HomeMy WebLinkAboutCentral Tower Joint Venture - BLD Engineering / Geo-tech Reports - 2/25/1997 Lightning Rod Extension
See Dwg.�TP-XXX-10 GENERAL NOTES:
S.
1.) All Splice Bolts Per A325.
G�[ Lily
150' c WAS 2.) All Pipe Material Is (FY Z 42 ksi).
g o TOOTAT0AB�0 0 --14e' .��p, O� All Plate Material Is ASTM A36 (FY Z 36 ksi).
F PLATFORM
W 143' h 3.) Standard Grounding Is Required,
Feedline Exit Part Hole 4.) Climbing Ladder Is Provided.
SEE DWG.1150-85-5
T T .E k�'•SI d 5.) Some Detail Is Omitted For Clarity Of Illustration.
GTFORN a�'O�'b1ti'r�LE'�' 6.) Using Spread Wrench: Snug Tight Nuts At Each Location
< ( FUTURE ) ��
120'—-- I I_ rE 8.0 DISHES EXpiRE3
With Full Effort. Then Turn An Additional 1 2 Turn To
I I ( FUTURE ) Achieve Proof Load.
v v MONOPOLE SECTION DESCRIPTION CHART
110, CONFIGURATION TYP WEIGHT (LBS) � 1 _ ,
h SECTION ELEVATION PIPE MATERIAL SIZE PER SECTION (24) 2 0 x 84 A449 Anchor Bolts Are Req d.
9 1 - A 10' — 143 2a' O.D. x .1Z.S_' WALL 2867 With 9" Of Thread On Each End.
0 2 - R 70' - 110' ' O.D. x WALL 6652
N co - c 30' - 70' 42' O.D. x .SQQ' WALL 9396 This Structure Is Designed To Meet ANSI/EIA-222-F 1996 Std.
0 4 - 0 0' - 30' �4' O.D. x WALL 7285 For A Basic Wind Speed Of -a MPH With 1/2'.
z
z
ANTENNA INFORMATION
0
ANTENNA TYPE ELEVATION 70 4 08810 W ROTATABLE PLATFORM 0 150 MARKING NOTES:
jDwgT.
(12 DB874 FUTURE) 0 148' 1.) Base Section Is To Be Stamped 0 The Base Plate. All
(12) DB874 (FUTURE) ® 130' Other Sections Are To Be Stamped At The Top.
2 8 FT. HP DISHES FUTURE 2.) Section Labeling System Information Is Given In
The Detailed Information Chart. The Labeling System
Field Erection Cli Is To Be Used For Pro er Identification Of All Sections
PSee Dwg.#STD.-54—CLIP And To Ensure Proper Installation.
�-22.74 kips 2362.51 ft-kips
4J83 kips OWNER: NEXTEL
.
* Main Feedline Port Hales SITE#: WA0167
* See Dwg. 150-85-4 �' SITE NAME: BELFAIR/SHEARER
w o BASE REACTIONS LOCATION: BELFAIR, WA
* 20.0 Manwa
See Dwg.�150-85-3A * M.au CENTRAL TOWER JOINT VENTURE
NOTE: Tower 11195AUENROAD RVAA YUZ MAM ml9 1i194W2741
SEE DWG.#150-85-1A FOR THU:
o' DETAILS OF SEGMENTS OF INSTALLATION & FABRICATION OVERVIEW
PIPE USED TO MAKE UP s NMJV1048
CONFIGURATION 4, SECTION "D". O.T. ImwNM C. Rohrer M.ell
2-25-97 None Na
ors a.: W.W. 150-85-1
FLANGE & GUSSET INFORMATION
SECTION# ELEVATION O.D.(IN.) I.D.(IN.) THICKNESS (IN.) BOLT CIRCLE FLANGE GUSSET NO. OF
INCHES BOLT SIZE DRILL SIZE REQ'D. DEG. SEP. GUSSET SIZE REQ'D DEC. SEP. WELD WELD FLANGES
A—TOP 143 29—7/8" 20 1 8' 1 1 4' 25' 1 1/4'0 1 3/8' SLOT 12 30 3' x 3' x 1/2' 12 30 1/2 3/8 1
A—BOTTOM 110' 28 7 8' 20 1/8' 1 1/4' 24 1/2' 1 1 2.0 1 5 8.0 12 30' 3' x 3' x 1/2' 12 30' 1/2 3/8 1
B—TOP 110' 28 7/8' 20 1/8' 1 1 4' 24 1/2' 1 1 2.0 1 5 8'0 12 30 J x 3' x 1/2- 12 JU 1/2 3/8 1
B—BOTTOM 70' 40 7/8' 130 1/8' 1 1/4' 35 1/2' 1 i 2.0 1 5 8.0 18 20' 3' x 3' x 1/2' 18 20' 1/2 3/8 1
C—TOP 70' 40 7/8' 130 1/8' 1 1 4' 35 1/2' 1 1/2.0 1 5 8.0 18 20' 3' x 3' x 1/2- 18 1 20' 1/2 3/8 1
C—BOTTOM 30 52 7/8' 142 1/8' 1 1 4' 47 5/8' 1 1/2.0 1 5/8.0 24 15' 3' x 3' x 1/2' 24 1 15' 1/2 3/8 1
D—TOP 30' 52 7/8- 42 1/8' 1 1 4' 47 5 8' 1 1 2.0 1 5 8.0 24 15' 3' x 3' x t 2' 24 1 15' 1/2 3/8 1
D—BOTTOM 0' 54' 54 1/8' 2' 59 1/16' 1 1 2.0 1 5/8.0 24 15' 3' x 3' x 1/2' 24 1 15' 1/2 3/8 1
TEMPLATE FOUNDATION 64' 54 1/8' 1 1/4' 59 1/16' 1 1/2.0 1 9 16' 24 15' N/A N/A N/A N/A N/A 1
BEARING R FOUNDATION 64' 54 1/8' 1 1/4' 59 1/16' 1 1/2.0 1 9 16' 24 15' N/A N A N A N/A N/A i
9" ANCHOR BOLTS TEMPLATE. REMOVE BEFORE GUSSET DETAIL 4 PLC'S. FOR TEMPU
POLE INSTALLATION. FLANGE ONLY. 0• O.D.
ANCHOR BOLT sO CHART
FORR SIZE GUSSET SIZES I.D.
BEARING PLATE —0
n o
a �� Holes To Be
e FOUNDATION I +'1/1e' — o'
d 3/4' CHAMFER 2' Q Equally Spaced On
To
ura it—Up
/ Fl Insure Fit—Up
Flange 7o Flange.
e
RADIAL SLOTS
1,0 d
° 1 3/8' x
d o 4 5/8'
a
° 3/8" LIFTING TAB BOLT CIRCLE
FOR TEMPLATE FLG. FLANGE DETAIL
* *
BASE (Bottom) SECTION SLOTTED HOLE NOTES: �
1.) See Chart Above For Proper # Of Gussets Required
GROUNDING GUSSET DETAIL
��l S j-F� For Each Flange Location.
NOTE: (3) GUSSETS'AS SHOWN ARE TO _ �, W� 'c� 2.) One Hole On Each Flange Is Located At 0' Reference Angle
HAVE 5/8.0 DRILLED HOLE r p Before Welding.
THRU FOR GROUNDING. + i— 0• AN.
= (� S I 3.) All Plate Material Is ASTM A36 (FY > 36 ksi.)
5/8'0 HOLE Mmur��0029,475 CENTRAL TOWER JOINT VENTURE
\
\ � R TQ • 1695 AMEN WAD EVAMVIl1$NXkNA 47119 I-41 4a,2711
I i z7o �7SIlr4 �REVISIONS 13y T TLf-
SIONA1- FLANGE & GUSSET INFORMATION
\` / SITE: jary. No-JV1048
1ocr EXPIRES �� c B.T. ° " C. Rohrer • BY:
1 2' THK. GUSSET DATE: 2-25-97 sCaF: None c No.:
D15 No.: NAU 150-85-2
54" O.D.
I I
I I I
I I
I I
o I I
� I I
3 8" I I
WALL
I i
I I
I I -
I I
I I
1 I
0 o I I I
0 0 3 8'
WALL � j I I
CHAMFER ENDS OF PIPE 1 4"
._--------
I
WALL I I ------
o I I
� I I
o I I 1/2
I I I
I I
I I
CENTRAL TOWER JOINT VENTURE
CONFIGURATION 4, SECTION "D" T.". 'M"UENW"° EV MUMAMla `412"W27"
( THIS SECTION IS MADE UP OF 3 REVIRONS BY WELD DETAIL
10' PCS. OF 54" O.D. PIPE JV1O48
WITH WALL THICKNESSES AS SHOWN. ) 'e.T. : C. ROHRER
2-25-97 NO
150-85—tA
(40) 110 VERTS. x 30'-0'
4 TIES O 12' SPC. LENGTHS PER CAISSON
NOTES:
1) DESIGNED TO CONFORM WITH CURRENT ANSI/EIA-222-E STANDARD UTILIZING SOIL
REPORT PROVIDED BY DAMES h MOORE.
78' 84" 2) CONCRETE STRENGTH TO EQUAL 3000 pal AT 28 DAYS.
3) NON-CHLORIDE, NON-CORROSIVE CONCRETE SET ACCELERATE MAY BE UTILIZED IN
COMPLIANCE WITH ASTM-C-494 TYPE C AND ACI-318 .
. (24) 1 1/2'/ x 84' A449 4) WATER REDUCING ADMIXTURE MAY BE UTILIZED IN COMPLIANCE WITH ASTM-C-494 .
ANCHOR BOLTS REQ'D.
6' 3' 5) ALL ADMIXTURES SHOULD BE DISPENSED INTO FRESH CONCRETE AND SUFFICIENTLY
Fg Y
MIXED. ALL ADMIXTURES MUST BE ADDED SEPARATELY.
BEARING PLATE
IC1f1t1111 6) MINIMUM CONCRETE COVER OF 3' ON ALL STEEL.
I —I IFfifiF�ll —
IIIF1pl ROWN TOP OF PIER FOR DRAINAGE AND CHAMFER ALL EXPOSED CONCRETE EDGES 1' .
of WASfr,.
_= a Z (
/4 TIES O 12' C-C J
25"6' _= FROM 0' - 30' {Q
25'-0'
)11
APPROTU�S�GiYAL
E CONCRETE REO'D. = 36.3 yd�
CF_— Exrinr� `6—
c —
- !I
3' _= APPROXIMATE REBAR REQ'D PER CASSION = 1000' OF #10 VERTS.
GRADE 60 REBAR ) 557' OF /4 TIES
DOUBLE NUT OWNER: NEXTEL
ANCHOR BOLT LOCKWASHER SITE#: WA0167
SITE NAME: BELFAIR/SHEARER
LEVELING NUT BASE FLANGE LOCATION: BELFAIR, WA
GROUT 0—'�° `- CENTRAL TOWER JOINT VENTURE
dke 705 sanuMAVE. EVAMVUZ KXAAA mu-e[2-42-UM
REVISIONS CAISSON FOUNDATION DESIGN
Sm. left .N0•JV1048
NED EN:PROVIDE FOR DRAINAGE B.T. C. Rohrer
4 PLACES THRU GROUT DAM 9-15-97 nuE: None m:
Disc NO... jwwe 150-85-F47
MONOPOLE DESIGN USING EIAITIA 222-1995&ASD
BID NUMBER STEP IIN) 12
PROJECT-RE'VISIONS OUTPUT:
SrTE:
BASE REACTIONSt S.E
am 1 E 6 i
NEXTEL t LON£R UPVER w o oa e e tedwn ••s n
CODE EIA EIA a ASCE
BS SHEAR(k; 22.58 42 110 143 20 0.]5 33 120 0.903 0,798 2594 4933 301.1 14.6 2.6177
THICKNESS-%REDUCTI 0.5 13% COMP. k 71.11 42 70 110 ]0 0.5 40 97 OJtt 0.792 6301 7872 943.7 1T2 2.1392 9.6453
TOTAL HEIGHT OF STRUCTUR 150 R 42 30 70 ! 0.5 40 69 0.920 0,775 8865 10702 IN 4 20.1 1.42u 5.700
F : 42 si 42 0 30 54 0.375 30 40 1.008 O.B42 $443 5851 2333.6 22A 0,6407 2.0201
MODULO OF ELASTICITY: 29000 si 0 ERR ERR ERR 0 0 0.0 0.0 0.0000 O.DO00
ALLOW.STRESS INCREAS 1.33 0 ERR ERR ERR 0 0 0.0 0.0 0.0000 00000
CLIMBING LADDER FACTOR: 1.J 0 ERR ERR ERR 0 0 0.0 0.0 0.0000 0.0000
CLIMBING LADDER WEIGHT PER 0.1 .s
3 ANSPASSION LeE FORMAT'
COMPRESSION: 35.7 MOO HDS FH0675.FH125 FHI 82$
O. .M.: 2333.E N'k
DESCRIPTION 0 LINE TYPE say. h Die t I As s a
n woice I • w/o a w e w
/o wAce o e w e woke • o is
w 66
1 x
MISC LOADS Ns Na Na Na We Na Na Na 0.36 0.38 r in 6,233 6,416 Sx ad. 8965 8965
LIGHTNING ROD WI EXT 150 Na we 4.10 5.01 1.5413 1.69 1.20000 WA 0.05 0.00 0115 1.68 1.81 KYr 28.30 27. UE.<1 0082 0076
PLATFORM PLAT1 148 Na Na 0.00 0.00 1.5354 1.00 WA 1.50 1SO 1.70 0.01 6.80 Ce if6.73 1/6.73 1 AYO 80863 205073
OBSID 3 FH1.625 ISO Na Na 9.30 12.40 1.5413 1.89 1.20000 00020 0.06 0.08 0.54 3.70 3,00 fa kt 0.128 0.064
DSS74 12 FH1.625 ANTI 140 Na Na 40.00 $3.08 1.5354 1.69 1.40000 0.0110 0.17 0.21 1.1E6.9E 7.70 Fa Rsl 70./6 30.D6
Ne Na 0.D0 0.00 1.0000 1.69 WA 0.00 0.00 0.00 0,00 f6 At 2.877 2.7NANOP0WT OF P0LE MID 147 Na Na 0.00 0.00 1.5309 1.69 WA 0.00 0.00 0.00 000 Po At 36.96 36.N
Na Ne 0.00 0.00 1.0D00 1.60 WA 0.00 0.00 0.00 0.00 Fo 186.43 1/,
Na I we 0.00 0.00 1.0055 1.69 WA OAO 0.00 0.00 0.00 1 0.00 1 WF& 0.004 0.002
Na I Na 0.DO 0.00 1.0000 1.60 WA 0.00 0.00 000 0.00 0.00 Dt 48.00 N.
Na I we 0.D 0.00 1-D000 1.80 WA 0.00 0.00 000 0.00 DAD EWA 42 421
9
MISC LOADS I Na Na Na Na Na Na Na Na 1.16 1.10 r b 6.940 7.122 Sx ad. 111.38 111.38 _
PLATFORM PLAT2 130 we Na 0.00 0.00 1.4795 1.69 WA 0.00 1.10 1.71 23.17 26.21 KW fl/.63 116.7 U.E.<f 0.903 0.798
D6671 12 FH1.625 ANT2 170 Na we 10.00 53.00 1.1795 1.69 1.40000 D.01f0 0.17 6.21 1.77 1.11 SLSS 26.13 Ce 116.75 116.7 I N"1 1117A7 2108.05
Na Na 0.00 0.00 1.0000 1.69 WA 0.00 0.00 0.00 0.00 0.00 is kn 0.321 0.17
Na Ns 0.00 0.00 1.0000 1.69 WA 0.00 0.00 1 0.00 0.00 0.00 Fa fkstj 13.87 13.1
IIDPOWTOFPOLE MID 128.5 Na We 0.00 0.00 1.4600 1.59 WA 0.00 0.00 1 0.00 0.00 0.00 16 ks 32.518 29-0
50
Na Na 0.00 0.00 1.0000 1.69 WA 0.00 0.00 1 0,00 0.00 0.00 1 Polk Polkjfi 3/.96 76.9E
Na Na 0.00 0.00 1.0000 1.69 WA 0.00 0.00 1 0.00 0.00 0.00 FIR 10.40 10.95
6'HP DISH I 1.625 HP 120 Na 96.000 Na $0.26 50.26 1.4101 1.69 1.400DO WA 0.49 0.91 3.11 2.41 31.81 24.08 fuFa 0.021 O.Of2
t•HP DISH 1 1.625 HP 120 We 96.ODO We 50.26 50.26 1.4461 1.69 1.40000 WA 0.49 0.91 3.18 2.41 31.11 24.00 Df 53.33 33.73
We Na 0.00 0.00 1.0000 1.69 WA 0.DO 0.00 0.00 0.00 0.00 Fr Rs 42 42
x
Na a a Na a a a r ad.
we Na 0.00 0.00 1.0000 1.69 WA 0.00 ODD 0.00 0.00 DOD KW /6.63 $4.98 U.E.<1 0,928 0.792
Na Na 0.00 1 6.00 1.0000 1.69 WA 0.00 0.00 0.00 0.00 0.00 Cs 110.75 116.75 I iM1 5042.21 10614.6E
we we 0.00 1 0.00 1.0DDO 1.69 WA 0.00 0.00 0.00 0.00 0.00 fa flare 0.234 0.191
we Na 0.00 0.00 1.OD00 1.89 WA ODD 0.00 0.00 0.00 0.00 Fa Rs 19.31 19.31
A9OPOWT OF POLE MID 90 Na we 0.00 0.00 1.3320 1.69 WA 0.00 0.00 0.00 0.00 0.00 16 b 33.679 2/115
Na Na 0.00 0.00 1.0000 1.09 WA 0.00 0.00 0.00 0.00 0.00 Po ksi 36.6 36./6
Na Na 0.00 0.00 1.DODO 1.69 WA 0.00 0.00 0.00 0.00 0.00 Fo 15.99 16.65
Na Na 0.00 0.00 1.0000 1.69 WA 0.00 0.00 0.00 0.00 0.00 la,Fa 0.017 0.010
we Na 0.00 0.00 1.0000 1.59 WA 0.00 0.00 0.00 0.00 0.00 W 60.00 60.00
Na Na 0.00 0.00 1.0000 1.89 WA 0.00 0.00 0.00 0.00 0.00 F Atl 12 41
POLE P 30 40 4 .
MISC LOADS Na Na Na Na Na Na Na Na 1.92 1.92 r in f4.671 f1.157 Sx ad. 661.31 66t 54
Na Na 0.00 0.00 1.0000 1.69 WA 0.00 0.00 0.00 0.00 0.00 KN 61.70 61.4E U.E.<1 0.920 0.775
Na Na 0.00 0.00 1.0000 1.69 WA 0.00 0.00 0.00 0.00 0.00 Ce 1/6.73 114.73 I Ns`I /4035.40 29110.74
Na Na 0.00 0.00 1.0000 1.69 WA 0.00 0.00 0.00 0.00 0.00 N ks 0.402 0.226
we Na 0.00 0.00 1.0000 1.60 WA 0.00 0.00 0.00 0.00 0.00 Fe ksi 24.87 24.4
A9DPO Or OF POLE MID 50 we Na 0.00 0.00 1.1201 1.69 WA 0.00 0.00 1 0.00 0.00 0.00 Po IASQ 30.371 23.731
we Na 0.00 0.00 1.00D0 1 1.89A-A 0.00 0.00 0.00 0.00 0.00 Po ksi 33.60 33.60
Na Na 0,00 0.00 1.00DO 1.60A 0.00 0.00 0.00 0.00 0.00 Fe 31.64 32.43
•t Na Na 0.DO 0.00 1.0000 1.69A 0.00 0.00 0.00 0.00 0.00 fuFS 0.01E 0.009
Na Na 0.00 0.00 1.0000 1.89A 0 00 0.00 0.00 0.00 0.00 Dt N.00 N.00
Na Na 0.00 0.00 1.0000 1.69A 0.00 0.00 0.00 0.00 0.00 As 42 42
d .4
x
MISC LOADS Na Na Na Na de Na Na -0.59 -0.59 r!a 18.960 iD.13/ Ssad. 111.32 111.72
61a Na 0.00 0.00 1.0000 1.89A 0.00 0.00 0.000.00 0.00KW 7/.17 7/. U.E.<i 1.001 O.N2
Ne Na HD0.00 1.0000 1.69A 0.00 0.00 0.00 0.00 0.00 Co 116.75 116.75 1 Aef 22709.83 5407.72
we Ns 0.00 0.00 1.0000 1.69 WA 0.00 0.00 0.00 0.00 0.00 fa ASI 0.70E 0.24
Na Na 0.00 0.00 1.0000 1.69 WA 0.00 0.00 0.00 0.00 0,00 Fa AH 29.N 2/.I6
A40W00lT OF P0LE MID 15 Na Na 000 0.00 1.00D0 1.69 WA 0.00 D.00 0.00 0.0p 0.00 lb ASI 33,284 28,000
Na we D._ 0.00 1.0000 1.69 WA 0.00 0.00 0.00 0.00 0.00 Po As 77.60 33.69
Na Na 0.D0 0.00 1.DODO 1.09 WA 0.00 0.00 0.00 0.00 0.00 Fe 93.92 93.
we we 0.00 0.00 I.0000 1.69 WA 0.00 0.00 0.00 0.00 0.00 F&I 0.017 0.001
Na Na_ 0.00 0.00 1.OD00 1.69 WA 0.00 0.00 0.00 0.00 0.00 l3•t iN.00 1N.
0 00 0 00 1 0000 1.69 WA 0 00 0 00 0.00 0.00 0 00 F ksi 42 42
CENTRAL TOWER JOINT VENTURE
FLANGE DATA
BfD NO: 0
PROJECT-RENnSIONX JV-1048
SITE: WA0187
CUSTOMER: NEXTEL
F�r(kS4 3
3 OD VARIANCE TOLERANCE
f;, ANCHM BOLT9
DOLT
tbuwjma .6 RAN8ft
Aft .4 14*I!IOLT MACE IWO SIM DESIGN OEOMEMY
rI'T00"o9p 0o "#304y,04,To 1I041T2.12,1 1 AAI3M25
I
1W N.—k..1iM CIRCLE 1RMS11M! &-ACING
-- _.
EMto LI &mS. ITOTAL ENmR L TOmTA G:b4 .
0 i
I A 1 f 30 A
1 I
1 1I1 j - 1 107 0 47 1M .1 1 4M DiSO,
301 4 I I ' i 048 7 7 7
1 1 438 4 if
10294 Is 4 ' 1 0411 4 1 17
2101
1
* PROGRAM LPILE Plus for Windows
* (C) COPYRIGHT ENSOFT, INC. , 1995
* ALL RIGHTS RESERVED
* -----------------------------------------------
Prepared especially for:
* *
* THOMPSON ENGINEERING
* 1737 Fox Cross
* Evansville, Indiana 47715
* License No. 407-061396
* Program to be used only by Licensee
* at the above address
******************************************************
G�1I S. I,F�,,
LATERALLY LOADED PILE ANALYSIS PROGRAM LPILE plus Q�WASy�
PC VERSION 1.0 (C) COPYRIGHT ENSOFT,INC. 1993 G`
THE PROGRAM WAS COMPILED USING MICROSOFT FORTRAN COMPILER, cC
(C) COPYRIGHT MICROSOFT CORPORATION N J
0029475
��orvni.
239MP (JV-1048) , 150' Monopole, BELFAIR, WA
ExMRES 7—
ULTIMATE BENDING RESISTANCE AND FLEXURAL RIGIDITY
*************************************************************
DIAMETER = 84.00 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 = 40 SIZE OF REBAR = 10
NUMBER OF ROWS OF REINFORCING BARS = 21
COVER THICKNESS = 3.000 IN
SQUASH LOAD CAPACITY = 17049.97 KIP
ROW AREA OF DISTANCE TO
NUMBER REINFORCEMENT CENTROIDAL AXIS
IN**2 IN
1 1.270000 39.0000
2 2.540000 38.5199
3 2.540000 37.0912
4 2.540000 34.7493
5 2.540000 31.5517
6 2.540000 27.5772
7 2.540000 22.9237
8 2.540000 17.7057
9 2.540000 12.0517
10 2.540000 6.1010
11 2.540000 .0000
12 2.540000 -6.1010
13 2.540000 -12.0517
14 2.540000 -17.7057
15 2.540000 -22.9237
16 2.540000 -27.5772
17 2.540000 -31.5517
18 2.540000 -34.7493
19 2.540000 -37.0912
20 2.540000 -38.5199
21 1.270000 -39.0000
OUTPUT RESULTS FOR AN AXIAL LOAD = 87. 66 KIP
MOMENT EI PHI MAX STR N AXIS
IN-KIP KIP-IN**2 VIN IN/IN IN
.877E+04 .87670E+10 .000001 .00005 46.839
. 126E+05 .25102E+10 .000005 .00013 25.051
.211E+05 .23402E+10 . 000009 .00021 23.755
.295E+05 .22693E+10 .000013 . 00030 23.267
.379E+05 .22276E+10 .000017 .00039 23.059
.462E+05 .21984E+10 .000021 .00048 22.971
.544E+05 .21755E+10 .000025 . 00057 22.948
. 625E+05 .21561E+10 .000029 .00067 22.966
.706E+05 .21390E+10 .000033 .00076 23.010
.781E+05 .21116E+10 .000037 .00085 23.028
.829E+05 .20230E+10 .000041 .00093 22.796
.864E+05 .19196E+10 .000045 .00101 22.484
.892E+05 .18196E+10 .000049 .00109 22.209
.913E+05 .17225E+10 .000053 .00116 21.858
.100E+06 .12046E+10 .000083 .00164 19.810
. 104E+06 .91676E+09 .000113 .00209 18.512
.106E+06 .73777E+09 .000143 .00252 17.640
.106E+06 .61532E+09 .000173 .00296 17.081
. 106E+06 .52438E+09 .000203 .00341 16.800
. 107E+06 .45918E+09 .000233 .00390 16.725
THE ULTIMATE BENDING MOMENT AT A CONCRETE STRAIN OF 0.003
IS : .106E+06 IN-KIP
PROGRAM LPILE plus Version 2.0
(C) COPYRIGHT 1995 ENSOFT, INC.
ALL RIGHTS RESERVED
239MP (JV-1048) , 150' Monopole, BELFAIR, WA
I
UNITS--ENGLISH UNITS
I N P U T I N F O R M A T I O N
*********************************
THE LOADING IS STATIC
--------------------------
PILE GEOMETRY AND PROPERTIES
----------------------------
PILE LENGTH = 300.00 IN
2 POINTS
X DIAMETER MOMENT OF AREA MODULUS OF
INERTIA ELASTICITY
IN IN IN**4 IN**2 LBS/IN**2
00 84.000 .244E+07 .554E+04 .310E+07
360.00 84.000 .244E+07 .554E+04 .310E+07
SOILS INFORMATION
-----------------
X AT THE GROUND SURFACE = 6.00 IN
SLOPE ANGLE AT THE GROUND SURFACE _ .00 DEG.
2 LAYER(S) OF SOIL
LAYER 1
THE SOIL IS A SAND - P-Y CRITERIA BY REESE ET AL, 1974
X AT THE TOP OF THE LAYER = 6.00 IN
X AT THE BOTTOM OF THE LAYER = 252.00 IN
MODULUS OF SUBGRADE REACTION = .225E+03 LBS/IN**3
LAYER 2
THE SOIL IS A SAND - P-Y CRITERIA BY REESE ET AL, 1974
X AT THE TOP OF THE LAYER = 252.00 IN
X AT THE BOTTOM OF THE LAYER = 384.00 IN
MODULUS OF SUBGRADE REACTION = .125E+03 LBS/IN**3
DISTRIBUTION OF EFFECTIVE UNIT WEIGHT WITH DEPTH
4 POINTS
X,IN WEIGHT,LBS/IN**3
.00 .72E-01
252.00 .72E-01
252.00 .38E-01
384.00 .38E-01
� I
DISTRIBUTION OF ST
RENGTH PARAMETERS WITH DEPTH
2 POINTS
X,IN C,LBS/IN**2 PHI,DEGREES E50
.00 .000E+00 .410E+02 -----
384.00 .000E+00 .410E+02 -----
BOUNDARY AND LOADING CONDITIONS
------------------------------
LOADING NUMBER 1
BOUNDARY-CONDITION CODE = 1
LATERAL LOAD AT THE PILE HEAD = .455E+05 LBS
MOMENT AT THE PILE HEAD = .567E+08 IN-LBS
AXIAL LOAD AT THE PILE HEAD = . 877E+05 LBS
FINITE-DIFFERENCE PARAMETERS
NUMBER OF PILE INCREMENTS = 100
DEFLECTION TOLERANCE ON DETERMINATION OF CLOSURE _ .100E-03 IN
MAXIMUM NUMBER OF ITERATIONS ALLOWED FOR PILE ANALYSIS = 200
MAXIMUM ALLOWABLE DEFLECTION = . 10E+03 IN
OUTPUT CODES
KOUTPT = 1
KPYOP = 0
INC = 1
O U T P U T I N F O R M A T I O N
*********************************
*************************************************
* COMPUTE LOAD-DISTRIBUTION AND LOAD-DEFLECTION
* CURVES FOR LATERAL LOADING
*************************************************
LOADING NUMBER 1
BOUNDARY CONDITION CODE = 1
LATERAL LOAD AT THE PILE HEAD = .455E+05 LBS
MOMENT AT THE PILE HEAD = .567E+08 IN-LBS-
AXIAL LOAD AT THE PILE HEAD = . 877E+05 LBS
X DEFLECTION MOMENT SHEAR SLOPE TOTAL FLEXURAL SOIL
STRESS RIGIDITY REACTION
IN IN LBS-IN LBS PAD. LBS/IN**2 LBS-IN**2 LBS/IN
.0 .617E+00 .567E+08 .455E+05 -.571E-02 . 990E+03 .217E+13 .000E+00
3.0 .600E+00 .568E+08 .483E+05 -.563E-02 .993E+03 .217E+13 .000E+00
6.0 .583E+00 .570E+08 .455E+05 -.555E-02 .995E+03 .217E+13 .000E+00
9.0 .567E+00 .571E+08 .449E+05 -.547E-02 .997E+03 .217E+13 -.383E+03
12.0 .551E+00 .572E+08 .434E+05 -.539E-02 .100E+04 .217E+13 -.595E+03
15.0 .535E+00 .574E+08 .414E+05 -.531E-02 .100E+04 .217E+13 -.755E+03
18.0 .519E+00 .575E+08 .389E+05 -.523E-02 . 100E+04 .217E+13 -. 919E+03
21.0 .503E+00 .576E+08 .359E+05 -.515E-02 . 101E+04 .217E+13 -. 109E+04
24. 0 .488E+00 .577E+08 .324E+05 -.507E-02 . 101E+04 .217E+13 -.125E+04
27. 0 .473E+00 .578E+08 .284E+05 -.499E-02 . 101E+04 .217E+13 -.143E+04
30.0 .458E+00 .579E+08 .238E+05 -.491E-02 .101E+04 .217E+13 -. 160E+04
33.0 .443E+00 .580E+08 . 188E+05 -.483E-02 . 101E+04 .217E+13 -.177E+04
36.0 .429E+00 .580E+08 .132E+05 -.475E-02 .101E+04 .217E+13 -.194E+04
39.0 .415E+00 .580E+08 .714E+04 -.467E-02 . 101E+04 .217E+13 -.211E+04
42.0 .401E+00 .581E+08 .548E+03 -.459E-02 . 101E+04 .217E+13 -.228E+04
45.0 .387E+00 .580E+08 -.655E+04 -.451E-02 . 101E+04 .217E+13 -.245E+04
48. 0 .374E+00 .580E+08 -.141E+05 -.443E-02 . 101E+04 .217E+13 -.262E+04
51.0 .361E+00 .580E+08 -.222E+05 -.435E-02 .101E+04 .217E+13 -.279E+04
54.0 .348E+00 .579E+08 -.309E+05 -.427E-02 .101E+04 .217E+13 -.295E+04
57.0 .335E+00 .578E+08 -.400E+05 -.419E-02 . 101E+04 .217E+13 -.312E+04
60.0 .322E+00 .576E+08 -.496E+05 -.411E-02 . 101E+04 .217E+13 -.328E+04
63. 0 .310E+00 .575E+08 -.597E+05 -.403E-02 . 100E+04 .217E+13 -.344E+04
66.0 .298E+00 .573E+08 -.702E+05 -.395E-02 .100E+04 .217E+13 -.360E+04
69. 0 .287E+00 .571E+08 -.812E+05 -.387E-02 . 996E+03 .217E+13 -.375E+04
72.0 .275E+00 .568E+08 -.927E+05 -.379E-02 . 992E+03 .217E+13 -.389E+04
75.0 .264E+00 .565E+08 -.105E+06 -.372E-02 .987E+03 .217E+13 -.403E+04
78.0 .253E+00 .562E+08 -. 117E+06 -.364E-02 .981E+03 .217E+13 -.409E+04
81.0 .242E+00 .558E+08 -.129E+06 -.356E-02 .975E+03 .217E+13 -.408E+04
84.0 .231E+00 .554E+08 -.141E+06 -.348E-02 . 968E+03 .217E+13 -.406E+04
87. 0 .221E+00 .550E+08 -.153E+06 -.341E-02 . 960E+03 .217E+13 -. 403E+04
90. 0 .211E+00 .545E+08 -. 165E+06 -.333E-02 . 952E+03 .218E+13 -.399E+04
93. 0 .201E+00 .540E+08 -. 177E+06 -.326E-02 . 943E+03 .218E+13 -.394E+04
96. 0 .191E+00 .534E+08 -.189E+06 -.318E-02 .934E+03 .218E+13 -.388E+04
99. 0 .182E+00 .528E+08 -.201E+06 -.311E-02 .924E+03 .218E+13 -.381E+04
102. 0 .173E+00 .522E+08 -.212E+06 -.304E-02 .913E+03 .218E+13 -.373E+04
105. 0 .164E+00 .516E+08 -.223E+06 -.297E-02 .902E+03 .218E+13 -.365E+04
108.0 .155E+00 .509E+08 -.234E+06 -.290E-02 . 890E+03 .219E+13 -.356E+04
111.0 .146E+00 .502E+08 -.244E+06 -.283E-02 . 878E+03 .219E+13 -.346E+04
114.0 . 138E+00 .494E+08 -.254E+06 -.276E-02 . 865E+03 .219E+13 -.335E+04
117.0 . 130E+00 .486E+08 -.264E+06 -.269E-02 .852E+03 .219E+13 -.324E+04
120.0 .122E+00 .478E+08 -.274E+06 -.262E-02 . 838E+03 .219E+13 -.312E+04
123.0 . 114E+00 .470E+08 -.283E+06 -.256E-02 . 824E+03 .219E+13 -.300E+04
126. 0 . 106E+00 .461E+08 -.292E+06 -.250E-02 .809E+03 .220E+13 -.287E+04
129.0 . 991E-01 .453E+08 -.300E+06 -.243E-02 .794E+03 .220E+13 -.274E+04
132. 0 .919E-01 .443E+08 -.308E+06 -.237E-02 .778E+03 .220E+13 -.260E+04
135.0 . 848E-01 .434E+08 -.316E+06 -.231E-02 .762E+03 .220E+13 -.246E+04
138.0 .780E-01 .424E+08 -.323E+06 -.226E-02 .745E+03 .221E-:r13- -.232E+04
141. 0 .713E-01 .415E+08 -.330E+06 -.220E-02 .729E+03 .221E+13 -.217E+04
144.0 .648E-01 .405E+08 -.336E+06 -.214E-02 .711E+03 .222E+13 -.201E+04
147.0 .584E-01 .395E+08 -.342E+0:6 -.209E-02 .694E+03 .222E+13 -. 185E+04
150.0 .523E-01 .384E+08 -.347E+06 -.204E-02 .676E+03 .223E+13 -.169E+04
153.0 .462E-01 .374E+08 -.352E+06 -.198E-02 .658E+03 .223E+13 -. 153E+04
156.0 .403E-01 .363E+08 -.356E+06 -.194E-02 .640E+03 .224E+13 -.136E+04
159. 0 .346E-01 .352E+08 -.360E+06 -.189E-02 .621E+03 .224E+13 -.119E+04
162.0 .290E-01 .342E+08 -.364E+06 -.184E-02 . 603E+03 .225E+13 -. 102E+04
165.0 .236E-01 .331E+08 -.366E+06 -.180E-02 .584E+03 .225E+13 -. 843E+03
168.0 .182E-01 .320E+08 -.369E+06 -.175E-02 .565E+03 .226E+13 -.665E+03
171.0 .131E-01 .308E+08 -.370E+06 -.171E-02 .546E+03 .226E+13 -.485E+03
174. 0 .798E-02 .297E+08 -.371E+06 -.167E-02 .527E+03 .227E+13 -.302E+03
177. 0 .303E-02 .286E+08 -.372E+06 -.163E-02 .508E+03 .227E+13 -.116E+03
180.0 -.181E-02 .275E+08 -.372E+06 -.160E-02 .488E+03 .229E+13 .710E+02
183.0 -.654E-02 .264E+08 -.372E+06 -.156E-02 .469E+03 .229E+13 .261E+03
186.0 -. 112E-01 .253E+08 -.371E+06 -.153E-02 .450E+03 .230E+13 .452E+03
189.0 -.157E-01 .242E+08 -.369E+06 -.149E-02 .431E+03 .230E+13 . 647E+03
192.0 -.201E-01 .231E+08 -.367E+06 -.146E-02 .412E+03 .232E+13 .843E+03
195.0 -.245E-01 .220E+08 -.364E+06 -. 143E-02 .393E+03 .232E+13 .104E+04
198.0 -.287E-01 .209E+08 -.360E+06 -. 141E-02 .375E+03 .234E+13 . 124E+04
201.0 -.329E-01 . 198E+08 -.356E+06 -.138E-02 .356E+03 .234E+13 . 144E+04
204. 0 -.370E-01 .187E+08 -.352E+06 -.136E-02 .338E+03 .239E+13 . 165E+04
207.0 -.411E-01 . 177E+08 -.347E+06 -.133E-02 .320E+03 .239E+13 . 186E+04
210. 0 -.450E-01 . 167E+08 -.341E+06 -.131E-02 .302E+03 .243E+13 .207E+04
213. 0 -.489E-01 .156E+08 -.334E+06 -.129E-02 .285E+03 .243E+13 .228E+04
216.0 -.528E-01 . 147E+08 -.327E+06 -.127E-02 .268E+03 .247E+13 .249E+04
219. 0 -.566E-01 .137E+08 -.319E+06 -.126E-02 .251E+03 .247E+13 .271E+04
222.0 -.603E-01 .127E+08 -.311E+06 -.124E-02 .235E+03 .251E+13 .293E+04
225.0 -. 640E-01 .118E+08 -.302E+06 -.123E-02 .219E+03 .251E+13 .315E+04
228.0 -.677E-01 . 109E+08 -.292E+06 -.122E-02 .204E+03 .518E+13 .338E+04
231.0 -.713E-01 .101E+08 -.281E+06 -.121E-02 .189E+03 .518E+13 .361E+04
234.0 -.749E-01 . 925E+07 -.270E+06 -.120E-02 .175E+03 .797E+13 .384E+04
237.0 -.785E-01 .845E+07 -.258E+06 -.120E-02 .161E+03 .797E+13 .408E+04
240.0 -.821E-01 .770E+07 -.246E+06 -.120E-02 . 148E+03 .877E+13 .432E+04
243.0 -.857E-01 . 698E+07 -.232E+06 -.120E-02 .136E+03 .877E+13 .457E+04
246. 0 -. 893E-01 . 630E+07 -.218E+06 -. 119E-02 .124E+03 .877E+13 .482E+04
249.0 -.929E-01 .567E+07 -.203E+06 -.119E-02 .113E+03 . 877E+13 .508E+04
252.0 -.965E-01 .509E+07 -.192E+06 -.119E-02 . 103E+03 . 877E+13 .277E+04
255.0 -.100E+00 .452E+07 -.183E+06 -.119E-02 .936E+02 . 877E+13 .291E+04
258.0 -.104E+00 .399E+07 -.174E+06 -.119E-02 . 843E+02 . 877E+13 .305E+04
261.0 -. 107E+00 .348E+07 -.165E+06 -.119E-02 .756E+02 .877E+13 .320E+04
264.0 -.111E+00 .300E+07 -. 155E+06 -.118E-02 . 674E+02 . 877E+13 .335E+04
267. 0 -.114E+00 .255E+07 -.145E+06 -. 118E-02 .597E+02 . 877E+13 .350E+04
270. 0 -.118E+00 .213E+07 -.134E+06 -.118E-02 .525E+02 . 877E+13 .365E+04
273. 0 -.121E+00 . 175E+07 -.123E+06 -.118E-02 .459E+02 .877E+13 .380E+04
276. 0 -.125E+00 .140E+07 -.111E+06 -.118E-02 .398E+02 .877E+13 .396E+04
279. 0 -.128E+00 .108E+07 -.989E+05 -.118E-02 .344E+02 . 877E+13 .412E+04
282.0 -.132E+00 . 805E+06 -. 863E+05 -. 118E-02 .296E+02 . 877E+13 .429E+04
285.0 -.136E+00 .565E+06 -.732E+05 -.118E-02 .255E+02 .877E+13 .445E+04
288.0 -.139E+00 .366E+06 -.596E+05 -.118E-02 .221E+02 .877E+13 .462E+04
291.0 -.143E+00 .208E+06 -.455E+05 -. 118E-02 .194E+02 .877E+13 . 479E+04
294.0 -.146E+00 . 935E+05 -.309E+05 -.118E-02 . 174E+02 . 877E+13 .497E+04
297.0 -.150E+00 .236E+05 -.157E+05 -.118E-02 . 162E+02 . 877E+13 .514E+04
300.0 -.153E+00 .000E+00 .000E+00 -.118E-02 .158E+02 . 877E+13 .532E+04
OUTPUT VERIFICATION
THE MAXIMUM MOMENT IMBALANCE FOR ANY ELEMENT -.441E-04 IN-LBS
THE MAX. LATERAL FORCE IMBALANCE FOR ANY ELEMENT = . 880E-05 LBS
OUTPUT SUMMARY
PILE-HEAD DEFLECTION = .617E+00 IN
COMPUTED SLOPE AT PILE HEAD' _ -.571E-02
MAXIMUM BENDING MOMENT = .581E+08 LBS-IN
MAXIMUM SHEAR FORCE _ -.372E+06 LBS
NO. OF ITERATIONS = 10
NO. OF ZERO DEFLECTION POINTS = 1
S U M M A R Y T A B L E
BOUNDARY BOUNDARY AXIAL PILE HEAD MAX. MAX.
CONDITION CONDITION LOAD DEFLECTION MOMENT SHEAR
BC1 BC2 LBS IN IN-LBS LBS
.4548E+05 .5670E+08 .8766E+05 .6172E+00 .5805E+08 -.3722E+06
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