT
MINIMUM SUBMITTAL REQUIREMENTS
$200.00 development permit fee.
Drainage and erosion control plan, with supporting Drainage Report two (2) copies each
Notice of Intent (N.0.1.) if disturbed area is greater than 5 acres
LEGAL DESCRIPTION--------------------------
APPLICANT (Primary Contact for the Project):
Name Vo;ce filce~tt iLs% ;to:O l'o -~n Sf,J)~E-Mail s~~" .s+j ,."'l'\_ci) +--r'\ob; J-e -U> VY\
StreetAddress 2-Gre~w~ f\CL~ ,z #J /00
City Ho U:i-fo n State JX.
Phone Number 7/ 3 -ljo 7 -? l/S:2 Fax Number
OWNER'S INFORMATION:
Name _.__.__,J~_iU _ _..,.,_-\,-1--'---"'-J_D_/Z----'-'7 ~--
Street Address () AJ Ii AJ r csJ
E-Mail
Zip Code { ( OY ~
7/ 3 -<f D 7 -3 '-IO 3
City ~/:J ~0J 'state r& ZipCode /7V 3
Phone Number J l3--f' J--7---C) )...-£ 2..----" Fax Number 7;1 -'i? >-7 - / () 7 ;iL
ARCHITECT OR ENGINEER'S INFORMATION:
Name Mo8 E-n~~; f'--~L-L G
StreetAddress CfOOb SW ~~
City Ho1A 5 ±o r'i state
Phone Number 7/ 3-773 -252§
E-Mail -------------,:# '-ilO
-(x Zip code { ( O_r-'-g-+. __
Fax Number 1 1 S ...,, 7 ? J --2 r; 5' 9
Application is hereby made for the following development specific site/waterway alterations :
N(l,J MDno fo lt (120') l.\J,'~ ntw °'-.t\h,on r,('> ,4/\(1 j]=r\jl\A-~I\ lfJVVlMJJ..A;u-J, o ~'~Y~
ACKNOWLEDGMENTS:
I, , design 'engineer/owner, hereby acknowledge or affirm that:
~ .=.c:a.'""".,_..-A .y. Metjul'5
The information and conclusions contained in the above plans and supporting documents comply with the
current requirements of the City of College Station, Texas City Code, Chapter 13 and its associated Drainage
Policy and Design Standards.
As a condition of approval of this permit application , I agree to construct the improvements proposed in this
application according to these documents and the requirements of Chapter 13 of the College Station City Code
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