HomeMy WebLinkAboutPacket
I
J
MAn MUGAVERO
SITE COORDINATOR
Toll Free: 1-877-720-8600
~ma;l: matt@(;scomm.com
TELECOMMUNICATIONS SITE ACQuisi-il"oN^,&wCO"NSTRuWETION
165 N. MERAMEC AVENUE, 5UlTE 120 ST. LOUIS, MISSOURI 63105
PHONE: 314-727-8600 FAX: 314-727-6503 WWW.CISCOMM.COM
City of Carmel
ADLS Submittal
By:
Nextel West Corp
C/O CIS Communications, LLC
Woodland Shoppes Telecommunication Tower
98-01 ADLS
~
JOB #23700000
DESIGN #MOl-1316-A
IN-2572, WOODLAND,
HAl\-IIL TON CO., IN
NEXTEL COMMUNICATIONS
90' MONOPOLE
0'-0'
APPROXIMA
NOTE: WEIGHTS SHOWN
oo....tillI INCLUDE mY
ATTACHMENTS, MOUNTS,
PLATFORMS, ETC. fmQ
VERIFY WEIGHTS PRIOR
TO UFTlNG.
TO AL 11800
14.000' ACROSS FlATS
93'-0'
80'-0'
70'-0'
50' -0'
90'-0'
SHAFT 1
If. 1/4' X 38.92' (Fy..65)
(BLACK WT .. 2.097 KIPS)
{ SPUCE LENGTH
UrN .. 36.90'
DESIGN .. 41.00'
MAX .. 46.00'
53' -0'
~ 6~ X 53.00' (Fy=65)
(BLACK WT .. 5.898 KIPS)
,.,,"
P.O. BOX 8597 FORT WORTH, TX 76124-0597
PHONE: (800)433-1816 FAX: (817) 429-6010
JOB DATA
Job No.
Design No.
Date
Rev. No. Rev. Date
Pa e 1 0
By
Chk d By
Pole
Site
Owner
Ref. No.
Design
23700000
t.t01-1316-A
06-28-2001
IN
ACCORDING TO TIA EIA-222-F 1996
CASE 1
CASE 2
CASE 3
ENGINEERING USE ONLY - NOT FOR FABRICATION
LOAD CASES
80 MPH WITH NO ICE
69 MPH WITH 1/2" RADIAL ICE
50 MPH WITH NO ICE
DESIGN WIND
REDUCED WIND WITH ICE
OPERATIONAL WIND
ICATIONS
.
.
No. Elev.
p
1-12 90.00
90.00
13-24 80.00
80.00
25-36 70.00
70.00
37-48 60.00
60.00
STEP BOLTS FULL HeCHT FROM 9'-6' NJrM. BASE pLk
ANlENNA FEED UNES RUN INSIDE OF POLE.
Elevation
80 MPH WIND
Lateral Rotation
Deflection (sway)
(Inches) (degrees)
59.0 6.020
TOP
1
2
Shaft
Sectio
BASE If. 2 1L4" X 54.000' ROUND (Wr. .. 1.461 KIPS)
W/(12) 2.25" ANCHOR BOLTS ON 48.000' B.C. WIlli UIN. 6'-0'
Et.tBEDUENT INTO PIER (W/NUTS & TEMPLATE PLATE 0 BOT.)
41.740" ACROSS FlATS
UNFACTORED BASE REACTIONS
MOMENT = 1764 ft-kips
SHEAR = 24.3 kips
AXIAL = 23.2 kips
EST. SHAFT + BASE It wr. = 9.5 kips
(BLACK WEIGHT)
4'-6"
3'
-0
1
BASED ON DESIGN NO. M01-1316-A, REV. 0
QUANTI1Y: 2 (1 EA. TEMPLATE AND EMBEDMENT PLATE)
SPECIFICATIONS:
MATERIAL:
PLATE THICKNESS:
OUTSIDE DIA.:
INSIDE DIA.:
BOLT CIRCLE:
BOLT HOLES:
A36ksi MINIMUM
.375"
54.00"
.36.00"
48.00"
2.375" DIA.
12 EA. EQUALLY SPACED
30.0000' APART, TYP.
mIE;
V-NOTCH TO BE LOCATED AT 90'
FROM QUADRANT LOCATION 1.
, '61111\\'
i l'IIllf'RfJNlY NIl CONf1DENllAl. I
IllS DOCUIIDIl NIl THE IfORllAlKlN COWINED IlERflII ARE THE SOlE
PROPERlY Of f'/tf, tIC. DUl'l.lCAllON 1IR OISSElllNAlKlN Of 1115
IUllRI.tAllON WIII<<lUI PRIlll WRIIlEN CONSEIIl Of 1Wl. INC. IS
PROH1lllltD.
A'(llnc.
5750 East 1-20
fort Worth, Texas 76119 U.S.A.
817 255-3060 fAX 817 255-8656
REV. DATE BY
DRAWN II'/: TLEE CImlED 1Il':
SPECFI: INfllRllA1lllN
IN-2572, WOODLAND, HAMILTON COUNlY, IN
DRAWING 1III.E
ANCHOR BOLT TEMPLATES
DESCRIPTION
. C:\PRQGRAlI flES\AUTOCAD RmASE IL\DRAWlNG.OWGIIE129-JUN-2001111:30 R!.V. 0
SC1U: NONE SIf[[J NQ,
IWt: 29-JUN-2001 1 of 1
.108 NQ, 0JlAW1NG NO.
23700000 23700000T
~
/
FIELD NOTES:
1.) WHEN INSTAWNG FOUNDATION BE SURE V-NOTCH IN TEMPLATES IS POINTED TOWARD
THE SHELTER, THIS WILL ASSURE THAT AN EXIT PORT WILL ALIGN WITH THE SHELTER.
2.) REMOVE TOP TEMPLATE (ITEM #1) PRIOR TO SmlNG MONOPOLE BASE SECTION.
3.) SEE DESIGN PROFILE FOR VERIFICATION OF BOLT CIRCLE DIAMETER.
4.) v.m. ONOPOLE/PIPE POLE ORIENTATION WITH SITE OWNER.
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SECTION A-A
FIr" lIne.
5750 East 1-20
Fort Worth, Texas 76119 U.SA
817 255-3060 FAX 817 255-8656
1 20-MAR-00
REV. DATE
_81': RJ$
SPEl:f1C IflIRIIAllOll
"12" BOLT PATTERN
DRoIiIIIlIl1lll.E
ITEM IWlK NO.
1
2
3
4
5
6
7
8
9
10
BIll OF MATERIAL.
QlY. DESCRIPTION
1 TENPlATE 0 TOP
1 ANCHOR PLATE 0 BOTTOM
12 1&1 AmI M15 GRIoDE 75 ANOlOR BOLT x 7-0"
48 2 1 4"' HEAVY HE)( NUT
WElGHr Ibs
TOTAL. GALVANIZED WEIGHT Ibs
STANDARD 12 BOLT PAffiRN.
SEE FIELD NOTE 13.
A
PLAN VIEW
RJS
BY
CHDCED 11I':
CAD fIE:
UPDATED TITLE BLOCK
DESCRIPTION
l:\~17~-2IlOOf14='2 REV.
SCALE: 1 2 = 1 -0 SIm NO.
IW[: 16-.AUG-97 SHEET 1 OF 1
JOlI 110. DRoIiIIIlIl NO.
ANCHOR BOLT INSTALLATION
AB0017
STANDARD
PJF Pole (tm) - Monopole Design Program
Windows Version 1.28.0090 Fri Jun 29, 2001 - 11:29:23 am
(c) 1993 to 1997 PAUL J. FORD AND COMPANY, Columbus, Ohio
Licensed to FWT, Inc., Fort Worth, Texas
23700000 Design No: M01-1316-A Engineer : MT
90 FT MONOPOLE - IN-2572, WOODLAND, HAMILTON COUNTY, IN
Job No. . . . . . :
Description
Design.. . ..
Owner. . . . . .
Status. . . . .
NEXTEL COMMUNICATIONS
Engineering Final Design
Lvi 0 N 0 POL 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 ....:
BAS E
USE FOLLOWING SPECIFICATIONS:
Plate Thickness .....:
Plate Width/Diameter :
Plate Weight ........:
Client: NEXTEL COMMUNICATIONS
Revision: Rev. Date :
BAS E
PLATE
DES I G N
DETAILS
18 Sided Polygon
41. 740 Inches
42.384 Inches
48.740 Inches
Stress Increase ...:
Base Plate Shape ..:
1.333 Factor
Round
Use Bolt Circle ...:
48.000 Inches
DESIGN
USER
1764.112 Ft-Kips
23.214 Kips
1764.112 Ft-Kips
23.214 Kips
DESIGN
USER
12
2.250 Inches
#18J ASTM A615
6
3563.38 In^4
144.78 Kips
194.81 Kips
146.71 Kips
12
2.250 Inches
#18J ASTM A615
6
3456.00 In^4
147.01 Kips
194.81 Kips
148.94 Kips
DESIGN
USER
513.49 In-Kips
11. 04 Inches
2.299 Inches
53.990 Inches
ASTM A633 GR. E (60 KSI)
1492.60 Lbs
1136.80 Lbs
52.79 Ksi
52.79 Ksi
1. 00
466.19 In-Kips
11.04 Inches
2.250 Inches
54.000 Inches
ASTM A633 GR. E (60 KSI)
1461.30 Lbs
1113.10 Lbs
52.79 Ksi
50.05 Ksi
0.95
P L ATE
DESIGN
SUMMARY
2.250 Inches
54.000 Inches
1.461 Kips
Number of Bolts ...
(Round) Bolt Circle .... ..:
Bolt Diameter ....:
Bolt Type ...... ..:
12
48.00 Inches
2.25 Inches
#18J ASTM A615
Page 1
PJF Pole (tm) - Monopole Design Program
Windows Version 1.28.0090 Fri Jun 29, 2001 - 11:29:23 am
(c) 1993 to 1997 PAUL J. FORD AND COMPANY, Columbus, Ohio
Licensed to FWT, Inc., Fort Worth, Texas
---------------------------~-----------------------------------------------------
Job No......:
Description
Design. .. ..
Owner. . . . . .
S ta tus. . . . .
Pole Height
Pole Shape
Pole Type
Pole Taper
23700000 Design No: MOl-1316-A Engineer : MT
90 FT MONOPOLE - IN-2572, WOODLAND, HAMILTON COUNTY, IN
NEXTEL COMMUNICATIONS
Engineering Final Design
Client: NEXTEL COMMUNICATIONS
Revision: Rev. . Date :
88.5 ft
18-Sided Polygon
Taper shaft - Slip Joint Splice
0.319096 (in/ft)
INPUT TUBE PROPERTIES:
Top I Bot Wall Top Bot Sl.ip
Tube Splice Tube. Tube Thick Steel Diam Diam Joint
Sect Elev Elev Length [t] [i'y] [Dt] [Db] Overlap
No. (ft) (ft) (ft) (in) (ksi) (in) (in) (in)
1.
2.
88.50
53.00
49.58
0.00
38.917
53.000
0.25000
0.31250
65
65
14.000
24.828
26.418
41. 740
41.00
TUBE SECTION PROPERTIES:
Diam. Wall Diaml
Tube Section Across Thick Thick
Sect Weight Elev Flats [t] [Wit] [D/t] Area Ix
No. (kips) Location (ft) (in) (in) Ratio Ratio (in^2) (in^4)
---------------------------------------------------------------------------------
1 2;097 @Top 88.5 14.000 0.2500 8.11 56.00 10.91 260.6
@Splice 53.0 25.328 16.10 101.31 19.90 1580.6 .
@Bot 49.6 26.418 16.87 105.67 20.76 1795.9
2 5.898 @Top 53.0 24.828 0.3125 12.25 79.45 24.32 1845.9
( @Bot 0.0 41. 740 21. 79 133.57 41. 09 8906.8
Total Shaft Steel Weight = 7.995 kips
Page 3
PJF Pole (tm) - Monopole Design Program
Windows Version 1.28.0090 Fri Jun 29, 2001 - 11:29:23 am
(c) 1993 to 1997 PAUL J. FORD AND COMPANY, Columbus, Ohio
Licensed to FWT, Inc., Fort Worth, Texas
---------------------------------------------------------------------------------
Job No.. . . . . :
Description
Design.. . ..
O!lmer. . . . . .
Status.... .
23700000 Design No: MOl-1316-A Engineer : MT
90 FT MONOPOLE - IN-2572, WOODLAND, HAMILTON COUNTY, IN
NEXTEL COMMUNICATIONS
Engineering Final Design
Client: NEXTEL COMMUNICATIONS
Revision: Rev. Date :
ANTENNA AND ARM PROPERTIES AND LOAD DATA:
LOAD CASE 1: BASIC WIND VELOCITY = 80.00 mph
Arm Load Antenna Antenna
Ant Mount. Applic. Arm Ice Area Force Antenna
Arm Elev. Elev. Length Load [CaAa] [qzGhCaAa] Weight
No. (ft) (ft) (ft) Case (sf) (lbs) ( lbs )
[1] 88.500 94.000 2.0000 No Ice: 0.60 22.41 15.00
Description: 3/4" Lightning Rod
[ qz ] [qz] [Gh]
[ Gh ] [ Kz ] (psf) (psf)
1. 69 1.349 No Ice: 22.096 37.342
[2] 88.500 . 90.000 0.0000 No Ice: 115.00 4241.29 372.00
Description: (12) ANTEL RWA-80017 Sector (L=8 ' )
[ qz ] [qz] [Gh]
[ Gh ] [ Kz ] (psf) (psf)
1. 69 1.332 No Ice: 21. 823 36.881
[3]
88.500 90.000 0.0000 No Ice:
. Description: 14-Ft Platform w/service
[Gh] [Kz]
1. 69 1. 332
No Ice:
45.16
grating .&
[ qz ]
(psf)
21. 823
1665.54
handrails
[qz] [Gh]
(psf)
36.881
3433.00
[4] 80.000 80.000 0.0000 No Ice: 115.00 4100.94 372.00
Description: (12) ANTEL RWA-80017 Sector (L=8 ' )
[ qz ] [qz] [Gh]
[ Gh ] [ Kz ] (psf) (psf)
1. 69 1.288 No Ice: 21.101 35.660
[5]
80.000 80.000 0.0000 No Ice:
Description: 14-Ft L.P. Sectored Mount
[Gh] [Kz]
1.69 1.288
No Ice:
24.94
w/service
[ qz ]
(psf)
21.101
889.37
grating
[qz] [Gh]
(psf)
35.660
3167.00
[ 6] 70.000 70.000 0.0000 No Ice: 115.00 3947.43 372.00
Description: (12) ANTEL RWA-80017 Sector (L=8 ' )
[ qz ] [qz] [Gh]
[ Gh ] [ Kz ] (psf) (psf)
1. 69 1.240 No Ice: 20.311 34.325
[7]
70.000 70.000 0.0000 No Ice:
Description: 14-Ft L.P. Sectored Mount
[Gh] [Kz]
1. 69 1. 240
No Ice.:
24.94
w/service
[ qz ]
(psf)
20.311
856.08
grating
[qz] [Gh]
(psf)
34.325
3167.00
[8]
60.000
60.000 0.0000
No Ice:
115. 00
3777.34
372.00
Page 4
PJF Pole (tm) - Monopole Design Program
Windows Version 1.28.0090 Fri Jun 29, 2001 - 11:29:23 am
(c) 1993 to 1997 PAUL J. FORD AND COMPANY, Columbus, Ohio
Licensed to FWT, Inc., Fort Worth, Texas
23700000 Design No: MOl-1316-A Engineer : MT
90 FT MONOPOLE - IN-2572, WOODLAND, HAMILTON COUNTY, IN
Job No. . . . . . :
Description
Design.. . . .
Owner. . . . . .
S ta tus . . , . .
NEXTEL COMMUNICATIONS
Engineering Final Design
LOAD CASE 1:
POLE SHAFT LOADS:
Client: NEXTEL COMMUNICATIONS
Revision: Rev. Date :
BASIC WIND VELOCITY = 80.00 mph
Design Loads per TIA/EIA-222-F Standard; Gust Factor ........ Gh = 1.69
Pole DL Overload Factor = 1.1
Per TIA/EIA Table 1: Note 3: For all cross sectional shapes,
Force Coefficient [Cf] need not exceed 1.2
for any value of C. (Where C=sqrt(Kz)*V*O.)
Pole Projected Area Segment Shaft
Veloc Force Shaft Segment Wind Segment
Coeff Coeff [Ae] [Cf Ae] Force Weight
[C] [Cf] (sf) (sf) (lbs) (lbs)
Top of
Segment
Elev.
(ft)
88.500
88.500
88.500
88.500
85.000
80.000
80.000
80.000
75.000
70.000
70.000
70.000
65.000
60.000
60.000
60.000
55.000
53.000
50.000
49.583
45.000
40.000
35.000
30.000
25.000
20.000
15.000
10.000
5.000
1. 000
Expos
Coeff
[Kz]
1. 326
1. 326
1.326
1.326
1. 310
1.288
1. 288
1. 288
1. 264
1. 240
1. 240
1. 240
1. 214
1.186
1.186
1.186
1.157
1.145
1.126
1.123
1. 093
1.057
1.017
1. 000
1.000
1.000
1. 000
1.000
1.000
1. 000
Veloc
Press
[qz]
(psf)
21.72
21. 72
21. 72
21.72
21. 47
21.10
21.10
21.10
20.72
20.31
20.31
20.31
19.89
19.44
19.44
19.44
18.96
18.76
18.45
18.41
17.90
17.31
16.66
16.38
16.38
16.38
16.38
16.38
16.38
16.38
107.46
107.46
107.46
107.46
115.36
126.44
126.44
126.44
137.24
147.74
147.74
147.74
157.90
167.69
167.69
167.69
177.06
180.68
182.41
183.14
190.81
198.56
205.53
214.45
225.08
235.72
246.36
256.99
267.63
276.14
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
.0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.000
0.000
0.000
0.587
4.933
5.358
0.000
1. 406
7.429
6.422
0.000
1.672
8.758
7.485
0.000
1.938
10.088
4.200
5.142
1.264
11.209
11.874
12.539
13.204
13.868
14.533
15.198
15.863
16.527
13.701
0.000
0.000
0.000
0.381
3.206
3.483
0.000
0.914
4.829
4.174
0.000
1.087
5.693
4.865
0.000
1.260
6.557
2.730
3.342
0.822
7.286
7.718
8.150
8.582
9.014
9.447
9.879
10.311
10.743
8.905
0.00
0.00
0.00
14.00
116.90
125.28
0.00
32.59
170.30
144.71
0.00
37.30
192.95
161. 67
0.00
41.37
212.20
86.79
104.94
25.56
223.14
228.89
233.10
238.03
249.60
261.56
273.53
285.49
297.46
246.58
0.00
0.00
0.00
20.54
172 . 83
187.99
0.00
49.37
261.05
225.90
0.00
58.84
308.44
263.81
0.00
68.32
355.82
408.23
226.27
55.65
493.57
523.19
552.80
582.42
612.03
641.65
671. 27
700.88
730.50
605.72
---------( END LOAD CASE 1
Summation TOTAL = 4003.94 8777.09
POLE SHAFT LOADS )-------------------------------
Page 6
PJF Pole (tm) - Monopole Design Program
Windows Version 1.28.0090 Fri Jun 29, 2001 - 11:29:23 am
(c) 1993 to 1997 PAUL J. FORD AND COMPANY, Columbus, Ohio
Licensed to FWT, Inc., Fort Worth, Texas
23700000 Design No: M01-1316-A Engineer : MT
90 FT MONOPOLE - IN-2572, WOODLAND, HAMILTON COUNTY, IN
Job No. . . . . . :
Description
Design. . . . .
Owner. . . . . .
Status.... .
NEXTEL COMMUNICATIONS
Engineering Final Design
Client: NEXTEL COMMUNICATIONS
Revision: Rev. Date :
POLE SHAFT SEGMENTS -- MOMENTS and DEFLECTIONS:
LOAD CASE 1:
BASIC WIND VELOCITY = 80.00 mph
---------]
[--DEFLECTIONS (inch)-------]
No Total wi Total
P-Delta P-Delta Rotation
Effects Effects (deg)
Segmnt.
Elev
(ft)
88.50
88.50
88.50
88.50
85.00
80.00
80.00
80.00
75.00
70.00
70.00
70.00
65.00
60.00
60.00
60.00
55.00
53.00
50.00
49.58
45.00
40.00
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
[--------
From
Anti
Arm
8.983
8.983
8.983
8.983
29.736
59.382
59.382
59.382
113.980
168.577
168.577
168.577
247.193
325.808
325.808
325.808
427.406
468.045
529.004
537.470
630.602
732.200
833.798
935.396
1036.993
1138.591
1240.189
1341.787
1443.385
1544.983
MOMENTS
From
Shaft
Wind
0.000
0.000
0.000
0.000
0.222
1.187
1.187
1.187
2.966
5.621
5.621
5.621
9.208
13.781
13.781
13.781
19.387
21.929
26.067
26.667
33.833
42.737
52.795
64.025
76.468
90.183
105.230
121.668
139.558
158.959
(ft-kips)
From
P-Delta
Effects
Total
Moment
0.000 8.983 56.166 59.009 6.020
0.000 8.983 56.16.6 59.009 6.020
0.000 8.983 56.166 59.009 6.020
0.020 9.004 55.566 58.376 6.020
1.660 31.618 50.790 53.336 5.952
3.346 63.915 46.093 48.381 5.777
3.346 63 . 915 46.093 48.381 5.777
3.808 64.377 44.942 47.167 5.777
7.716 124. 662 39.308 41.224 5.519
10.793 184.991 35.002 36.686 5.192
10.793 184.991 35.002 36.686 5.192
11. 579 .185.777 33.967 35.595 5.192
16.834 273.234 28.975 30.338 4.813
20.836 360.425 25.257 26.426 4.394
20.836 360.425 25.257 26.426 4.394
21.821 361.410 24.380 25.504 4.394
27.728 474.521 20.213 21.126 3.946
29.944 519.918 18.673 19.509 3.760
32.558 587.628 16.903 17.652 3.513
33.164 597.302 16.495 17.225 3.479
38.158 702.592 13.188 13.760 3.109
42.679 817.616 10.275 10.711 2.710
46.705 933.297 7.753 8.075 2.322
50.223 1049.644 5.612 5.840 1.946
53.224 1166.686 3.840 3.992 1. 585
55.699 1284.474 2.421 2.514 1.238
57.641 1403.060 1. 341 1. 392 0.907
59.039 1522.494 0.587 0.609 0.591
59.886 1642.828 0,145 0.150 0.288
60.170 1764.112 0.000 0.000 0.000
---------( END LOAD CASE 1 -- MOMENTS AND DEFLECTIONS )------------------------
Page 8
PJF Pole (tm) - Monopole Design Program
Windows Version 1.28.0090 Fri Jun 29, 2001 - 11:29:23 am
(c) 1993 to 1997 PAUL J. FORD AND COMPANY, Columbus, Ohio
Licensed to FWT, Inc., Fort Worth, Texas
---------------------------------------------------------------------------------
Job No.. . . . . :
Description
Design.. . . .
Owner. . . . . .
Status.... .
23700000 Design No: MOl-1316-A Engineer : MT
90 FT MONOPOLE - IN-2572, WOODLAND, HAMILTON COUNTY, IN
NEXTEL COMMUNICATIONS
Engineering Final Design
Client: NEXTEL COMMUNICATIONS
Revision: Rev. Date :
ANTENNA AND ARM PROPERTIES AND LOAD DATA:
LOAD CASE 2: WIND VELOCITY = 69.28 mph + 0.50 inches Radial Ice.
Arm Load Antenna Antenna
Ant Mount. Applic. Arm Ice Area Force Antenna
Arm Elev. Elev. Length Load [CaAa] [qzGhCaAa] Weight
No. (ft) (ft) (ft) Case (sf) (lbs) (lbs)
[1] 88.500 94.000 2.0000 wI Ice: 1.14 31.93 21.00
Description: 3/4" Lightning Rod
[ qz ] [qz] [Gh]
[ Gh ] [ Kz ] (psf) (psf)
1. 69 1.349 wI Ice: 16.572 28.006
[2] 88.500 90.000 0.0000 wI Ice: 126.00 3485.24 1116.00
Description: (12) ANTEL RWA-80017 Sector (L=8')
[ qz ] [qz] [Gh]
[ Gh ] [ Kz ] (psf) (psf)
1. 69 1.332 W/,Ice: 16.367 27.661
[3]
88.500. 90.000 0 . 0000 wI Ice:
Description: 14-Ft Platform wI service
[ Gh] [Kz]
1. 69 1. 332
wI Ice:
54.68
grating &
[ qz ]
(psf)
16 . 367
1512.48
handrails
[qz] [Gh]
(psf)
27.661
4823.00
[4] 80.000 80.000 0.0000 wI Ice: 126.00 3369.90 1116.00.
Description: (12) ANTEL RWA-80017 Sector (L=8 ' )
[ qz ] [qz] [Gh]
[ Gh ] [ Kz ] (psf) (psf)
1.69 1. 288 wI Ice: 15.826 26.745
[5]
80.000 80.000 0.0000 wI Ice:
Description: 14-Ft L.P. Sectored Mount
[Gh] [Kz]
1. 69 1. 288
wI Ice:
28.88
wI service
[ qz ]
(psf)
15.826
772.40
grating
[qz] [Gh]
(psf)
26.745
4275.00
[ 6] 70.000 70.000 0.0000 wI Ice: 126.00 3243.76 1116.00
Description: (12) ANTEL RWA-80017 Sector (L=8 ' )
[ qz ] [qz] [Gh]
[ Gh ] [ Kz ] (psf) (psf)
1. 69 1.240 wI Ice: 15.233 25.744
[7]
70.000 70.000 0.0000 wI Ice:
Description: 14-Ft L.P. Sectored Mount
[Gh] [Kz]
1.69 1.240
wi Ice:
28.88
wi service
[ qz ]
(psf)
15.233
743.49
grating
[qz] [Gh]
(psf)
25.744
4275.00
[8]
60.000
60.000 0.0000
wi Ice:
126.00
3103.99
1116.00
Page 9
PJF Pole (tm) - Monopole Design Program
Windows Version 1.28.0090 Fri Jun 29, 2001 - 11:29:23 am
(c) 1993 to 1997 PAUL J. FORD AND COMPANY, Columbus, Ohio
Licensed to FWT, Inc., Fort Worth, Texas
23700000 Design No: MOl-1316-A Engineer : MT
90 FT MONOPOLE - IN-2572, WOODLAND, HAMILTON COUNTY, IN
Job No. . . . . . :
Description
Design.... .
Owner. . . . . .
S ta tus. . . . .
NEXTEL COMMUNICATIONS
Engineering Final Design
LOAD CASE 2:
POLE SHAFT LOADS:
Client: NEXTEL COMMUNICATIONS
Revision: Rev. Date :
WIND VELOCITY = 69.28 mph with 0.50 inches Radial Ice.
Design Loads per TIA/EIA-222-F Standard; Gust Factor ... ..... Gh = 1.69
Pole DL Overload Factor = 1.1
Per TIA/EIA Table 1: Note 3: For all cross sectional shapes,
Force Coefficient [Cf] need not exceed 1.2
for any value of C. (WhereC=sqrt(Kz)*V*O.)
Pole Projected Area Segment Shaft
Veloc Force Shaft Segment Wind Segment
Coeff Coeff [Ae] [Cf Ae] Force Weight
[C] [Cf] (sf) (sf) (lbs) (lbs)
Top of
Segment
Elev.
(ft)
88.500
88.500
88.500
88.500
85.000
80.000
80.000
80.000
75.000
70.000
70.000
70.000
65.000
60.000
60.000
60.000
55.000
53.000
50.000
49.583
45.000
40.000
35.000
30.000
25.000
20.000
15.000
10.000
5.000
1.000
Expos
Coeff
[Kz]
1.326
1.326
1. 326
1.326
1. 310
1.288
1.288
1.288
1.264
1. 240
1.240
1.240
1.214
1.186
1.186
1.186
1.157
1.145
1.126
1.123
1.093
1.057
1.017
1.000
1.000
1. 000
1. 000
1.000
1.000
1. 000
Veloc
Press
[qz]
(psf)
16.29
16.29
16.29
16.29
16.10
15.83
15.83
15.83
15.54
15.23
15.23
15.23
14.91
14.58
14.58
14.58
14.22
14.07
13.84
13.80
13.43
112.98
12.50
12.29
12.29
12.29
12.29
12.29
12.29
12.29
93.06
93.06
93.06
93.06
99.91
109.50
109.50
109.50
118.85
127.94
127.94
127.94
136.74
145.22
145.22
145.22
153.34
156.47
157.98
158.60.
165.24
171. 96
178.00
185.72
194.93
204.14
213.35
222.56
231.77
239.14
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.000
0.000
0.000
0.628
5.266
5.691
0.000
1. 489
7.845
6.755
0.000
1. 755
9.175
7.819
0.000
2.021
10.505
4.367
5.343
1. 313
11 . 626
12.291
12.955
13.620
14.285
14.950
15.615
16.279
16.944
14.034
0.000
0.000
0.000
0.408
3.423
3.699
0.000
0.968
5.100
4.391
0.000
1.141
5.964
5.082
0.000
1.314
6.828
2.839
3.473
0.853
7.557
7.989
8.421
8.853
9.285
9.717
10.149
10.582
11 . 014
9.122
0.00
0.00
0.00
11.24
93.60
99.81
0.00
25.89
134.89
114.16
0.00
29.37
151.60
126.65
0.00
32.36
165.73
67.68
81. 79
19.91
173.57
177 . 69
180.63
184.16
192.82
201.80
210.77
219.74
228.72
189.44
0.00
0.00
0.00
25.04
210.59
228.91
0.00
60.09
317.61
274.69
0.00
71.53
374.84
320.48
0.00
82.98
432.07
495.57
265.10
65.20
578.12
612.66
647.20
681.74
716.28
750.82
785.36
819.90
854.44
708.42
---------( END LOAD CASE 2
Summation TOTAL = 3114.02 10379.65
POLE SHAFT LOADS )-------------------------------
Page 11
PJF Pole (tm) - Monopole Design Program
Windows Version 1.28.0090 Fri Jun 29, 2001 - 11:29:23 am
(c) 1993 to 1997 PAUL J. FORD AND COMPANY, Columbus, Ohio
Licensed to FWT, Inc., Fort Worth, Texas
---------------------------------------------------------------------------------
23700000 Design No: MOl-1316-A Engineer : MT
90 FT MONOPOLE - IN-2572, WOODLAND, HAMILTON COUNTY, IN
Job No. . . . . . :
Description
Design. . . . .
Owner. . . . . .
Status.....
NEXTEL COMMUNICATIONS
Engineering Final Design
Client: NEXTEL COMMUNICATIONS
Revision: Rev. Date :
POLE SHAFT SEGMENTS -- MOMENTS and DEFLECTIONS:
LOAD CASE 2:
WIND VELOCITY = 69.28 mph with 0.50 inches Radial Ice.
---------]
Seqmnt
Elev
(ft)
88.50
88.50
88.50
88.50
85.00
80.00
80.00
80.00
75.00
70.00
70.00
70.00
65.00
60.00
60.00
60.00
55.00
53.00
50.00
49.58
45.00
40.00
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
[--------
From
Anti
Arm
7.672
7.672
7.672
7.672
25.276
50.424
50.424
50.424
96.284
142.144
142.144
142.144
207.940
273.736
273.736
273.736
358.609
392.558
443.482
450.555
528.356
613.229
698.102
782.975
867.849
952 . 722
1037.595
1122.468
1207.342
1292.215
MOMENTS
From
Shaft
Wind
0.000
0.000
0.000
0.000
0.178
0.950
0.950
0.950
2.369
4.479
4.479
4.479
7.324
10.942
10.942
10 . 942
15.369
17.374
20 . 634
21.107
26.744
33.739
41. 629
50.428
60.163
70.881
82.626
95.442
109.376
124.470
(ft-kips)
From
P-Delta
Effects
[--DEFLECTIONS (inch)-------]
No Total wi Total
P-Delta P-Delta Rotation
Effects Effects (deg)
Total
Moment
0.000 7.672 46.849 50.502 5.180
0.000 7.672 46.849 50.502 5.180
0.000 7.672 46.849 50.502 5.180
0.052 7.724 46.347 49.958 5.180
2.240 27.694 42.356 45.626 5..120
4.468 55.842 38.432 41.368 4.967
4.468 55.842 38.432 41. 368 4.967
5.124 56.497 37.471 40.325 4.967
10.226 108.879 32.766 35.222 4.742
14.216 160.840 29.171 31.328 4.456
14.216 160.840 29.171 31.328 4.456
15.275 161. 898 28.308 30.393 4.456
22.064 237.328 24.142 25.886 4.127
27.207 311.885 21.041 22.535 3.763
27.207 311. 885 21.041 22.535 3.763
28.506 313.184 20.309 21. 746 3.763
36.079 410.057 16.835 18.001 3.376
38.909 448.841 15.551 16.619 3.215
42.230 506.346 14.076 15.032 3.001
42.998 514.660 13.736 14.668 2.972
49.305 604.404 10.981 11.709 2.654
54.976 701.945 8.554 9.109 2.311
59.992 799.723 6.453 6.863 1. 978
64.344 897.747 4.671 4.960 1. 656
68.032 996.044 3.195 3.389 1.347
71 . 053 1094.656 2.014 2.133 1.052
73.406 1193.627 1.116 1.180 0.770
75.090 1293.001 0.488 0.516 0.501
76.103 1392.820 0.120 0.127 0.244
76.442 1493.127 0.000 0.000 0.000
---------( END LOAD CASE 2 -- MOMENTS AND DEFLECTIONS )------------------------
Page 13
PJF Pole (tm) - Monopole Design Program
Windows Version 1.28.0090 Fri Jun 29, 2001 - 11:29:23 am
(c) 1993 to 1997 PAUL J. FORD AND COMPANY, Columbus, Ohio
Licensed to FWT, Inc., Fort Worth, Texas
---------------------------------------------------------------------------------
Job No. . . . . . :
Description
Design. .. . .
Owner. . . . . .
S ta tus. . . . .
23700000 Design No: M01-1316-A Engineer : MT
90 FT MONOPOLE - IN-2572, WOODLAND, HAMILTON COUNTY, IN
NEXTEL COMMUNICATIONS
Engineering Final Design
Client: NEXTEL COMMUNICATIONS
Revision: Rev. Date :
ANTENNA AND ARM PROPERTIES AND LOAD DATA:
LOAD CASE 3: BASIC WIND VELOCITY = 50.00 mph
Arm Load Antenna Antenna
Ant Moun t . Applic. Arm Ice Area Force Antenna
Arm Elev. .Elev. Length Load [CaAa] [qzGhCaAa] Weight
No. (ft) (ft) (ft) Case (sf) (lbs) (lbs)
[1] 88.500 94.000 2.0000 No Ice: 0.60 8.75 15.00
Description: 3/4" Lightning Rod
[ qz ] [qz] [Gh]
[ Gh ] [ Kz ] (psf) (psf)
1. 69 1.349 No Ice: 8.631 14.587
[2] 88.500 90.000 0.0000 No Ice: 115.00 1656.76 372.00
Description: (12) ANTEL RWA-80017 Sector (L=8 ' )
[ qz ] [qz] [Gh]
[ Gh ] [ Kz ] (psf) (psf)
1. 69 -1. 332 No Ice: 8.525 14.407
[3]
88.500 90.000 0.0000 No Ice:
Description: 14-Ft Platform w/service
[Gh] [Kz]
1. 69 1. 332
No Ice:
45.16
grating &
[ qz ]
(psf)
8.525
650.60
handrails
[qz] [Gh]
(psf)
14.407
3433.00
--------------------------------------------------------~------------------------
[4 ] 80.000 80.000 0.0000 No Ice: 115.00 1601.93 372.00
Description: (12) ANTEL RWA-80017 Sector (L=8 ' )
[ qz ] [qz] [Gh]
[ Gh ] [ Kz ] (psf) (psf)
1. 69 1. 288 No Ice: 8.242 13.930
[5]
80.000 80.000 0.0000 No Ice:
Description: 14-Ft L.P. Sectored Mount
[Gh] [Kz]
1. 69 1. 288
No Ice:
24.94
w/service
[ qz ]
(psf)
8.242
347.41
grating
[qz] [Gh]
(psf)
13.930
3167.00
[6] 70.000 70.000 0.0000 No Ice: 115.00 1541. 96 372.00
Description: (12) ANTEL RWA-80017 Sector (L=8 ' )
[ qz ] [qz] [Gh]
[ Gh ] [ Kz ] (psf) (psf)
1. 69 1. 240 No Ice: 7.934 13.408
[7]
70.000 70.000 0.0000 No Ice:
Description: 14-Ft L.P. Sectored Mount
[ Gh] [Kz]
1.69 1.240
No Ice:
24.94
w/service
[ qz ]
(psf)
7.934
334.41
grating
[qz] [Gh]
(psf)
13.408
3167.00
[8]
60.000
60.000 0.0000
No Ice:
115.00
1475.53
372 . 00
Page 14
PJF Pole (tm) - Monopole Design Program
Windows Version 1.28.0090 Fri Jun 29, 2001 - 11:29:23 am
(c) 1993 to 1997 PAUL J. FORD AND COMPANY, Columbus, Ohio
Licensed to FWT, Inc., Fort Worth, Texas
23700000 Design No: MOl-1316-A Engineer : MT
90 FT MONOPOLE - IN-2572, WOODLAND, HAMILTON COUNTY, IN
Job No... . . . :
Description
Design... ..
Owner. . . . . .
S ta tus . . . . .
NEXTEL COMMUNICATIONS
Engineering Final Design
POLE SHAFT LOADS:
LOAD CASE 3:
Client: NEXTEL COMMUNICATIONS
Revision: Rev. Date :
BASIC WIND VELOCITY = 50.00 mph
Design Loads per TIA/EIA-222-F Standard; Gust Factor ........ Gh = 1.69
Pole DL Overload Factor = 1.1
Per TIA/EIA Table 1: Note 3: For all cross sectional shapes,
Force Coefficient [Cf] need not exceed 1.2
for any value of C.(Where C=sqrt (Kz) *V*D.)
Pole Projected Area Segment Shaft
Veloc Force Shaft Segment Wind Segment
Coeff Coeff [Ae] [Cf Ae] Force Weight
[C] [Cf] (sf) (sf) (lbs) (lbs)
Top of
Segment
Elev.
(ft)
88.500
88.500
88.500
88.500
85.000
80.000
80.000
80.000
75.000
70.000
70.000
70.000
65.000
60.000
60.000
60.000
55.000
53.000
50.000
49.583
45.000
40.000
35.000
30.000
25.000
20.000
15.000
10.000
5.000
1. 000
Expos
Coeff
[Kz]
1. 326
1.326
1.326
1.326
1. 310
1.288
1.288
1. 288
1.264
1. 240
1.240
. 1.240
1.214
1.186
1.186
1.186
1.157
1.145
1.126
1.123
1.093
1.057
1. 017
1. 000
1. 000
1.000
1. 000
1.000
1.000
1.000
Veloc
Press
[qz]
(psf)
8.48
8.48
8.48
8.48
8.39
8.24
8.24
8.24
8.09
7.93
7.93
7.93
7.77
7.59
7.59
7.59
7.41
7.33
7.21
7.19
6.99
6.76
6.51
6.40
6.40
6.40
6.40
6.40
6.40
6.40
67.16
67.16
67.16
67.16
72.10
79.03
79.03
79.03
85.77
92.34
92.34
92.34
98.69
104.81
104.81
104.81
110.66
112 . 92
114.01
114.46
119.25
124.10
128.46
134.03
140.68
147.33
153.97
160.62
167.27
172.59
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.000
0.000
0.000
0.587
4.933
5.358
0.000
1. 406
7.429
6.422
0.000
1.672
8.758
7.485
0.000
1.938
10.088
4.200
5.142
1.264
11.209
11.874
12.539
13.204
13.868
14.533
15.198
15.863
16.527
13.701
0.000
0.000
0.000
0.381
3.206
3.483
0.000
0.914
4.829
4.174
0.000
1.087
5.693
4.865
0.000
1.260
6.557
2.730
3.342
0.822
7.286
7.718
8.150
8.582
9.014
9.447
9.879
10.311
10.743
8.905
0.00
0.00
0.00
5.47
45.66
48.94
0.00
12.73
66.52
56.53
0.00
14.57
75.37
63.15
0.00
16.16
82.89
33.90
40.99
9.99
87.16
89.41
91.05
92.98
97.50
102.17
106.85
111. 52
116.19
96.32
0.00
0.00
0.00
20.54
172 . 83
187.99
0.00
49.37
261.05
225.90
0.00
58.84
308.44
263.81
0.00
68.32
355.82
408.23
226.27
55.65
493.57
523.19
552.80
582.42
612.03
641.65
671.27
700.88
730.50
605 . 72
-,-------( END LOAD CASE 3
Summation TOTAL = 1564.04 8777.09
POLE SHAFT LOADS )-------------------------------
Page 16
PJF Pole (tm) - Monopole Design Program
Windows Version 1.28.0090 Fri Jun 29, 2001 - 11:29:23 am
(c) 1993 to 1997 PAUL J. FORD AND COMPANY, Columbus, Ohio
Licensed to FWT, Inc., Fort Worth, Texas
---------------------------~-----------------------------------------------------
Job No. . . . . . :
Description
Design. . . . .
Owner. . . . . .
S ta tus. . . . .
23700000 Design No: MOl-1316-A Engineer : MT
90 FT MONOPOLE - IN-2572, WOODLAND, HAMILTON COUNTY, IN
NEXTEL COMMUNICATIONS
Engineering Final Design
Client: NEXTEL COMMUNICATIONS
Revision: Rev. Date :
POLE SHAFT SEGMENTS -- MOMENTS and. DEFLECTIONS:
LOAD CASE 3:
BASIC WIND VELOCITY = 50.00 mph
Segmnt
Elev
(ft)
[-------- MOMENTS (ft-kips) ---------]
From From From
Anti Shaft P-Delta Total
Arm Wind Effects Moment
[--DEFLECTIONS (inch)-------]
No Total wi Total
P-Delta P-Delta Rotation
Effects Effects (deg)
---------------------------------------------------------------------------------
. .
88.50 3.509 0.000 0.000 3.509 21.905 23.007 2.351
88.50 3.509 0.000 0.000 3.509 21. 905 23.007 2.351
88.50 3.509 0.000 0.000 3.509 21. 905 23.007 2.351
88.50 3.509 0.000 0.008 3.517 21.671 22.761 2.351
85.00 11 . 616 0.087 0.646 12.349 19.811 20.799 2.325
80.00 23.196 0.464 1.303 24.963 17.981 18.869 2.257
80.00 23.196 0.464 1.303 24.963 17.981 18.869 2.257
80.00 23.196 0.464 1.483 25.143 17.532 18.396 2.257
75.00 44.523 1.159 3.005 48.687 15.337 16.081 2.156
70.00 65.851 2.196 4.204 72.250 13.659 14.313 2.028
70.00 65.851 2.196 4.204 72.250 13.659 14.313 2.028
70.00 65.851 2.196 4.510 72 . 556 13.255 13.888 2.028
65.00 96.560 3.597 6.558 106.715 11. 309 11.839 1. 880
60.00 127.269 5.383 8.119 140.771 9.859 10.314 1. 716
60.00 127.269 5.383 8.119 140.771 9.859 10.314 1.716
60.00 127.269 5.383 8.503 141.155 9.517 9.954 1. 716
55.00 166.955 7.573 10.807 185.335 7.891 8.247 1.541
53.00 182.830 8.566 11 . 671 203.067 7.290 7.616 1.469
50.00 206.642 10.182 12.691 229.515 6.600 6.891 1.372
49.58 209.949 10.417 12 . 928 233.294 6.441 6.725 1.359
45.00 246.329 13.216 14.876 274.421 5.150 5.372 1.214
40.00 286.016 16.694 16.641 319.351 4.013 4.182 1. 059
35.00 325.702 20.623 18.213 364.538 3.028 3.153 0.907
30.00 365.389 25.010 19.586 409.985 2.192 2.281 0.760
25.00 405.076 29.870 20.758 455.704 1.500 1.559 0.619
20.00 444.762 35.228 21.725 501.715 0.946 0.982 0.484
15.00 484.449 41.105 22.483 548.038 0.524 0.544 0.354
10.00 524.136 47.527 23.029 594.692 0.229 0.238 0.231
5.00 563.822 54.515 23.360 641.697 0.057 0.059 0.113
0.00 603.509 62.093 23.471 689.073 0.000 0.000 0.000
---------( END LOAD CASE 3 -- MOMENTS AND DEFLECTIONS )------------------------
"",~aadl9l',ti
\. I
.,..... \.. DE ~ '.Iv
..... ,~ .:....... v",
$ ~ /{;\STE~""..pO ~
~ .'~ ~'. ~
:: . ':It' :' ~ NO. 0 ". <P :.
:: ~: PE19900502 :'" ::
. ....-
e. \._
(28) "0 VERTS. I 27'-0-
4 TIES
2'-6- MIN LAP
STAGGER TIES 180'
f f
6-
3-
L
(3) '4 TIES . 3- C-C
'4 TIES . 12- C-C
'\>,
NOTES:
1) DESIGNED TO CONFORM WITH CURRENT ANSI/EIA-222-F' STANDARD UTlUZING SOIL
REPORT PROVIDED BY ECS, LTD.
2) CONCRETE STRENGTH TO EQUAL 3000 PSI AT 28 DAYS.
3) NON-CHLORIDE, NON-CORROSIVE CONCRETE SET ACCELERANT MAY BE UTIUZED IN
COMPUANCE WITH ASTN-C-494 TYPE C AND ACI-318 .
4) WATER REDUCING ADMIXTURE MAY BE UTlUZED IN COMPUANCE WITH ASTM-C-494 .
5) ALL ADMIXTURES SHOULD BE DISPENSED INTO FRESH CONCRETE AND SUmCIENTLY
MIXED. ALL ADMIXTURES MUST BE ADDED SEPARATELY.
6) MINIMUM CONCRETE COVER OF 3- ON ALL STEEL.
7) CROWN TOP OF PIER FOR DRAINAGE AND CHAMFER ALL EXPOSED CONCRETE EDGES 1 _ .
3
APPROXIMATE CONCRETE REQ'D. = 28.8 yet ea.
APPROXIMATE REBAR REQ'D PER CAISSON = 756' OF "0 VERTS. (GRADE 60)
732.6' OF '4 TIES (GRADE 60)
~\\\"""I1"''''IIII,,
~,,\\'Ij ~ THO.~~
~ ~ ......... ~ ~~
~~~....~G\S TE1I;,'/).....,O '!lO
~ ~-... ~ ... ---~
::: Ib . .... ~
S · f 19400105 :. ~
i-a: STATE OF i tC~
:::~ . . ~-
_"". -1.-;;::
~'-" .. ..~;::
~ .. . ~;:f
~~... 'NDIA\\". .,.'S~
~,~" .. .- .'iloN'
~ "8 ......... ~
~/L ~O N A\. I\"~'"
O//liIIW~'"
:;,L-- .
G:./zCf 0)
DESIGN LOADS AT TOP OF PIER:
SHEAR = 24.3 KIPS
VERTICAL = 23.2 KIPS
MOMENT = 1,764 FT -KIPS
NEXTEL SITE II IN-2572
SITE NAMEI WllllDLAND
CAISSON FOUNDA nON
*******************************************************
*
*
*
PROGRAM LPILE Plus for Windows
(C) COPYRIGHT ENSOFT, INC., 1995
ALL RIGHTS RESERVED
*
*
*
*******************************************************
LATERALLY LOADED PILE ANALYSIS PROGRAM LPILE plus
PC VERSION 1.0 (C) COPYRIGHT ENSOFT,INC. 1993
THE PROGRAM WAS COMPILED USING MICROSOFT FORTRAN COMPILER,
(C) COPYRIGHT MICROSOFT CORPORATION
406MPF, Woodland, IN, Nextel #: IN-2572
*************************************************************
ULTIMATE BENDING RESISTANCE AND FLEXURAL RIGIDITY
*************************************************************
DIAMETER
72 . 00 IN
CONCRETE COMPRESSIVE STRENGTH = 3.000000
KIP/IN**2
REBAR YIELD STRENGTH
60.000000
KIP/IN**2
MODULUS OF ELASTICITY OF STEEL = 29000.000000
KIP/IN**2
NUMBER OF REINFORCING BARS = 28
SIZE OF REBAR = 10
NUMBER OF ROWS OF REINFORCING BARS = 15
COVER THICKNESS = 3.000 IN
SQUASH LOAD CAPACITY 12425.26 KIP
ROW AREA OF DISTANCE TO
NUMBER REINFORCEMENT CENTROIDAL AXIS
IN**2 IN
1 1. 270000 33.0000
2 2.540000 32.1726
3 2.540000 29.7320
4 2.540000 25.8005
5 2.540000 20.5752
6 2.540000 14.3182
7 2.540000 7.3432
8 2.540000 .0000
9 2.540000 -7.3432
10 2.540000 -1.4.3182
11 2.540000 -20.5752
12 2.540000 -25.8005
13 2.540000 -29.7320
14 2.540000 -32.1726
15 1. 270000 -33.0000
D:\Work\406mpf\406MPF. LP2
- 1 -
OUTPUT RESULTS FOR AN AXIAL LOAD = 46 . 40 KI P
*****************************************************
MOMENT EI PHI MAX STR N AXIS
IN-KIP KIP-IN**2 l/IN IN/IN IN
.470E+04 .46952E+10 .000001 .00004 39.526
. 634E+04 .12681E+10 .000005 .00010 20.807
.107E+05 . 11900E+10 .000009 .00018 19.832
. 150E+05 . 11576E+10 .000013 .00025 19.473
.194E+05 . 11387E+10 .000017 .00033 19.317
.236E+05 . 11255E+10 .000021 .00040 19.249
.279E+05 . 11153E+I0 .000025 .00048 19.228
.321E+05 . 11067E+I0 .000029 .00056 19.235
. 363E+05 .10992E+10 .000033 .00064 19.261
.404E+05 .10924E+10 .000037 .00071 19.301
.445E+05 .10860E+10 .000041 .00079 19.351
.478E+05 .10611E+10 .000045 .00087 19.288
.500E+05 .10199E+10 .000049 .00094 19.153
.516E+05 .97409E+09 .000053 .00100 18.913
.582E+05 .70062E+09 .000083 .00144 17.298
.607E+05 .53749E+09 .000113 .00183 16.157
.621E+05 .43434E+09 .000143 .00221 15.421
.629E+05 .36362E+09 .000173 .00255 14.767
.630E+05 .31034E+09 .000203 .00292 14.400
. 636E+05 .27301E+09 .000233 .00332 14.238
.638E+05 .24275E+09 .000263 .00370 14 . 059
.638E+05 .21789E+09 .000293 .00408 13.927
THE ULTIMATE BENDING MOMENT AT A CONCRETE STRAIN OF 0.003
IS .631E+05 IN-KIP
PROGRAM LPILE plus Version 2.0
(C) COPYRIGHT 1995 ENSOFT, INC.
ALL RIGHTS RESERVED
406MPF, Woodland, IN, Nextel #: IN-2572
UNITS--ENGLISH UNITS
I N PUT. I N FOR MAT ION
*********************************
THE LOADING IS STATIC
D:\Work\406mpf\406MPF. LP2
-2-
PILE GEOMETRY AND PROPERTIES
PILE LENGTH
2 POINTS
x
DIAMETER
MOMENT OF
INERTIA
IN**4
.132E+07
.132E+07
IN
.00
306.00
IN
72.000
72.000
SOILS INFORMATION
X AT THE GROUND SURFACE
SLOPE ANGLE AT THE GROUND SURFACE
4 LAYER(S) OF SOIL
LAYER 1
THE SOIL IS A STIFF CLAY WITH NO FREE
X AT THE TOP OF THE LAYER
X AT THE BOTTOM OF THE LAYER
MODULUS OF SUBGRADE REACTION
330.00 IN
AREA
IN**2
.407E+04
.407E+04
6.00 IN
.00 DEG.
WATER
6.00
36.00
.250E+02
IN
IN
LBS/IN**3
LAYER 2
THE SOIL IS A STIFF CLAY WITH NO FREE WATER
X AT THE TOP OF THE LAYER 36.00 IN
X AT THE BOTTOM OF THE LAYER 72.00 IN
MODULUS OF SUBGRADE REACTION = .300E+03 LBS/IN**3
LAYER 3
THE SOIL IS A SAND - P-Y CRITERIA BY REESE ET AL, 1974
X AT THE TOP OF THE LAYER 72.00 IN
X AT THE BOTTOM OF THE LAYER 102.00 IN
MODULUS OF SUB GRADE REACTION .300E+02 LBS/IN**3
LAYER 4
THE SOIL IS A STIFF CLAY WITH
X AT THE TOP OF THE LAYER
X AT THE BOTTOM OF THE LAYER
MODULUS OF SUBGRADE REACTION
WATER-INDUCED EROSION
102.00 IN
354.00 IN
.300E+03 LBS/IN**3
DISTRIBUTION OF EFFECTIVE UNIT WEIGHT WITH DEPTH
8 POINTS
X,IN WEIGHT,LBS/IN**3
6.00 .69E-01
66.00 .69E-01
66.00 .33E-01
72.00 .33E-01
72.00 .30E-01
102.00 .30E-01
MODULUS OF
ELASTICITY
LBS / IN** 2
.310E+07
.310E+07
D:\Work\406mpf\406MPF.LP2 - 3-
102.00
354.00
.33E-01
.33E-01
DISTRIBUTION OF STRENGTH PARAMETERS
8 POINTS
C,LBS/IN**2
.500E+01
.500E+01
. 139E+02
. 139E+02
.OOOE+OO
.OOOE+OO
. 139E+02
. 139E+02
WITH DEPTH
X, IN
6.00
36.00
36.00
72.00
72.00
102.00
102.00
354.00
PHI, DEGREES
.000
.000
.000
.000
.300E+02
.300E+02
.000
.000
E50
.100E-0l
.100E-01
.700E-02
.700E-02
.700E-02
.700E-02
DISTRIBUTION OF P AND Y MULTIPLIERS VERSUS DEPTH
2 POINTS
X,IN P-MULTIPLIER Y-MULTIPLIER
6.00
36.00
.10E+01
.10E+01
.20E+03
.20E+03
BOUNDARY AND LOADING CONDITIONS
LOADING NUMBER 1
BOUNDARY-CONDITION CODE
LATERAL LOAD AT THE PILE HEAD
MOMENT AT THE PILE HEAD
AXIAL LOAD AT THE PILE HEAD
=
1
.486E+05 LBS
.423E+08 IN-LBS
.464E+05 LBS
=
FINITE-DIFFERENCE PARAMETERS
NUMBER OF PILE INCREMENTS
DEFLECTION TOLERANCE ON DETERMINATION OF CLOSURE
MAXIMUM NUMBER OF ITERATIONS ALLOWED FOR PILE ANALYSIS
MAXIMUM ALLOWABLE DEFLECTION
100
.100E-03 IN
500
.10E+03 IN
OUTPUT CODES
KOUTPT 1
KPYOP 0
INC 1
OUT PUT
INFORMATION
*********************************
*************************************************
D:\Work\406mpf\406MPF. LP2
-4-
* COMPUTE LOAD-DISTRIBUTION AND LOAD-DEFLECTION *
* CURVES FOR LATERAL LOADING *
*************************************************
LOADING NUMBER 1
BOUNDARY CONDITION CODE
LATERAL LOAD AT THE PILE HEAD
MOMENT AT THE PILE HEAD
AXIAL LOAD AT THE PILE HEAD
=
1
.486E+05 LBS
.423E+08 IN-LBS
.464E+05 LBS
=
X DEFLECTION MOMENT SHEAR SLOPE TOTAL FLEXURAL SOIL
STRESS RIGIDITY REACTION
IN IN LBS-IN LBS RAD. LBS/IN**2 LBS-IN**2 LBS/IN
***** ********* ********* ********* ********* ********* ********* *********
.0 .111E+Ol .423E+08 .486E+05 -.951E-02 . 11 7E+04 .109E+13 .OOOE+OO
3.3 .108E+Ol .425E+08 .516E+05 -.938E-02 .11 7E+04 .109E+13 .OOOE+OO
6.6 .105E+01 .427E+08 .486E+05 -.925E-02 . 118E+04 .109E+13 -.237E+01
9.9 .102E+Ol .428E+08 .486E+05 -.912E-02 .118E+04 .109E+13 -.240E+01
13.2 .988E+00 .430E+08 .486E+05 -.899E-02 .118E+04 .109E+13 -.244E+Ol
16.5 .958E+00 .431E+08 .486E+05 -.886E-02 .119E+04 .109E+13 -.247E+01
19.8 . 929E+00 .433E+08 .486E+05 -.873E-02 .119E+04 .109E+13 -.251E+01
23.1 .901E+00 .435E+08 .486E+05 -.860E-02 . 120E+04 .109E+13 -.254E+01
26.4 . 873E+00 .436E+08 .485E+05 -.847E-02 . 120E+04 .109E+13 -.257E+01
29.7 . 845E+00 .438E+08 .485E+05 -.833E-02 . 121E+04 .109E+13 -.260E+01
33.0 .818E+00 .440E+08 .485E+05 -.820E-02 . 121E+04 .109E+13 -.263E+01
36.3 .791E+00 .441E+08 .462E+05 -.807E-02 . 122E+04 .109E+13 -.140E+04
39.6 .764E+00 .443E+08 .416E+05 -.793E-02 . 122E+04 .109E+13 -.140E+04
42.9 .738E+00 .444E+08 .370E+05 -.780E-02 . 122E+04 .109E+13 -.141E+04
46.2 .713E+00 .445E+08 .323E+05 -.766E-02 . 123E+04 .109E+13 -.141E+04
49.5 .688E+00 .446E+08 .276E+05 -.753E-02 . 123E+04 .109E+13 -.142E+04
52.8 . 663E+00 .447E+08 .230E+05 -.739E-02 . 123E+04 .108E+13 -.142E+04
56.1 .639E+00 .448E+08 . 183E+05 -.726E-02 . 123E+04 .108E+13 -.142E+04
59.4 . 615E+00 .448E+08 . 136E+05 -.712E-02 . 123E+04 .108E+13 -.143E+04
62.7 .592E+00 .449E+08 . 884E+04 -.698E-02 . 124E+04 .108E+13 -.143E+04
66.0 .569E+00 .449E+08 .411E+04 -.685E-02 .124E+04 .108E+13 -.143E+04
69.3 .547E+00 .449E+08 -.613E+03 -.671E-02 . 124E+04 .108E+13 -.143E+04
72.6 .525E+00 .449E+08 -.491E+04 -.657E-02 . 124E+04 .108E+13 -.117E+04
75.9 .503E+OO .449E+08 -.878E+04 -.644E-02 . 124E+04 .108E+13 - . 11 7E+04
79.2 .482E+OO .448E+08 -.127E+05 -.630E-02 .123E+04 .108E+13 -.117E+04
82.5 .462E+00 .448E+08 -.165E+05 -.616E-02 . 123E+04 .108E+13 -.117E+04
85.8 .442E+OO .447E+08 -.204E+05 -.603E-02 . 123E+04 .108E+13 - . 116E+04
89.1 .422E+OO .446E+08 -.242E+05 -.589E-02 . 123E+04 .108E+13 - . 115E+04
92.4 .403E+00 .446E+08 -.280E+05 -.576E-02 .123E+04 .109E+13 -.114E+04
95.7 .384E+00 .445E+08 -.317E+05 -.562E-02 .12.2E+04 .109E+13 -. 112E+04
99.0 .366E+00 .443E+08 -.354E+05 -.549E-02 .122E+04 .109E+13 - .111E+04
102.3 .348E+00 .442E+08 -.447E+05 -.535E-02 .122E+04 .109E+13 -.451E+04
105.6 .330E+00 .441E+08 -.594E+05 -.522E-02 .121E+04 .109E+13 -.442E+04
108.9 .313E+00 .438E+08 -.738E+05 -.508E-02 .121E+04 .109E+13 -.433E+04
112.2 .297E+OO .436E+08 -.879E+05 -.495E-02 .120E+04 .109E+13 -.422E+04
D:\Work\406mpM06MPF. LP2
-5-
115.5 .281E+00 .433E+08 -.102E+06 -.482E-02 .119E+04 .109E+13 -.410E+04
118.8 .265E+00 .429E+08 -.115E+06 -.469E-02 .118E+04 .109E+13 -.399E+04
122.1 .250E+00 .425E+08 -.128E+06 -.456E-02 . 117E+04 .109E+13 -.387E+04
125.4 .235E+00 .421E+08 - . 141E+06 -.443E-02 .116E+04 .109E+13 -.375E+04
128.7 .220E+00 .416E+08 -.153E+06 -.431E-02 . 115E+04 .109E+l3 -.364E+04
132.0 .206E+00 .410E+08 -.165E+06 -.418E-02 .113E+04 .109E+13 -.352E+04
135.3 . 193E+00 .405E+08 -.176E+06 -.406E-02 .112E+04 .109E+13 -.340E+04
138.6 .180E+00 .399E+08 -.187E+06 -.394E-02 .110E+04 .109E+13 -.328E+04
141. 9 .167E+00 .393E+08 -.198E+06 -.382E-02 .108E+04 .109E+13 -.316E+04
145.2 .154E+00 .386E+08 -.208E+06 -.370E-02 .106E+04 . 110E+13 -.305E+04
148.5 .142E+00 .379E+08 -.218E+06 -.358E-02 .105E+04 .1l0E+13 -.292E+04
151.8 . 131E+00 .371E+08 -.227E+06 -.347E-02 .103E+04 .1l0E+13 -.280E+04
155.1 .120E+00 .364E+08 -.236E+06 -.336E-02 .100E+04 . 110E+13 -.268E+04
158.4 .109E+00 .356E+08 -.245E+06 -.325E-02 .983E+03 .1l0E+13 -.255E+04
161. 7 .981E-01 .348E+08 -.253E+06 -.315E-02 . 960E+03 .1l0E+13 -.243E+04
165.0 .879E-01 .339E+08 -.261E+06 -.304E-02 . 937E+03 . 110E+13 -.230E+04
168.3 .780E-01 .330E+08 -.268E+06 -.294E-02 .913E+03 .1l0E+13 -.216E+04
171. 6 .685E-01 .321E+08 -.275E+06 -.285E-02 .889E+03 . 111E+13 -.203E+04
174.9 .592E-01 .312E+08 -.282E+06 -.275E-02 .864E+03 .1l1E+13 -.189E+04
178.2 .503E-01 .303E+08 -.288E+06 -.266E-02 .838E+03 . 111E+13 -.174E+04
181. 5 .417E-01 .293E+08 -.293E+06 -.257E-02 .812E+03 . 111E+13 -.158E+04
184.8 .333E-01 .284E+08 -.298E+06 -.249E-02 .785E+03 . 111E+13 -.141E+04
188.1 .253E-01 .274E+08 -.302E+06 -.240E-02 .758E+03 . 111E+13 -.123E+04
191. 4 . 175E-01 .264E+08 -.306E+06 -.232E-02 .731E+03 . 112E+13 -.102E+04
194.7 .993E-02 .253E+08 -.309E+06 -.225E-02 .703E+03 .1l2E+13 -.772E+03
198.0 .264E-02 .243E+08 -.311E+06 -.217E-02 . 675E+03 . 112E+13 -.370E+03
201. 3 -.442E-02 .233E+08 -.311E+06 -.210E-02 .647E+03 .1l2E+13 .515E+03
204.6 -.113E-01 .223E+08 -.309E+06 -.204E-02 .619E+03 . 113E+13 .822E+03
207.9 -.179E-01 .213E+08 -.305E+06 -.197E-02 .592E+03 . 113E+13 .104E+04
211. 2 -.243E-01 .203E+08 -.302E+06 -.191E-02 .564E+03 . 114E+13 .121E+04
214.5 -.305E-01 .193E+08 -.298E+06 -.186E-02 .537E+03 . 114E+13 . 135E+04
217.8 -.365E-01 .183E+08 -.293E+06 -.180E-02 .511E+03 . 114E+13 .148E+04
221.1 -.424E-01 .173E+08 -.288E+06 -.175E-02 .484E+03 . 114E+13 .160E+04
224.4 -.481E-01 .164E+08 -.282E+06 -.170E-02 .459E+03 .115E+13 .170E+04
227.7 -.536E-01 .155E+08 -.277E+06 -.166E-02 .434E+03 . 115E+13 .179E+04
231. 0 -.590E-01 .146E+08 -.271E+06 -.161E-02 .409E+03 . 116E+13 .188E+04
234.3 -.643E-01 .137E+08 -.264E+06 -.157E-02 .385E+03 . 116E+13 .196E+04
237.6 -.694E-01 .128E+08 -.258E+06 -.154E-02 .361E+03 . 11 7E+13 .204E+04
240.9 -.744E-01 . 120E+08 -.251E+06 -.150E-02 .339E+03 . 117E+13 .211E+04
244.2 -.793E-01 .1l2E+08 -.244E+06 -.14 7E-02 .316E+03 . 119E+13 .218E+04
247.5 -.841E-01 .104E+08 -.236E+06 -.144E-02 .295E+03 .119E+13 .225E+04
250.8 -.888E-01 .961E+07 -.229E+06 -.141E-02 .274E+03 .121E+13 .231E+04
254.1 -.934E-01 .887E+07 -.221E+06 -.139E-02 .253E+03 .121E+13 .237E+04
257.4 -.980E-01 .815E+07 -.213E+06 -.136E-02 .234E+03 .124E+13 .242E+04
260.7 -.102E+00 .746E+07 -.205E+06 -.134E-02 .215E+03 .124E+13 .248E+04
264.0 -.107E+00 .680E+07 -.197E+06 -.132E-02 .197E+03 .126E+13 .253E+04
267.3 - .111E+00 .617E+07 -.188E+06 -.131E-02 .180E+03 .126E+13 .258E+04
270.6 -.115E+00 .556E+07 -.180E+06 - .130E-02 .163E+03 .290E+13 .263E+04
273.9 -.120E+00 .498E+07 -.171E+06 -.129E-02 .147E+03 .290E+13 .268E+04
277.2 -.124E+00 .443E+07 -.162E+06 -.129E-02 .132E+03 .470E+13 .273E+04
280.5 -.128E+00 .391E+07 -.153E+06 -.128E-02 .118E+03 .470E+13 .277E+04
283.8 - .132E+00 .342E+07 -.144E+06 -.128E-02 .lQ5E+03 .470E+13 .282E+04
287.1 -.137E+00 .296E+07 -.134E+06 -.128E-02 .922E+02 .470E+13 .286E+04
290.4 - .141E+00 .253E+07 -.125E+06 -.128E-02 .805E+02 .470E+13 .291E+04
293.7 - .145E+00 .214E+07 -.1l5E+06 -.127E-02 .697E+02 .470E+13 .295E+04
297.0 ...,..149E+00 .177E+07 -.105E+06 -.127E-02 .598E+02 .470E+13 .299E+04
300.3 -.153E+00 .144E+07 -.955E+05 -.127E-02 .508E+02 .470E+13 .303E+04
D:\Work\406mpM06MPF. LP2
-6-
303.6 -.158E+00 .1l4E+07 -.854E+05 -.127E-02 . 426E+02 . 470E+13 .308E+04
306.9 -.162E+00 .879E+06 -.752E+05 -.127E-02 .354E+02 . 470E+13 .312E+04
310.2 -.166E+00 .648E+06 -.648E+05 -.127E-02 .291E+02 .470E+13 . 316E+04
313.5 -.170E+00 . 452E+06 -.543E+05 -.127E-02 .237E+02 .470E+13 .320E+04
316.8 -.174E+00 .290E+06 -.437E+05 -.127E-02 . 193E+02 .470E+13 .324E+04
320.1 -.179E+00 . 164E+06 -.330E+05 -.127E-02 . 159E+02 . 470E+13 .327E+04
323.4 -.183E+00 .730E+05 -.221E+05 -.127E-02 .134E+02 . 470E+13 .331E+04
326.7 -.187E+00 . 182E+05 - .1l1E+05 -.127E-02 .1l9E+02 .470E+13 .335E+04
330.0 -.191E+00 .OOOE+OO .OOOE+OO -.127E-02 .1l4E+02 .470E+13 .339E+04
OUTPUT VERIFICATION
THE MAXIMUM MOMENT IMBALANCE FOR ANY ELEMENT .499E-03 IN-LBS
THE MAX. LATERAL FORCE IMBALANCE FOR ANY ELEMENT -.805E-04 LBS
**** WARNING ****
MAXIMUM MOMENT IMBALANCE FOR ANY ELEMENT =
.499E-03 IN-LBS
OUTPUT SUMMARY
PILE-HEAD DEFLECTION
COMPUTED SLOPE AT PILE HEAD
MAXIMUM BENDING MOMENT
MAXIMUM SHEAR FORCE =
NO. OF ITERATIONS
NO. OF ZERO DEFLECTION POINTS
.111E+01 IN
-.951E-02
.449E+08 LBS-IN
-.311E+06 LBS
17
1
SUM MAR Y TAB L E
*************************
BOUNDARY
CONDITION
BC1
.4860E+05
BOUNDARY
CONDITION
BC2
. 4234E+08
AXIAL
LOAD
LBS
.4640E+05
PILE HEAD
DEFLECTION
IN
.1110E+01
MAX.
MOMENT
IN-LBS
.4488E+08
MAX.
SHEAR
LBS
-.3110E+06
D:\Work\406mpf\406MPF. LP2
-7-
~
~
REPORT OF
SUBSURFACE EXPLORATION AND ENGINEERING SERVICES
MONOPOLE TOWER
MAGTECH SPECTRASITE IN-2572 WOODLAND
CARMEL, INDIANA
FOR
l\tlAGTECH SERVICES, INC.
JUNE 12, 2001
g~Q.!~EE_~~Q.,~Q~~!:!!:'I!~_CL~_~~~!.~~:S2_!:rR.:___.. .
., ,c_ Geotechnical Construction Materials Environmental
! '.D~
1---;-
1"-"'"
June 12, 2001 .
Mr. Scott Hartman
MAGTECH Services, Inc.
1715 Magnavox Way
Fort Wayne, Indiana 46804
ECS Job No. 16:2716
Reference:
Report of Subsurface Exploration and Engineering Services, Monopole
Tower, MAGTECH SpectraSite IN-2572 Woodland, Carmel, Hamilton
County, Indiana
Dear Mr. Hartman:
Engineering Consulting Services, Ltd. has completed the subsurface exploration for the proposed
MAGTECH SpectraSite IN-2572 tower site (Site Name - Woodland) to be located at 1776 East
1161h Street in Carmel, Hamilton County, Indiana. The enclosed report describes the subsurface
exploration procedures, laboratory testing, and recommendations for development of the site. A
Boring Location Plan is included in the Appendix of this report along with the Boring Logs
performed for the exploration.
We appreciate this opportunity to be of service to MAGTECH Services, Inc and SpectraSite
during the design phase of this project. If you have any questions with regard to the information
and recommendations presented in this report, or if we can be of further assistance to you in any
way during the planning or construction of this project, please do not hesitate to contact us.
Respectfull y ,
ENGINEERING CONSULTING ~}~~~~r.~I~tl?;
. . (1z~' $ ~,"'(;\STER""~--;'~ ~~
~ ~... <(-\: 'co "'~ ~
I ~ : ", S
~ : No. 10001122 ': ~
aniel T.e. Yao, Ph. ,P.E. ~ ~!! ~ ~
. s · ~ ~ STATE OF ,:. ~
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157 5 BaMJ.~'B'5~l'e\p~pa~i'l3ttm1f6iURf<?e! 6ilV=6~~8~1~!1~~rn:12l99-0366 FAX (847) 279-0369 www.ecs1imited.com
_____~________,_,..__~,,_.___,_____._____"."____._____.~~_,,__._..________._._~.~_n.._...,._...__,_.___._~.__._.,,~__,,_'___"_"_"_ ._....____.'"~....,,"__~...__.,__._,_,.,.__"~._...~.___,__ .___,_.~_..._......_.<.~__ .___ _....,~...,.____.._..'..__ ._,____.____...n..w_.... ..__'''_._____.____.__..~___ ---___..____.,,'.._..__~__..,..,.______.
)ffices: Baltimore, MD . Frederick, MD . Aberdeen, MD . Chantilly, V A . Winchester, V A . Fredericksburg, VA . Richmond, V A . Roanoke, V A . Danville, V A
Norfolk, V A . Williamsburg, V A . Charlotte, NC . Raleigh, NC . Greensboro, NC . Wilmington, NC . Greenville, SC . Atlanta, GA . Cornelia, GA
Chicago, IL . Austin, TX . Dallas, TX
REPORT
PROJECT
Subsurface Exploration and Engineering Services
Monopole Tower
MAGTECH SpectraSite IN-2572 Woodland
Cannel, Hamilton County, Indiana
CLIENT
MAGTECH Services, Inc.
1715 Magnavox Way
Fort Wayne, Indiana 46804
SUBMITIED BY
Engineering Consulting Services, Ltd.
1575 Barclay Boulevard
Buffalo Grove, Illinois 60089
PROJECT
#16:2716
DATE
June 12, 2001
ECS Job No; 16:2716
MAGTECH SpectraSite IN-2572 Woodland
TABLE OF CONTENTS
EXECUTIVE SUMMARY
PROJECT OVERVIEW
Introduction
Scope of Work
Proposed Construction
Purposes of Exploration
EXPLORATION PROCEDURES
Subsurface Exploration Procedures
Laboratory Testing Program
EXPLORATION RESULTS
Site Conditions
Soil Conditions
Groundwater Observations
ANALYSIS AND RECOMMENDATIONS
Proposed Monopole Foundation
Monopole Foundation Installation
Monopole Foundation Installation Monitoring
Proposed Equipment Shelter
Ground Supported Slabs and Pavements
Closing
APPENDIX
PAGE
1
1
1
1
2
3
3
3
5
5
5
5
7
7
8
10
10
10
11
12
ECS Job No. 16:2716
MAGTECH SpectraSite IN-2572 Woodland
EXECUTIVE SUMMARY
The subsurface conditions encountered during our exploration and ECS, Ltd.'s conclusions and
recommendations are summarized below. This summary should not be considered apart from the entire text of
the report with all the qualifications and considerations mentioned herein. Details of our conclusions and
recommendations are discussed in the following sections and in the Appendix of this report.
The proposed SpectraSite tower site was located near the north\vest comer of the common address of 1776 East
116m Street in Carmel, Hamilton County, Indiana. The tower lease site, 21 feet by 45 feet in dimensions, was
located northwest of the existing building.
The soil conditions encountered at the boring can be summarized as follows. Brown silty CLAY extended
from the ground surface to approximately 5% feet below the existing grade. The upper 2% feet was described
as probable TOPSOIL. Underlying the brown silty CLAY, wet brown silty SA1"l"D with a thickness of about 21;2
feet extended to a depth of 8 feet below existing grade. The brown silty SAND was underlain by gray silty
CLAY to the maximum boring depth of 50 feet below grade.
Based on the soil and structural information, we recommend the use of a drilled pier (caisson) foundation to
support the 90-foot high monopole tower (extendable to 150 feet). The loads provided to us and used in our
analyses for the proposed 90-foot high monopole (extendable to 150 feet) consisted of 3,145 ft-kips overturning
moment, 30 kips shear and an axial load of 36 kips. To provide adequate resistance to the previously noted
downward, and lateral design loading conditions, we recommend a drilled pier having a minimum diameter of 7
feet and extending to at least a depth of 29 feet below the existing ground surface be used to support the
monopole tower. A drilled pier bearing on medium dense sand at a depth of about 29 feet below existing grade
can be designed for a bearing pressure of 6,000 psf.
Based on the subsurface conditions encountered during our drilling exploration, sloughing of sandy soils
between depths of approximately SYz and 8 feet below existing ground surface will take place during
drilled pier excavation. For safety, we recommend the use of temporary steel top casing during drilled pier
excavations. The temporary casing should be extended a minimum 2 feet above the ground surface to reduce
the potential risk of accidental fall-in of foreign materials or personnel into the excavation hole. We
recommend a minimum 11-foot casing be used to allow the casing to extend through the silty sand layer
encountered between 5Yz and 8 feet from the ground surface. Usually, groundwater seepage and sloughing can
be minimized by extending the temporary casing through the granular stratum and into lower permeability silty
clay. The contractor should mobilize appropriate equipment and tools to the site to reduce the potential for
construction problems associated with groundwater seepage and sloughing of granular soils.
Groundwater seepage, if any, is anticipated to be minimal. However, the contractor should be prepared to deal
with water in developing the drilled pier. Provided the water seepage is minimal, our experience and research
in the field indicates that drilled piers can be constructed by "free fall" placement of concrete without affecting
the strength and quality of concrete. The concrete should "free fall" without hitting the sides of the casing or
reinforcing. The use of a hopper or other suitable device is recommended to control concrete placement and
direct it towards the center of the pier.
Based on the plan provided, an equipment shelter will be constructed adjacent to the proposed monopole tower.
We recommend the use of continuous wall footings to support the prefabricated equipment shelter. The
continuous wall footings can be founded on natural, very stiff brown silty clay encountered in our boring at a
minimum frost depth of about 3 to 3Yz feet below final grade. For continuous wall footings bearing on very
stiff silty clay, a maximum net allowable soil bearing pressure of 3,000 psf can be used in the design of the
footings. In order to reduce the possibility of foundation bearing failure and excessive settlement due to local
shear or "punching" action, we recommend that continuous footings have a minimum width of lYz feet (18
inches). Wall footings should extend to a minimum frost depth of 3 feet below the final grade, to reduce the
potential for frost action to adversely affect the shelter during normal winters.
Report Prepared By:
Daniel T.c. Yao, Ph.D., P.E.
Project Engineer
Report Reviewed By:
Raymond J. Franz, P.E.
Senior Project Engineer
ECS Job No. 16:2716
MAGTECH SpectraSite IN-2572 Woodland
PROJECT OVERVIEW
In trod uction
This report presents the results of our subsurface exploration and engineering recommendations
for the proposed MAGTECH SpectraSite IN-2572 tower site (Site Name - Woodland), to be
located near the northwest corner of 1776 East 116th Street, in Carmel, Hamilton County,
Indiana. A General Location Map included in the Appendix of this report shows the
approximate location of this project.
Scope of Work
The conclusions and recommendations contained in this report are based on one soil boring
performed in the vicinity of the proposed monopole tower location and associated laboratory
testing of selected soil samples.
The soil boring performed in the vicinity of the proposed monopole extended a depth of 50 feet
below the existing ground surface. The results of the soil boring, along with a Boring Location
Plan showing the approximate location where the boring was performed, are included in the
Appendix of this report.
This report also presents our recommendations for foundation design for the project. In addition,
the report provides construction considerations based upon the results of the soil boring and our
previous experience.
Proposed Construction
Information and details regarding the proposed monopole tower were provided by MAGTECH
Services, Inc. We understand the structure proposed for the site will be a 90-foot high,
extendable to 150 feet monopole tower. For our preliminary analysis and recommendations, we
used estimated loads for the proposed ISO-foot high for the monopole tower. Based on our
experienced with similar type of towers, we estimate the proposed ISO-foot high monopole will
impose an overturning moment of approximately 3,145 foot-kips and a. shear load of
approximately 30 kips at the monopole base plate. The maximum axial load is estimated to be
about 36 kips.
In addition to the monopole tower, an equipment shelter will be constructed adjacent to the
proposed monopole tower. Details regarding this shelter were not provided, although it 1S
expected to be relatively light.
ECS Job No. 16:2716 -2-
MAGTECH SpectraSite IN-2572 Woodland
Purposes of Exploration
The purposes of this exploration were to explore the soil and groundwater conditions at the site
and to develop engineering recommendations to guide in the design and construction of the
project. We accomplished these purposes by:
1. drilling one boring to a depth of 50 feet below existing grade in the vicinity of the
proposed monopole location to explore the subsurface soil and groundwater conditions,
2. performing laboratory tests on selected representative soil samples from the boring to
evaluate pertinent engineering properties, and,
3. analyzing the field and laboratory data to develop appropriate engineering
recommendations.
ECS Job No. 16:2716 -3-
MAGTECH SpectraSite IN-2572 Woodland
EXPLORATION PROCEDURES
Subsurface Exploration Procedures
Prior to drilling operations, the State of Indiana One-Call System, IUPPS, was contacted by ECS
to verify and clear underground utilities in the vicinity of the tower lease site. The soil boring
was located in the field by an ECS field engineer using simple taping procedures based on the
landmarks shown on the site plan provided by MAGTECH Services, Inc.
The soil boring was performed using a truck-mounted rotary-type auger drill rig. Representative
soil samples were obtained by means of conventional split-barrel sampling procedures. In this
procedure, a 2-inch O.D., split-barrel sampler is driven into the soil a distance of 24 inches by a
140-pound hammer falling 30 inches. The number of blows required to drive the sampler
through a 12-inch interval, after initial setting of 6 inches, is termed the Standard Penetration
Test (SPT) or N-value and is indicated for each sample on the boring log. The SPT value can be
used as a qualitative indication of the in-place relative density of cohesionless soils. In a less
reliable way, it also indicates the consistency of cohesive soils. This indication is qualitative,
since many factors can significantly affect the standard penetration resistance value and prevent a
direct correlation between drill crews, drill rigs, drilling procedures, and hammer-rod-sampler
assemblies.
A field log of the soils encountered in the boring was maintained by the drill crew. Mter
recovery, each geotechnical soil sample was removed from the sampler and visually classified.
Representative portions of each soil sample were then sealed in jars and brought to our
laboratory in Buffalo Grove, Illinois for further visual examination and laboratory testing. Mter
completion of the drilling operations, the borehole was backfilled with auger cuttings to the
existing ground surface.
Laboratory Testing Program
Representative soil samples were selected and tested in our laboratory to check field
classifications and to determine pertinent engineering properties. The laboratory testing program
included visual classifications and unconfined compressive strength and moisture content
determinations.
An experienced geotechnical engineer classified each soil sample on the basis of texture and
plasticity in accordance with the Unified Soil Classification System. The group symbols for each
soil type are indicated in parentheses following the soil descriptions on the boring log. A brief
explanation of the Unified System is included with this report. The geotechnical engineer
grouped the various soil types into the major zones noted on the boring log. The stratification
ECS Job No. 16:2716 -4-
MAGTECH SpectraSite IN-2572 Woodland
lines designating the interfaces between earth materials on the boring log and profiles are
approximate; in situ, the transitions may be gradual.
An unconfined compressive strength test was performed on a cohesive soil sample with the use
of a calibrated hand penetrometer. In the hand penetrometer test, the unconfined compressive
strength of a soil sample is estimated, to a maximum of 4V2 tons per square foot (tst) by
measuring the resistance of a soil sample to penetration of a small, calibrated spring-loaded
cylinder.
The soil samples will be retained in our laboratory for a period of 60 days, after which, they will
be discarded unless other instructions are received as to their disposition.
ECS Job No. 16:2716 -5-
MAGTECH SpectraSite IN-2572 Woodland
EXPLORATION RESULTS
Site Conditions
The proposed MAGTECH SpectraSite monopole tower will be situated at the west portion of
tower lease site, which has dimensions of 21 feet by 45 feet. The tower lease site was located at
the northwest comer of the property with the common address of 1776 East 116th Street, Carmel,
Indiana. The proposed tower site was located north of existing buildings and at the base of a 4 to 5-
foot slope. The lease site was relatively level.
Soil Conditions
The soil conditions encountered at the boring can be summarized as follows. Brown silty CLAY
extended from the ground surface to approximately 5lf2 feet below the existing grade. The upper
2V2 feet was described as probable TOPSOIL. Underlying the brown silty CLAY, wet brown
silty SAND with a thickness of about 2112 feet extended to a depth of 8 feet below existing grade.
The brown silty SAND was underlain by gray silty CLAY to the maximum boring depth of 50
feet below grade.
The brown silty clay near the surface was stiff with unconfined compressive strengths of 2 to 21/4
tsf, Standard Penetration Test N-values of 6, and an average water contents of 14 percent. The
brown silty sand was generally loose with Standard Penetration Test N-value of 6. The
underlying gray silty clay was generally stiff to very stiff with unconfined compressive strength
between 2 and 3 tsf. Water contents were determined typically between 10 and 11 percent.
Higher water contents of 12 and 14 percent were identified in the gray silty clay between 18 and
25 feet below ground surface and correspond with lower unconfined compressive strengths of
between llf2 and 2 tsf.
Groundwater Observations
Observations for groundwater were made during sampling and upon completion of the drilling
operations at each boring location. In auger drilling operations, the groundwater position can
often be obtained by observing water flowing into or out of the boreholes. Furthermore, visual
observation of the soil samples retrieved during the auger drilling exploration can often be used
in evaluating the groundwater conditions.
Groundwater level was measured upon completion of boring at a depth of approximately 3 feet
below the existing ground surface. However, based on the results of our exploration, the brown
silty sand at depths between 51;2 and 8 feet was wet and expected to be a water-bearing layer. We
ECS Job No. 16:2716
MAGTECH SpectraSite IN-2572 Woodland
-6-
estimate the long-term groundwater level may be located at approximately between 3 to 8 feet
below the existing ground surface.
It should be noted that the groundwater levels can vary based on precipitation, evaporation,
surface run-off and other factors not immediately apparent at the time of this exploration. Surface
water runoff will be a factor during general construction, and steps should be taken during
construction to control surface water runoff and to remove any water that may accumulate in the
proposed structure areas.
ECS Job No. 16:2716 -7-
MAGTECH SpectraSite IN-2572 Woodland
ANALYSIS AND RECOMMENDATIONS
The following recommendations have been developed on the basis of the previously described
project characteristics and subsurface conditions. If there are any changes to the project
characteristics or if different subsurface conditions are encountered during construction, ECS,
Ltd. should be consulted so that the recommendations of this report can be reviewed.
Proposed Monopole Foundation
We recommend the use of a drilled pier (caisson) foundation to support the proposed 90-foot
high (extendable to 150 feet) monopole tower. The estimated loads used in our preliminary
analyses for the proposed monopole consisted of approximately 3,145 foot-kips overturning
moment, about 30 kips shear and a vertical load of approximately 36 kips. We estimate a
minimum 7-foot diameter drilled pier will be required to permit anchor bolts installation at the
top of the drilled pier.
Based on considerations of the general subsurface conditions indicated by the borings and the
project characteristics, the horizontal (shear) force aild overturning moment will govern the
design (depth and size) of the pier. To provide adequate resistance to the previously noted
downward, and lateral design loading conditions, we recommend a drilled pier having a
minimum diameter of 7 feet and extending to at least a depth of 29 feet below the existing
ground surface be used to support the monopole tower. A drilled pier bearing on stiff to very stiff
silty clay at a depth of about 29 feet below existing grade can be designed for a bearing pressure
of 6,000 psf. This design approach does not consider an evaluation of horizontal deflections,
however, our evaluation indicates that for the shear and moment loads anticipated, horizontal
deflection at the top of caisson should be within tolerable limits. The actual bearing pressure of
the estimated 36 kips vertical load is anticipated to be less than the net allowable bearing
pressure. Therefore, the monopole drilled pier foundation settlement is anticipated to be
negligible.
The following soil modulus values, average undrained shear strength and estimated angle of
internal friction can be used to evaluate the lateral stability and suitability of the drilled pier. The
soil modulus values were determined based upon the soil conditions encountered in the two
borings and guidelines in the program documentation for LPILEPLus3.0 for Windows developed.
by Reese, Wang, ArreHaga and Hendrix.
ECS Job No. 16:2716 -8-
MAGTECH SpectraSite IN-2572 Woodland
Depth Soil Type Soil Modulus Average Estimated Angle
(pc i) Undrained Shear of Internal Friction
From To Strength (psf) (degrees)
0 2V2 Topsoil, Silty Clay Neglect Neglect --
Negleci
2V2 5V2 Very Stiff Silty Clay 300 2,000 0
5V2 8 Loose Silty Sand 30 0 30
8 29 Very Stiff Silty Clay 300 2,000 0
The allowable passive earth pressure values presented below may be used with engineering
judgement to evaluate lateral resistance using alternate analytical procedures. The earth pressure
values were developed using conventional passive pressure derivation and factors of safety of 3
for cohesionless soils and 2 for cohesive soils. We recommend no contribution to resisting
lateral loads be considered within 5 feet of the ground surface. The presented values have been
computed at the mid-depth of each stratum, with an assumed ground water level of about 3 feet
below existing grade. Submerged unit weights should be used below ground water level.
Depth (feet) Soil Type Estimated Effective Unit Allowable Passive Earth
Weight (pounds/ft3) Pressure (psf)
From To
0 5 Topsoil, Silty Clay 120 Neglect
5 5\12 Very Stiff Silty Clay 57 2,200
51/2 8 Loose Silty Sand 52 550
8 29 Very Stiff Silty Clay 57 2,600
The variations of the shear force, moments and horizontal soil reaction with depth are shown in
the Appendix. Reinforcing steel and concrete strength requirements for the pier should be
determined by the project Structural Engineer. We recommend an ECS representative should be
on site during pier construction to verify the soil conditions, visually examine the exposed
surface at the bottom of the pier and verify if the design bearing pressure has been obtained.
Monopole Foundation Installation
Based on the subsurface conditions encountered during our drilling exploration, sloughing
of sandy soils between depths of approximately 5V2 and 8 feet below existing ground surface
will take place during drilled pier excavation. For safety, we recommend the use of temporary
steel top casing during drilled pier excavations. The temporary casing should be extended a
minimum 2 feet above the ground surface to reduce the potential risk of accidental fall-in of
foreign materials or personnel into the excavation hole. We recommend a minimum 11-foot
casing be used to allow the casing to extend through the silty sand layer encountered between 51/2
and 8 feet from the ground surface. Usually, groundwater seepage and sloughing can be
minimized by extending the temporary casing through the granular stratum and into lower
ECS Job No. 16:2716 -9-
MAGTECH SpectraSite IN-2572 Woodland
permeability silty clay. The contractor should mobilize appropnate equipment and tools to the
site to reduce the potential for construction problems associated with groundwater seepage and
sloughing of granular soils.
We anticipate that below a depth of 9 feet, the excavation can be advanced '.vithout casing to the
design depth. Once the bearing level is reached all loose soil and accumulated water seepage
should be removed prior to placement of pier reinforcing cage and concrete. We recommend
that excavation proceed rapidly and concrete be placed immediately after reaching the
design grade.
The temporary steel top casing should be carefully twisted or vibrated ahead of the drilling to
reduce sloughing of granular soils resulting in loss of confinement and help maintain a stable
excavation. Difficult advancement of steel casing may be encountered. If difficult advancement of
temporary casing ahead of drilling is experienced, the contractor should minimize the depth of
unsupported excavation to reduce the potential for significant caving/sloughing of granular soils.
The contractor may elect to excavate the pier in small increments (1 or 2 feet) then push the steel
casing.
Groundwater seepage, if any, is anticipated to be minimal. However, the contractor should be
prepared to deal with water in developing the drilled pier. Provided the water seepage is
minimal, our experience and research in the field indicates that drilled piers can be constructed
by "free fall" placement of concrete without affecting the strength and quality of concrete. The
concrete should "free fall" without hitting the sides of the casing or reinforcing. The use of a
hopper or other suitable device is recommended to control concrete placement and direct it
towards the center of the pier.
One of the most critical aspects of drilled pier installation is removal of the casing. The
temporary steel casing can be extracted as the concreting operation progresses. Specifically,
concrete will have a tendency to "arch" within the casing lining, creating the possibility of voids
or discontinuities within the shaft of the caisson. During concreting operations, we recommend
that special attention be paid to the pour and pull operations, to help ascertain that discontinuities
are not created within the shaft of the drilled pier. The temporary steel casing can be extracted as
the concreting operation progresses. A positive head of concrete must be maintained prior to
pulling out the temporary steel casing to prevent water, and soil outside the steel casing from
contaminating the concrete. The drilled pier concrete should be placed in intimate contact with
undisturbed natural soil. To reduce the potential for arching, we recommend the drilled pier
concrete mix be designed for a slump of 5 to 7 inches.
The pier design and construction procedures should be reviewed with the contractor prior to start
of construction. If you desire, we would be pleased to review the plans and specifications for the
project once they are completed so we may have the opportunity to comment on the impact of
the soil and groundwater conditions on the design.
ECS Job No. 16:2716 -10-
MAGTECH SpectraSite IN-2572 Woodland
Monopole Foundation Installation Monitoring
We recommend that the installation of the foundations be monitored by an ECS Geotechnical
Engineer or representative. During the installation of the tirined pier, the depth of embedment,
the diameter of the pier, major strata encountered and appropriateness of the bearing materials
should be verified. The purpose of the observation would be to verify that the encountered
materials are consistent with the subsurface conditions identified during the geotechnical
exploration and will be capable of supporting the design pressures.
Proposed Equipment Shelter
Based on the plan provided, an equipment shelter will be constructed adjacent to the proposed
monopole tower. We recommend the use of continuous wall footings to support the prefabricated
equipment shelter. The continuous wail footings can be founded on natural, very stiff brown silty
clay encountered in our boring at a minimum frost depth of about 3 to 31/z feet below final grade.
For continuous wall footings bearing on very stiff silty clay, a maximum net allowable soil
bearing pressure of 3,000 psf can be used in the design of the footings. The net allowable soil
bearing pressure refers to that pressure which may be transmitted to the foundation bearing soils
in excess of the final minimum surrounding overburden pressure. -
In order to reduce the possibility of foundation bearing failure and excessive settlement due to
local shear or "punching" action, we recommend that continuous footings have a minimum width
of lY: feet (18 inches). Wall footings should extend to a minimum frost depth of 3 feet below the
final grade, to reduce the potential for frost action to adversely affect the shelter during normal
winters. For footings placed on very stiff silty clay and designed as discussed above, maximum
total settlement is expected to be in the range of 1 inch.
All foundation excavations should be observed by an ECS Geotechnical Engineer or experienced
Soils Technician prior to the placement of concrete. The purpose of the observation would be to
ensure that the exposed material is adequate to support the design bearing pressure.
Ground Supported Slabs and Pavements
For the design and construction of the proposed equipment shelter floor slab and new access
road, we recommend that vegetation, trees, roots, stumps, topsoil, soft soils and other unsuitable
materials be removed from the floor slab and pavement areas. After removing unsuitable surface
materials and stripping to the desired final subgrade elevation, the exposed subgrade is
anticipated to consist of stiff silty clay soils. The exposed subgrade should be evaluated and
carefully observed at the time of construction to aid in identifying unsuitable materials which
should be removed.
ECS Job No. 16:2716
MAGTECH SpectraSite IN-2572 Woodland
-11-
We recommend engineered fill be used in areas where fill material is required to reach the design
subgrade elevation. Engineered fill should be an approved inorganic material, free of debris and
frozen soil. Engineered fill should be placed in lifts not exceeding 8 inches in loose thickness,
moisture conditioned to within 2 % of the optimum moisture content, and compacted to a
minimum of 90 % of the maximum density obtained in accordance with ASTM D 1557 Modified
Proctor Method. We recommend placement of engineered fill and compaction operations be
observed by an ECS representative to verify adequate compaction of fill material is met
Closing
We recommend that the construction actIvItIes be monitored by ECS, Ltd. to provide the
necessary overvIew and to check the suitability of the subgrade soils for supporting the
foundations.
This report has been prepared in order to aid in the evaluation of this property and to assist the
architect and/or engineer in the design of this project. The scope is limited to the specific project
and locations described herein and our description of the project represents our understanding of
the significant aspects relative to soil and foundation characteristics. In the event that any change
in the nature or location of the proposed construction outlined in this report are planned, we
should be informed so that the changes can be reviewed and the conclusions of this report
modified or approved in writing by the geotechnical engineer. It is recommended that all
construction operations dealing with earthwork and foundations be reviewed by an experienced
geotechnical engineer to provide information on which to base a decision as to whether the
design requirements are fulfilled in the actual construction. If you wish, we would welcome the
opportunity to provide field construction services for you during construction.
The analysis and recommendations submitted in this report are based upon the data obtained
from the soil borings and tests performed at the locations as indicated on the Boring Location
Plan and other information referenced in this report. This report does not reflect any variations
which may occur between the borings and structure locations. In the performance of the
subsurface exploration, specific information is obtained at specific locations at specific times.
However, it is a well known fact that variations in soil and rock conditions exist on most sites
between boring locations and also such situations as groundwater levels vary from time to time.
The nature and extent of variations may not become evident until the course of construction. If
variations then appear evident, after performing on-site observations during the construction
period and noting characteristics and variations, a reevaluation of the recommendations for this
report will be necessary.
I
I
I
I
I
I
I
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."; !
,.'...., ,'-~,.,..
,n-7;"- ~ . ct!
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rril1
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! ptech@lJ,S. Terro.in Series™,@Mo.ptech@,Inc. (978) 792-1000
GENERAL
MAGTECH
[1:
C~LTD
LOCATION
Spectrasite IN-2572
MAP
Woodland
:NfAGTECH Services, Inc.
"RNGINEERING
~ONSULTING
....JERVICES,LTD
LGM
DY
06-11-01
1 =24000
2716
FIG 1
N
t
~~'''-<-~'~'-''~.'"
o
<(
o
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w
Z
--.J
W
C>
z
~
I
l-
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o
CJ)
~ APPROX. SOIL BORING LOCATION
10' 15'
.. I I I" PROPERTY LINE
! ~ tr~~~~S~RE~Exm--------------
I L.. ....~
I B-1
I EQUIPMENT
I SHELTER
16f
PARKING LOT
IN
II
I PROP~R!~~ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ --.J
BORING LOCATION PLAN
I::.C~ MAGTECH Spectrasite [N-2572 Woodland
- LTD
MAGTECH Services, Inc.
ENGINEERING
CONSULTING
SERVICES,LTD LGM DY 06-11-01
NTS
2716
FIG 2
CLIENT JOB # BORING # SHEET Ec!.:m
MAGTECH Services, Inc. 16:2716 B-1 1 or 2
PROJECT NAME ARCmTECT ENGINEER
MAGTECH Spectrasite IL -2572 Woodland
SITE LOCATION -0- CALIBRATED PENETROMETER
1776 East 11 6th Street, Carmel, IN 46032 TONS/FT. 2
1 2 3 4- 5+
~ DESCRIPTION OF MATERIAL PLASTIC WATER UQUID
LOOT ,. CONTENT ,. LOOT ~
IiQ X __----t.
0 g
g ~ ! ~
IiQ ~
0 ~ II) ~ 10 20 30 40 50+
f :z: is ~ ENGIJSH UNITS .
~ , ,
~ ~ ~ ~
J;4 ~ ~ STANDARD PENETRATION
Q ~ ~ ~ 0 SURFACE ELEVATION ~
~ 0.00 ~ J;4 BLOWS/FT.
0 10 20 30 40 50+
- Silty CLAY, Some Roots and ~ -
Little Grovel, Stiff, Brown - . 20
- 1 SS 18 17 (CL) (TOPSOIL) ~ - ~~ p .-6-
- -
;14.5 ;
- Silty CLAY, Some Sand and ~ '*'
-
- 2 SS 18 18 Little Grovel, Stiff, Brown ~ - Q ~ ~ :-0-
- (CL) -
5 ~ --5 ~.25
-
Silty SAND, Some Cloy and I -
- 3 SS 18 18 Grovel, Loose, Brown, Wet (SM) - C :8
- -
-
-
Silty CLAY, Some Sand and ~ f-
- 4 $S 18 16 Grovel, Stiff to Very Stiff, Gray f- k~ 12 ~
- f-
10 (CL) ~ f--1 0 : ~.25
- ~ f-
- f-
- ~ '-
- i--
- ~ '-
- -
-
- 5 SS 18 18 - OlD :-0-
- -
15 --15 ~.9 ?25
- -
- -
- -
- -
- -
- -
- 14.1 :
- 6 SS 18 18 - 8~~ 8:
- ~ - .
20 _ --20 -0- :
~ - 1.5
- -
- ~ -
- -
- -
- ~ f-
I-
- 7 SS 18 6 ~ :- 12 r ~-v-
- I-
25 _ ~ 1--- 25 2;0
- : 12.2:
- ~ -
- -
- -
- -.
- - ~0.7. :
~ -
- 8 SS 18 6 - 9$! -<:;>-2.0 :
- -
30
CONTINUED ON NEXT PAGE.
THE STRATIF'ICATIDN LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BET'w'EEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
~WL 3' WS OR @) BORING STARTED 06-04-01
fWL(AB) .!lfL(AC) 3' BORING COMPLETED 06-04-01 CAVE IN DEPTH .
~WL RIG CME -55 FOREYAN M Manthey DRIUlNG ldETHOD HSA
CLIENT JOB # BORING # SHEET I:c~
. MAGTECH Services, Inc. 16:2716 B-1 2 OF 2
PROJECT NAME ARCHITECT ENGINEER
MAGTECH Spectrasite IL 2572 Woodland
SITE LOCATION -0- CALIBRATED PENETROWETER
1776 East 11 6th Street, Carmel, IN 46032 TONS/FT. 2
1 2 3 4 5+
! DESCRIPTION OF MATERIAL PLASTIC WATER UQUID
LMT ,. CONTENT ,. LMT ,.
I>il X ------. /).
t) ;
; ~ ! ~
I>il E
ci ~ ~ 10 20 30 40 50+
f z ... is ~ ENGIJSH UNITS ~ <.> ,
~ , I
fj fj fj ~
I>il ~ ~ STANDARD PENETRATION
c:l ~ ~ ~ SURFACE ELEVATION C9
t) 0.00 BLOWS/FT.
~ IS I>il
30 10 20 30 40 50+
- ~ I-
- I-
- ~ f-
- ~ I-
- f-
- ~ "-
-
- 9 SS 18 6 ~ - Q ?i8 -0-
,,,,,- -
3 ~ -35 . 2;0
- ~ - ~o.o
- -
- ~ -
- -
- ~ -
- Silty CLAY, Some Sand and -
Gravel, Stiff to Very Stiff, Gray ~ -
- - ~ ~8
- 10 SS 18 6 eCl) - -0:
40 ~ -40 2.79
- - 10.1
- -
- .,...
- ~ -
- -
- ~ -
~ -
- 11 SS 18 18 - Q its -0-
.....- ~ -
4-.1 -45 2;0
- ~ r- 10.1
- I-
- f-
- ~ I-
- ~ r-
- I-
~ '-
- 12 SS 18 17 ~ Q~ 9 : -0-:
- ~ -
50 _ 50 . 2.5
END OF BORING @ 50.0' - lQ.8
- -
- -
- -
- -
- -
- -
- -
- -
55- --55
- -
- -
- -
- -
- -
- I-
- f-
- I-
- f-
60- "-
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETIoIEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
~WL 3' ws OR @) BORING STAR'l'ED 06-04-01
tWL(AB) IWL(AC) 3' BORING COMPLETED 06-04-01 CAVE IN DEPTH .
'ZWL RIG eM E -55 FOREMAN M Manthey DRILLING ldE'l'HOD HSA
.UNIFIED SOIL CLASSIFICATION SYSTEM
(ASTM 0-2487)
~~TD
Q;
:>
.!
o
o
'"
o
z
c
..
=-=
.~ i
'i ~
c ;;
'j; w
~-i
! :
- ..
~ ;;
E
..
5
~
~ I
~ -; I I P
-.. :;:; I S
j;j;; I "" '
- "! u; I'
~ ~ i ~,
"" 3 ~' -
]i~ ~ ~ I W
2; .~ ~ _ISM'" I SillV sands, sand.silt m'Xlur!!s
=. '=:~i lu;
tV:.I ._ _ =
; ~Ii ~ i ~Ii SC
~ :; =.
_ r.n =.
~
Maior Divisions
Q;
.;
..
:>
..
;;
8
N
0
Z
c
:!! ..
.~ -=
-
"'0 ..
.. :II
C :;
':! :;
",.-
~ .~ ,
.. "
0 ~
U I
'0
2 I
~
..
5
~
c:
o
.: '"; I
u ..
.. ,-
- ~
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<'II ..
'i8~
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~oi
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.. -
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:a _
J: "
-'"
QI .'i
5-
~
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<It
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';:;;.:
~ =
;,-
c: :;
.. "
"-
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-=
,~~ lid
:; i ,,;;IGMal ~ I
= >> ~I u
i: - -
~ .~ ~I GC
:> "
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~..=
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Group
Symbols
Typical Nama
l.dboracory Cl8:s$ificarion Cri~ria
"'0
..
c
'!
'"
!
..
o
u
.2..
"0
,g
E
~
060 (~012
C. ::I - areater than 4; c- =
- 010 - '" DIOX 060
be=:1 1 .me 3 I
~
c:
g
~~~
~ ~"5
- - :It
~ ::I
GW
Well-<;lraded gravels. gravel.sand mix-
tUici. Jittie ut flU fines
'i
::J
"'0
,~ Not meeting all gradation rl!Quir!!ments for GW
';
::
~
G?
POOrly graded gravels. gravel.sand mi x.
tur!!s, little or no fines
Q;
..
.;;
..
:>
.!
.0
~~
a :]
"z
.. -
"; ~
I'; -
- "
:>1-
e3
~ ~
a.U..
",en:J
~.~. j
en.. :no. ~
Q.,U:::
00 li
~'~.~
oo~
Atterberg limitS below "A"
line or p.1. I!!ss lhan 4
Abov!! "A" line Wilh P,1.
betwe!!n 4 and"! are border.
line cases '!!Quiring use of I'
dual symbOls
I
j
Silty gravels. gravel.sand.silt mIxtures
Clav!!V gravels. gravel.sand-elav mIx.
tur!!s
I Well-9raded sands, gravellv sanas, liltle !
or no fines I
Poorlv graded ;ands. grave II V sands, !
, I
IIltl!! or na f,n!!s I
I
I
I
Clavev sandS, sand.clav :'n'XIUr!!s
ML
II norganic Silts and '/ery fine sands. I
rock flour, siltv ::Ir clavev !ine sands,
or ctav!!v "IISNIlM slignt ;:lIastlcllY I
InorganIC clavs of low to m!!dium I
olasticltv, grav!!IIv clays, sandy clays,
Silty clavs, l!!an clavs
I Organ,c sillS and org01nlC sillV clavs of I
lOw olasllcllV I
I Atterberg limits below" A"
line with P .1. :lr!!al!!r lnan 7
CL
OL
MH
1 norganlc situ, :"nIC;JceOlJS or diatoma-
ceous ~jne sandy or silt'! sO"s, elastiC
Slits
O~O 1D30i:
~ ' - gr!!aler than 6; C; ,
010 010;< 060
b!!lween 1 ana J
i
CH
/Inorganlc clavs af h,gh ::lIastlcllV, fat I
clays
I
I
~ ~
:>
~ :.J
- ~
;=
i ~
~~
; _ A
~ ~ i:
- :.I ":I
:;''3 I '
t ! ; ~ : :: I Atteroerg limlls aoove "A" I
~ :- :! ~ "'. ~ I I,ne or ~ I, '!!SS than .1 I
i3~~=~~ ' J
!! g' -3 ~ ~ :. I Atterberg limIts above "A"/
~ -; :! -: ;; ~ /' line 'NHh ? .1. ;rear:er rnan 7
... :'" ~ ~ - :I
;fr-=~~;;
0': ~. I
Not m!!etlng all gradatIon '..auor!!menrs for SW
I
I
Limils oloftlng In halc"ed I'
zone .v'lh P,1. belween .1
and 7 are !Jorderline ::ose~ I
.!!Qu,nng use~f dual iYm./'
~Is
I
OH
OrganIC clavs of m!!dium :0 "gM
:Jlastlcl ty. organIC iil ts
P1:1sri.:iry C1arr
601 i i i I
SO I I I i I
~ 40, I I I I
>- 30 I
~ I Ii! I.. /~v-
:0 I I I CL! Y i
10r--;CL.ML 7 I
I ~IL:lnd
o r 1/ i OL
o 10 20 30 40 50
L IJI1
ICHi Yi
1/1
1/1 i
I Ii!
OH ;;nd ~IH ,
I I !
i I
I
I
I !
I
I I
1
i I
I
;
60 iO
80
i
I
I
90 100
Pt
I Peal and aln!!r ,ighlV or;an,c soils i
!
Liquid ,imir
.Oivislon of GM 3"d SM Jroups ,ntO suoOi"Isions of ~ .)na u are ~Of -"oads .Jnd aidields only. SUbClviSlon ;5 ~asea on ~t":8r~erg limits: suffix d used when
L.L.. is 28 ~r less .]"0 ~n8 P.I. IS 6 or less; ~M. sutfiJC 'oJ :.Jsed w;,e" L.L. il greater ~"an :8.
bSorderli"e .:lass.tic3tions. used for soils ;JOssessing :narac~eristlcs ot ':Wo ;roups, JrB .:jesH~nat8d bY comcinations of ;rouc SYMCOls. F::Jr o!xamole:
aw.oc, well.gr.1dea gr3vet.~a"a mixture 'Nith t:lav :1I"08r.
(From Fnllndarinf/ F!lr!!fl/:!/:!,r!f/!! Handhook, ~Vif![erkorn & Fang, 1975)
..
REFERENCE NOTES FOR BORING LOGS
I. 0"lIIn9 and Samclina Svrnbols:
55 - Split Spoon Sampler
ST - Shelby Tube Sampler
Re - Rock Core: NX. ex. AX
PM - Pressuremeter
DC - Dutch Cone Penetrometer
RS - Rock Bit Drilling
BS - Bulk Sample crt On!!!ng
PA - Power Auger (no sample)
HSA - Hollow Stem Auger
WS - Wash Sample
Standard Penetration (810wsiF~ refers to the blows per foot of a 140 lb. hammer falling 30
inches on a 2 inch 0.0. split spoon sampler, as specified in ASTM 0-1586. The blow count is
commonly referred to as the N-value.
II. Correlation of Penetration Resistances to Soil Procemes:
Relative Densitv-Sands. Silts
Consistency of Cahesive Soils
Unconfined Compressive
SPT - N
0-3
4-9
10 - 29
30 - 49
50- 80
Relative Densitv
Very Loose
Loose
Medium Dense
Dense
Very Dense
Strenath. Qo. 'sf
under 0.25
0.25 -0.49
0.50 - 0.99
1.00 - 1.99
2.00 - 3.99
4.00 - 8.00
over 3.00
Consistenc'J
Very Soft
Soft
Firm
Stiff
Very Stiff
Hard
Very Hard
III Unifled Soil Classification Svrnbols:
GP
GW
GM
GC
SP
SW
SM
SC
Poorly Graded Gravel
Well Graded Gravel
Silty Gravel
Clayey Gravel
Poorly Graded Sand
Well Graded Sand
Silty Sand
Clayey Sand
ML - Low Plasticity Silt
MH - High Plasticity Silt
CL - Low Plasticity Clay
CH - High Plasticity Clay
Ol - Low Plasticity Organic
OH - High Plasticity Organic
CL.,\1L - Dual Classification
(T ypicaQ
IV. Water Level Measurement SVmbol:
WL
WS
WO
Water Level
While Sampling
While Drilling
BCFl- Before Casing Removal
ACFl - After Casing ::lemoval
WC: - Wet Cave in
DCl - Dry Cave In
The water levels are those water levels ac.ually measured in the borehole at the times incic3ted by the
symbol. The measurements are relatively reliable when augering, withcutadding fluids. in a granular
soil. In days and plastic siits. tt1e ac:::..:rate determination of water ~evels may ~equire several days for
the water revel to stabilize. In such cases. additional methods of measurement are generally applied.
~- -----
~--------- -----
"i
f )'.
(-
ENVELOPE SYSTEM PERFORMANCE COMPLIANCE CALCULATION PROGRAM
PUBLIC REVIEY VERSION 2.2
ASHRAE/IES Standard 90.1-1989 with proposed Addenda f & m
ENERGY EFFICIENT DESIGN OF NEU BUILDINGS EXCEPT LOU-RISE RESIDENTIAL BUILDINGS
CITY: 75 Evansville IN
CODE <B,C,H>: Both Heated and Cooled
BUILDING: D-3519
DATE: March 19, 1997
ENVSTD Public Review Version 2.2 - January 1993
IJEIGHTED
AVERAGE CRITERIA
------- ---N------NE------E-----SE------S-----SIJ------Il-----NIJ- ------- --------
ilL AREA 106 193 106 193 0.000 0.283
GL AREA 0 0 0 0 WR WR
SCx 0 0 0 0 0.000 0.476
PF 0 0 0 0 0.000 0.000
VLT 0 0 0 0 0.000 NIA
Uof 0 0 0 0 0.000 0.648
IJALl Uo 0.071 0.071 0.071 0.071 0.071 0.105
HC 1.0 1.0 1.0 1.0 1.000 1
INS POS 2 2 2 2 NIA NIA
EQUIP.5 .5 .5 .5 0.500 0.500
LIGHTS 2.18 2.18 2.18 2.18 2.180 2.180
DLCF 0 0 0 0 0.000 0.000
---------------------- LOA D S ---------------------- -TOTAL-
HEATINGI 1.809 3.285 1.746 3.287 I 10.126< 14.696
COOLING 3.959 7.402 4.496 7.256 23.115< 41.829
TOTAL 5.768 10.688 6.242 10.543 33.241< 56.525
================================================================================
********** PASSES EXTERIOR YALL TOTAL CRITERIA ***.*.****
I
OTHER ENVELOPE REQUIREMENTS
ENVSTD Public Review Version 2.2 - January 1993
MAXIMUM PERCENTAGE OF ROOF AREA IN SKYLIGHTS:
DESIGN
CRITERIA
MAX I MUM
.,:, ~
Percentage of Roof Area In Skylights: I
Visible Transmittance of Skylight
Design Lighting Footcandles of Space (30, 50, 70)
MAXIMUM ALLOIJABLE Uo: MAXIMUM
Roof
Yall Adjacent to Unconditioned Space
Floor OVer Unconditioned Space
0.040
0.071
<
<
I
0.061
0.163
0.068
MINIMUM ALLOIJABLE R-VALUE: MINIMUM
Yall Below Grade 8.0
R-Value of Concrete Slab Insulation
Heated or Unheated Slab (H/U)
HorizontaL or Vertical Insulation position (HIV)
Depth or Width of Insulation (24, 36, or 48 in.)
================================================================================
********* PASSES OTHER ENVELOPE REQUIREMENTS ****.*.*.
f~.~'~::~ ~
\..:.:;..l
'" J^~TlIft~
ft!N O~LY
. ~t1_1l1 Appllllftble
: u grind ReaU'Est the
~ :u \. ~PlM'F.N1t D
\ ~~~~li~,. ISSION
_ ~,.,.,. ~ .......... <oo-\.G ~~,.
,...., ~o . ~~.. I
~\\\. '.
MA~A'P.~~fMMlSSl ~
~
0-3519
--'~IBREBONO CORPORATION
Structural Calculations -- Fibrecrete
12-Jul-96 orig date
March 18,1997 print date
file : 100-d3314
0-3519
by Ed Koester
Building Size :
Width (W)...... ......................
Length (L).................... .........
Height (H)............................
11.00 ft
20.00 ft
9.67 ft
Design Criteria :
Root Live Load
Floor Live Load
Wind Velocity :
Wind Load, horiz :
Wind Load, vert:
Root Dead Load ;
Wall Dead Load :
Floor dead Load :
Seismic Zone :
(RLL)............
(See Floor Design Section)
(MPH)...........
(WLH)......... ..
(WLV)...........
(ROL)........... .
(WDL)......... ..
(FDL)........... .
(SZ) . . .. .. .. .. .. . .
50 psf
- 100 mph
53 pst
29 pst
32 pst
26 psf
26 pst
4
Allowable Material Stresses :
. .J
'-'
Bending :
Shear:
Horizontal Shear :
(@ bond line between Fibrecrete and core material)
Compression :
Modulus of Elasticity :
(Fb)............ .
(Fv)............ .
(Hv)............
800 psi
600 psi
22 psi
(Fe)......... ....
(MOE)........
1500 psi
1800000 psi
Then Seismic Force = (SlF)(TBW) =
APPROVED BY
PSI I PTL DIVISION
SeIsmic: MAR ~
Weight of Roof: (RDlHLHW).........A . . 7040 Ibs
Weight of endwalls : (2)(WDL)(H)(W)....................; 5531 Ibs
Weight of sidewalls: (2HWDLHH)(l)...................... 10057 Ibs
. Building Weight for Seismic: ..........RElUijEfl FQn iAiNlJf^~.6 8 Ibs
Weight of Floor : (F.D~)(l)(W):...............~l-aSEDi)OHSTRUCTI()N . . Ibs
Total Building Weight (T~W}eet.to'Compll.nQR with AU i!Atlll's
RuliG and Re,u/almnl of the
Seismic Load Factor (SLF) = Z I CIRW = 0.23 FIRE PREVENTION AND
where : Z 0.4 BUILDINO SA ETY CO~, SJfJ,(
I = 1.25 A ,\,"... I """
C = 2.75 . .
.....~
RW = 6.00 . STATfBui 'A......,. ~
v. ~~
- E8703458 \ ~
.a:=
STATE OF 141 ~
~ ~ -'. ... ~ ~
~ 0.... ... iNO'~~\~... if.:
, ,''''~ .. o. f":oi:...
~..~ ,~..r.\ ........ .......~'J ~......
MAR 2 0 199' .. "".~'SION A\. '" ",,~~
'..'MAP"...." ..... "7
Connectors: (roof to walls & walls to floor)
Shear = 2000#/ea
Tension = 1200#/ea
lateral Loads :
.0.. t
~'
Page 1 of 4
~
0-3519
lateral loads (continued) :
Wind :
Total wind on sidewall = (HHlHWlH) = (TWl).........................
Wind load at roofline at each endwall: (TWl)/4......
10289 Ibs
2572 Ibs
Wind governs II
External Stability:
Overturning :
Resisting :
Safety Factor :
(H)(L)(WLH)(H/2) + (WHL)(WLVHW/2) = (OTM)....
(TBW)(W/2) = (RTM)....
(RTM)/(OTM) = 1.47
84406 Ib-ft
124454 Ib-ft
Note: To insure stability against sliding and overturning, the building
must be secured to the foundation
Roof Design :
Overall slab thickness at eave :
Overall slab thickness at ridge :
Top skin thickness:
Bottom skin thickness :
(STE) .. .. . .. .. .. . . .. . . . .. ..
(STR).................. ...
(TST) .. .. .. . .. .. . .. .
(BST).............. .
5.00 in
8.00 in
1.00 in
1.00 in
.~. ~
......:......
Section Properties : (ignore internal ribs)
Neutral axis at ridge: {(A 1 HV1) + (A2((V2)}/(A 1
where : A 1 = (12)(TST) =
A2 = (12)(BST) =
Y1 = (STR) - (TST 12) =
Y2 = (BST/2) =
Then Moment of Inertia at Ridge:
{11 +A1(NAR-TST/2)A2} + {12+A2(NAR-BST/2)A2} = (MIR).....
where: 11 = (12)(TST)A3/(12) = 1 inA4
12 = (12)(BSnA3/(12) = 1 inA4
+A2) = (NAR).....
12
12
7.5
0.5
4 in
296.00inA4
Then Section Modulus at Ridge = (MIR)/(STR-NAR) = (SMR).....
74.00 inA3
Neutral axis at eave: ({A1HV1) + (A2((Y2)}/(A1 +A2) = (NAR)..... 2.50 in
where: A 1 = (12)(TST) = 12 ftnu~ l~n.1A"\;r~tTURE
A2 = (12)(BST) = 12 ClOSED CONSTRUCTION ONLY
Y1 = (STE) - (TST 12) = 4.5 SUbiBCRt to, eomdptlRsnea w!th all Applicable
Y2 - (BST/2) 0 5 U 8S an egulatlOos ot the
Then Moment of Inert~a at eave: = . FIRE PREVENTION AND
{11 +AHNAR-TST/2)A2} + {12+A2(NAR-BST/2)A2} = (MIEP.~!~.oINGSAFETYCOMMI~WqNA4
where: 11 = (12)(TST)A3/(12) = 1 inA4 . p << &' ~
12 = (12HBST)A3/(12) = 1 inA4 .?"~Ti8U1LDINGCOMMISSIONER
Page 2 of 4
MAR 2 0 1997
.r,.....
01
L
0-3519
lateral loads (continued) :
Wind:
Total wind on sidewall = (H)(l)(WlH) = (TWL).........................
Wind load atroofline at each endwall: (TWl)/4......
10289 Ibs
2572 Ibs
Wind governs II
External Stability :
Overturning :
Resisting :
Safety Factor :
(H)(LHWLH)(H/2) + (WHL)(WLVHW/2) = (OTM)....
(TBWHW/2) = (RTM)....
(RTM)/(OTM) = 1.47
84406 Ib-ft
124454 Ib-ft
Note: To insure stability against sliding and overturning, the building
must be secured to the foundation
Roof Design:
. Overall slab thickness at eave :
Overall slab thickness at ridge:
Top skin thickness:
Bottom skin thickness :
(STE)..................... .
(STR) . . .... . .. .. . . . . . .. . ..
(TST).......... .....
(BST). ..............
5.00 in
8.00 in
1.00 in
1.00 in
... ~}
.......:;..".
Section Properties : (ignore internal ribs)
Neutral axis at ridge: {(A 1 )(Yl) + (A2((Y2>}/(A 1
where : A 1 = (12)(TST) =
A2 = (12)(BST) =
Yl = (STR) - (TST/2) =
Y2 = (BST/2) =
Then Moment of Inertia at Ridge :
{11 +A1(NAR-TSTl2)A2} + {12+A2(NAR-BST/2)A2} = (MIR).....
where: 11 = (12)(TST)A3/(12) = 1 inA4
12 = (12HBST)A3/(12) = 1 inA4
+A2) = (NAR).....
12
12
7.5
0.5
4 in
296.00 in A 4
Then Section Modulus at Ridge = (MIR)/(STR-NAR) = (SMR).....
74.00 inA3
Neutral axis at eave: {(Al)(Yl) + (A2((Y2)}/(Al +A2) = (NAR)..... 2.50 in
where: A 1 = (12)(TST) = 12 RDn~ B>>I ~"Ur,\tTURE
A2 = (12HBST) = 12 ClOSEDCOHSTRUCTION ONLY
Y1 = (STE) - (TST 12) = 4.5 SUbjgeRt to, eomplianee w!th all Applicable
Y2 - (BST/2) - 0 5 U is and RegulatIOns ot the
Then Moment of Iner;a at eave: - '. FIRE PREVENTION AND
{Il +A1(NAR-TST/2)A2} + {12+A2(NAR-BST/2)A2} = (MIEP'~.'~OINGSAfETYCOMMI~WqNA4
where: 11 : (12)(TST):3/(12): 1 ~n:4 . ~.A4l 6 ~
12 - (12)(BST) 3/(12) - 1 In 4 0?1TATESUILDING COMMISSIONER
Page 2 of 4
MM~ 20 1997
~.r:..:.
oOf
'---"
0-351 9
Roof Design (continued)
Analyze as simple span 12" wide:
Max. moment @ ctr of span : wl42/8 = basic fomula = (ROL + RLL) (W) 42/8
(MMC) = 1240 Ib-ft
Max. bending stress @ ridge: 12(MMC)/(SMR) =
201.12 psi
Horizontal shear (near eave) :
where :
Shear Load (V) = (W)(RLL + ROL)/2 =
Moment of cross section (0) = (NAE-BST/2)(12)(BST)..................
Moment of Inertia (MIE) =
Width of section (b) =
VO/lb
then:
APPROVED BY
PSI / PTL DIVISION
VOIIMIElb :al:H::c:ess (:;l~.~..~~i.....................~~ .~! ~
Inside skin thickness (IWT)................~..~-
Outside skin thickness (OWT)...................................
451.00
24.00
98.00
12.00
Wall Design :
4.00 in
1.00 in
1.00 in
",;1.
Section Properties : (ignore internal ribs)
Neutral axis: {(A 1 )(Yl) + (A2((Y2l}/(A 1 +A2) = (NAW)................
where: A 1 = (12)(IWT) == 12
A2 == (12)(OWT) == 12
Yl == (WPT) - (IWT/2) = 3.5
Y2 == (OWT/2) == 0.5
Then Moment of Inertia :
{Il +Al(NAW-IWT/2)-2} + {12+A2(NAW-OWT/2)42} = (MIW).....
where: 11 = (12)(IWT)-3/(12) = 1 in44
12 = (12)(OWT)-3/(12) = 1 in44
Then Section Modulus = (MIW)/(WPT-NAW) = (SMR).....
Analyze as simple vertical span 12" wide:
Max. moment @ ctr of span: wl- 2/8 = basic fomula == (WLH)(H) 42/8
(MVS) = 62L8117429 Ib-ft
Max. wind induced bending stress @ midheight :
12(MVS)/(SMR) == (WBS) =
(RLL + RDL)W/2 = (MVLI =
2.00 in
56.00 in;' 4
28.00 in-3
Max. vertical load :
Euler's formula:
Critical column stress == 3.14159(E)/(Llr) - 2 = (CCS) ==
where: E == 1,800,000 psi
L == 116.04 in
Allowable column stress == 0.167(CCS) =
Actual column stress == (MVLI/(12)(IWT + OWT) ==
. .
RELUfltC ("QR ',W.tM~jaErbSi
Ct.OSED CONSTRUCT~ -uRPt s
Subject to compliance with all A~ictlble
Rules and Rf.lgul'tior%7~~P psi
FIRE PREVENTION AND
1.5BUllDltoSAFETY COMMISSION
. ;Ji.64 psi
~_R<< ~ 1!Lgsi
STATE &U1LOING COMMISSIONER
O.L. + 112L.L. Col. Stress == (ROL + RLLl2)(W/2)/(12)(1WT + OWT) == (OLC) == """""""'" 13"~PSi
\" I,
Combined vertical & horizontal stress: . ",,'~ ~",\LLlp 4t. I"",
(OLC/tc) + (WBS/fb) = (CVH) < 1.0 . l~~<<;...:(isTE~~..:cS(-~34
UBC does not require maximum live load to be applied coincident with m~~~ind lose.... '?: ~
= CI); ENE870~;45 .
-. . i
. = .
r ==
Page 3 of 4
MAR 2 0 ~0
~:..)lote :
,'- -'.~..' ~... >'.. ..'.-'.. -'--- -.. ...- - - -.- .~-~..-.--.. - _.~-,- '".'~"~' -'./'-' -. '...-'- . ,- __.'_.l".' ,,,' ,......,~ ...- ',_,~_,. - -,~",~ ",""'_' '....;..~,",' ,,~' ''''''~'.; ,,"-'.,,'."'",.....""'- '~~',>.::., !.l.:~,..~'.il.~,......._"L.
0-3519
".' :300r Design (Fibrecrete) :
load for shipping and handling :
Floor panel thickness :
Top skin thickness:
Bottom skin thickness :
Section Properties : (ignore Internal ribs)
Neutral axis: (CA 1 HY1) + (A2((Y2l}/(A 1
where: A 1 = (12)(1WT) =
A2 = 112HOWT) =
Yl ~ (WPT) - (lWT/2) =
Y2 = (OWT/2) =
Then Moment of Inertia :
{Il +A1INAW-IWT/2)A2} + {12+A2INAW-OWT/2)A2} = (MIW) =
where: 11 = (12)(1WnA3/(12) = 1 inA4
12 = (12)(OWT)A3/(12) = 1 inA4
ILSH)
(FPT)
ITST)
IBST)
50.00 psf
4.00 in
1.00 in
1.00 in
+A2) = (NAW) =
12
12
3.5
0.5
2.00 in
56.00 in A 4
Then Section Modulus = (MIW)/(WPT-NAW) = (SMR) =
28.00 inA3
Analyze as simple span 12," wide:
Max. moment @ ctr of span :
wi ~ 2/8 = basic fomula = (FDL + FLLHW) A 2/8
(MMC) = 1149.5 Ib-ft
Max. bending stress @ midspan: 12(MMC)/ISMR) =
Floor capacity after bldg placement on flat slab foundation
500 psf Floor L.L. = direct compr. on composite panel of
Allowable compressive strength of Fibrecrete = 1 500 psi MAR 2 1 19 7
Allowable compressive strength of polystyrene foam ~ 12 psi
Connections: ~
Endwall connectors required: WER I 2000 Ibs/each = (ECR)~'./
Sidewall connector spacing = (SCS)
Check top of sidewall for bending stress between connectors:
Top of wall bending moment between connectors;
12 x (WLH)(H/2)x(SCS) A 21 10 = (TWB) =
Section modulus = 3x4 A 2/6 = (SM) = 8
Bending stress = (TWB)/(SM) =
APPROVED BY
PSI / PTL DIVISION
493 psi
J'-:--'.
" . :,
......-.:.-.~...f
3.47 psi
1.29
4.00 ft
1,235 Ib-in
154 psi
~. .-~
RiUASfO fOR MAfjl.lijgfJJRl
. CLOSED CONSTRUCtl~LV~
Subject to compllonce wit~tlL4.pJllic8ble
Rules and REHUIBfhrr/ffifhljs
FIRE PREVENTION AND
Tie-down bracket, 3"wide x 3/8" plate BUILDING SAFETY COMMISSION
Maximum allow shear load per brkt = (allow shear stress)(3xO.375) = . N ~6 Olbs
Allowable concrete bearing pressure on foundation = 1350 psi ~~ t!!
, Max. allow lateral load per windward brkt (limited by cone compr stress) STATE iUllDING COM s
Maximum bending stress = 24000 psi . . -
Section modulus at lower bolt hole = bd A 2/6 =
Maximum allowable moment = 24000xS =
Moment = (dist from lower bolt to bottom of floor p'anel) x (lateral lQ_~
Max allow. lateral load per leeward brkt (limited by bending stress).:..: .
: · .0:-
Total max allowable lateral load = (brkt resistance) + (bldg wt x .331=-0 \ STATE OF ; I.U ~3063 Ibs
~ ~ .... .... !:!! .: 0 K II
-:'-:, 0" ... INDI"'~~.>.(j~ 1
" ,,~ .. 1\.'" .
'..., ,~.{"Ia ........ ~. ~
" u8.i& ' ~ ."
"" ~. ~ fl" 10Q 7
'I" :~,~\ ,'.
Tie-Downs : Max lateral load = 10289 lbs
Assume 0.4 friction factor, then lateral resistance = (bldg wt xO .4) =
number of tie-down points = 2
Net lateral load = (lat. load - lat. resistance) =
'-. :'1
~
Page 4 of 4
L
------c
20'-(1' -18"
/SERVlCE ENTRANCE
2"O~' TI
~
Tl'P~ OINENSION
FOR CROUND BAR .
LOCATlON OCTERNlNED
BY Cl.ISTOMCR.
~
f OF W/G
!----~
I
92:"
ELEVATION A
-:-\
....;)
PREMOUNr
~LJ) INSTALL
[Y2<~~'
f OF WiG
!----~
I
.
...
ELEVAnON C
I
".4 [1 #1" ]
f
~
1:9
CD
=
@
!2
-
1
0.
~:,"'"
. .
,.
ELEVAnON 8
z
;,:
:i
~
I'REMOCfotT
F1El.D INSTALL
:]'
Si
~
...
n
~
sa NCJTr 9
~f OF WIG
I ______ 1/2:"
.--- POI.
I '
ELEVA TION 0
INDEX or SHEEi:1
SIfT. I OE.SCIIIPTIOIt '
./ mrRIOR aN&TItYI .;,
oZ MFMJR lUYAT/CII Ii
-s CtJNIXJfr ElEV/XW J
_I aa;71lJCU ~TIIf!/t
04-1 fIECTI1IC.U srHIJl~/:l
$ NAIIII _ ;.,
, /IDI usr :if
7 CN1tC RM:/( ~
. fOUIDATII>>I Pf,IJ/ }-, .
$' SIlIlII:tIAlZ<L v.>Wr..:ADU'
!12 .5IlIJClUW. V.lU/T4UxW
SJ Stl'IlIClIIRAL v.nxtr-SIDC I'lL' A
54 SllM\'1l6W. u.rovT'-SlD! FN. a
S5 StllIJCIlNL v.lfJI/T-ENO PM.S IJMJ
Stl YSI: DmA. . .:f
. _ DEHaTrS _ rtHCH.' NA."f: IIIlIlK 7Zl
BE fXJIiC If fHE flOJ). .
I.
.J/DlD;
" EP$ _ I/5l.UTII>>IIS tmrD TO /;.ve A ~
OF :z5 OR lLSS NIl _ Df!dJ,DI'61 r:F ~ OR I.ESS
wtrH A UIJONUM 'lHICJI1tESS OF 1 NCHCl AT IPCF DEHSnY.
1'OI.~1I' FQNJ ~ HAS _ 1ESIm ID A
II4l1IIlAt 1HICItItt:SS OF ~ 1IiCHF,S IT '.SPCF fJDt$lT't' lItO HAS
AFWIDP_OF1:1NiDA-_OF=
2. INrtRIOR PNEUII1I!1IJ$1D) III H\VE A F1.AIII:SPROD
OF 20fJ OR u:ss.
~ 1MS SHD.1fR IS CUSSFED n .~ C/+C(/P 4 T'I1'ff N
CONS1J/l/I:/1a'I. ,,,, tAlC, JIID IS IN 0CI1PUNiCE WTTH ,gg,
~ ,wD ,_ NEI:. '
~8UII.:T " ACCDI/tJIHCE wtrH '992 JlQ'HA DERt:Y ~
4. IlUA.T" NXtJIl/JNICC wtrH III~S -""1/44 SUUJING CXlI2t:
4. Dei1GJt CIl/IIlal:
IUY IJI'C UJN1 -!$O PSF
IUY PAIIEL COD UJN1 - oJ:: P5F
~ AUE. DOD /AN) - :la !'SF
FLOOR PNtEL DDD UUO .. ;:".'i ;1$F
_ InOCItY - ,CO MPW
_ I.GlD HOfIUJJNTN.. - ~ .';F
_ UlAlI \I!l!~ - ZIl PS'
5EJSJIC ZOIC .. f.
7. fJIJIU)H; IIU /JE pw::EJ) I)JI A SV8 OR POfIMETE1f BCAJI
R1I.H1AtIOH ITY ~
'- SHD.7FR I"r:' . !lDOD PSI " :11 a<>S
I. BJU)H: SHAlL BE 1.OC4TE1J .f rorr ~'-4"JOR WRE -
Nil' PROPEI1rY UHC all /N1IiRfOIf t.::T UN!: IIf:TwaH IT NiD
Nil' aTHER fJIJRJ)H;,
~
c
[)
A
EUv.'.T10N ~Tf
. .
'",A'(/fT!l/S REQUIRED UNDER
" PART" ill 2BCFR36 10 EK
PfUMOE:D f1'( OH-~ OWNER..
~
:: _ U'lM1E
REVISION
REV. BY
~ fM-~~mN II" -
SECT10N "A-A"
I/iI'TZE
:1/W" AD /,OVIX/D
',IT Cl) PL_
~-
FONI BOMIJ
JtII5Uv.TION
CIJNalE1f:
rrP/CIl. WALL
SECT70N
APPROVED BV
PSI / PTL DIVISION
CONF\DEN1\;~.L
\
\
I
I
I
I
MAR I 9 I~~H
:JD"4 {:J4d"}
1
.
1
~
~~p
@
14-
APP, DATE
TIE5l! PI.IIlS AIlE: llIE COfA)-
ElIIloIL ~ .lNI COHTAIl
TRIIX SIDlEIS IF ,FlIlAEllCJtD
CllRPOllATIOIL IHfUSE IF
lIES 0_ ClR 'Ill!
IlfQaW10N c:atr.IoMD _
fCR Ntr _ lmCR 1KIN
/IS EXPIIESSlY AJ11\ClR1ZED
lit FlBR_ CCRPDIlA110II IS
srRICIU' PllllIIIITm. llIESE
OIlA'IftNGS HA1IE IlEEIl lIIS1RII-
umJ WllH 1ME UIGERSI'NlIlNJ
mu_E_OR
DH:IMISt DIII'NMND P0SSES-
SION Of' 1lGI wu. BE EX-
PRISS.Y NOllflm OF _
ecH ....-1UlE.
FIB
1300 Davenport Drive
llR.8YJ P. PE1JROZ4 OATIl 14'1o/W
QlIC.II'f1 R. WATSON OATI; 14'11/96
IIIQ.m OATI:
_.1m B. I'tOOK
N'P.Im D. WlLJ.JANS
PROJ(cr .0.
-
1
19'-33({
2JI J~
r
f
r
J~
73 3. 1r
&0
~\,
.....s
j:
QI'"
~CII
~:--J
TrP/CIJ. ;;;0.
FOR GND BAR
LOCAT1ON
OUER/J/NE1)
BY CUSTOf.tER
~
6S' llJ
,
1<\
<0
8f." 72"
~ ~ ~
1/2"
OF w/a PEN.
ELEVATION C
s _ Cf
fti~
~~E1.~~
= I@I
JO"
'b
<10
A
1/2"
PfN.
ELEVA TION A
J
~<l)
~-
.........
"'...
.1 _
"'-
10'-3 J/8"
123 3/8"
It
20'-0-
2f.O"
1
51. A
~
M"
~~2
1-]
CD
o
@
A
:J"
.J
l.S
~
~
ELEVA TION 8
CEILING VIEW.
TELCO GROUND BAR
sa NOTE: J
c
JiI1IE:
1. MEASURElJENT' SHOWN BEMEN SERV1CE ENTRANCE
EOUIPMENT. OfSTRl8(l11ON EQUIPMENT. AND SURGE
PROTECTION EQUlPIJO(T' AR€ GUIOE1.JNE ftIf:ASIJRE:MEN
THE NCIoSIJREME7ff eN( BE ALTERED IN OROER ro
CORREaLY INSTALL THE RJCI() NIPPtE THAT CtJIrIES
CLOSEST ro THE 1rIE:4SURE/JENT.
2, INSTALL f.EN)/l.Itc THERIrIOST'AT (32) UPON INST).LLA!(ON
OF AJ)DIT1ONAi.. fNJe (19). oEU:TE THERIrIOSTAT (28"
WHOI IJISTALJ..JNG (32). .
J. GROUND WITH /1 HOLE IJJG AND /6 GREEN SfR),NO{/)
Itf~ . .
lIATI.
FIB
1300 Davenport Dr1n
=. ~ ~E=- M P. Pf/JROZA lIATI. titlVW
TR.OCX SD:REIll OF nlllElllJtD
t/lf/l1 ~~ol~CP C111C.1Y'1
t~ "f'tlIlWAllDH CCIITAMIl HEREIN
t/7/11 ='~~AJ8l:"rzm- lam
11,01", ~~~ IS
""'" IlRA'MHGS IIH/E IlEDf IlI51RIl- lIP..,.
11/4'" w:I :,~~~llNI ",...,.
IfAW ~~Il(T'" 1'IlD.IECr.00
DATE :..~~~-
ELEVATION KEY
u 2/.197 _ PI1I ErN ~
u t/lftJ7 RIv. I'RNtIIIIDBIIIDI dr /IF
~ t/ll/11 _ PI1I ECH pJIhU. /IF
(;II 1/"" _ BLf1(; II017J-'~ ~ PRO/ 13,.7 /IF
pp 11/11/16 R!\( PRIi1l IIR DIll. FCR ItrN %5.... ~ PO€T1lATICN I1r
Jg Mil' R!\( PRIi1l NIIIE1J .vc I'IEW ON PM. jI, I1r
Jg 11/1/11I RIv. _ AotlIIIl /IECEP. _ r. IY
u ~ I/fIi. I'RNIl aMDISIf)N W t::D.N' IoIIlr' Jp.$ ~ '/4< IY
I BY DATE REVISION Al'P.
lIo\"ItI
'-:~".G\
':'.;~
D
1lMI:
A
DATIl
.....-...---- .
,
CONF'r,i'I.;.. .
11J::''''~ 1 ;,1L
MAR I 9 I 97
I
~
1f.
'b,
;!.~
.....
~
CD
...
I
L
1
, g'-J ;yr: .
23' 3/0
~ $@<$~
Hr-3 3(f
23' 3/0
r
~\,
....S
j:t
0\-
ELEVA TION C
~
r
~DI
~---J
ao
ELEVATION A
,
J
to
~...
""
<0...
.1 _
"1-
10'-3 3/11'
123 3/11'
20'-(1"
2<<1"
f
1
. sa HOTF ,
@
&Q
~
o
ELEVA TlON 8
ELEVATION 0
CONDUIT KEY
CEILING VIEW
APPROVED BY
PSI / PTL DIVISION
MAR 21~.
~
~
A-' /r
s-J(4-
0=1
0-1 1/.~-
c-I f/~
F=Z-
(;-2 1/:1'
H-.1"
T"STt4T.AlMS PIC CONOUff
M-1/r XA-1/r
SS..j,(4.- X8-jL~
CC=I XC=,-
00-1 1/.~- XD-1 1/.4--
EE-f (/Z- XE-f f/~
FF"=~ XF=~
CC-2 1/:1' X(;-2 1/:1'
HH-.1" xH-J"
l:!JID;
I. PULL SCALTlGHT 10 R..OOR.
2. CCNDUfT" SHOULD BE ~ AS SHOWN. ANY
awa ro 90" BENDS, OFFSE:T5. AND SADDLES
SHOULD BE DONE ONLY WHfJI NEEDED NVD SHOULD
8C lJNDER GUltJN.ICE OF A OUAUFTED CREW LEADeR.
..wr awJCC MUST BE 'Ilf1HIN T1fE GUtDE1JHES OF'
PROCCDURE: .f.- 1 CENEP.IL COI{()IJff RULES.
.1 SOLTICHI" CROPS SHN.L BE s'-If IN LENGTH.
caL WIRES dt ~ AT JUNCTION sox.
BLDG. NO
FIBRE
1300 Davenport Drf.ve Kinden, to
c
. -.
=. ~~E:- IllU'fl P. PmROZA DATIl f4114'W
TMlC 5IX:REIS OF. nllREllllND
~~ORUS~OF CHK.II'ft
11_ CCHTANJI _
W~~~ pun
lAW ~y~~~ IS
I,I2IlN _NOS It.'IIt 8EEll DlS'IR8- IIPsm
1/1/17 ~ :'~t;~~:'GNl
~ lmCIl'MSt OIll'NNIIO PO!l5ES- _.1m
sat Of' lt€Y wu. lIE [X-
DAlE PRlSS..Y _nED Of' TIlER PRO.IECr .0.
CllN_ IoK
DAn.
"';@
D
DATI:
LS 2/1/17 RNSEII POt aN JCCI6!.
LS lAW REv. IfVIP. MJII6D l11li " f1F
QIt 1/11/11 RNSEII POt aN "/lJfJHJ (JI'
011 ,""" NXJI1J /I:tJQ IIf111J-10175 .t PROJ PIf7 (JI'
l/lI ~ RlY. IfVIP. _.yll' _ QIt I'Nt.. 0. If'If
BY DAlE REVISION UP.
DAn.
A
DATIl
ELEVATION KEY
CONFI DE .IT':"
.~ I ~ ;'-. L
MAR I 9 1007
~~
--
CD
B
...
~
,. ALL WIRE TO ~ "2 THHH/THMI
UNLESS NOTED OTH€RwrsE.
COLOR CODE:
;6tJI. - SL4CK
86 = REI)
NEIJTRAl. - 'MifTE
GROUND - GRaN
2. ALL WORt( TO CONFORM TO H.E-C.
UoTE:ST STAlE' IDOPTET) €Df17ON.
.J. u.aeL SOMCC DISCONNECT WfTH A
RfI) J;4G.
4. Pf.A..l. 3 /10'5 TO END OF' SOJ.TTGJir.
COIL S'-(/" SPmE AND TAG.
5. swrrr:H LEG CONDUCTORS SHAlL BE TH€
SAM€ COLOR AS ClRCIJd CCNDUCTORS.
SHT.
~w,~
"'\
)
3J
, .... _ . ,- .. ,- '." co.,'..' "h"-. ~ ",:".. ',," -;. ._'", .-.; .: \ '.= ,'.'.," i. '..:;':_;;. -:..~ '.'~-.;".':. '.' .c. .,.,: ",,--, C." .,~;,,,, "'_;'."_. ',":\,;':.:;'". ;\.~,.,:..,:.
10 IJANI),4L TRJ..NSFfR m
CO\'Clr~~ ;\.:~.: .
I'll ,'_". . . . :..;._:..::
/
'\
/4-
13/0
MAR. I 1997
PANEL CIRCUIT SERVICE: '20/240 VAC
AND DESIGNATION: N/A :,
LOAD SCHEDULE LOCATION: N/A . ,'~ -,
LOAD LOAD PER PH-'oS€ (v"') 91 ~! I ~ LOAD PER PHASE (v"') LOAD
q)~ ~ ~ '" ~
~ ~ ~ rng
PHASE ~~ 9: iil (j C <.5 iil ~ ~~ ~~ . PHASE
l!: .... .... ~
D!SCRIPTlON g UNIT ~ ~ -< ~ ~200,1, ~ ~. < ~ ~ .... ~i Uw . ~ OESCR/PTlON
VA A 8 C ---- if. :!E A 8 C V.A. 0 ~~
<.) i <.)
1 SPN:E - - . BLK ,-.,.. ,-.,.. o--flYi. - - SPACE: 2 ~
218'$ ---~
~ 3f!L.~ ft4.. RED INTF:RIOR & EXTERIOR ct 4
3 , 2668 - 2668 - X .J.5 2 8 '0,000 THHN ~ THHN 10,000 12 1 15 X - 7JO - 90/100/9(. 6/7/1 ElJERGENC'1' UGHTS ~ ---~
- HVAC 11 ~A 20A
5 , 2608 2668 - - X .J.5 2 8 '0,000 THHN ,-.,.. o--flYi. THHN 10,000 '2 1 20 X 'X)O - - 180 ~ INTERIOR R€CEPrAct.ES 6 ~ '@Io'l
~ R~~ 20A U;2'$J ~ ,
7 SMOKE OF:rECTOR 1 12 - 12 - X 15 1 12 10,000 1HHN ~ ,-.,..~ THHN 10,000 72 1 20 X - 'SO - 181) 1 EXTERIOR RECEPTACLES 8
~~ ~,...JlYS... .. ~
~ 9 , '500 1500 - - X 30 2 10 10,000 1HHN THHN 10,000 10 2 30 X 1 t)(}O - - 1500 1 !2. ~}$
- RE:CnAeR II RfJJ ..J.-.. ..J.-..~ RECTIFIER 13
11 , 1500 - 1500 - X JO 2 10 10,000 1HHN THffN 10,000 10 2 30 X - 1500 - 1500 1 . 12
.J 110's IBLK ~ ~~
~ 13 1 1500 1500 - - X 30 2 10 10,000 1HHN THHN 10,000 '0 2 30 X 1500 - - 1500 1 14 J+~
RECTtACR /2 ~.A. ^~ THHN RECTIFIER 14 ~
~ 16
15 I '500 - 1500 - X JO 2 10 10.000 THHN 10,000 10 2 30 X - 1500 - 1500 1
Z /8'$ J5A I iNI
~ 17 1 2668 2668 - - X J.5 2 8 '0,000 THHN ~"T';; ~ 8LX. THHN 10.000 f 2 60 X "" - 1 18
- INN: 12 3f!L.A A~ SURG€ ARR€STOR -::
19 1 2668 - 2668 - X .J.5 2 8 '0.000 1HHN THHN 10,000 f 2 60 X - - 1 2u I BiI I
~ ,-.,..~ ~ """ N
21 - - - - I<<Jl
- IZ'2I LG~
2J - - ..!!ff!L... ,-.,.. ,-.,..~ - - SPACE: 24 lZUI
- SPoICE ..ff!:!L.o ,-.,.. ~ 2t '--/4
~ - - - -
~ RWI , 28
27 - - ~,-.,.. - -
. 3C
29 - - ~,-.,.. ~ - -
~~~~ Jooo 30'2 - ~ ,Jg(}(] J9'0 I - TOTAL K'lA 25
CONTINUOUS X 1.2 17.28
5336 S3.J~ - .- - - NON
NCN-coNT1N'/llll<;
I PHASE: TOTAL K'lA 10.67
VOLTAGE: 120/24Q CYCLE: 60 , WIRES: .J WvVUFACTlJRER: SQUARE 0 NON-CON17MJOUS
N€lJ11W.: 2011 MIPS . rtPf: AND C4TAl.OG NUMBER: OOJO/.J2oo - FB J21#J2
AMP FFWi€ lAIC! 10,000 ~ 200 AMPS TOTAL K'lA 27.95
/JA/N 8REAl<E:R: 200
NJPS MAIN COPPER BUS: AMPS NO €QUAL: 0 APPROVEO EQUN.; !XI
AINN Lues:
/JOLlNTtNG: SURFACE m FUJSH 0 TOTAL. AJJPS 176.~6 ,
Ir/oAJNS: TOP !XI 8OTTOIoI 0
t1 APPROVED BY :j~
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1300 Da.venport Drlve Minden. .
P. PWROZA DATE. ~tlV1I
(;N '/111fT /lEV I'CR CJ;N fDDH'
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REV. 9Y DATE REVISION
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=~~t=- DR.Bf.
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DATE.
DATE.
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APP,
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720/2-10 VA<; 111 200 IWP
SE1MCE suppum AND INsrALLED
BY SI1F E1.ECTRfGIL CONTRACT"OR
1
SEFMCE LATERAI.-t
OR OROP
Sf:IMCE: BOND
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REW WIRING
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AS E1.ECTRJCAt. SUPPLY DEJ.lANDS CHNICES.
J. SERYICC BOND IS TO BE MADE BY DEVICES
(STRAPS. ~ ETC.) suppum BY
EQUlPftIENT AlANUFAC7lIRER. IF NO SUCH
OEWCE: IS SUPPUm, BONO IS TO BE MADE
WfTH A M1NIMlJItI OF' Itia AWG FOR -400 ANP
Sf.FMCE. 12 AHe FoR J(}(J .wp SUMCE.
'-4- AItG fJREEN FOR 200 NrIP SC1MCE. NlD
Is AItG GRaN FOR tOO AMP SDMCC:
4.. WHEN SERVICE OVCRCtJRRENr DISCONNECT IS
flEW IN$TALLE/). A TEJIPORARY SERVICE, BOlIO
WItL BE INSTAJ.J.E() FOR SNE1Y PURPOSE.
-, '." s. CONDUC1r:JR OVERCURROff PROTEC71ON D!V1CCS
r-:.'~ .ARE SElEC1FO INACCOROANCE WfTH 1996 NEe
~ (ART1CI.E 240-3).
8. CONDUCTrJR SIZJNG IS ~ FROM 1996 Nee
(ART1CI.E 22O-tOb).
ItJ,IHJAJ..
TRANSFER
o
1+
/3/a 14-
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TO J.I.'JN 8R9.K€R
LOADCOfTCR
2
LIGHTING SCHEDULE
MANUFACTURER MANUFACTlJROl ELECTRICAL F1BREBOND QUANTTTY
PARr NUMBER aww:rE:RtSt1C PARr NU/JBER
R.ANGNR€ RWA2-tOE:S 12fN/90W 10-488 8
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DAYTON '~I6 12fN/90W 218'6 1
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DATE REVISION
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APPLETON AR20034RS
FRONT" EXTF:RIOR WEW
Co'~rl Dr~'- I.'.;
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MAR I 9 I~. 7
DATIl
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1300 Davenport Drl.n
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THe HIGH TEMP. IUtRIrI IS SIT ro 1 - Rro
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LOW TEMP. Al..AI?M
THE: LOW TEhlP. ALARM IS sa ro
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DATE :"~3 or llER
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BLDG. NO
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{(-;-
fTEM NO. FTSRE:BONO IJ.4HUFACTURER MIlNUFACTURE:R OESCRIPOON
PART NO. pl<Rr NO.
__J~_~f~______~~~~~_~~____~~________~~1L~J~~L~~~L~~~~~_~~~Mg~_______
--1~-~~------~~~ir~onoo~-~~-}------~~~~~~~-- EXff-------------
::X:1)Z@: :::: :Zl1)1N.J.e'i"..9l<t:a~::~...tL: :::: :2.og71/~.FJ~:~~:E:c:r.:.if? ~:J?u.: :::: ::: ::::
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-----~~n------~~~r_~.~---- -------M,~~~~~~~~r2~~-----------
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__D~_ ~ ~L~__ ~~~~~_____~~~~~_______ ~~~~~ -r--r-------------------
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__U~_L~M ~L~__d~v~~L_____ _______~~~p~~~p~ ~__~~ffL~~~~-------
__'4>. _~Z91 1.!?.~_ _ _____ 0 ______.!rAllmtAOg: 12 HOLE + _f!M!I!Lq;'!f8._Py.Er._Q..~_______
--HF-~O------~=~-----~=~-------~~~~ONr.aCO~------------------
--~~-~~------5~2:~-------H~BfiI-------OWUX-RE~~aE-~~y +-x~J.a---------------
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__&..._~l~________~~~_~~____M~JL_______~~~ ~lJ~_ -~-~-~--------------
__?P..._Ug,.~_. ____ _~.B1~.L!g)Q__ ___~wgg___ ____ _QQ9!!....A9ZO_U .L~,LF:Bf?...._ --- ---- ---------- ----
__21. _U05J _____ 16O-f ________NORroN________OOOR CLOS{F ___________________________
__~_~ac_____2Q~________~~~________B~~e~________________-----------
2J. 10877 2E206 DAYTON LOW TalP. .AJ.NIN
--~~-n~~n--7~9~~~~--~ro--------~~ON~M---------------------~------
::~:1b 1 RJTST: : "6ioDf"-'-':'-: :::~J~ON; --; :::: :~il6l(r7JF:Ttcro.K..Tto-V"J.c:c.. r:::-s +":..@:;::::::::::::::::
__~~_~ f1Jnu__~~]l____~_~______~~~~~~3r~jT-~-----------------
__~~_W~ro ~~~__gsJ~~Jg_____~~~_____~~~~~~_~J_Jbg_________________
28. 192268 A8R€BONO GPS AllTFNNA PIPE MOUNT
::~::~~f1J~::]@Z~L(::::::~u:::::::::~~~JI~~:~~~~~~X::::::
--~~----------------------------------sr-~--------------------------------
--~~-~n------~H~~-------~~-------~~X ~~~~-~~---------------------
-- - ------ - ------------------- ~ - - / - ---------------------
__~_~~~______~:]~___________________E_ ~~@~~~~_~l_____________________
J4. 735061. GRAINGER BATTERY SAFF:TY KIT
::b:;::: ::::::5~2~;:::::::~~~;;;:::~~#~ff::::::::::::::::::::::::::::::
__~~_ ______I~~4_______~~~~~~~___~~_~W~_____________________----------
__~~_' ______.L~~~_______&W~~~~~___~B~~________________________------
__~__~~2______.L~~~~~_____fl~H~______~_~________________---------------
__~'__"Q~______P~;!~L------~~~--------~~~U~~----------------------------
__~~_~f~______2~_____________________T~~~~~~~----------------------------
__~~_~f~______g~~______________________~_~_~~_________------------------
4>2. I 1050 0382 KASON CHROME PUtJ.. HNlOLE
--~-n~------7~5---------~~~GU~U~--T~~I~---------------------------
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__fC_~1~_____~~L~m_______~a_~______~_K]_l~_____v7--.r.~---n-------------
__1B..._C99 ~ 1.1 Z.o~_ _~l.d7.f1J.L_ ___f}/t.:r:r..9~ ___ ____ _~'- f2F:J&lJlBFu- ~J If.1'L j.1!....JlL...ct:J!JI.J)~ 81J:iIL ----
::~;::@~@I61::~J~~E!~:~WlIW!!:::::~~~~:z:4.:~::r.~":b:::::::::::::::::
( ')
1JQJL'
ALL ITEMS ARE LISTED AS FIRST CHOICE.
IF NOT AVAILABLE, SUITABLE SUBSTITUTES
MAY BE APPROVED BY THE PROJECT MANAGER.
fTEM NO. ASPEBCND IJANUFACTlJRER MIlNUFACTURE7l OF:SCRIPT1ON
PART NO. P#?r NO.
_:~~_L~~_:_::_N~__~~_::___ ~::::::~~__- B_~~_~:~~J~::::::::::::::::
:53. 24J:H 8NR MOUNT NO 8",R /JOUNT"
::~::Qcr~:::::::-:-::=:::: ~::::::~ _ -~~JC~~~:::::::::::::
__~~_~~2__~~~~L-----_-~-------~~~~----------------------------
56. 2.3025 4796T19 DESK. WALL MOUNT
--s.r.-~~~------~~~--------------------~m/~-~-------------------------
--6--~7A------~F~~7?I-----~------~'mrm~~r~-]Tn~7]Tn~-~----------
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--~~-~~------~~nT-~---~~~~-~~g~~~~~~~p-----------------
::~::~~:::::~~:::::::~ ~m:::::::~~E::::;;::::::::::::::::::::::::
__~~__________~~~~~,_____~~RT~~~Q-~~..9B~~~~J~-P~~----------_____
63. 5WlSTJ ""YTON BRUSH Fl.0aR "",r
::~~::::::::::1E~:::::::::~~BZ~~~:::e~~:~1[~~~~]~~:&~~g:::::::
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::~:::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::~
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::@C:::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::
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::~~:::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::
::[~::::::::::::::::::::::::=::::::::::::::::::::::::::::::::::::::::::::::
95.
::~:::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::
--~~-----------------------------------------------------------------------
99. .
:I@~:::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::
APPROVED BY
PSI / PTL DIVISION
MAR 211997
~~
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IS EXPRESSl.Y AJlHCRIZED
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NO ~c OESCRIPTtON IPART NO
1 8 SPUCE" Ct.AMP lA- 1589
2 4 BOLT JQt7-2
;] tg NlIT JOt-4-6
4.JO CORNER ClAMP -1592
5 t5 BOLT 3Ot7-1
6 to 2t KlNOORF" CHANNa 8905
7 20 5/{f' - 11 THRE:ADEO ROO
820 SQUARE NtJT" 5/8" 8!1t ~
920 SQUARE WASHER
10 20 BRACkF:T J029- 1
11 60 NUT 301-4-8
12 ~2 7;4P CON
13 S t 8" CA8t.E RACK 2()()J-21
14 1 END CLOSINC BAR 2085-6
15 1 2" x 7' X t/4 ANGl.E' ,8" WHG :rn.u.:?-
16 2 oI-80l.T J02-4-.J
t7 2 LOCXWASHER 30'5-4
18 2 NUT JQ14-.f.
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APPROVED BY
PSI I PTL DIVISION ELEVATION C
MAR 2J~._ .=. .
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BLDG. NO
C =~~E=- IlA.8\'J
moot: SB:llEB OF nllREllOllo
CIlIll'<lRA1IOH IN( USE OF CHKJI'(. DATtJ
~ 0 nElIi 0_ OR TIE
~0 tlf'CRlW1CN calTAICD HEllEN
fCR Ntr RI:ASIlll 01lG lM\N INO.m ~TI:
A LS :/f/t7 RNSel Pal ECN pg41 ~~~~1S
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t;H l/tl,M REV Pel aN ~ BF 'MW ~ ,=,~~llNI DATI.
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SIOH Of' 1HDI wu. Ill!: EX- I'IIOJECT MO.
REY. BY DATE: REVISION APP. DATE: PRlSS.Y N01IflED CI" DIER
COHF'DOIIW. ...
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CASt.E PACK TO WALL
N. T.s.
t/.._ HOLE
'tYP. OF" 12
~
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WILL Be Dt:rERMNEO BY WAVCGUIOE 8LOCKOLIT
LOCATION.
2. BONO CABLE "TRAY WfT'rl ~ GREEN STRANDEIJ.
.J. RUN /2 GRN STPANOED WIRE ALONG lWL OF
CA8t.E TRJoy.
<I. BONO AU.. EQUlPNENr. DOOR FRAME, A/C GRJU..S.
ETC. WITH /6 GRN STRO wt~ TO /2 GRN S1RO
WIRr. USE STM WASHERS N>/D 2 HOLE LUGS ONLY.
5. TERNINATE 12 GRffN ST1WI{)fJ) WIRE 7tl GROUND
BAR UNDER WAVEGUIDE. (WAVCGUlOC 1..0CATtON
WILL BE OG:T'ERMINBJ BY ClISTOMCR. Wl;E'
E:NOUGH SlACX SO THAT 12 WtRE wtLL RE:ACH
ALL THREE: WAl;E'GlJIDE LOCATlONS.)
6. c.IOWCLD /2 SauD TlNNED COPPER WiRe 1S'-(j.
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SCALE: 3/11'-'.
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'SFCTlON "A-All
REVISION
APP, DATE
~AR ! 9
L-_ ---...
APPROVED BY
PSI / PTL DIVISION
MAR 2 1 1997 .
./~
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"'''III11'~AR 2 0 1997
BLDG. NO
"'... PO. __. po
~ FIB R E B Q"'i'n&.i .,. ACTURE
~. l:SOO Davenport Dr1ve MInden, Lou1l1ana. CL~!~ _ RU~TI N ONL!
= ~~t=.- _ P. I'ElJROiA 1It.1II WWS6' NEXTEL N~f5l1~! "~UI ill Applicable
~J ~~D -. - . . . d l'A16uletlOt ol thez:.
nE5II D_ crt nc aoc.III'l 1It.1II ....,.......-. AND
Nf'llAIW1lIH COfTAICD IEADI 11 ' 0'- X "0' 0'"
:r~~....=I1tD- lIIIl.m DAoTl: ~I "MISSION
B'I FlIIl_ CORI'OIIATIOlI IS n. .., I V\l1l
~~~ -., 1It.1II FOUNDATIOAl PLAN 17
= .=..~~1lNI '1J ...
a_ DBrHMHO _ -.." DAo1ll ~I.:: I I r. A 't,L
SION Of' 1tOI wu. BE EX- SCNCI SHEEr 8 . ~l ..~ .......%&::.1'''Q...-
~~~ tICR PllQ.IECI'.o. .. NaTE/). NO. Nt. STALltJrolWU'CIiQJMMI SIONER .
-
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I/EITS:.,
COMII\INICAllONS. INC. " ,
COMMERCE CROSSING. SUITE 1
INDIANAPOLIS. IN 46240
TELEPHONE: (31?) 81e-1l446
f'ACSllllLE: (~17) 81e-_
NEXTEL COMMUNICATIONS
3520 COMMERCE CROSSING, SUITE 100., INDIANAPOLIS, IN 46240
.
MAGTECH
SERVICES INC
t71. .......,. ...
RIll' ..... 4IIIOt
__. CZttl----
SPECIALIZED MOBILE RADIO FACILITY
SITE NAME: WOODLAND
SITE NUMBER: IN-2572
___~_lIllI_..
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WOODLAND
SITE NO: IN-2572
1776 E. 116TH STREET
CARMEL, IN
46032
APPROVALS
PROJECT MANAGER: _ DATE:_
NEXlFI' DATE:_
IIlRMIIlIll':
ICHB:KED Ill':
EJMI
SAHI
NO:
1
2
IlA1[: ISSIE:
10127/00 Sm: SKETCH
071021l11 ZONING
ARafIECT:
IIN:IECH SEJMCES INC.
1715 _ WAY
FORT WA'I'NE. IN _
(219) 43&-2_
SITE MAlAE:
SITE NUMBER:
SITE ADDRESS:
WOODWlD
1N-2512
1778 Eo 1181H SlREET
CARIIB.. IN d032
SliT. DESCRIPTION
NO.
REVISION
DATE
ENGINEER:
sam IWmIAN
IIN:IECH SEJMCES INC.
1715 _ WAY
FORT WA'I'NE. IN _
(219) 4J8-2B8B
CONTACT: NAME
ADDRESS
CI1Y. ST.
Ta NO.
APPUCANT: NAME
ADDRESS
CI1Y. ST.
Ta NO.
IC:I~
1778 E. 116TH :ll1ftU:.1
CARIIB.. IN
(31n 844-7331
Nrxm
3S2D MIAInn" I'IJMCM! !III[ 1CD
rNnIANAPnIlS... IN ...,M\
(31n 81~
RE\'ISIlNS: IlA1[:
Ill':
SUR\IEftlR:
-
93 CA1ERPRJ.AIl DIlNE
JOlIET. Il
(815) 729-{1177
LEGAl DfSCRlPJlOH:
SEE PlAT Of' SURVEY FOR LElW. DESCRIPIIDN
A.P.N. : 111-10-31-00-00-031.00
CURRENT ZONING:1I-8 BUSINESS
OCCUPANCY: 11-4
1YPE or CONST.: INDUSlRIAl. UNIT. ELEt1RICAI. AND GROUNDING
NOTES:
camn:A1IllIl:
VICINllY MAP
CONSULTANT TEAM
PROJECT SUMMARY
SHEET INDEX
SlEET 1IlI.E:
TITLE SHEET
DJRa:TIONS TO SITE:
TAKE 1-485 TO HIGHWAY 431. TAKE HIGHWAY 431 NORTH TO
1181H SJREEr. TAKE 1181H SIREET WEST TO lHE SITE LOCA1ED
AT 1778 E. 1181H SIREEr.
MANnIt'.AP RF'DIJIIIn8:'Nn;..
f'ACIUIY IS UNIWINED AND Mar FOR HUlWI _A11llIL
IWlDlCAPPEIl .ICCESS REllUIREIIENTS Mar REQUIRED.
CONTRAcroll TO CONTACf LU.l .l.S.
PRIOR TO CONSTRlIcnON START
1-800-382-5544
---
1-IlOO-428-5200
Rl8CM1S_fII_
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N69'S3'04"W
479.70'
GRAPHIC SCALE
PROPERTY lLIW. DESCRII'11OH
PARCEl. I
PARI' Of" THE SOUTHWEST QUARTER OF SECTION 31, TOWNSHIP 18
NORfH. RAHGt 4 (AST. HAMlLTOH COUNTY. INDIANA. YORE FWmCULARLY
DESCRI8ED AS rcn.o.ows, IlEClNNlIIC AT A POINT ON 1I<E SOUTH UN[ OF
SAID QUARTER SECTION. DISTANT 253.30 FEET MEASURED NORtH 89
DEGREES 50 taNUTES 15 SECONDS EAST ALONG SOUTH UNE FROM mE
NlNO"THENCE NORtH Ot DEGREE 04
PARN.La WITH THE WEST LINE OF SAID
275.00 FEET; THENCE SOlJTH 89 DEGREES 50 MINUTES
1 3..30 FEET: THENCE NORTH 01 DECREE 04 NlHutES 45
SECONDS WEST ,gs.04 FEET; l1iENCE NORTH 89 DEGREES 50 NlNUrES 15
SECONDS FAST 495.15 FEET: THENCE SOUTH 00 DEGREE! 2.. MINUTES os
SECONDS WEST 470.00 FEEl' TO THE SOU11f ONE OF SAID QUARTER
SECTION; THENCE SOUTH ell DEGREES 50 Y1NUTES "15 SECONDS WEST
479.70 FEET TO THE Pt..ACt OF BEGINNING.
$U8.JECT TO AN EASENENT 20.00 FEEl' IN WIDTH BY' PAIW.!A U"E OFF
lllE ENI1RE [AST SlOE OF 1IlE ABOYE OE$CRI1lED PROPOITV RESERVED FOR
A GAS UN[ tASEUtNT. AND FURTHER SU8JECI' 10 Nt EASEMENT 24-00
FEET IN WIDTH BY pARALJA LINES WES1' OF #HI) ADJACENT TO l1i! WEST
UNE OF' neE ABOVE DESCRIBED 20.00 FOOT GAS LINE EASDIENl'l SAID
EASDlENT BEING RESER\IED FOR IHGRtSS #MO ECRESS AND FURn1ER
SUBJECT 10 III EASENEIIT IlESCRI8ED AS rou-ows:
BEGlNtINO AT A POtNT ON tHt SOUTH lINE OF SAID QUARTER SECTION
DISTANT 253.JO tEET UEASUREO NORTH 89 DECREES 50 MINUTES 15
SECONDS EAST AltO A.LONO SAIl) SOUTH UN[ FROM nc: SOUTHWEST CORNER
THEREOF. RUNNIHO THENCE NORTH 01 QEGREE 04 WINUlES 45 SECONDS
"""'-LEL wmt THE WEST UN( OF SAIll QUARTER SECl10N
; THENCE SOUIH 89 OECREES so MlHUTES 15 SECONDS WEST
NORTH 01 DECREE 04 NINUTES 45 SECONOS wEST
THENCE NORTH 89 DEGRttS so hUNUTES 15 SECONDS EAST
23.30 FEET: THDICE SOUlH 01 DECREE 04 MINUTES ., SECONDS EAST
310.00 FEEl' TO THE SOUTH LINE OF SAIO QUARTER SECTION: THENCE
soutH n DEGREES 50 NIHUTES 15 SECONDS wEST AND AlONG SAID SOUTH
UN< 20.00 FEET 10 1IlE I'OIIIT 0' IlEGINNlNG. SAIll EASEMDlT aeNO
RESElMIl FOR U1IU1Y PIJRPOSES.
PAR<:a. 11:
PART OF THE SOUTHWEST 0UJmER OF SECTION 31. TOWNSHlP 18
NORTH. RAHGE 4 EAST. HANn..TOH COUNty. INDWfA.. YORE PA.RT1CUl..ARLY
DESCRIBED AS FOlLOWS: A PARCEl. OF REAl. ESTATE THIR1Y-flVE (35)
FEET IN WIDTH lit PAIlAU.E1. UNES. 1IlE CENTtR UNE 0' WHICH BEGINS
AT A POJNT ON THE WESf LINE OF' .PARCEL r DISTANT 215.00 FEET
MEASURED NORTH 01 DEGREE 04 MINUTES <t.S SECONDS WE$T FROM THE
SOUTHWEST CORNtR THEREOF: mENCE SOUTH 89 DECREES 50 LUNUTES 15
SECONDS WEST 3.JO FEET TO A POINT: THENCE NORTH 01 DEGREE 04
fof1NUTES 45 SECONDS WEST 17.50 FEET AlOHG THE WEST UNE oF SAID
PARCEL I TO THE POINT OF 8EGINHINC: THENCE SOUTH 89 DECREES so
WJNUTES 15 SECC*DS WEST 250.00 FEET TO THE CENTER UNE OF
WESTFtE1.D BOULEYIoRD. THE SANE DEDlG THE WEST UNE or SAID QUARTER
SEencH. SUBJECJ'. tIOYt'EVER. TO THE SAID WESTf1EW SQULEVARO R1.GHT-
OF-WAY.
EXCEPfING ntEREFROIl:
A PART OF lllE SOUTHWEST OUARTER OF SECllON 31. TOWNSHIP 18 NORTH.
RANCE 4 tAST. CITY Of' CARMEL. HAMILTON COUNTY. INCMNA, OESCRtBED AS
FOLLOWS: CC)MUENCINQ Ar TKE SOUTHWEST CORNER OF SAID stcnoH:
89 DEGREES 03 MIHUI'ES 30 SECONDS rAST ~ fEEl'
; THENCE NORTH 01 DEGREES 51
TO THE POINT. OF BEOINNINO OF'
COON Of' THE NORTH
STREE1' WITH A WEST lINE Of' THE OWNER'S \.AND;
NCRIH 01 0iGREE 51 MJNU1'ES 30 SECONDS WEST 25.00 FEET
$NO WEST lINE: 1tfENCE NORTH 81 DEGREES 03 MINUTES 30
SECONDS EAST 17.82 FEET; THENCE SOUTH 00 DEGREES 50 MlNUTES 51
SECQHOS (AST 15.QQ FEET: THENCE SOU1'H 87 DEGREES 50 MNJTES 51
SECONDS !AST 185.27 FEEl" TO lHE NORtH 8OtJHOARY' OF I 18TH STREET:
THENCE SOUTH et OECREES 03 MINUTES 30 $[CQNDS wESt' 202.42 FEET
AlONG SAm NORTH BOUNDARY TO l'HE P01NT OF SEG1NNIfi<<1.
(II.....)
lbmb-80tt.
PROPERTY DETAR. AREA
~
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EASEMENT PROVISIONS
UTILITY COMPANY INFORMATION
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srA."lZOPJMXANA
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AL.SO. A PART Of THE SOUTHWEST QUARWt OF SECTION 31. TOWNSHIP 18
NORTH. FWlGE 4 DST. aJY OF CMMa. HAMILTON COUHlY. tNOIA.NA,
OESCRIBEO AS FOlLOWS: CONMENCIHG AT THE SOUTHWEST CORNER OF SAm
SEcnON: THENCE NORTH 89 OEGREES 03 MINUTES JO SECONDS EAST
635.00 FEET .4LONG THE SOIJTH UNE OF' $NO SECTION; 1'HEI'ICE NOR1l1 00
DEGREES 58 MINUTES 3D SECONDS WEST 45.00 FEET TO lM! P01NT OF
BEOINNCNG OF THIS OESCRIP'TION. WHICH PCr.4T IS ON THE NORTH
BOUNDNl'Y OF 116TH STREE1': THENCE NOImt 00 DECREES 56 hItNUTES 30
SECONDS WEST 30.00 FEET; THENCt NORTH 89 OECREES 03 t.GNUTES 30
SECOHOS EAST 10.00 FEET; THENCE SOU1'H 00 OEGREES 5fS WlHUTES 30
SECONDS EAST 30.00 FEET m THE NORtH BOUNDARY OF 1161H STREET:
lllENCE SOUTH 89 OECRUS 03 llIIIUlES 30 SECONOS wEST .0.00 FEET
ALONG SAID NORTH BOuNDARY' TO 1HE POINT OF BEGlHNING.
PROPOSED NEXTEL LEASE AREA.
THAT PART Of' ntE SOUTKWEST 31. TOWNSHIP 18
NORTH. RANGE 4 E'AST. HAMlLT SCRIBED AS
FOLLOWS: COMNENCJNO AT OF' SAlO SOUTHWEST
0UARTat ntENCE NORnf 00 SECONDS WEST 298.~0
FEET. ALONG THE WEST UNE OF' SAID SOUTHWEST QUARTER: THENCE soutH
89 DEGREES 53 MINUTES 04 SECONDS EASt' 304.s0 FEET: THENCE NORTH 00
DEGREES 21 MINUTES 47 SECONDS wESr 141.$4 FEU. TO tHE POINT OF
BEGINNNC; THENCE CONTIMJJNG NORTH 00 OECREES 21 "MINUTES 47 SECONDS
WEST 21.00 f'EEr; THENCE NORTH 89 DEGREES 53 MINUTES 04 SECONDS WEST
45.00 FEET; THENCE SOUTH 00 OEGREES 21 MINUTES 47 SECONDS EAST
21.00 FEET; THENCE SOUTH 89 DECREES 53 llINUlES 04 SECONOS rAST
45.OQ FED'. TO :rHE POD4T OF 8EC1NH1NG. CQNTAIN1NC 944.97 SQUARE
FEET. YORE OR LESS.
PROPOSED NON-EXCLUSIVE ACCESS wEMENT lEGN.. QESCRlPnON
lliAT PART OF THE SOU1HWES1' 01JARI'ER OF' SECTION 31. TOWNSHIP 18
NORTH. RANCE 4 EAST. HAMILTON COUNty. INOIANA.. DESCRIBEO AS
fOU.OWS: CQUMENCINC AT THE SOUTHWEST CORNER Of' $All) souTHWEST
QUARTER: THENCE NORTH 00 DEGREES 21 MtNUTES 47 SECONDS WEST 29B.M
f'EE1'. Jl.DNC THE WESr UNE OF SAI) SOUTHWEST 0UNttER. TO THE POINT
OF' BEClHNING; THENCE SOUTH 89 DEGREES 53 MINUTES 04 SECONDS EAST
304~ FEET: THENCE NORTH 00 DEGREES 21 MINUTES 47 SECONDS wEST
149.54 FEEl. TO THE SOUTHEAST CORNER OF THE PROPOSED NEXTU. LEASE
ARP; THtNCE COH11NUINO NORTH CD DEGRaS 21 YIHUTES 47 SECONDS WEST
12.00 FEET "'-ONO THE [AST UHE OF SAIIl lEASE AREA; THENCE NORTH 89
DEGREES J8 MINUTES 13 SECONDS CAST 12.00 F'EET; llfEHCE scum 00
DEGREES 21 wtNUTES 47 SECONDS EAST 173.14 FEEl'; THENCE NORTH 89
DEGREES 53 MINUTES (U SECONOS WEST 31e.so FEET. TO A PO&N1' ON SAID
WEST UNE Of" '1'HE SOUTHWEST 0UARlER: lHENCE NORni oa DEGREES 21
l.l1NU1ES 47 sECONOS WEST 12.00 FEET. ALONG !NO WESt' UNE Of' THE
SoutHWEST Q1.WUER 10 THE POlNr Of' 8EGINNlNO. CONTAINING 5737.09
SQUARE FEET. MORE OR LESS.
PRClPOSED NON-El<Ct.IJSNE U1IUTY EASEliENT
THAT PART OF THE SOUTHWEST Of' SECT10N 31. TOWNSHIP 18 NORTH.
IWICE . tAST. """"-TON CO\JNT'f_ DESCRIlIm AS FOLLOWS;
COIAIENQNC AT S01ITHWEST CORNEA OF SAID SOUTHWEST QUAIU'ER: lH9ICE
SOUTH 89 DEGREES S3 MINUTES 04 SECONDS ~ 2S3.30 F'IET. ALONG THE
SOUTH LINE OF SAID SOUTHwEST QUARTER: THENCE NORTH 01 DECREES 21
NINUTES 47 SECONDS war 275.00 FEET: THENCE NORTM 89 DEGREES 53
MINUTES 04 SECONOS wEST 3.30 FEET; THDICt NallH 00 OECREES 21
WIHlJ1ES 47 SECONDS WEST 173.04 FEET. 10 THE POtNT OF' SECINN1tICo
THENCE CONT1~ NOR1M 00 DEGREES 21 NIHUTES 47 SECONDS WEST 22.00
F'EET: THENCE SOUTH n DEGREES ~ MINUTES 04 SECCHOS EAST 5..~D
FEET: 'THENCE SOUTH 00 DEGREES 21 YINUTES 47 SECONDS EAST 1.00 FEET.
TO THE NO~ CORNER OF THE PROPOSED NEXTEL \.EASE AREA; THENCE
NORnt 89 DEGREES 53 MINUTES 04 SECONDS WEST 45.00 F'fET. ALONC THE
NORTH UNE OF' SAlQ I.DSt NfEA, TO THE NOR1HWEST CORNER OF $NO
LEASE AREA; THENCE sount 00 DEGREES 21 r.tlNutES 47 SECONDS EAST
21.00 FEET. ALONG lHE WEST UHE OF SAID lEASE AREA. -TO T1iE
SOU1HWEST CORNER or SAID lEASE MEA.; ntENCE NORI'H 89 DEGREES 53
MINUTES 04 SECONDS wEST 9.50 FEEI'. TO THE POINT OF' BEGIHNINO,
CONTAINING 254.00 SQUARE FEET. MORE. OR LESS.
GRAPHIC SCALE
L_.J
~-
( II....)
1lDCb. - 5 (t.
tEASE AREA DETAIL
s
LEGEND
-0- 'Il!LI!I'IIONBPOLB r...., ) BXlSTINO OROIJNI) CONTOUR
EB n!LBPHONB CANIllTBR
o STOIlM!oWIHOLB
):( UGBTPOLB
-0 FIBB HYDRANT
= INI.IlI'
...l1- SION
~ SANlTARYMANHOLIl
o CATCHIlABIN
F' FLAOPOLB
-0- POWBRPOLB
iI BLBCI1UCMANHOLB
ISI n!LBPHONB
EI WAlER VALVB
'" GAS VALVB
STOIlM SBWl!RLINB
>-- SANITARY SBWBR LlNB
-W~ WAlERMAIN
-B- UNDIlIllJROllNDBLBCI1UC
- T - UNDEROR.OUND'Il!LI!I'IIONB
- OB - OVBRIIBAD BLI!CI1UC
o ROOPVBNIS
o ROOPDRAlNS
8 I!XIS1lNG ANTENNA
e SBIlUB
PREPARED BY:
'-l
ROGINA
PROPOSED NOH-EXCLUSIVE 1.AHDSCAPE EA&MENI' NO.1 LE~ DESCRIPTION
THAT PART OF' tHE SOUTHWEST QUARTER OF SECT10H 31. TOWNSHIP 18
NOFmI. RANGE 4 EAST. HAWlLTON COUNtY. INDIANA., DESCRf8ED AS
F'Ol.LOWS: COMMENCING AT THE SOUTHWEST CORNER Of' SAID sountWEST
QUARTER; THENCt NORTH 00 DEGREES 21 NINUTES 47 SECONDS WEST 298.50
FEET. .tLONG neE WESt" lJNE OF SAID soutHWEST 0I..IAR1'ER: THENCE SOUTH
89 OECREES $3 MINUTES 04 SECONDS EAST J04.s0 F'EET: THENCE NORTH 00
DECREES 21 MINU1'ES 47 SECONDS WEST 149.54 FEET. TO THE SOUTHEAST
CORNER OF THe PROPOSED HElTEL lEASE MfEA. TO THE POINT OF
BEC1NNJNG: THENCE NORTH 89 DEGREES $3.1.t1NUTES 04 SECONDS WEST 50.00
f'EEt' AI.ONC niE SOUTH LINE OF SAID LEASE AREA. AND SAID SOUTH LINE
EXTENOED WEST; THENCE SOUTH 00 DEGREES 21 MJNU1'ES 47 SECONDS EAST
~oo FEET: THENCE. SOUTH 8a ~ SJ MINUTES O' SECONOS [AST $0-00
FEET: THENCE NORnt 00 DEGREES 21 YlNUTES 47 SECONDS WEST 5.00 fEET.
~ THE POJNT OF BEGlNMMG. CONTAlNtNC 250.00 SQUARE FEET. MORE OR .
PROPOSED NQH-EXCLUSIYE LAHDSCAPE rASGltNT NO.2 LEQAL DESCRIPTION
THAT PART OF THE SOUTHWEST QUARTER OF SECTION 31. TOWNSHIP 18
NORTH. RANGE 4 EAST. HMIILTON COUN1Y. INCIWIA. DESaWED AS
F'OLLOWS: CQIAIENCINO AT THE SQUTHWISI' CORNER OF SAID SOUtHWEST
QUNUER: THENCE NORTH 00 DEGREES 21 MINUtES 47 SECONDS WESI' ae.:i0
FEET. ALONG THE WESI' UHE Of" SAID SOUTMWEST QUARTIR; THENCE SOUTH
89 OEOREES 53 MINUttS -04 SECONOS EAST 304.50 F'EET: THENCE NORtH 00
DEGREES 21 ..INUttS 47 SECONDS wEST. 149.'4 f'EET. TO THE SOUTHEAST
CORNER Of' THf: PROPOSED NEX1'El. LEASE AREA: THENCE CONT1NU1NC NORTH
00 OEOREES 21 ....UTES .1 SECOIlDS war 12.00 FEET. ALONG THE EAST
LINE OF SAID l.EASE AREA. TO THE POINT OF' BEGINNING: THENCE
C()NTlNUIHQ NORTH 00 DEGREES 21 MINUTES 47 SECONDS WEST 9.00 F'EEf.
AlONC SAID !:AST UN< OF lEASE NIEA. 10 THE NGRllfEAST COANfR OF SAIIl
LEASE ARtA: THENCE SOUTH 89 DEGREES 53 MINUTES 04 SECOND! EAST ~oo
F'm: THENCE SOUTH 00 DECREES 21 MINUTES 47 SECONDS EAST 8.98 FEET;
THENCE SOUTH 89 DEGREES 38 MINUTES 13 SECONDS WEST 5.00 FEET. TO
lHE POlNl OF BEGINNING. COHTJ..INIHG 44.89 SQUARE FEET. r.tORE OR LESS.
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SURVEY NOTES
stAn 0' IWJIOI8 )
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ctJlJNTr or 'lf1U. )
1'0: 1IunI. CfJJIJII1NlCArlDNS
f1Ir.l 13 TO CDfI'lrt ,HAt' TN/$ SURVrr. BElNC COIlPUf'ZD IN 'tN' rlE/JJ ON
1I-a-40. ru MADB (I.) IN ACCORDANCB rIT8 TH. "IIINlIlt/II STANDAIUJ J1~AIJ.
fOR AUA/AClII LAND '1'"1.8 SURYIfr&-. J(JJNTU ISTA81.1SHnl AND
ALfA . M:SII IN ,.,~ AND tNCWUS !T811S '-6.'10. .. 10. II .I: '3 tU'
'HDfEO'. AND flf/RSUANt' TO t'N~M:J:lIRA&'I STA~ AS A/1OFf'VJ
'A AND AC3J1 AND IN ",ECr ON 'NB DAT' 0' rHl:J CDTlnaATION U ..
!JIIll'frt.
-Z~:;~. ':")~ A.
GIlULD.&. TIIDIIPSON ~
... ASSOCIATB8,LTD.
ENGINEERS SURVEYORS PLANNERS
9lColl1pil1lrIlrilo Io&ot,JIIiDob 81l/7l.9-f771 FAXI~
LOCATION MAP
SITE NO: IN-2S72 (WOODLAND)
1776 E. 116th STREET
CARMEL, INDIANA 46032
DATE DESCRIPTION
2Il101 ItIMS8L1ASBAltBAAA.CCBSSEASBMINI'
SI27JOl IUIVISB LBASaAlUlAoDUllDDf(J, MONOPOL8 A ACCESS BASWJ'
snMJ:l IUMS8 tBASBAIlBA,DUJLDJNCJ. MONQPOtB&.uxzss BASM1'
6121181 N1D1!ASI!MBlft'S
NED&
COMMUNICATIONS, INC.
300 PARK BOULEVARD,SUITE 500
lTASCA, IL 60143
TELEPHONE:6301875-6600
FACSIMILE: 630/875-2699
DRA WNBY: D. KOONTZ
CHI!CKBD BY: J. KELLA
DATE: 1211100
PROJECI'NO.: 788.122
CBO$8 tJN S/1JI:IfALX At JIIf COllNRR'" WUf' BI//UllNI1 8lSV_SI7.U (l1.$.C.S.)
INDIANA UNDERGROUND
CALL 1-800-382-5544
48 HOURS BEFORE YOUDIG
(EXCLUDING SAT., SUN., & HOL.)
17IB 3UJW8T01I 8XP1f8S$E3 NO OP1NltJ11 AS' TO '118 JlXtJRACY 0' nm f1NDntDRDUND
Uf'lUTIES 1IR8N NOt' READ/U VISIBU FROJI TN. SURFACE. IT 1$ RECQIIJ/BNDED
=AW ~~,:=g ~e:rEfk~~M:r. Jll/NlClPALm AND / OR UTlurr
r;:!~~::,~~DU NUIIMR FOil ,IIZ PROPBRT'f DUClUUD RrlWN III
rM I'UIOD /IAn IN$URANC8 lIAI' 8H01ts THAT na PROP8IU'Y Dt#lUBED HunN AS
~:''f~ ~tZ::'rM;; ~~.TO TNIl COJIJ/UII/Tr PANn. No. ,1tJUIOtJ04C
A rnv FOUC1 1tU NOr USID 10 PIItHB:6 r~ WRYEr.
1116 ORlCINAI. SUMEr JlIU. B8 IN T1I1l POSSESSION 0' TNB SURVeYOR MID
eUCTRONtcAUZ REPRODUC8D. TOR FV7U1f8 QUDf'IONS Rn'BR 10 THE OIllGIHAt.
BUr.I 0,. JlBASUUD B8A1UHaS . CODRDlNAf'z:J AU INDIANA srA'tE tt1.AN8
COORJJ/NA'1/S BASf' ZOIlS, AND f'H8 INDIANA HARN N~RIC.
CDIIPAU DESCRIPTION AND POINtS BBFDRE BUILD/NO AND REPORT AllY
APPARDIr m"U8NCE 1'0 ,tHE SURVIlYOR.
REFER 1'0 DnD 4JI CUAIfAN1'8E mu POUt:Y FOR BUlt.IJINO UN.
RnTRlCTlDN$ OR BAS,1I811f'$ Nf1f' SHOrN ON PLAT 0' sutwEr.
f'Q INSURB AUTHnrrlClTY 0' ANY COPID. TRrt J/l/Sf' BUR mB
SURVDOR'S IJIPR6$SnJ sz.u.
A.L.T.A./ A.C.SM. LAND TITLE SURVEY
LEASE SITE, ACCESS & urILITY EASEMENT
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SITE PLAN
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m. 24' /lCCESS
EMENT
m. 20' UTILITY
EMENT
NEr1H
COMMUNlCAnoNS. INC.
COMMERCE CROSSING, SUITE 1
INIlWW'OI.IS, IN 46240
TElfPHONE: (31?) 81&-6446
FACSIMILE: (~17) 81:1-6404
.
MAGTECH
SERVICES INC
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WOODLAND
SITE NO: IN-2572
1776 E.116TH STREET
CARMEL, IN
46032
APPROVAlS
PROJECI' MANAGER:_ DATE:_
NEX1EI.: DATE:_
IIlIlAlIIlIll':
1CHl:KED Ill':
EJMI
SAN I '
Ill: IlQE: ISlU:
1 10127Il1O SITE SKETCH
2 07102101 ZONING
REVISIllNS; IlQE: BY:
CEIIfR:A1lON:
SlEET 1II\f:
SITE PLAN
CONTRACl'OR TO CONTACf LU.P .P.S.
PRIOR TO CONSTRucnON START
1-800-382-5544
_ 1IIL _
1-800-428-5200
,.....-,,-
10i'0~241
r'- C-l
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GENERAL NOTES AND CONDmONS
01, AU. ~ _ NlD _ SIW.I. BE _ II
__~__FllR_NlD_
CllIlSlRUl:IIOI II 1HE sr.cn: OF _
02. '!HE CONIIW:IllR SIW.I. ICEEP CMEFUl. _ _ _ OF
AU. CllNSIRUCllOH AND SIW.I. FUINSII '!HE _ _ '!HE
alY _ REX;llRD _ UPON ClIIR.DIIlN OF lIS -. llNE
SEr OF -.:BE REX;llRD _ _ COPIES IIIISr BE
FURNISHED 10 '!HE OIINER BY '!HE CllNIIIACIOR.
01 AU. _ PERFlIMEI 8Y 1ItE CONIIW:IllR SIW.I. BE GlMMIEED 8Y
:f.:~~n:~~~AU.'!HE
IlEFECIS IN IM1ERIMS NlD _.
Q4. AU. SIllUCIUIElI. INIEIS. PIPE$, SWiIUS _ _ IIUST BE ICEPf
CLfAN _ FREE OF IllRI' _ _ lit AU. 1IIIES.
011. '!HE IS REllPClNSIIILE FllIl __ _ SIGNS,
FENClIlll, 1IWFIC COHIIlOI. _ - -. -
AU. _ 1llAT NC _ 10 __ lItE So\FEIY OF
1HE AU. _
11II. 1HE _ 8Y _ 10 _'IHE -. _ 10
_ _ HOI.D _ 1HE -. '!HE ENIlINEER. '!HE
alY. _ AU. _ NlD _ OF _ PMIIES. _ AU.
SlRIS _ CIMIS _ our OF '!HE __ OF SAIO -.
_ FURIHER _ 10 llEFEND OR cmtERlIISE PIlf AU. I.El:olL FEES
_ OUT OF lIE IlUEIlSE OF SolID PMlIES.
rn. AU. El.EYAID8 NC u.s.u IlIQUIL
11II. _ IIlST _ _ BE ~ 8Y 1HE 11IIE
_ IN '!HE PROIEllI' llPEI:IFICA1DIS
011. '!HE G.C. __ BE REllPClNSIIILE 10 ClFJUlMl'!HE EIlCLClSURE
10. '!HE GPS _ IIOUIIlS __ BE _ WIIH
EIIiCl.ClSUAf, NlD IIISW1IIl 8Y G.C.
11. EXISIING I/IIUIES NC _ /IS A llUIIlE ClNLY. lItE c:oIIIIW:IOR
=-VERlFJ.1llfE~ OF EllISI1Hll UIIIJIIES __ 10 --
12. AU.-'F_.IIIISI'III!~_1ItE_
EARTHWORK, GRADING, AND PAVING
01. AU. _ _ NfE1S SIW.I. BE SJRIlIlED OF AU. 'I1lPSOII.
_ lDBJIWILE ~ _ _ OR F1I1DllO _ 0.10
FmOF_~
02. '!HE _ 5IWJ. BE FREE OF AU. IJIlSlIIWlLE _ _
SIWl. BE _ 10 A _U11 85 PER CENf OF _
PIlllCIllll 1lENSIIY.
01 '!HE QlWIIII1ES _ II tHESE IllICUIlDIIS NC _
:O~:l':Lmm~t:~~~
SIIE _ SOIL COIIIlIIIONS.
Q4. '!HE _ CONIIW:IllR IS IlESPOIISIIlLE FllR __
POSIIIIIE __ Ilf lIE CONCUISIOII OF DiCII _ IlAY.
011. 1IlE _ CONIIW:IllR IS ~ FllR 1HE .-. _
~:=m~~~-::t
-
11II. UPON COIlIU1IllII OF 1ItE _ . 1ItE _ WILl.
_ 1llAT POSIIIIIE __ ElCISIS _ 10 AU.
CIlllSIIlIlCTEI -.so
SOIL EROSION AND SEDIMENT CONTROL
01. RfASlINoW.E CARE IIIISI' BE _ 10 __ SIlL -.
RERIllO PlIlllZIIURES NlD sr_ FllR .- SOIL ERllSIlIII _
_ COHIIlOI. IN '!HE SI'A1E OF _
02. AU. tUIS, SIRIICIIlRES. PIPE$, ~ _ _ SIW.I. BE ICEPf
CLfAN NlD FREE OF IllRI' _ SII.7.
01 S10aCPUS 5IWJ. _ A 8ERII OR 1REIICIl -..0 '!HE
_ 10 CQNIRIlL SLT F NEEDEIl. F 1ItE SIllCICPIIE IS
10 _ FllR _ 1IWI _ ~ IIIISr _ 5UFFIClEIII'
_ 10 COHIIlOI. BlIIH _ _ WIll _
Q4. SIllMI _ FRU _ SIW.I. III! PUIZD -..0 AU. tUIS,
CA1I:ItBIlSIIlS _ SWlUS 1llAT RB:EM: SII.1't RIIIIOFF ..- 1ItE
aJUIISE OF COIISIRUCIIlllI
011. SLT FDICE WILl. BE CIlllSIIlIlCTEI M.llNG 1HE _ ..-ERIY
UNE ACROSS 1HE ENIIlE CllNSIRUCllOH MEA.
08. _ SOl. EIlllSIOII CQNIRIlL IlE\IICES _ 1HE _ OF
1IIS PROIEllI'.
rn. RfJll.H:E SOl. EROSIOII CllIIlROl. IlE\IICES _ SOD _ 'I1lPSOII. lit
1HE COIlIU1IllII OF 1HE PROIEllI'.
08. AU. JOlM:EIIT _ 5IWJ. BE ICEPf CLENI lit AU. 1IIES.
011. __ SOl. EROSIOII COIIIROl IIIASlIAElI SIW.I. BE UIlIlERWCEN
IF DEEIIED _ 8Y 1ItE DlGIIIEERING _ DURING 1IIE
aJUIISE OF COIISIRUCIIlllI
. I ;;.~AU.~~ I
CONI'RAcroR. TO CONTACT LU.P.P.8.
PRIOR. TO CONSTllUCl'ION START
1-l1OO-382-5M4
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1-800-428-5200
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COIoIIIUNlCA1IONS. 1Me.
COIIIIERCE CROSSIliIC. SUITE 1
INDIANAPOUS, IN 46240
lELEPHONE: (31?) 815-6446
FACSIII1I.E: (~I17) 815-6404
.
MAGTECH
SERVICES INC
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WOODLAND
SITE NO: IN-2572
1776 E. 116TH STREET
CARMEL, IN
46032
APPROVAlS
PROJECT IIANAGER: _ DATE:_
NEXTFI' DATE:_
10IlA1IN BY:
ICHECICED BY:
EJMI
SAHI
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N.TS.
CONJ'RAcroR TO CONTACf LU.P .P.S.
PRIOR TO CONSTRUcnON START
1-800-382-5544
---
1-800-428-5200
RII ... .... III ......
COMIlUNlCA1l0NS. IHC.
COUUERCE CROSSING. SUll'E 1
/NIlIANAPOI.lS. IN 46240
TEJ.EPHONE: (317) 815-6448
FACSlIIII.E: (~17) 815-8404
.
MAGTECH
SERVI CE S I NC
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WOODLAND
SITE NO: IN-2572
1776 E. 116TH STREET
CARMEL, IN
46032
APPROVALS
PROJECT IIANAGER:_ DATE:_
NEXTEI..: DATE:_
IllIIAIIIlM
IlHl:I(S) 1M
EJMI
SAHI
Ill:
1
2
IW[: ISSIJe
1012T1lIO SITE SKETCH
07I02I01 ZONING
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BY:
ClIlIFIOOIllIt
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SITE DETAILS
1~:;)241
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GENE:RAl RE:OUIRE:ME:NTS:
IIEI1H
GENERAl NOTES
D. AMERICAN CONCREIE INSlITUTE (ACI).
Eo AMERICAN SOCIEIY FOR 1ESllNG AND 1IA1ERIALS (ASIU).
f. EI.ECTRONIC INDUSTRIES ASSOCIATION STANDARDS
(ElA/TlA-222-E).
6. WELDED WIRE fAllRlC SIWJ. CONFORM lO AS1U A 1l1ll.
7. NO AIlMIXTURES SIW.L BE USED wm<<lUT THE PRIOR WRITTEN
AUTHORIZA11ON OF' THE ENllINEER.
8. AU. CONSTRUCnOH AND ElCPANSION .KlINTS SIWJ. BE INSTALLED
PER lHE IlRAWINClS.
9. AU. EXPOSED CORNERS OF' CONCRETE WORK SHAU. BE
CHAMFERED 3/4" UNLESS NOIED 01'HERWISE.
10. UNLESS NOTED Ol'HERWISE AU. REINfORCING STEEL SHAU.
BE lAPPED PER ACI CODE - 318.
11. AU. FORlIWORK SHAU. BE RIClO. 1IGHI'. ILVEL. PI.lIUB AND
SUfFICIENTLy SHORED lO RESIST CONSJRUCTlON LOAD
CONIlIl1OHS.
12. CURING OF CONCRETE SHALL BE PER ACI JOlUI9. STANDARD
PRACTICE FOR CURING CONCRETE.
13. PlACE CONCREI'E IN ACCORDANCE WITH ACI 3D4J9.
14. HOI' WEATHER CONCRETE SHAU. BE PER ACI 305IL89.
COlD WEATHER CONCREl1NG SHALL BE PER ACI 3lI8IL89.
15. WELDING OF REINfORCING STEEL ARE PROHl8/IED.
18. PRIOR lO THE PUCEIoIENT OF. lHE CONCRETE. THE CONTRACTDR
SHAU. PROVIDE A IIINIMUM 24 HOUR WRITTEN IKJl1CE lO THE
OWNER'S REPRESENTAllYE AND THE TES'I1NG NJDfC'f.
17. PRO\IIDE TEST C'lUNDERS M. FllU.OWS:
A. EQUIPMENT ENCLOSURE:
1 CYLINDER AT 7 DfoYS
1 CYLINDER AT 28 DfoYS
B. DRILLED PIER:
1 CYLINDER AT 7 DfoYS
1 CYLINDER AT 28 DfoYS
18. AU. REBAR SPUCES SHALL BE CLASS 'C'o NO WELDING
WILL BE AU..OWED
3. SUBGRADE PREPARATION:
A. REMOVE AU. SOILS COHl'A1NIHG lOPSOlL:. ORGANIC
IIATERIALS. AND/OR FILL IIATERW..S FROM WITHIN
MEA OF' ENCLOSURE fOUNDfol1OH.
B. PROOF ROLL RESULTING SUBGRADE WITH A HrAVlLY
LOADED SINClI.!: AXIJ: DUMP TRUCK OR SIMIlAR
VEHICLE (20 10M LOAD). CONTRACTDR SHALL UNDER-
CUT AND ~ WITH ENGINEERED FILL (COIIJ>AC1ED
~~~ ::~BYARf:
TE5TING NJfJff:(.
C. IlACKFILL AND COIIPACI' THE NlEA WITHIN lHE IlUIIJlING
f'OUNDf<11OH. AND UNDER lHE SLAB OR BE1WEEN RESULTANT
SUBGRADE AND f'OUNDf<11OH WALL WITH CA-8 GRANUlAR
IIATERIAL
4. FOUNDA11OH WALlS SHAU. BE BACKFILLED EVENLy ON [ACH
SIDE OF' THE WALL OR WALlS SHAU. BE ADEQUAlD.Y BRACED
BY lHE CONTRACTDR UN11L ENCLOSURE SLAB HAS BEEN PlACED
AND CURED FOR 72 HOURS IoIINIMUII.
5. REfER lO SOILS REPORT FOR IoIINIMUM IIE'ARING CAI'ACIIY
BELOW FOOTING.
ANTENNA TOWER
1. AN1'ENNA TOWER IS A 90' MONOPOLE.
THE ANTENNA IolOUNlS SHAU. BE fURNISHED BY
NEXlEl. AND INSTALLED BY THE CONTRACTDR PER
THE OWNER'S AND IlANUFACl'URER'S SPECIF1CA11ONS.
COWUNlCA11ONS. INC.
COMMERCE CROSSING, SUITE I
INIlIANAPOI,IS, IN 46240
1UEPHONE: (31'?> 811H1448
fACSIMILE: (317) 815-8404
1. AU. WORK SHAU. CONFORM lO THE REQUlREMENlS OF
1HE LATEST EDITIONS OF' THE fOU.OWIN(l CODES/SPEClFICA1IONS.
A. NEXTEL COH'IftACI' DDCUMENIS AND lHE PRO.lECT STANDARD
SPEClFlCA1IONS.
B. AU. APPIJCAIll.E LOCAL STATE AND FEDERAL CODES
AND REGULA11ONS.
C. UNIfORM BUILDING CODE (UBC)/BUILDlNG OFFlClALS .. CODE
ADMlNlSmAlORS (BOCA) M. APPI.ICAIlI.E.
.
2. 1HE fACIUlY IS AN UNOCCUPIED SPECIALIZED MOIIIl.E
RADIO fACIUlY.
MAGTECH
SERVICES INC
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5. 1HE CONTRACTOR SHAU. RECEI\IE IN WRInNG. AIITHORIlA-
lION lO PROCEED BEFORE STARTING WORK ON /IH'( IlEM
NOT ClEARLy IDDmF\ED BY THE CONIRACT DOCUMENIS.
E:OUIPMENT E:NCLOSURE: BUILDING
1. THE EQUIPMENT ENCLOSURE IS A PRE-fABRICATED ENCLOSURE
MANUFACTURED BY F1BREBOND CORPORATION (NC.
THE EQUIPMENT ENCLOSURE SHAU. BE fURNISHED BY
THE OWNER AND INSTALLED BY THE CONIRAC1OR PER THE OWNER
AND IlANUFACl'URER SPB:lFICA11ONS.
2. GENERAl. CONTRACTDR SHAU. BE RESPONSIBLE FOR OF1'-LOADINC
ENCLOSURE fROM TRUCK AND PlACING SHELTER ON PlATFDRII.
__ *"' .... _ aod _..
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3. PlANS ARE NOT lO BE SCALED AND ARE INlENDED lO
BE A DlAGRAllllA11C 0UTtlNE ONly. UNLESS NOTED OTHER-
WISE. THE WORK SHALL INClUDE fURNISHINll 1IA1ERIALS.
EQUIPMENT. AND LABOR NECESSARY lO COIIPI.EI'E AU.
INSTAllATIONS M. INDICATED ON THE DRAWINGS.
4. PRIOR lO lHE SU8IIISSIOH Of THE BIDS, THE CON1RACTOR
SHAU. VISIT lHE JOB SITE AND BECOME fAllllJAR WITH
1HE FIELD CONDIIlONS. /IH'( DISCREPANCIES ARE lO
BE BROUGHT lO THE ATmmOH Of 1HE OWNER'S
REPRESENTAlJIIE.
So THE CONTRACTOR SHAU. INSTAU. AU. EQUIPIolDI1' AND
IIATERW..S IN ACCORDANCE WITH IWIUfAClURER'S
RECOIlIIENDfo11ONS UNLESS SPECIFICALLy OTHERWISE
NOIED.
WOODLAND
SITE NO: IN.2572
1776 E. 116TH STREET
CARMEL, IN
46032
3....(f
'lo
APPROVALS
PROJECT MANAGER:_ DATE:_
NEXTI'\' DATE:-
7. THE CONlRACTllR SHALL SUPERVISE AND DIRECT 1HE WORK.
USING BEST SI<IUm PERSONNEL THE CON1RACIOR SHAU.
BE SOLELy RESPONSIBLE FOR AU. CONSlRUClIOH MEANS.
MEJHODS. TECHNIQUES" SEQUENCES AND PROCEDURES AND
FOR COORDINA'IlNG AU. PORl1ONS OF THE WORK UNDER 1HE
CONTRACT INCl.IJDIHG CONTACT AND COORDINATION WITH lHE
lANDl.llRD"S AUTHORIZED REPRESENTA1l\/E.
'lo
GRADE
10. KEEP THE CONSIRUCTlOH SITE aEAN. HAZARD FREE. AND
DISPOSE Of AU. DIRT. DEBRIS. RUBBISH AND REMO\IE
EQUIPMENT NOT SPECIFIED M. REIIAlNING ON 1HE PROPERTY.
IEAIIE PREMISES IN a.EAN CONDITION AND FREE FROM PAINT
SPOTS. DUST. OR SMUDGES OF /IH'( NATURE.
11. CONIRAC1OR SHAU. PRO\IIDE A COIIPI.EI'E SET OF 15 BUU.T
DRAWINGS lO 1HE OWNER AfTER COIlPLEI1ON Of THE .JOB.
12. MEANS AND MEIHOOS OF CONSTRUClION 1NCl..UDIHG. BUT
NOT UMITED lO. THE DESIGN AND PIACEIIENT Of fORMS
AND SHORING ARE THE RESPOHSIBIU1Y OF' THE CONI'RACIOR.
13. CONTRACIOR IS lO HAIlE ECS PRESENI' FOR CONCREIE
SAIIPLE Of THE SHELTER f'OUNDf<1ION.
E:XCAVAll0N/BACKRll AND COMPACTION'
1. NEXm. HAS CAUSED A. GEarECHNICM. EXPLORA11OH 10
BE PERFORMED AT lHE SITE BY:
ENGINEERING CONSULTING SEIMCE (ECS)
(847) 279-0386
REPORT "8:2718
COPIES OF THE REPORT ARE AVAllAIILE lO THE COH1'RICTOR
FOR REFERENCE ONLy. MOTHER THE OWNER NOR THE ENGINEER
CllWWI'IEE lHE ACCIJRIC( OR THE YALIDnY Of lHE DfoTA
CONfAlNED THEREIN. NOR DO THEY M.StJME /IH'( RESPONSIBIIJ1Y
FOR THE CONfRACIOR'S USE OF' IN1ERPREI'A1\OH Of THE DfoTA
CONTAINED THEREIN.
THE CON1RAC1'OR SHAU. fAIIIIJARIZE HIMSELf' WITH THE CONTENIS
OF THE /IIKNE REFERENCED REPORT PRIOR lO SUIIMITTAL OF
HIS BIDS.
2. THE CON1RACIDR SHAU. EXCAVATE ". BELOW GRADE AND
SPRAy WITH WEED CONTROL AND PlACE CLASS 2 AGGREGATE
BASE AND aEAN ROCK AROUND ENJ1RE FENCE MEA.
3. ENllINEERED FILL SHOULD CONSIST OF EIMRONMENTAU.Y aEAN
APPRCMJ) MATERIAL. fREE OF' LUMPS, FROZEN SOIL, lOPSOII.
OR aTHER DE1.ElERIOUS IIATERIAI..
4. AU. FILL IIATERW..S REQUIRING COMPACTION SHAU. BE PlACED
IN uns NOr EXCEEDING 9 INCHES AND COMPACTED lO A
MINIIIUM Of lIS PERCENT OF IlAXlMlAoI OR'( DENSITY 15
DE1ERIoIINED IN ACCORDANCE WITH AS1U D 1557 (1oIOOIF\ED
~F1LL IIATERW..S NOT REQUIRING COIIPACnoN SHAU.
BE IN uns NOT lO EXCEED 12',
5. CONTRACIOR SHAU. PRDYIDE ADEQUATE SHORING AND IIRACINO
FOR THE EXCAVA110H WORK IN ACCORDANCE WITH THE
N'P\JCA8LE SAF'EIY ORDINANCES.
8. LOOSE MATERIAL SHAU. BE RDICNED FROM IIOT1OM Of
EXCAVATION PRIOR lO CONCRETE PUCEIoIENT.
~
~
9. 1HE CON'TRAClOR SHAU. MAKE NECESSARY PRO\IIS1ONS
lO PROTECT EXISIlNCl IIIPRO\IDIENTS, PAVING, CURBS.
GALVANIZED SURfACES. ER:.. AND UPON COIlPLEI1ON
OF' WORK, REPAIR /IH'( DMWIE THAT OCCURRED IlURING
CONSTRUCllllN.
3-f5 CONI'. 1llP 1M) BOrTllII
t='3'.J~
3-15 CONI'. 1llP ot BOrTllII
T
;.,
I-III':
ICIfCICm III':
EJMI
SAHI
8. THE CONTRACTOR SHAU. VERIFY AU. D111DlS1ONS AND
CONDlT\ONS ON lHE SITE AND NlJ\1fY THE OWNER'S RE-
PRESENTAllYE OF /IH'( DISCREPANClES BEFORE STARrING
/IH'( WORK.
NO: lloQ[: ISSIE:
1 1012711IO SITE SKETCH
2 071021O'I ZONING
I
I~.r- 1'-S' I
0~~~~FOUNDATION DETAIL
RIYI5IllNS: lloQ[: III':
E:OUIPMENT ENCLOSURE FOUNDAll0N:
CEIlI1FICAl1ON:
CONCRETE AND STEEL RE:INFORCEME:NT
1. AU. CONCREI'E SHAU. BE NORMAL WEIGHT AND SHALL ACHIE'iE
A COMPRESSIVE SJRENGTH. f"c - 4000 PSI AT 7 MY$, UNUSS
NOTED 01'HERWISE. CEMENT SHALL CONf'OIIM lO ASTII C150
1'IPE U.
2. IlIX AND DElJYER CONCRETE IN ACCORDANCE WITH ASTII C94.
ALTERNATE NO. 2. COHTRACTOR SHALL SUBIIIT IIIX DESIGN lO
THE ENGINEER FOR REVIEW PRIOR 10 PIACEIlENT Of CONCREI'E.
3. I/AllIIAJM AGGREGATE SIZE SHAU. NOT EXCEED 3/4".
4. SUAlP OF' CONCREIE SHAU. BE 2" lO 5'.
5. ALl REINFORCINO S1m. SHAU. BE DEFORUED AND CONFORM lO
THE REQUIREMENIS OF AS1U AS15 GRADE 80.
'lo
I
;.,
Slm11llf:
GENERAL NOTES,
SHELTER FOUNDATION,
ICE BRIDGE roUNDTION
1. REfER 10 CML DRAWINGS FOR ORIENTATION OF' lHE FOUNDATIONS
2. FOOrINOS SHAU. BEAR ON YIRGIH SOIL OR COMPACTED FILL
IIATERIAI. CAPABlE Of SlJPPQRTING A IIINIIWM SOIL IIE:ARING
PRESSURE M. DE1ERMINED BY THE TES'I1NG AGENCY
r 1M. IINIIUII
@CE BRIDGE FOUNDATION DETAIL
NoTS.
CONTRAcroR TO CONTACrLU.P.P.8.
PRIOR TO CONSTRUcnON START
l-BDD-3B2-5544
---
1-800-428-52DO
.. ..... _ ,,-.
I~O~241
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PLAn: + SIWT 2lI<lO
BASE P'..\'l'C + _ Z 1I11lD
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A1'tM:I1II!lIr. I4OUIllS,
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PHONe: (800)433-181.. FAX; (817) ~10
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srAGGER TIES 180'
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41 fUIS
I.IHF1.CltlREl) BASE RFACl10NS
lQ4)IT - 1764 fl-kipa
SHEAR .. 24.3 kips
AXW.. - 23.2 kip&
E51'. SIWT .. BASE It vrr. .. 9.5 \dpI
(aua< WEIllHl)
0TOWER DETAIL
NOTES:
1) DESIGNED 10 CllNFllRII WIIH CURRDIT ANSI/EIA-222-F srMIWlD lIIIUZING SllII.
REPORT PRIMIlED B'l' ECS. L1D.
2) COHCREIE 5IRENGlII1O ElIlW. 3llllO PSI AT 28 lIA'IS.
~) --.cHLllRIDE, NllIHXlRROSNE CONCREIE SEI' ACCmRANT IIAY BE UIIJZED IN
COIII'I.WICE WIIH ASJ>>-C-4M 1'IPE C AND M:I-~18 .
4) IIo\1EIl REIlUCING HJIIIX1IJRE I/o\Y BE UIIJZED IN CllIIPIJNICE WIIH ASIII-C-4lM .
5) .u ~ SHllUUl BE IlISPBlSED IN1D FllESIl CONCRETE AND sumcem.y
IIDlED. .u AIlIIIll1URD IIUSI' BE MlIJO) SEPMAlELY.
8) -.. CONCREIE ClMIl or 3" ON .u srm.
7) CRlJIN 1lI' or PIER RlR IlIlHNo\GE AND CIWlFEIl .u EXPOSED CllIlCREIE EDGES I" .
N'PROllIIA1E CONCREIE REQ'D. - 28Jl1l...
N'PROllIIA1E _ REII'D PER CMSSON - 1St or "ll 'IER1S. (GIWlE 60)
nu or 14 TIES (GIWlE 80)
DESIGN lllM>S AT 1bP IF PIER:
SIlfNl - 24.3 ICIPS
'IERlICoII. - 23.2 ICIPS
~ - 1,784 n-IOPS
SITE -. VIIIIIILAIlD
N.Ts.
0TOWER FOUNDATION DETAIL
IUS.
NJIZTII-
COMMUNICATIONS. INC.
COMMERCE CROSSING. SUITE 1
INDIANAPOlIS, IN 46240
1UEPHONE: (317) 815-8446
F'ACSIIolILE: (317) 815-8404
.
MAGTECH
SERVICES INC
t7tO ....... ..
..... -.. .....
(111) ........ (1:,8)..........
....... - ...... - .... - ..
_..tNI_...lbo~'"
:m:" -: ::- :Slllla- ...:M:.::
",,:"5"-~"""-
_be l"l"'~""':::'~_lor
~ '" iiiiiiBii =::\rille. 1110_
::r.~~ .:.: =:'"tio"=-
WOODLAND
SITE NO: IN-2572
1776 E.116TH STREET
CARMEL, IN
46032
APPROVAlS
PROJECT MANAGER: _ DATE:_
NEXla: DATE:_
1_1Jf:
IClIEl:IlEDIJf:
EJMI
SAHI
ICl: lWE: lSSI2
1 10127100 SITESKETCH
2 07lO2101 ZONING
RE\1SIONS; lWE: IJf:
CEIlIFI:A1IllIt
ERTIFIED BY OTHERS
EE DETAILS FOR
ERTIFlCATlON
SIIII' 1Il1!:
TOWER DETAIL
TOWER FOUNDATION
DETAIL
I~O~241
I"" - S- 2
NOTE:
~8ni~RRGNED FOR
TOP OF' I }r.J;!PNG ROO
EL co 95 -0 AGL
TOP OF' IltEWl ANTFNNA.C::
EL co 92 -0 AGl
CFNTF'R ~ OF' N~ ANTFNN"'C::
EL ... 90 -0. AGL
..J
l::J
<
.
C>
I
o
(J\
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.DS
0TOWERELEVATION
SCAlE: l/t.,,'-4
~
~M1T SHELTER
~TM
9 COAXIAL CABLES
FINISH GRADE
~E BRIDGE ELEVATION
. 3~",'-4
G.c. 10 REFER 10 1HE LATEST ANTENNA
WORK SHEEr PROVIDED BY NEXTa
COMIIUNlCA1IONS PRIOR 10 BIDDING
AND CONSIRUCIlOH.
_': ,. h '_'.,., ","~>. ',- ;:.''-\:'''' ',::'~':.::', \i;,~-:.~_~..ti;.;.<2\l~ ..:..':.:..", "'1.:.,;", '., ".i':;.c.~'.'..^.J.:,~,,~. \,",:,'.";,,\,~V,, '~,;:.'.', \,::_..;..::"-;.'.\:.:'~,,.'..\':,.,~ ,\-~.: ';":)'.;"~\; '.b ';'~,::\'.~'-:~,::.. ,\'>.::,::'::' 1:;;;,),:<0.>')..~\\~;',:':-''''''.~><~\\~\,'>.~\~''-:~b}j:i;~\;,:.;t~\i1~\';\,\o;~'~\'.i;~:;':'\0~<j\~,\\,\~:;~':,\{i~":' ~'0i~ ~~:i~,l;0:):' -,:,,:,\,','i
CONTRACTOR IS RESPONSIBLE FOR 1HE F'OUDWING WORK:
I. ___ftLBE RIllI'lIIlSII.EIllIl'DIESB:lIlIl'f
Of 'DIE SItE _ 1ItE _ Of 1HE __ EIlUPIlEIlT II
lIE SHEllER UNIII. 1HE SItE IS ,_ ClIIIPI.EIE. _ liHML
_ AlL _ _ IllR 1HE 1IEI'I.GIIEIlI'1IU Of
lIE __ _ UP 10 -.aoo.
2. __ _ liHML _1HE _ BUSS 11M
11I1HE__
:l.1HE - ;r: - BUS rmliHML BE
lIllUIIlDI 1lIE__
_ liHML A CMIIElD 10 _
=- ~1HE"::-~\sso::. ~'=--: 'DIE
__A_II1HE_.u.
IW/l.l 11II liHML NIlI" CCIIIE II _ WIIH "", __
~c:c.~~=':-aB;:".u.
__ AS S1llIED -.
4. 1HE IIlIEIIIIl _ HIIIO liHML BE cur 11I11C
IIICIlIllIII OF 1HE _ GIllIE I'IAIL EACH f1I 'DIE 1WO
INlSliHMLIMAPIEl:E__IMA2
HllI.E Wll AIWHD WIIH II'AT _ _ lIE
_ 111 lIE SIEII f1I 'DIE LUll. EACH f1I 'DIE
INlS 10 BE AIWHD 10 1HE _ 11I1HE SFU:IfD
__PO__
5. IOIEL SUPPI.D AlL GPS __ a.c:. 10
SII'PLY IllllIlIS.
I. _ SIIEUER liHML BE SII'R.ID Ill' NEXIEL
7. __-"BERIllI'lIIlSII.EfllIlClfF~
SHEllER _ _ _ _ SHEllER ell _
I. _ _ liHML _ SHEllER 10 _ WIIH
4 SlED. ~ SII'R.ID Ill' CXlIlIIIM:IIII. ~ liHML BE PIRED
__Ill' IIEIlIlIlS _Ill' 1HE SHEllER ~
__liHML__1ItEllIIEAlLSlED.1lIIM:IlEIS
~ SB:UIIED 10 1lIE SHEllER IllR ClfF__ _
8. -. _ -.. _ _ IIIIfI' SUPPlIED WIIH 'DIE
SIEI.lDll1lllE _ _ e111HE SIIEIJPI. _
-.. AlSO tar 11II _ 1IlE IIIIfI' IS ell 111 _ CIIIY.
II. -. _ liHML _ AlL c:IlII'lIIIEIII IF 'DIE SItE
CCIIP\ElICII IlIT SII'R.ID WIIH 1IE _ CRill' _
II. __ _liHML IM1lE SItE CIDIIED Ill' A _
~ SEJMCE. 1HE fUlCll liHML BE _ WIllI .. _ IIllll
_ AlL _ liHML BE _ IlllIII NIl BE FllEE OF -.
ausr. _ -. _ 110 ___ 5W1. 1IlE CUlIIIIC
_ _"", _ f1I _ IllD 'DIE SIIEIJPI.
12. -. _ liHML BE -..: IllR _ SlED.
f:IIIDI'(I1I111ELllCAlIlIII_Il1HE-.
1:I._.-RCII_IIIIfI'_~IlIlI1ERl'WDS
1OlIEllIlI1ERl'.__
14. 'DIE _ GIllIE _ PUl1ES (DrIDIICR NIl
_11llolll'ME _ LClCISE WIIH 1lE 5HE11III
~BE~I1I~~HDU)
PUIIE N111HE SHEllER liHML BE S&UD lI\1EIlIIlHL
PRllPEIl _ ME 10 BE USBl II _ 1HE
PIA1ES 10 1HE IlM.L
15. AlL c:IlII'lIIIEIII f1I1IlE SItE CCIIPlEIIIlIIIlIT ftL BE
SUI'PI.ED .1HE SHB:IIIl ~ _ _
LClCISE WIIH 1IlE SIIEIJPI. AlL IIDIS 10 BE IIllUIllED
11I1lE _ I.OClUDlS IS 10 NIlI" IllERfEIlE
WIIH 1HE _ CRAaZSS10 1IE _.
Ie. QOIU .- IlSDI1A1IIIII IS 10 BE _ Ill'
0BEIl NIl IN5IllWD Ill' SHELlIR ~
IIII.DS __
17. AlL QOIU .- IS 10 BE r-r ~1/~ _
IHiIlEII f\llCll. UIILESS _-.
II. _ C8E .- ell ell _ f1I AlL SPUCES.
'lEES 11II lIIIU. CIltNI:IDIS WIIH ,. CIIEEII _
__lML_r_MWS).
18. _ $WI _ ell NUr SIlE IF C8E .-
WIIH _ CR_
211. IllR _ IF SIIEUEIl SII 5HID [-I NIl [-4
___IIl'_
21.1HE_IF____
1IIEIR LOCRDIS liHML BE _ Ill' _ ..-
10 _'IllS _10 'DIE SHEllER
__IllR_
22. AlL _ (lNTEIICR) E1EI:lRICM. _
~ CWlIIII/, ..- S'ISl!II, EIC. PO
SllEL1ER ~ CR AS _ 1Il'-'
2:1. __ liHML BE .-m I FEEl' (I'~ CR ...
_ "", PRllPEIlIY \JNE CR __ 1M LN: _
If_"",___
24. __ NIlI" _ IllR IIlSUWIIDlIN
IEIM FLOCID _ -.
:Ill. IIISIIIIL .-R PUIIE _ ......... NIl CMIUC AS
A _ $PI. CR _ _ GUIlE IIISWlAIIlIL
CUSIllIER ftL _ ell A PO SItE -.
---
N
o-t
~~~~ER~~
b'dUNTm TO ANTENNA
BRACKET BY G.C.
">
~
tJ
1;fJ'
II
180"
SECTOR 2
~
0ANTENNA LAYOUT
SCAlE: No rs
NErI&
COMMUNICA1lONS. INC.
COUIIERCE CROSSING. SUITE 1
INDIANAPOLIS, IN 46240
lELEPHONE: (31?) 81lH1448
f'ACSIIIU.E: (317) 815-8404
.
MAGTECH
SERVICES INC
1718""" _
.... ..... II .....
CI'II) ......... (218) 4II-aCII 1M
--.1docIl. .... t': .... .-..
i:...~.=_~"
far ... on tlIII ....... ~~
!>J'="'-~=:=far
::t.:':.t~IMifmI= -:..:_
='.~~ ~% =-......=-'
WOODLAND
SITE NO: IN.2572
1776 E.116TH STREET
CARMEL, IN
46032
APPROVALS
POOJECf IIANAGER: _ DATE:_
NEXTEL: DATE:_
1_.:
lamcmlll':
EJMI
SAHI
NO:
1
2
!WE: ISSUE:
10127/00 SITE SKETCH
071021ll1 ZONING
RE.'ASIONS: !WE:
Ill':
CElIIITAIlOIt
SIEEllllli:
SITE ELEVATION
COAX SCHEDULE,
NOTE
1~0~241
r- A-I
\
\s
,
\
\
\
\
\
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\
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0:
0:
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10
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~~~
at
HEAD
1.NJ.IlEIMS__IN-._ _
------
_ DUE 10 SIll SPB:n: _
2.NJ.~__1lI'f1F__
SIMU. BE _10 A _ _ f1F I'-r
_ FINISH -. EUIlIIIC lIEIIR __ _
;I. NJ. __ ClIIlIlUCIlIRll SHML BE 12 &ClUD _-.
4.~~==-~~~~_
_.
II.NCIIIfY __F___
DImClJL1ES IIISDLIJIIlI __ S'ISlEIlIlUt:
1OSIII__
1I.__SHMLBEm._
0Il_ EIlUAI. ___
7. NJ. _ __ COIIII!ClClIlI _ 10 BE __
_ _ __ SIMU. BE EIIHEIl ~ OR ~
IS_OIl_
S. NJ. __ INSfoOWlIIIlN IS 10 BE IN --.cz _ 1HE
~___1Ir
.. __ _ 10 BE INSIIIUSl A __ OF r..q _ SIIEUER OIl
-
1o.CIlIl_ FID _
~~~-=~~-rx-
,-
'.WITH" . roWER" GROUND BAR -
AREx,IN ". SEE" DEfAJ~ 41(- " ."
. 7 . " .. . .
'~~..:'~_L~~.~:-"
'.
".
"'.
I
I
,
o
GROUNDING GENERAL NOTES
GROUNDING PLAN (D
SCAlI: 1/4'=1'~
SYMBOl
GROUNDING LEGEND
DESCRIPTION
;c
~
~
otr . 10'-0" _ ... __ SIIII.
~ _ RIID
_....__IILL
_1BAl(~
u.='~C::-
--
--
--
.--... IUCDIC
.--... 'IDDItllIE
-8-
CONTRAcroR. TO CONTACT LU.P .P.S.
PRIOR. TO CONSTlWCI10N START
1-800-382-5544
---
1-800-428-5200
_CllI&a"'fI1-.
.
III
.'
lIE
ur
I
-I
I
I
I
I
I
I
I
I
I
roJ
ElECTRICAl. - GENERAL NarES:
1HE GENEROI. IICJIES _ __ __10
_ lItE _ _ IIlSWUIDllIIIrf 1HE EUCnlIl:o\L
~ '" NJ. IMCII, IM1IIIIOIS, _ _
REllUIRED 10 _ _ am-. _ CllIRDE IN
~SIMU.-'::"'~::'~,f'E1HE~
10 _~___f1FA
===~'= ~WIIIlA
__ ___10_
---_.
2. _~__OFlIII_
_ (lMRHDII OIl -.e) NIl NJ. _
_ _ _ _rrAS_-.tOIl
REllUIRED OIl ~
;I. ___f1F____
_ LIlCM. _ SUMC:I.
4. All.R _ (4') ~ _ SIMU. BE
- SCItIIllU: f4II. _ _ _
II. ~FlllJ..lM SIMU. BE urr IN _ (PC) _
II. _ __ SIMU. ____
SEIMCE _ COIIlUI:IClIlS. ___
__ ____10_
_ __ _ _ BUI.IlIC.
CONTRACTOR UAJllUTY
I. _ __ SIWL _ INIE _ __
__ NJ. __ ~ IICIIlSD, -.....
___f1FNJ.PUS.
2. _ ~ SIWL BE IN _ _ NJ.
-.eMU _ soar. I.IlOM. _ IlIIIDW.. NJ._
DI'SIOH. PERRIIIMNCE --,IUUlII... EHODS aF
_ f1F NJ. IIDIS _ _ SIMU. BE IN
_ _ _ IImIr ISSUE or __
-.eMU: _ ~.ooae or _ _
---
lIED _ EUIlIIIC _
_ _ ---
DE INSIIMI II' am-. _ ~
-
__SOClEI'I"__
IIA1-.&
_ _am-._
--
IL__.IIC.
ElECTRICAl. - GROUNDING ROD SYSTEM
I. NJ. __ _ CDMllID8 SIMU. BE lIISllUED _
COIMElDS _ SIMU. _ NJ. __ 10 __
RllDS, SPUCES, _ _ ~ SUIlIlE PlIIIIEIlIIClIl
S'ISlEIlIIS_OIl_~ NJ.__
IIA1-.& USED SIMU. BE "ClDIIEUI" NIl INSW.IID IS
PER_ ~__~
----
2. ClIlOUNII _ SHOlL BE IISDWIl WRDCMLV It _
ElCISIIlII -..- __10' OIl -.
-~-
;I. __ _ __ __ SIMU. BE _ COPPER, 12
-.SIUl _ __IM~WIIIl
... WDI . A _ DIPIH fir 4Z INCHD. NJ.
_ ... SIMU. _ _ IDS 1HIII A-"
-.or__(8').
4. __lM.u.__.__
POSIS__IISPER NElCIEI.-.
==.m~~&s:':~~
_____1S_1llll1HlE
EXlIRIClIl __ _ _ PClSlS SIMU. .- A
SIIllINIlEII__1O___
,.., NJ. -.- ME 10 BE ____
----.
II.
_ 10 __ -.1HE 1IIImIICM.__
SIMU. __ 10 _ LIlCM. UILnY -.wr'S
__ _ SHIIU.llEf _ _ _ SOlIE'.
__ _H1SBIl.1O__tlll:H
UIIlIY -. CClS1S 1IlEY _ --. _ SIWL
BE IIOCI.llIlED II .. lID _ CllIIIRCr.
ElECTRICAL WIRING AND RACEWAYS
I. NJ._II'NJ._IlUSI".~IN-.r.
___0Il_1Ir1HlE
EJ..B:lRIOM._
2. NJ. _ SHM.l. _ COPPER 1'IPE _ _ IN
_1IIII_(NEI:)_am-.CClIlE
OIlAS_OIl~
;I. _ SII!U. BE SI!EL _ _ 5IZt: lIS
_ _IN _II1II_ (NEI:)_
EIDlIIlICH. CClIlE _ _ _ OIl ~
NJ. _ SIMU. BE _ _10 ~
4. oIUIIClIllN IIlIlES llR PIlL IIlIlES SIW.L IIEEf (ILEA:.)
_am-.CClIlE__AS_
_~or___
II. lItE___~SlMU.BE
__v _ ~ IN__
_ MIIClI 2lIO or _ (NEI:) _ ElBmlICM.
CClIlElI.
II. _ _ SII!U. BE _ 1HIll" NJ. SllIIE_
LIlCM. _ SIW.L N'IV 10 1IIS 1IISIlIWlIIlIN_
_BE_11I.
GENERAL NOTES
_ 10 _ __ or -. _ ElBmlICM.
__ SIW.L _ NJ. IlEIMS _ -.us OIl
lIIt___ _ IIr lIIt_
__or____
--------
_~_FClIlSl:Ml'.___
1lOOR-.____
_ERl._ _ -. CllIIFUClS,ERl.
1O____BIl.
_ _ _1HE ____SIMU.
___IIlIIClIl_1IISCClIlIIIIll
lXINIIllILS. ERl. _IU. _ _ IIr CIIIEIlS (FBO).
NJ. _ lIIIIPIIEIl\' SHIIU. BE IIlSDWD _
CUftEIm' _ IIr _ ElBmlICM. __ IN
__ IIIlIf -...:nJRER'S _ __lIS
-..m _ A ~ __ ~ !LEl:IRICM.
CCICIRIlC'Ial SMIlLI. WIIFY MID COClIIDIIIOE .........IUlDIII,i;I
't:~..:n~1O_fIr
ELECTRICAl ABBREVIATIONS
_ lIITGlEII10 a&.
C __
CIW CLCIIE 10 a&.
CBO ~ _ CXlIAIlI'
Ell8 ___....
EIlR __~
F80 FIRBlEDIrf_
IlfI _FMlLT_
.. -
.. .aJIIClIllOI_
KW _
--
... -
--
1m) __
_ __1US1IMl
_ _ IUCIIlIl CClIlE
PB PIlL _
PH -(II)
_ PIOHIL
_ __mm-.r
SW __
m: ___
v 1lIlUS
. -
.. --
..-
COMIIUNlCAnoNS, INC.
COMIIERCE CROSSING. SUITE 1
INDWIAPOUS. IN 48240
TELEPHONE: (317) 815-8448
FACSIMIlE: (il7) 8115-8404
.
MAGTECH
SERVICES INC
ma___
fDIII' ..... II .......
1110)_. (2'1)__
1110 --.Idoao, ..... _ ... _ ..
-..._........._of
~ ~ ::-.:1..--::=
of u:-S~ Idoao,..... -= .:r"-_
- be l\~ l":.t~.. ~- hr
:.r.==.. of iiC1iDi _ IIlo. 1110 0-
=.1~~.%=-tioftr~-'
WOODLAND
SITE NO: IN-2572
1776 E.116TH STREET
CARMEL, IN
46032
APPROVAlS
PROJECT IlAHAGER: _ MTE:_
NEXlEl: DATE:_
I_III':
ICIEaCEIlIII':
EJMI
SAM I
.. 1ISI8 OIl _ __ IIlSWUIDllII SHIIU. BE
_1N__IIIlllEL__
_ 10 ..... II" SIW.L _ EllI:EED _ or
5_
GROUND RESISTANCE TEST
-__SlMU.BE_IIrA_
_Irf__
INlIIt~_
_ _ SIW.L BE _ rACIl CRllUND _ IIlSDWD .
__ CClIlN!RS, BUf _ CONND:IED 10 _ _
... ClHI!Cr Dal f1F _ _ (4) _ IIllIlS 1llGEIHEIl
=.a- A S'ISlEIl 1ISI"..vmt Dal... IS -..M1.Y
F _ __ _ 1ISlS IN IllIDIl or 211 CHS ... -.
_ _ __ _ -... _ 0Il--'
f8ll IIEI'llISEIlWNE gQJl.D 8E _ SO 1llIlr".
_ _ _ BE &Er 10 A IlIEPEIl DEPIH UIllI. 1HlY _
A __ Il\oU orl0_ _ __
--
-
:t-V-=~~=-X
\IUD lJIHIIlIISE N01EII. OIl AS
_ It'( _ FIE1lI EIIIIIEER.
1rIit.~~
ClNlUIr II FAS1ENEIl5. _ _ Dl1IRE
-----
f!Q ~~
~_~~FIIf~
~'NiOR~~
NMIIIST Nrt ~
GROUND GENERAL NOTES
I. NJ. -.0 ClIIIIII:IIllNS OIl COUiIlHIZED SUIFllCIS
SlWLBE__V____
~------(ClIl
2. NJ. __ _ __ _ CCIIIIEC\DlS
WlLLMlEID____1O
~
;I. _ __ SISIEM SHOlL BE 1ISI!D lIS _ IN
_ __1ESl'
4. NJ.1lEIMS__IN_.__
__ IISDWllIOIl _ CClIlSIIIUCIIll _ _
IlUE 10 _ -.c SIII __
II. NJ.___1lI'tIF__
SlMU.IIE_1OA__tlF42"_
FIISH -. EUIlIIIC IlEIER _ EXa.UIIEIl.
II. NJ. __ ~ SIMU. BE 12 &ClUD _
-.---
7. __SlMU.BEm._OIl_
EllUOL.
.. NJ. __ IIlSWUIDllIIIS 10 BE IN __
_MlIIaaAIIllI-.ctlI't108E_Irf_
.. __ME1OBE_A_orr..qF-*
SHELJER __
unUTIES GENERAL NOTES
~UlIJl'/_lIF___/1M1IIIIlLS___CIl
___lILY._Irf1lEUlIJl'/__
All[RII_....Cll.Y.
2. _ SIIML _IE'" UlIJl'/ _ RII_ _ EXM:I"
_/1IA1IIIIlLS __ __1lIUllJl'/__
lUllS _ __lILY. _lIW.L _ _IIISUIL
All. _N1. -'~____lIF
ClIIlIIT IF IQIIlED}, _ PM. _ FlU _
_ _ PAY All.1/IIIIY_ lID __All.
__SllIFElIF-.
3. U1IlIY_
fl!!!!!.
-
---(317)-
1ILIBIIIII.
-
S1l'C _ - (317) ___
NO:
1
2
!WE:
10127/00
07/02/01
ISSIJ[:
Sm: SKETCH
ZONING
RDISIllHS; !WE: 1Ir:
cumn:A1IOIt
SIm mu::
GROUNDING PLAN
AND NOTES
I~~
020-0241
r- E-l
3 TON AC
UNIT
lJ!ii!i!)
3 TON AC
UNIT
. .. - ,...-~,,,-,._.- ,
20"-8"
20'-0"
rSERVlCE ENTRANCE
YGENERATOR RECEPTACLE
~ I ,\4" PVC TELCO ENTRY
n 5 16"
60"
ELEVA TlON A
92"
t.. :~~_W~POm
f OF W/G
L--- 1/2"
I PEN.
ELEVA TION C
PULL HANDLE
DEAD BOLT
T LATCH HOOK
T-LATCH
KEEPER
ELEVA TlON B
12 HOLE WAVE GUIDE PORT
1/4" X 4. X 20. GROUND BAR
f OF W/G
r-~
3 TON AC UNIT
11" 8"
/1"-0"
l&El
3 TON AC
UNIT
Q-
GUIDE PORT
30A AlC
DISCONNECT
JJ121E;
INSTAU.. 3/4. CAP ON
WHEN DISCONNECT IS
NOT INSTALLED.
~GFCI
. RECEPTACLE
f OF W/G
L--- 1/2"
I PEN.
ELEVA TION D
c
D
20"
EXTERIOR SHaTER SURFACE:
SHELTER SURFACE IS OF W-ASHED
PEBBLES OF BROWN/TAN COLOR.
~I~~MITS: 0.39 FOOT CANDLE
1YPE AND SIZE OF FlXlURE: KENALL 3636. 10ClWA1T INCANIlESCENT BUlB
.
..
1
.
~
3 TON AC UNIT
.II/11Q:
I. EPS _ __ IS USlm JD HlK A ~
OF 26 OR lESS Nil) SIIOKE __ OF _ OR lESS
fIfTH A _ 7IICKNESS OF 2 /ItCHES AT IPCF DENSI1Y.
PIltllSlX:YAMlllillC FDNI __ HAS BEEN lIS7m JD A
_ 7IICKNESS OF .J INCHES AT I.fII'CF DENSITY Nil) HAS
A FlAIIESAiFAD OF 25 Nil) A SIIOKE PRtJDUCE1J OF ~
2. INtERIOR PNIDJNI; IS USrrD JD HI~ A RMeI'RE"AD
OF ZOO OR lESS.
.1 THIS!lHELfER IS ClAS5FD AS ,. _ a 7lflE' 1'1
CCNSTRlJC1IDN '="'" IIIlC: ,. _ a 7lflE' If IJNI'
CCNSTRlJC1IDN I ""' SllC Nil) IS " Cl1III'UANt% fIfTH 191J8/
,,,,,, lIIlIO 19IJ8/IW1 SIIC MiD IfIfI.J NB:. COIIPUES fIfTH 1m
8IlCA ""'_ /IUILDINf; CDDE Nfl! ,_ 8IlCA _ COOl!:.
4. " CCII/IlUWCE fIfTH NEW ~ SllI1E' UNIFORII F1I1E 1'fIDf1tIDI
Nil) BUIIJJINf1 CDDE ,_ E1Jf1/DN AS M/DiDD) _ ,_
5lI1'AEJIENTS. N.SD" COII1'I.WtcE """ aB:IlIltllL CODE OF
1HE arI OF NEW ~ - 1-'
5. _ CRIID/IA:
ROOF UK U1N1 - /ilL
ROOF -. _ U1N1 - RFfJI.
IIIIIJ. -. _ U1N1 - IFIlI.
n.- -. _ U1N1 - FFr1L
__-IW
_ U1N1 _ -fIUI
_U1N1_-1I1.11
_ 2lINf - SZ
lit I1UUJ/Nf1 IlIU. BE I'lN:ED ON A SlAB OR __ I1f1II
FtJlJNtJKI1tJII BY Gte.
7. !IHEL7ER F'c" - _ PSI . 2B /MIS
lit ~ NftJNICES Pm II!'A Sl'faFlCA71OIIS. REFER JD
f1EJI lIST FOR II!'A _ -.
3 TON AC UNIT
.
~
.I
0>
DOOR
.
""
1/4"
J_
IN$IJUo1OR
COPPER GROUNO BAR ~'~
20'-0.
240"
I
OPTIONAl
WAVEGUIDE PORT
OPTIONAL
WAVEGUIDE PORT
OPTIONAL
WAVEGUIDE PORT
INTERIOR 1/4"X4"X20"
GROUND BAR
12 HOLE
WAVEGUIDE PORT
~!P~20.
G"ROUND BAR
3/4"X4"X4" TELCO BOARD
66 BLOCK
200A FUSIBLE DISCONNECT
200A MANUAL TRANSFER
FLOOR PLAN
IIEI1a
COIotllUNJCAllONS, INC.
o COIotllERCE CROSSING, S1111E 1
INDIANAPOlJS, IN 48240
'lEUPlfONt: (317) 815-6448
f"ACSIIlILE: (317) 815-6404
.
MAGTECH
SERVICES INC
1718 ....... __
faIII" ...... .....
C*1t) ......... (1,1)..........
COIIClIlilt._4I!9IIo___.
_ootllls_...Illa__f11
~m ,:.,:<11/1II--==
f111lit__iIooigIIo,-==-_
.."".....'" CIl9 _ am......,.....,..
:It..'":J''.liitat=... ~i='_
=-.1~~ ':':::1'"111Io ~
WOODLAND
SITE NO: IN.2572
1776 E. 116TH STREET
CARMEL, IN
46032
APPROVALS
PROJECT lIANAGER: _ DATE:_
N[)(1Fl. DATE:_
I_1m
IClIECICED 1m
EJMI
SAM I
NIl: IloQ[: ISSUE:
1 10127/l1O SITC SKETCH
2 071l121l11 ZONING
RD1SIlIIS: IloQ[: BY:
CERIlF&UIOII:
,
<::>,
I
;"''''5
--
Slm1llLE:
SHELTER ELEVATIONS
IPRnECT MO.'
020..0241
I'm... E- 2
2lI IN IlRIWNG IlOI.ES INIO CONCRETE IlHElHER FOR FAS1ENING OR ANCIlORING P111lPOSES, IIEII&
OR PENE1RAllONS 1HROUGH THE FLOOR FOR CONDUIT RUNS,II PIPE RUNS, EIC., If
IIII5T BE a.rARLY UNIlERSTOOD 1HAT 1DlDONS /tMD/OR REJNFalCING SIm. llIU. NOT
BE IlRIU.fD INTO, aJT OR IlAIIAGED UNDER NIt aRCUIISTANCES.
21 lOCA1ION OF 1ENDONS ~OR REINRlRCING SIm. ARE NOT DEFNlB.Y ICNlMIl AND lHEREFalE CDUlllINICAlIONS, INC.
IIII5T BE S[ARCHED FOR APPRllPRIAlE IIE1HOOS /tMD EQ\lIPIIENT VIA X-RAY OR 0lHlR CllUUERCE CROSSING, SUITE 1
DE\'ICES 1HAT CAN ~Y LOOOE THE REINFllRCING fIMlJ/OR SIm. 1ENIlONS. INIlIAIlAPOl,JS IN 46240
1ELD'HONE: ~31n 8111-8446
22 PENETRA1IONS IN RIlE RA1ED WALLS SHAU. BE RIlE SJ'OPPEI) IN ACCORIWlCE WIIH FACSlKII.E: ( 17) 815-lI404
SECIION NO. G)5 AND NO. Gl4 OF THE u.B.C.
26 WIRE /tMD CftIllI CONDUCTORS SHAU. BE COPPER '12 IIIG IIINIIIUM UNUSS
SPEaFICAI.I.Y NOIED 0IHERlIISE ON IlRAIINGS. "
r1 GROUNDING CONDUCTORS SHAU. BE SOUD TINNED COPPER AND ANNfAI.Bl f2.
28 GROUND RllOS SHAU. BE COPPER CUD S1EB.. 5/8" ROUND AND 10' lONG. COPPERllEI.D
OR APPRO\/ED BlUAL
29 IIEIER SOCICET AIIPERES, YlllTAGE. NlIIIIIER OF I'tWlES SIW1. BE IS NOIED ON THE
DRAWINGS. IlANUFACIURED BY SQUARE 0 CllMI'Nlt DR APPRO\/ED BlUAL
30 AU. IIA1ERIALS SIW1. BE ILL lJSlEI). MAGTECH
31 COHDUIT: SERVICES INC
a. RIGID CONDUIT SIW1. BE U.L IAIlB. GALYMIZED ZINC CXIIOED IIIH ZINC INIERIDR AND SIW1. ma..... ...
BE USED WHEN INSfAU.ED IN OR UNDfR CDNCREIE SlABSJII CONrACT IIIH THE FNmI, .... -.. ..--
lIIIlER PIIIIJC RlWlWAYS, ... IIASllNRl' WAllS DR EllFQSED ON 8UIl.DING EXIERIOR. RIGID __.011)__
CONDUIT IN COIfTICI' IIIH rARIH SHAU. BE 1/2 IN'PED MlAPPED IIIH IIUNIS lIRAP
PROCESS NO. J. ll:.:,..Jw.=~e~::
b. El.EClRIl:AL IIETAWC 1UBlNG SHAll. 1M U.L lABEL FIT1lNGS SHAll. BE
GINlD RING COMPRESSIOH M'[. EIIT SHAll. BE USED ONLY FOR INIERIDR RUNS. =- -:::- ~IID-""...:r=
.. .""'S' - =n:-"'-
e. FLEX8.E IlETAI.IJC CDNDUIT SIW1. HAVE U.L USIED IAIlB. /tMD IIAY BE USED _110 "''''''_ ar~1ar
WHERE PERI/Il1ED BY CODE. FIT1lNGS SIW1. BE . JNCE" OR "SlIUEEZE" nPE, ~ ~iiiimI~Gt.~'li::-
SFIt. 1DfI' FI.EXIIIlE CONDUIT. AU. CDNDUIT IN EXass OF SIX FEET IN ::.::.~""t".:.: rllD ~
I.ENGIH SHAll. HAVE FIlU. SIZE GROUND WIRE.
cL CONDUIT IUlS IIAY BE SURFACE IIDUNIED IN CEIlINGS DR WALl.S UNUSS WOODLAND
INDICAtED 0lHERWISE. CONDUIT INIICA1ED SIW1. RUH IWW1S. DR AT RIlHT
ANGlES lO CEJUNG, FLOOR OR 8EAIIS. \'ERIFY EXACt' RllUllNG OF AU. EllFQSED SITE NO: IN-2572
CONDUIT WItH ARCHIlECI' PRIOR lO INSfAU.JNG.
.. AU. UNIlERGROOND. CDNDUIT SIW1. BE N: SCIIEDUlE 40 (\JNUSS NOIED 1776 E. 116TH STREET
0IllERIISE) AT A IIINIIIUII DEPDI OF 24' BELOW GRADE. CARMEL, IN
32 AU. El.EClRIl:AL ElIUIPMEMI' SHAll. BE LAIIElfD IIIH PERIIANENT ENGRA\'ED PIASIIC IAIIELS. 46032
JJ COORIllNA1E THE El.EClRIl:AL SEJMCE WIIH THE UlUJlY COMPANY.
J4 GROUNIlING S'/SlDI RESISTANCE SIW1. NOT EXCEED 5 CHIS. IF THE RESlSl'ANCE
VAUJE IS EXCEEDED. NOIIFY THE CMNER FOR RJRlHER INSlRUCIIDN ON IIEIHODS FOR ;. I
REIlUClNG THE RESISTANCE VALlIE. SUllIIIf 1m REI'ORIS /tMD FURIlISIIlO SIIARI' SIIR APPRWALS
ONE COIIPI.EIE SET Of PRINlS SHOWING "INSTAWD 1lllRK".
35 UI'OIl COIIPlEllON OF IORIC, CONDUCT lXlNIINURY, SIIORI' aRCUIT, /tMD FAU. P01ENTAII. PROJECT IIANAGER:_ D'iTE:_
GROUNDING 1ESlS FOR APPIO/AL SUllIIIf 1m REI'ORIS 10 PROJECT IIAIWlEIl NfXTFI . ~'TE:-
aEAN PREIIISES OF AlL DEIlRES RESUI.1IIIG FROII WOIlIC AND lEA'JE WOIlIC IN
A COIIPI.EIE AND UNDAIINlED CCltIIllIION.
J6 COIlllW:IOR 10 CDORIlINA1E IIIH UlUJlY CllIIPANY FOR CONNB:IIllN OF 1EIIPOItMY 1_Br: EJIII
/tMD PERIIANENf POlIER 10 THE SIIE. THE 1EIIPOItMY POWER /tMD AlL HOOKUP COSIS
10 BE PAID BY COHIRIiCIllR. IQGI(!I) Br: SAM I
GENERAL ELECTRICAL NOTES
P1AlE 3/11" . I" . 1'-2 1/2" GALVANIZED
BENT srm P\A1E WIlH PRE-PUNDt
FOR ANTENM IIOUHIING BOLlS
SU8IIIITAL Of BID INOI:AlES CDNlRAClllR IS COGNIlANT OF AlL JOB SllE
CONDIIIDNS AND lIORK 10 BE PERFalIIED UNDER 1HIS CONlRACI'.
2 COHIRACRlR SIW1. PERFllRII AlL \9lIFICA1DI llIlSERVA1IllN 1ESIS, AND EllAIIJNA1IllN
WOIlIC PRIOR 10 THE ORDERING CI' THE EI!I:lIlDl EIlUIPIIENI' AND THE AClIIAL
CONSIRUCIION. CllNIRACIllR SHAU. ISSUE A WRITlEN NlJIICE OF AU. FINDINGS 10
THE ARCHrrECT USIING AU. M1IINCI1llNS. FAUllY EQ\lIPIIENT /tMD IlISCREPANCIES.
3 HEJGIlIS SIlAI.L BE \'ERlFIED IIIH DINER PRIOR 10 INSrAUA1IllN.
4 1HESE PlANS ARE IMGRMIIIA1IC CltILy, FllU..OIIS a.osEl.Y IS POSSIIIIE.
5 FACH CONIIUCIOR OF MRY S'tSIEII SIW1. BE PERIIANENIlY TAGGED IN FACH
PANE1IlllMD, PIIUIIOX. J-BllX. S1IIlCH IIDlC. EtC.. IN COIIPIJANCE IIIH
OCCUPA1IDNAL SAFElY AND HFALlH ICf (D.S.KA.)
8 CllNIIW:lOR SIW1. PRlMllE AlL IMDR. 1IAlERWS, INSURANCE. EQUlPIIENT, INSTAI.1A1IllN,
CCltISlRUCl1DN 1ODLS, 1RANSI'ORTA1IDN. EtC.. FOR A COIIPI.DE /tMD PRllPERLY 0PERA1IVE
S'/SlDI ENERGIZED 1HROUGHOUT AND IS INDICA1ED ON DMIINGS, IS SPB:IF1ED HEREIN
/tMD/OR 15 0lHERIISE REQUIRED.
7 AlL IIA1EIlWS /tMD BlUIPIIENI' SHAU. BE NEW /tMD IN PERFEcr CCltIIlIlIDIl WHEN
INSTAUED AND SHAll. BE OF THE IIESI' GRADE /tMD OF THE SAllE IlANUFACIURER
1HROOGIIllUI' FOR FACH aASS OR GROUP OF EIlUIPIIENI'. IIA1ERW.S SHAll. BE USIED
AND APPRO\/ED BY UIwtKwIlIIER S lAIlDRAlOR'f AND SlW.L IIfAR THE INSPEC1lDN IAIlB.
oJ" WHERE SU8lECT 10 SUCH APPRl7iAL IIA1ERW.S SIW1. IIEEl' WIIH API'RllYAL OF
1HE DMSICltI OF IIlIlU5lRW. SAFElY AND AlL GCMRNING IIOllIES IWNG
JlJRISIJCIIDN. IIA1ERW.S SIW1. BE IIAHUF'ACl\JREI IN ACCORIlAHCE IIIH APPUCAIll.E
srANDNlDS ESl'AIlUSHED BY ANSI. NOM AND NIlF'U.
8 AlL CCltIIllIIT INSfAU.ED IIAY BE SURFACE IIDUNIED UNUSS 0lHERIISE NOIED.
9 CllNIIW:lOR SIW1. rMIl'r DUr HIS WOIlIC IN ACCORIWlCE WItH AlL GOVERNING SJ'A1E,
CDUNIY AND l.DCAI. CllIlES AND D.S.KA.
PRE-DRIU. 0.134-'
HOU:S (rarAL OF 4)
PROYIIlE 1 1/r IlIAMEIER HOLE
IN srm PlAtt FOR COAlCIAI.
ANTENM CABLE PASS lHRU.
CNfrENNIl. CON1R. SIW.L osrAIN
1EIIPIA1E FROM ANtENNA MfR.)
3/8" DIAIlElER V BOLT
IMSrAWD B'f GENERAL
CONTRACrlIR
l' DIAMETER lIJI,..)
...fi&.
10 CCNllW:TOR SIW1. SECURE AIL NEaSSMI' El!CtRICM. PERIIIlS AND PAY AlL REQUIRED FEES.
NOOEI. 10 PROVIDE THE 8UIUlING PERIIIT.
COIIPI.DE JQ8 SIW1. BE GUARAHlEED FOR A PERIOD OF ONE (1) 'tDR Af1ER THE
IIA1E OF JOB ACCEPTANCE BY OWNER. NIt WORK. IIA1ERW. oil EIlUIPIIENI' RllIND 10
BE FAIJllY DURING 1HAT PERIOD SlW.L BE CDRRECIED AT OtIC[, UI'OIl llRIl1EH
NlllIFICA1IllN. AT THE EXPENSE OF THE CONIRICItIR.
12 AlL CCltIIllIIT ONLY (e.o.) SIW1. 1M A PIIl1 WIRE DR ROPE.
13 PRlMDE PIIOJB:I' IWMGER WItH ONE SET OF COIIPI.DE El.EClRIl:AL '15 INSW.lm" IlRAWlNGS
AT THE COIIPlElIOH OF THE JD8, S1lllIING AClIIAL DIIIENSIONS, RIlUlINGS, AND CIRCU1S.
14 AlL IIROCIlURES, DPEJlA'IIIG IIM\.W.S, CATALIlGS, SHOP IlIlAIINGS, DC. SIW1. BE
1URNED CMR 10 OIlIER AT JOB COIIPlDlDN.
15 USE T-W' CONNECIIDNS ON AlL IIUI..1H:IRCUIl IIIH COIIUCltI NE1IIIW. CCltIIlUClllR
FOR UGHllNG FIXIUAE.
18 AlL 0llN00CIllRS SIW1. BE COPPER.
17 AU. aRCUIT IlRDICERS, RISES /tMD El.ECIRICAI. BlUIPIlEHT SIW1. 1M AN
INIERIllJPtING RA1ING NOT LESS 1HE IIAXIIIUII SIIORI' aRCUIJ' CURRENr 10 llHICIf
THEY IIAY BE SUBJEClED. /tMD A IIINIIUI Of lD.DDD ALe.
18 THE ENIIRE El.ECIllIC'.AI. INSTAUAlDI SIW1. BE GRllUNDED IS REQUIRED BY AIL APPUCAIll.E CllIlES
19 PA1tH. IlEIWR AND PAINT NIt MEA 1HAT HAS BEEN IlAIIAGED IN THE ClllIRSE OF THE
El.EClRIl:AL lIORI(.
11
NO: IIQ[; ISSlI::
1 1ll127/DO SITE SKETCH
2 07102101 ZONING
RF.\1SIlIIS: IIQ[; 1M
GPS NfIENNA IIIlH L SIW'ED
_ BRN::ICEI'
F\IIlNJSHED lit NEXIU
. INSrAU. lit NfIENNA CllNIIW:I'OR
~~~-=-CMLE
1-3/4- OJ). . 3'-r LONG lW.YNlIZED
SlEI!L PIPE W/r:AP ON 1IlP SUPPUED lit NEXIU
. INSI'M.LED lI'f c:otIlIW:lOR
1/2" IlIA. FSI ANIDINo\ CMLE JUMPER
112" IlIA. CCWlIAL CMLE _
1<ir.3'-((' 1'-8' o.c.~ VERlICM.
(COIIIISCllPE COAlCIM. SUPPUED
. INSrAU. lit CONIIW:IllR _)
COAlCIM. CMLE. 1m
CADlIEIJ) CllNNECI10H (TYPE 'IS)
aJIlIfD1IllIt
~ SOlJD TNND lIME COPPER CXlNIlUCIOIl
IN 1/2" IlIA. . : It-r lDNG P\IC
PIPE SECURED ON EXTERIOR WAll. WI1H
"C" Cl.AMPS (IllP . BCmllM)
51mllllf:
ELECTRICAL NOTES
ANTENNA ELEVATIONS
FINISII GIWlE
1~~241
r.... E-3
.... ......
-;~CADWEI.D CONNB:I1ON (TYPE-TA)
EllTEROR HALO GROUND RIIC
(j)GPS ANTENNA MOUNTING DETAIL
us
CONTIlACI'Olt 10 CONTACT LU.P .P.s.
PRIOR 10 CQNSTR.UcnON STAllT
1-800-382-5l544
... 1IIL _
1-800-428-5200
......-.-
---
SIW.L lIE 12 - PCllJ
4"'" _IllS PER
-..s:r _ NCI.
81118 OR IIIS_
8'1-'_8'1
--
SEE_
-
ICE -. _ PllSlS. MIoIUSlll8lE
-----y
==--~~d ~ II SHEL1IR
NOlE: IIINIIIIIII SEPARA1ION 8EIWEEN 1HE
'lWO GPS ANIENIWi SIW1. BE 10.0' IIIH.
IIICRIIFLEI:1' WA1ImUIIlE EMIR\'
IN5I'AUID Bl' GEH. CON1RAC1llR.
SEE PUN SIfT. E-l FOR LOC:A1IOH
_10 WIIFY
_ -. c:MU:
SIZE____
---
~.!Fll._a 1/r
1~ NC SCHEll. 40
_'l'IPE
-
-
1ESI' IILI.
SIr . 10'-0" __ CUD
GllDuIID _ 4r" _ F8lISHED
=-~:sitr.
E-l). __ 8'Io.c.
-.D _ 1'IPE-Gr
1 1
0TOWER GROUNDING DETAIL
us
LJ
IlII.
10 GRIlUND _ ClIllCll' _
_ MERE -.:.\8IL SEE llIIEEf
E-l _ LOCA1IDII.
1_118"
_1/r
,1"1/4" 1"1/4"
-i ~1
-
ALl. _ __ _..u. SUI.WB_
D.L_NCB____
IIW.L -. ALl. _ _ A __ ClIWlIIIS
.... 8'1 -. I1IIlmIl ell _ 10.
ALI.____IIW.LIlEPUIICEII
1Il...._W....__W__
W.... ClII.E ___ W....ClILE_
1IIS_8'I__
____111!____
PIa 111! - III A-l. .... - ClII.E-ifr
_1___ _"_"'____1 lIE
___ ___RlRCllAll'I'IPE_RlR
"'._mwDaI _W__
~~u:r s:.t?:&~~-==.._
_RlRSIll___ClIl_lIlun.
-.._co._ALI.
_.-__UNt:_.
o
o 0
-,-
o
_W_
D.L_~
RlR_
--
_ IHIEI' IllI. I-I
__SlZEW
-. ClII.E IU
---
_8'Ill.C.
---
USED IIW.L _ _
-.--
--
_118"
--1
CllAll ClII.E _-.s
_W_B_
_ 8BJER_
..,
~I
~~
~5
fIN. F\.R.
L: SllI.D - -
_10
---
~~(8'It->
_10_
--
CifETAIL.
NoT.s.
CON'l1tAcroR. TO CONTACT LU.P.P.s.
PRIOR. TO CONSTlllJC'ltON START
1-800-382-51544
---
1-800-428-5200
......-.-
TYPICAL BUILDING
f;\GROUND DETAIL
\J u.s.
',";":,',--,"-,..:".",'."::',".
CCIAlCW. Nf1ENNA CMU: 1'IPE. SIZE. LaCIHS
VIR( Bl' snr. INSrALLED Bl' G.C.
fI8IUllND SIIB.1EIl
1" PWC WML SlaVE
HllIlSlIC 1HE CONIIUC1OR
..- 1HE INIERlOR
IIA51ER GROUND 8M
1/2" PWC SCHED.
40, WI (rIP.)
GROUND H.L
CCIRNER POSIS.
~
1YPE 'IS. GROUND
H.L GAtE POSIS
SEE IIELOlr DETM.
:;1/)-
::::-.=. '::/ I
~ 1'/PE Gf
. .
!O!
10-. PWC ClIlllUND 1ISl' WELL
W/ CN'. SEE IlEWL 7 011 I
1llIS PIollE. 'lWO WEU.S REllUIRED.
0IlE LOCA1ED _ 1HE ElllI
EllPOSIIIG CADIIB.D ..- 1HE IGII
CONDUCIIlR ~. SEE SHEEr E-1
FOR I.ClCA1ION aF stI:oIiD WEIJ..
1llIS IS A 'l'IPICM. DErM: \IEIIIFY GPS _ IIIWEIlUIDE EMIR\' I.llOlIIOIIS 011 SHEEr ~1
2 -. BME. 1NIlD. SOUD
c:oPPaI WIRE 10 518" . 10'-0" LOIlG
c:oPPaI CIAII SlEE1. GROUND ROIlS
42" IIELOlr FNSHED GIWlE III5rAUID
Bl' GEH. CClN1RIICIOR.
NOlE:
0TYPICAL GROUNDING DETAIL
us
__fF___
RIlCE POSr
-..- f4
_ ClIPPER
_ WElD (,\WlIr _
_ SBIl) c:MU: Bl' o.c.
TYPICAL GROUND
(i)GATE DETAIL
--
W.arD ,-
---
GROUND BUS BAR
(lfETAIL -(TGB)
11m..
._10__
0JETAIL
u.s.
u.s.
u.s.
1"'IlIA..fI1'~NC~
_WElL___
__-_IllI.__
P-41~__
_ I .,r~1UIIS
_ ...RlR_
_ IIlUlIII ell AS _
l[) ~.
~
_ 12" IIEIP - 1/2"
~~
J
nPE .... TlPE W TlPE GY
_taETlIPlO __C8E _~lOlIIEfI
___alii 1II___a _RIll.
=;:: ~-~ ~ ~
nPE GT nPE lCB nPE HS TlPE NC
_C8E1lIIlI'fI _IF_~ _taETlIPlO _MIITl1PCMlI51l1
_RIll. IN'PEDMllIIlTQ/l ___alll__
IR. C8E CIF _M:E.
~CADWELD DETAILS
\.J u.s.
nPE YS
taETlIP_AT4II'1II
___alii
TlPE GR
C8E 'UP IIIll1' IF
_RIll.
_ __lID1SPlRSII1!.__1O
111! ~_ _ _ e. 1-1 RlR_
TYPE TA
lIEIF-...M11
Ill' CMID.
TYPICAL INSPECTION
@-WELL DETAIL
u.s.
CClMIIUNICA1IONS. INC.
COIIIIERCE aIOSSINC. SUITE 1
INIlWW'OUS. IN 48240
1UEPHllNE: (317) 81~
FACSIIIU.E: (~17) 815-8404
.
MAG TECH
SERVICES INC
me__
..... -.. ....
CIlf)_. (J1t)_...
--. _.... - mod _..
_..tiI_..tbo.._f11
~...=: :-:1".--:r=
f1111io___"=~
..... 110 .... '" .. paG!i; tkIit lit """'""'" lor
~''.i:m.~1t~_
::.1~a:.~~=-tbII~
WOODLAND
SITE NO: IN-2572
1776 E.116TH STREET
CARMEL, IN
46032
APPROVAlS
PROJECT IIAIlAGER: _ 0AlE:_
NEl(1FI' 0AlE:_
I-III':
ICHB:KED III':
EJIII
SAlt I
Ill: om: ISSII':
1 10127/110 SITE SKETCH
2 Cl71l12ll11 ZDNJNG
RE.WlQIS; om:
BY:
CEIIln:AlIllIt
5lm1Jll[:
ELECTRICAL
GROUNDING
DETAILS
I~O~241
r- E-4
.
e
.IJUE:
1HE GENERAL CON1RACI'OR !itKL INSTAU. PYC
CONDUIIS IN ~ Of' RCS CONDUIT WHERE
APPl.JCA8I.E FOR 1HE 1EI.EPHClNE AND
E1.ECIRlCAL 5EIMCE INSTAIJA1ION.
.. Of' ~1E
SURGE ARRESTOR KEY NemES
1. SURGE ARRESTOR SUPPLIED
II'( NEXTEI., INSTAU.ED II'( FI8REIlOND.
2. MANUAL TRANSFER SWITCH
INSTAUm II'( FIBREIlOND.
~
~
.
~
CROUHD
DISIRlIIUlION
TRANSFORMER
~ RECEPTACLE
A.JHZOO:S4-2OlIRS
LOAD
N
L2
L1
I ~ 1.OCA1ION Of' olOSLYN SUGE PROIEC'lOR I
SEE SHEET [-2
rslrRGk~
@OINT UTILITY TRENCH DETAIL
us
@OSLYN WIRING DIAGRAM
us
CON'I1lACTOR ro CONTACf LU.P.P.8.
PRIOR ro CONSTRUCDON START
1-800-J82-5S44
---
1 -600-428-5200
_Cllllla___
PRCMDE CONDUIT
1HRU WAIl.
Of' ENCLOSURE. nc
INSTAU. Fl.fllIIILE PYC
CONDUII' IN A MANNER TO
AU.OW FOR POSSIBLE
IIUIUllNG SHIFT Of' 4":t
FINISHED GRADE
'T
..
I
"'- F1ELD VERIFY
TELEPHONE SERVICE
CONDUIT SIZE.
(SCHED. 40 PYC)
0TELEPHONE CONDUIT DETAIL
us
NOIE: DOOR IIICROSWIICH IS WIRED
FOR A NORMALLY OPEN DOOR. WHEN
DOOR IS CLOSED ClRCUIT IS ClOSED.
~1
1ElCO CABlE TO USE IS "ICKY ~ CABlE. ESSEX CATAlOG 'DB6P24Al895KESS.
G.C. TO INSTAll. 2 CABLES, PUNCH DOWN INSIDE Of' EQUIPUtNT TO NEW 66 BlOCK
(DON" USE lHE ONES FOR 1HE AlARM lIRWlATIONS) AND TO ANOTHER
66 BlOCK INSIDE EITHER 1HE 1ElCO N1U BOX OR A WEATHER PROOF BOX MOUNTED
TO 1HE N1U BOX. WITH A PAlH TO 1HE N1U TO GET TO 1HE SMART .w:K.
SMOKE
DEIECTOR
WNlNlNG TAPE
--UNEXCAVAlED IolA1ERIAI. NOT
TO BE REMO\IED FROM SI1E
COMPACTED FlU.. (lIOS) OR AS
PER unurt CO. REQU1REWEH1S.
TRENCH
SAND
1EI..EPHONE CONDUIT WHERE
APPUCABl.E 4.~ARIES).
DfCIRICAL CONDUII' WHERE
APPlJCAIII..E 4"~ARIES).
(RED)
(BLK)
~p
SET
5CJ'
(30WER FAILURE ALARM RELAY SCHEMATIC
N.TS
. - CIlLT -.:MI.E II _ __
WP-8QI\,2P
PANEL
A
10lIA
lI.Lo.
HYAC
1RANSFER
4:C WIIK ~ B..
iEsr~~RUN II'(
CINERCY. SEE II11UlY co. FOR REQUIREIIENIS
~LECTRICAL SERVICE - DISTRIBUTION SYSTEM
N.TS
COMIIlINICA1IONS, IIlC.
COUIlERCE CROSSING. SUITE 1
INIlIANAPOl.IS. IN 46240
TnEPHONE: (31n 81~
FACSIMU: (317) 815-11404
.
MAGTECH
SERVICES INC
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WOODLAND
SITE NO: IN.2572
1776 E. 116TH STREET
CARMEL, IN
46032
APPROVAlS
PROJECT IIANAGER:_ DATE:_
NEXTEJ.; DATE:_
1_1fl':
ICHl:ICEJ) Ifl':
EJMI
SAHI
NO: IWr: ISSW:
1 lDmmo SIll! SKETCH
2 07102101 ZONING
Rf.'JISIlIIS; IWr: 8'1:
CEIllR:A1IlIt
SlED lIIlE:
ELECTRICAL
DIAGRAMS 8c
DETAILS
IPIlOEl NIl'
020.0241
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-
NEU
KEYWAY
rL1
~RD
-____ ~ L1
I
____~12
I 1
I ~ I
..-....
200A FUSE
MANUAL TRANSFER
SWITCH
I NlIlII 7 V BlJ(
EIlER
fNiiiiiI" I u/
TEllER 12 I
-
--
-
- - - - I '-"'=-' I
~:J=------
CENERATOR
RECEPTACU:
-+ S~
flUORESCENT u~=-----
FlUORESCENT BULB ~
+s~
~
1. AU. WIRE COLORS FOR 18 AND LARGER SHALL BE IIARlCEIl AT
4ft' 1N1ERYAI.S IIAX.
2. GROUNDING IIUSHINGS IIUST USE tHE SAllE SIZE OR LARGER
GROUND WIRE AS ON SER'iICE EN1IWlCE. OR lARGEST SIZE
ACCEP1ED BY IlUSIlING.
3. AU. WIRE (\lNLESS NOlED 01HERWlSE) ARE 10 II(:
:~
:=.~ 1HERIlOSTAT AND ALNlII WIRING (22 GA _).
4. CllNllUIT 10 BE EIIT OR ~ NOlED. IlINIIIUII SIZE OF
CllNllUIT AND FIT1INGS ARE 1 OR AS NOlED. UPSI2ING IS
PERIIlllED. LAnlUT LOCA ARE f'OR REFERENCE ONLY AND
MAY VAAY IIN1fSS HOlED 01IIERWlSE.
5. AU. ~GIlT F1X1IJRES AND E1EC'lRICAI. EaulPllENT
10 BE :I: 1 UNLESS OlHERWlSE NOlED. BOXES OR
RECEP1: 6""" OR SMALLER SHALL NOT BE INSTAWD
ON PANELUIIG 1RIM.
. ."',<'
7 DAY""
.!!!
Y
L!
r1i
0(\
\
I:l
S/ll ,
~ LIJ/O
~
TO J. BOX I=
1ELCO BOARD 1 C'Y
@)I
a I
~
TO J. BOX ~122 ~flO
ON m.ea BOARD 1 -Ill
a@ I
lll?~ I
~
'-122 ~flO
/
rlJ/O
q
YffT h
V
Rm
I
~
l/A/C. --- , "'"
rf8
~
~ ~~
~
PIGTAIl WIRES It PAST END OF 3/4" Fl.EX. -
,
fII
10-
~E
I
BlJ(~1
Rm
1
BlJ( ~ 5
Rm
(TYP)
(TYP)
Rm 15A 11
110 (TYP) BlJ( I ~ 13
r- A
@ ~\\+ Rm
...,
3
7
9
15
BlJ(. ~ 17
A Ii
@ ~\\+ Rm 1. 19
'- v
8. AU. AlARII WlRING INSTAWD BY ANDREW IS ASSlAIEO 10 BE
Q.ASS I WIRING PER 1998 NEC 725 IIN1fSS 01HERWlSE
SPECIFIBI BY tHE aJS10IIER AND HOlED ON 1HESE DRAWINGS.
7. WIRE COLORS ARE AS FllU.DIIS:
o AU. PHASE "A" WIRES ARE 10 BE III.AIX
o AU. PHASE "f1' YilRES ARE 10 BE Rm.
o AU. PHASE or:' YilRES ARE 10 BE BLUE. (IF APPllCAIILE)
o AU. GRClUND lIRES ARE 10 BE GREEN.
o AU. NEU1RAI. lIRES ARE 10 BE IHI1E.
o AU. SWI1QlED WIRES ARE BE 'IEU.OW.
a. NAPAarr RA11NG 10 BE PER TAIlI.E JICHa (1898 NEC).
9. CONDUIT FlU. 10 BE PER atAP1ER 9 (1998 NEe).
1o.REMOlE SENSING B\JlD LOCAlED INSIDE OF lHE U.357
HEAT PUMP AOAPlER IS 10 BE INSTALLm ON lHE
EX1ERIOR OF SHELlER.
11. REMOlE SENSING B\JlD LOCAlED INSIDE OF lHE L1.3S7
HEAT P\JIIP AOAPlER IS 10 BE INSTAUID ON lHE
EX1ERIOR OF SHELlER.
flO
21
23
25
27 28
A
.--- - -
:sA 2'rt
I = 11-~
:sA ..:tJ't.-.@
~AC1S9towN
w/ COIL D<<RGI2ED
(NORMAL CClNDI1IllN)
- - ---'
200A ~
-~
I
~~BlJ(
~ 20A Rm
8
I
~Rm
I
I
j..BlJ(
e
10 20A IBIJ(
12
14 ~ 1BlJ(
T
1
18
18 ~.BlJ(
1 I
20
22
24
28
29V;so
- - ..:--
}1OALARM
PANEL
I..- _ POWER FAIl ALARM
@@
@@)
@
@
@@
@@
DOCIl MNlII t
UMP m
m
200A DISTRIBUTION
PANEl.
UlW 1DIP
POIER FAIL [:I
_1Il1ECl1II1:1
DUPLEX RECEPTACLE
If :DUPlEX RECEPTACLE
s,.. CFtI
+,
~~
., 1Ih. IIh 0-, ~
--,-
,..14
~ TO GROUND
I ~TONElJ1RAI.
I 1 SURGE ARRESTOR
L1 .SUPPUED AND INSTALLED BY G.C."
.1
~ 1-}PlGTAIL WIRE IN
t _ ALARM LOCAlION
SMOKE
DE1ECTOR
- -a - -
- -, - -
- -. - -
- -, - -
- -. - -
- -t - -
- -.- -
- -.- -
- -.- -
- -g- -
- -q--
- -.- -
- -.- -
- -.- -
- -a- -
- -.- -
- -.- -
- -a- -,::
- -a- """t:
- -,,- ""'t:
- -a- -...
- -a-""'t:
- -a-""'I:
- -.- ""t:
- -a- .....
- -a- -=
- -a- .....
- _a_ "'C
- _a_ \
- -1(- -
-......
-r=- -~- -
ALARM PUNCH BOX
WITH BLOCK COVER
-1-
-1-
-0-
-0-
-.-
-a-
-0-
-a-
-a-
-a-
-a-
-a-
-,,-
-a-
-.-
-a-
-B-
-a-
-a-
-.-
-.-
-.-
-,,-
-.-
-.-
-a-
-.-
-a-
-D-
rn-
- -.- -
- -.- -
ALARM SCHEMAlIC AlARM SCHEMAlIC
120V 2-POLE RELAY
WITH BASE
~
S/N- III Ql
10 €)-DAY 1IIlER - Ci) 1'::\ (1)- 10 (@)
L: ~:~
14
10 ALARM
PUNCH
BLOCK
HVAC SHUTDOWN
(ONLY ON ALARM)
INT-STAT
ALARM NOlES
1. AU. ALARM WIRE 10 BE 22CA SllUD.
2. AlARIIS WIll. OPEN IN ALARM CONDI11ON.
3. LABEL INDMDUAI. ALARMS AS USlED.
4. SMOKE DElECTOR WIlL SHUT DOle! HVAC
UNI1S IN ALARM CONDI11ON.
COUIIUNlCA1IONS, INC.
COIIIIERCE CROSSING, SUIlE 1
INIlWW'OIJS. IN 46240
1UEPHONE: (;511) 815-1448
FAI:SIIIIU:: (~17) 815-8404
.
MAGTECH
SERVICES INC
me__
RIll' -.. ~
ca.. -. (J1a) __ ...
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=-~=-:'tNI-~~
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lid Do 1"..... '*:..t-..... .:~- fir
:It:':.t ., iiiiiiDi =... .... 111I _
::.1~'"t"" ~::-_..=-
WOODLAND
SITE NO: IN.2572
1776 E. 116TH STREET
CARMEL, IN
46032
APPROVAlS
PROJECT IlANAGER: _ DAlE:_
NOOEI; DAlE:_
I-III':
ICHECKEJ) III':
EJM.
BAHI
flO
^ .... ....-........ ~s/N
Rm +/1/ @ I '\
v ':AGTAIl WIRES It (( II ~ e' ~ C IE)
.,.:' ,w/ll'," \ 0
. -+tl/ cY SMOKE /
Rm ~ Drn:CTOR--/
v
Ill: IlQ[; ISSIE:
1 10127/110 SRE SKETCH
2 071ll21Ot ZONING
IID1SIIlNS: IlQ[; III':
CERJR:A1lOIt
S1m1lll.E:
ELECTRICAL PANEL
SCHEMATIC AND
NOTES
I~~
020.0241
r- E-6