The URL can be used to link to this page

Home My WebLink AboutGeo-Tech for Proposed Monopole Tower - GEO General - 11/14/1997 DAMES & MOORE N• • A DAMES&MOORE GROUP COMPANY Y REPORT OF GEOTECHNICAL INVESTIGATION PROPOSED MONOPOLE TOWER ALLYN,WASHINGTON SUBMITTED TO: NEXTEL COMMUNICATIONS D&M NO:28940-038-016 November 14,1M Q fffk j . iNU � ►;��,sa��'�'"` i t;. �.j � a .. ��Qw o E �k�', '�;! /�(/i :�r :;'_",i fs r• € ��.'�•-L�}£yp4�E f'� w/��fj. }f¢ `� p 1j ](,/''(t. T N �r `f ; f 1 �i f� f i'• 4 "+. <�P" „t/ ( rf/ g 1( t!j ). k p R + j L".i / i` j� �' i i 'E 1 {>t 5�,,.f✓J f Project 'flff2� }f €- Location ,i r <ti ,{ _t j = 1 f ( � t r } # RE, .!e�:'-'x'>.sx' k.vi (' ,u..^�,y�t- ?E { I�''� I j �,^' ✓" 'Al' �rfAd r/ L if is - Washington - Ywx , pa• r f ` '` 1 r i; , it<�.:�r. +.. y rr J c an, 4. !r=�»>; �''� �\\i4./ i � � S..t{i' z•s� �,>'S P✓t�+. f,� f-,►•' a i. rJ i% f , t=f .! t.......^ i r✓, •,%1,., 1 3�f�E /' "//,/j"�/_ I I;yn' loti, l I(t;�At >i6,;? ' t -` i : 'a7'r +P^' F ✓ ✓ i f :f' F?s s r'r 1 1 Subject Property ' �,� ` �.` ,`f 4.4 � :, i / � : /�€f� � � :G i z ��f„ra :>:�� rr rf..l� i � � p`.`z f IP.�,,,.rsl;,�✓,/r 4-1 fzs , y. 5 '�, # i: .-c'#!y `j i.' � - 1`r `r' frt>Y 'y ��`tr•�� I .f'\�`` �fa'tr Kam" E-rM ✓ i LIt L 4! E #s j s L € 3 ,„#/-s,<..�..� i,... .,s...,._1 r;•>•.�-� � J� �� tw ,`�f.—��{} �sy.�`�. s-•-- s 3 �„A,"'.: 'r�....•.E••• � ��..: 3 ..✓Jr•'' r �,./ s'YJl`� >r�' I ! rva �`Y. t� F. ? �.� 4.�^2`7�,� q ' EFL . ' '.y�.J a.r..; .f t n es,..1 ) -��. data .ati� Sfc r 'c- S•� ,Q. x\�,4'^ i �' ,}# ,„,, t fI ' •z� f rJ.'ts % 1 { `' f w%�`S �� ` �,,..` ..'a) � � w- x sj"tt ..!t<`'� Y X ..' - ✓ :fr ''1;'' J ., `j' Jy c->1, -,l•' •��... �r`a o f � !I r(� rays i3 p�.4 \\ �_\• � t t �.' i E i x cr v, date 1/4 M��e ?'r '>+ .wc, .,• 1 L .., z ? s 1Z r)t i L i r i S S.:'•.:: 1 �i Sf-f �^'�� ,�F s ;cam) ; } il< R L �aEs. �1�� "•e t t • tiw� fxfy'e{ i+! Fl ^ )•, < s j 3 .j s ! `i"-'"'�`. // / r 3lfps E !.# 3 � •( .0 tci t E a i $ xi �^ j �L. .'9s: �.�✓,,�- Y { ° f f s f# % i�. { { � _.} t� � ""t,:•. a.P+` �TOIYf�' r/✓.'r {'�. r 'f.< rE �,.t� # � � = IK! �� .=) �r..:� / £S6f "`i��r�r✓.��i �tr S� : e �C`�= s. s i--» -�i••;r- ft... "•.++" s"` ry ate,. ' :r sf 3`zt •�rr ,�,'. � ' Y^. s xP r .+� F ! rT ' s#/ta. sffislei a el a✓'fi ?":4k� 11�Z, mF� x. �r ' t/s {'i�,.((�,�'�a•J}r.�e Jxv'rt"'fr ;° ° i fF i rf?'t's�sF f s£ �s s.�,:.._%£_i'�€'ti3p! xr �Q--� is f#'.�fj lr:=,�•rt-',` sI �114{zis.�sf�i)]itss s't.'��,s�\�yF sf�3�irys r t t L r fsf ; s )y iME. �i4 # - T )PI t `I li� i -. fsEt Stay i L t' 4• : ' , ':!' x.. .r'k r s t 2 r3 3 tC^, ✓ ( //E.r .z,, sf' st .!{ue �s r r?C�k �t�>;x•. 2 til k SOURCE:USGS 7.5-minute topographic map,Belfair, Washington,dated 1953,photorevised 1968 0 0.5 1.0 N Scale in Miles Figure 1 DAMES & MOORE SITE LOCATION MAP A DAMES&MOORE GROUP COMPANy NEXTEL Communications—Allyn/Murphy Job No.28940 038-005 Allyn,Washington m Z 10 = ° N fo D House t t t t t t t t t t " f 1 paved Driveway--� a0� 4e - J�Q M a) o U% Boat �� cc ' t t i i t t i Murphy Trailer/ i Residence f f f f f Old t Water Wheel f f f f DM-1-97-$, ; it Metal Shed []c Trailers: ; fGrass Driveway -.' a LEGEND N ? Dames&Moore boring location (Not to Scale) Figure 2 DAMES & MOORE SITE PLAN A DAMES&MOORE GROUP COMPANY NEXTEL Communications-Allyn/Murphy Allyn,Washington Job No.28940-038-005 APPE NDIX A FIELD EXPLORATION PROGRAM The subsurface soil and groundwater conditions at the site were investigated by drilling one exploratory boring to a depth of 31.5 feet at the location shown on Figure 2. The boring was drilled using truck mounted hollow stem auger equipment. The field explorations were coordinated by a Dames & Moore representative who located the boring', classified the materials encountered, maintained a log of each boring and obtained samples of the various strata for visual examination and laboratory testing. Graphical representation of the soils penetrated by the boring is presented on the Log of Boring, Plates A-2 and A-3. The soils have been classified in general accordance with the Unified Soil Classification System described on Plate A-4. Soil samples were obtained from the boring using a Dames &Moore Type U Sampler, which is illustrated on page A-1. The sampler was advanced using a hammer weighing 300 pounds and having a free fall of 30 inches. The number of blows required to drive the sampler for the final foot of penetration at each sample location are presented on the boring logs. 01 RREPORTSVNEXALLYN.DOC SO IL SAMPLER TYPE U DRIVING OR PUSHING FOR SOILS DIFFICULT TO RETAIN IN SAMPLER MECHANISM COUPLING WATER OUTLETS c NOTCHES FOR ENGAGING FISHING TOOL CHECK VALVES NEOPRENE GASKET HEAD � VALVE CAGE NOTEI l;HfAO EXTENSION"CAN BE IN TRODUCEO BETWEEN 'HEAO'ANO'SPLIT BARREL' ALTERNATE ATTACHMENTS SPLIT BARREL (TO FACILITATE REMOVAL Of CORE SAMPLE( CORE-RETAINER RINGS (3.1/7'O.D.BY I'LONG) I SPLIT BARREL LOCKING CORE-RETAINING RING DEVICE BIT SPLIT CORE-RETAINING FERRULE DEVICE RETAINER RING RETAINER PLATES (INTERCHANGEABLE WITH OTHER TYPES) THIN.WALL ED SAMPLING TUBE ANTE RCHAHOEABIE l ENO TNS) i1 ►4 Figure A- LOG OF BORING NO. DM-1-97 Sheets of PROJECT: Allyn/Murphy Site WATER LEVEL:Q _ PROJECT NO: 28940-038-016 PROJECT LOCATION: Allyn,WA CLIENT NAME: Nextel Communications DATE STARTED: November 5 1997 GROUND SURFACE ELEVATION: 360 DATE COMPLETED: November 5 1997 DATUM: DRILLING CONTRACTOR: Subterranean, Inc. WEATHER Partly Cloudy, Low to DRILLER: Jim Clark and Aaron (helper) FIELD ENGINEER: M. Bonus DRILLING METHOD: Hollow Stem Auger PREPARED BY: M. Bonus SAMPLING METHOD: Dames & Moore U-Type Sampler,300#Hammer SAMPLE TYPE KEY: W j a LU w w z v J Relatively undisturbed sample a W ii w ram-z co p a a. O v a m Disturbed sample w F- O O z O ow ¢~ > a Sample attempt with no recovery �p �V W �O -1 W W wp 0(n LU o c� C0 w SPT split spoon sample iI DESCRIPTION REMARKS I 360.0 0 Dark brown silty sand with small roots and some gravel SM/ • Brown silty sand with trace gravel(damp)(medium dense) 359.0 1 SP 358.0 2 I I SP Tan fine to medium sand(damp)(medium dense) 357.0 3- 3 56.0 4 I 18 1s 20 355.0 5 354.0 6 353.0 7 I 352.0 8 I 351.0 9 I 350.0 10 18 18 1000 7.9 28 349.0 11 348.0 12 I I 347.0 13 I i �346.0 114- 345.0 115 NOTES: x G'M DAMES & MOORE LOG OF BORING DM-1-97 Z Figure A-2 O GROUP q pgMF$d MOC+L GROUP COMPANY J PROJECT: Allyn/Murphy Site PROJECT NO: 28940-038-016 FIELD ENGINEER: M. Bonus PROJECT LOCATION. Allyn,WA PREPARED BY: M. Bonus SAMPLE TYPE KEY: W o Relatively undisturbed sample a.Lu — W>- W W z v U...1 w 2 j o z W O a,0- ¢ a_� Disturbed sample r¢ z o z O U- w w Sample attempt with no recovery Cr p m W SPT split spoon sample DESCRIPTION REMARKS 18 1a 30 345.0 15 Grades dense 344.0 16 343.0 17 342.0 18 341.0 19 340.0 20 18 18 41 SP Light brown fine sand(moist)(dense) 339.0 21 338.0 22 337.0 23 336.0 24 335.0 25 18 18 100.0 8.1 38 334.0 26 333.0 27 332.0 28 j 331.0 29 i i 330.0 30 18 18 40 329.0 31 j End of boring at 31.5 feet at 1130 on 11/5/97. j I No groundwater encountered. Boring backfilled with native cuttings and one bag of betonite. I ^ NOTES: 0 Z G'" DAMES & MOORE LOG OF BORING DM-1-97 mO GROUP A DAMES 6 MOORE GROUP COMPANY Figure A-3 J Major Divisions Graphic Letter Symbol Symbol Typical Descriptions Well-Graded Gravels, GW Gravel-Sand Mixtures, Gravel and Clean Gravels `d Little or no Fines Gravelly Soils (little or no fines) O O Poorly-Graded Gravels, O 0 G P . Gravel-Sand Mixtures, ICoarse Grained p o Little or no Fines Soils Silty Gravels, GM Gravel-Sand-Silt Mixtures More than 50%of Gravels with Fines Coarse Fraction (appreciable amount Clayey Gravels, Retained on of fines) y y No.4 Sieve GC Gravel-Sand-Clay Mixtures a a a Well-Graded Sands, Sand 4 0 ;4 SW Gravelly Sands, Clean Sand a Little or no Fines and (little or no fines) Sandy Soils Poorly-Graded Sands, More than 50% SP Gravelly Sands, of Material is Little or no Fines Largerthan No,200 Sieve Size SiltySands, SM Sand-Silt Mixtures More than 50%of Sands with Fines 4 ° Coarse Fraction (appreciable amount a Passing through of fines) Clayey Sands, No.4 Sieve SC Sand-Clay Mixtures Inorganic Silts and Very Fine Sands, M L Rock Flour,Silty or Clayey Fine Sands or Clayey Silts with Slight Plasticity Fine Grained Silts Liquid limit Inorganic Clays of Low to Medium Soils and Less than 50 CL Plasticity,Gravelly Clays,Sandy Clays, Clays Silty Clays,Lean Clays I I I Organic Silts and Organic OL Silty Clays of Low Plasticity I � I � I Inorganic Silts,Micaceous or M H Diatomaceous Fine Sand or Silty Soils More than 50% Silts Inorganic Clays of High of Material is Liquid Limit Smaller than and Greater than 50 CH Plasticity,Fat Clays No.200 Sieve Size Clays Organic Clays of Medium to OH High Plasticity,Organic Silts Peat,Humus,Swamp Soils Highly Organic Soil PT with High Organic Contents DAMES & MOORE UNIFIED SOIL CLASSIFICATION SYSTEM A DAMES S MOORE GROUP COMPANY Figure A-4 Y K' NEXTEL STRUCTURE & FOUNDATION DESIGN CALCULATIONS 150' MONOPOLE A11 yN SITE: MURPHY/ WA0168-1 EEI JOB #: 3204 t V 2 . Y ..s 7 J' 'l :l A M Iw7 Lj z Lr lilt: n uv,.M-5, 12 '30 SAFETY CUMB PRWVIMONS UP Cl ct 33 OF FLAT j 6 TO TOP OF POLE jPROVISIONS FOR STEPS ep 12'-0'(+OR CENTERED ABOUT FLAT 0 6 ul :.x 0 (SPACED '-3'APART MT. &A MAX Of 2e CIRCULL TO TOP OF POLE I P_ STEP DOLT OETALLV -gig 40 2 AIR --R (Z) CK-If 4r-O' No 04'-0' Pao p ?. s I J! 'M M > 3/4\ im X P,0 Z p Z 0 z MM u v T, 1 *t 10 A A 0. m 1> v, E. E . 7 M H 9 . i ;2 cl, ieag • PIR. .0 P= V) sA x Ir-10 3 0 C 0 0A _E SPLICE"Ne'TN 'T"Ne O "..2 33-0 311e "_AP 4_1 4o 33.0.1'AF _I ,.AF "1 -4 .50 15/16-AF 37FPL A572-CR65 35 f 32 AF 4 Si POLY-12 SHAFT 37.3281.11 54'-S Ilr 2' 63.0000-AF SW-3 3,AV 47.928WAF 21.00OO`AF 11/2• 53'AF 7/16"PL A572-CR55 47 13115-AF 13e PL A372-GM— 21-AF POLY-12 SHAFT POLY-12 SHAFT p 28 1/2' 141/4- 141/4- 2 M IJ_ M C-<sg x m (n 0 co rn I- C-) rn gi -1 0 0 $P0 z 0 z 0 X Z ,,-j "-io. 2TF -1 AIRF A, t7 1 E) zo r0rI 0 'Zi rn 12M 61 24% r. 2 ;u 0)w got x 9.. 2. AR-9 1. -12" Ir zo M 1p. > ;2 C.) z z 0 0 0 M N (@ qu m ? 0 0 rn r- m 10 > 0 u ------ Boger rn B-.Tog _t% z > 74", " Q at". v C) z PIT r- Is) 19IN 'U 0. 0 '7,� R GY., . .,Q 1 22 3 Me I" x 0c I 13?/a- 3 7A'- G ryt- q4 co d < 4�0 01D OO "u m ;0 >; "00 -00 Z. 110 0 rn Lf OZE -1 U) is>r.A 0 Sol > 0 Er 1320 • c:> (A > m M u 0 LO m z wn 2 > 0 0 C>)'z gs > 2 0 0 OD r cc GA GO to 0 > a:- pup' " 0. t- of r—r- -4 in �n c. I_n >0 z z> 0 0 z X EA cu 2 r- 0. J.-Ig 9-1 2R Is a Btu I I r-k, — ;u C, T > 1 ji'M9111 A > -4 (A In ic m z 91A 2 8 0 0 0 0 to ?c Ra 2! .3 5 2 IT 4M 0 0 2, 2 .0 0 0 j 11 a 0 0 n .0� 0 A to t"n Z A i > 0 -.4 0 0 2�Of go A* Ix r-ni rcr), Ow . P. to z RIM 0 3: rn ct 4x1jR 29 qI a ="I.I! t R A.X I I -I A 'k *. .: R 2 1. , x A w X. 12 at Xu m 0 ig.1 J 1 2 r-Z 41 1 2 4 6to d to 2 C) 3.5 -�o ♦ 0-- It I I rn -4 .6 1 0: 0 • , 0 § 11 O >0 o z 112!I 2 1 4 = *-b 12 up F1 :� �p p . A 0 ra 2 K !& - ;J 0 'o 10 M tz r.,N 0 m In 0 > M (A C) Z U) 2x x E� Ln rn 0 1 In 0 cr) 0 0 0 0 IS 2 IRA ;4 p NE0i ., 33 4. '22 EEI WILL NOT HONOR ANY BACKCHARGES WHICH HAVE NOT RECEIVED PRIOR WRITTEN AUTHORIZATION phone (440) 918-1101 :f K F ENtlNMUM #._ Customer. EDEJ►VORB NEXTELfWA BY L. PADGETT 11 /14/9 7 Date COMRPORStructure 150' MONOPOLE Checked 3204 ATED Job/Quote No. SITE LOCATION — MASON COUNTY, WA. CATEGORY 2 — MURPHY, WA0168-1 SITE NAME 12' UJ ANTENNA LOADING: 11 (4) DB 810 OMNI ANTENNAS (12) DB 874 DIRECT. ANTENNAS STD. AMPS PLATFORM W/T—MOUNTS .: (12) DB 874 DIRECT. ANTENNAS STD. PLAT. W/T—MNT 0 130' (FUTURE) 130, (2) 8'0 HP MW (6Ghz) @ 120' (FUTURE) —U Ll 120' 771, DESIGN NOTES: DESIGNED IN ACCORDANCE WITH EIA 222 E&F._ 90 MPH BASIC WIND SPEED ti 1/2 RADIAL ICE CASE I — OPERATIONAL LOADING } 50 MPH WIND SPEED ,,;—�-�' ALLOW. ROTATION — 1.50' @ TOP } ALLOW. ROTATION — 1.23' @ 120' l( , i °1-7;' CASE II — DESIGN LOADING - 90 MPH BASIC WIND SPEED CASE III — DESIGN LOADING WITH IC NOTE. IT IS THE RESPONSIBILITY 75% OF 90 MPH WIND WITH 1/2" ICE OF THE PURCHASER TO VERIFY THAT THE WIND LOADS AND DESIGN -} CRITERIA SPECIFIED MEET THE REOUIRE4fENTS OF ALL LOCAL BUILDING CODES 7610 Jenther Drive * Mentor, Ohio 44060 Mi ENGINEERED ENDEJlVOR3, INC. Telephone: (440) 918-1101 * Telefax: (440) 918-1108 r Engineered Endeavors Inc. 150' MONOPOLE 3204 PAGE 2 . LOAD CASE 1 OPERATIONAL LOADING f DEAD LOAD FACTOR 1.00 WIND PSF REDUCTION 1.00 RADIAL ICE 0. 00 IN. WIND VELOCITY 50 BOTTOM 11.55 PSF TOP 17.53 PSF MAX BASE ROTATION 0.00 DEG APPLIED APPURTENANCE FORCES ELEVATION WEIGHT WIND FT KIPS KIPS DB 874 ANTENNAS 148.00 0.168 1.226 DB 810 OMNI 157.00 0.120 0.243 STD AMPS PLATFORM 148.00 2.000 0.560 rI DB 874 ANTENNAS 130.00 0.168 1.181 STD AMPS PLATFORM 130.00 2.000 0.540 HP 8 MW-2 120.00 0.894 1.779 .. TUBE PROPERTIES MEMBER FORCES I STRESSES STRESS TOTAL 'Y ELEV DIAM WALL SHEAR BENDING AXIAL AXIAL BEND. ALLOW RATIOS DEFL TILT = FT IN IN K K-FT K KSI KSI KSI IN DEG 146.00 21.00 0.2813 2.22 6.25 2.56 0.14 0.79 51.99 0.02 21.5 1.38 4y 138.00 23.39 0.2813 2.50 24.00 3 .13 0.15 2.44 51.99 0.05 19.2 1.36 130.00 25.77 0.2813 4.62 44.02 6.01 0.26 3.68 51.99 0.08 17.0 1.31 120.00 28.76 0.2813 6.89 90. 19 7.92 0.31 6.03 51.99 0.12 14.3 1.23 107.00 32.64 0.2813 7.46 179.75 9.21 0.31 9.29 51.99 0.18 11.1 1.09 - 't 94.00 36.52 0.2813 7.46 276.73 9.21 0.28 11.40 49.79 0.23 8.4 0.91 TYPE OF JOINT: SLIP JOINT 71 94.00 35.83 0.3750 8.11 276.73 11.72 0.27 8.95 51.99 0.18 8.4 0.91 80.00 40.01 0.3750 8.72 390.20 13.73 0.29 10.09 51.99 0.20 5.9 0.76 ` 69.00 43.29 0.3750 9.27 486.08 15.66 0.30 10.72 51.99 0.21 4.3 0.63 _ 58.00 46.57 0.3750 9.84 588.07 17.74 0.32 11.18 50.97 0.23 3.0 0.52 47.00 49.85 0.3750 9.84 696.26 17.74 0.30 11.53 49.14 0.24 1.9 0.40 .s TYPE OF JOINT: SLIP JOINT 47.00 48.98 0.4375 10.48 696.26 21.87 0.32 10.29 51.99 0.20 1.9 0.40 33.00 53.15 0.4375 11.10 842.93 25.00 0.34 10.55 51.54 0.21 0.9 0.27 r 22.00 56.44 0.4375 11.66 965.04 27.94 0.35 10.70 49.96 0.22 0.4 0.18 -s 11.00 59.72 0.4375 12.26 1093. 34 31.05 ' 0.37 10.81 48.39 0.23 0.1 0.09 0.00 63.00 0.4375 12.58 1228.15 32.65 0.37 10.90 46.81 0.24 0.0 0.00 REACTION COMPONENTS (KIPS AND FT-KIPS) TRANSVERSE VERTICAL WIND MOMENT ABOUT MOMENT ABOUT MOMENT ABOUT SHEAR FORCE SHEAR TRANSVERSE VERTICAL WIND AXIS 0.000 32.654 -12.580 1228.153 0.000 0.000 i : a Engineered Endeavors Inc. 150' MONOPOLE 3204 PAGE 3 LOAD CASE 2 DESIGN LOADING 3. DEAD LOAD FACTOR 1.00 WIND PSF REDUCTION 1.00 RADIAL ICE 0.00 IN. WIND VELOCITY 90 BOTTOM 37.43 PSF TOP 56.79 PSF f MAX BASE ROTATION 0.00 DEG r APPLIED APPURTENANCE FORCES ELEVATION WEIGHT WIND FT KIPS KIPS DB 874 ANTENNAS 148.00 0.168 3 .971 DB 810 OMNI 157.00 0.120 0.788 STD AMPS PLATFORM 148.00 2.000 1.816 DB 874 ANTENNAS 130.00 0. 168 3.826 --' STD AMPS PLATFORM 130.00 2.000 1.750 HP 8 MW-2 120.00 0.894 5.764 TUBE PROPERTIES MEMBER FORCES STRESSES STRESS TOTAL ELEV DIAM WALL SHEAR BENDING AXIAL AXIAL BEND. ALLOW RATIOS DEFL TILT FT IN IN K K-FT K KSI KSI KSI IN DEG .� 146.00 21.00 0.2813 7.17 20.24 2.01 0.11 2.56 51.99 0.05 69.2 4.47 138.00 23.39 0.2813 8.08 77.45 2.53 0.12 7.88 51.99 0.15 61.9 4.38 130.00 25.77 0.2813 14.92 141.93 4.95 0.21 11.85 51.99 0.23 54.7 4.23 120.00 28.76 0.2813 22.27 290.76 6.47 0.25 19.43 51.99 0.38 46. 1 3.98 107.00 32.64 0.2813 24.13 579.69 7.86 0.27 29.97 51.99 0.58 35.9 3.51 94.00 36.52 0.2813 24.13 892.88 7.86 0.24 36.78 49.79 0.74 27.1 2.95 TYPE OF JOINT: SLIP JOINT 94.00 35.83 0.3750 26.23 892.89 10.49 0.25 28.89 51.99 0.56 27. 1 2.95 80.00 40.01 0.3750 28.22 1259.71 12.63 0.26 32.59 51.99 0.63 19. 1 2.45 =� 69.00 43.29 0.3750 30.02 1569.84 14.69 0.28 34.61 51.99 0.67 13.9 2.05 58.00 46.57 0.3750 31.86 1899.91 17.75 0.32 36.12 50.97 0.71 9. 6 1.67 47.00 49.85 0.3750 31.86 2250.28 17.75 0.30 37.28 49.14 0.76 6.2 1.29 TYPE OF JOINT: SLIP JOINT 47.00 48.98 0.4375 33.94 2250.28 21.88 0.32 33.25 51.99 0.65 6.2 1.29 33. 00 53.15 0.4375 35.96 2725.39 25.00 0.34 34.11 51.54 0.67 3.0 0.88 22.00 56.44 0.4375 37.79 3120.93 27.94 0.35 34.60 49.96 0.70 1.3 0.58 s 11.00 59.72 0.4375 39.70 3536. 60 31.05 0.37 34.97 48.39 0.73 0.3 0.28 0.00 63.00 0.4375 40.76 3973.34 32.65 0.37 35.27 46.81 0.76 0.0 0.00 z" REACTION COMPONENTS (KIPS AND FT-KIPS) t" TRANSVERSE VERTICAL WIND MOMENT ABOUT MOMENT ABOUT MOMENT ABOUT SHEAR FORCE SHEAR TRANSVERSE VERTICAL WIND AXIS 0.000 32. 654 -40.757 3973 .339 0.000 0.000 n { t i ' Engineered Endeavors Inc. 150' MONOPOLE 3204 PAGE 4 LOAD CASE 3 DESIGN LOADING WITH ICE DEAD LOAD FACTOR 1.00 WIND PSF REDUCTION 0.75 RADIAL ICE 1. 00 IN. WIND VELOCITY 90 BOTTOM 28.07 PSF TOP 42.59 PSF MAX BASE ROTATION 0.00 DEG -� APPLIED APPURTENANCE FORCES ELEVATION WEIGHT WIND FT KIPS KIPS DB 874 ANTENNAS 148.00 0. 360 3 .290 DB 810 OMNI 157.00 0. 240 1. 034 STD AMPS PLATFORM 148.00 3 . 000 1.703 DB 874 ANTENNAS 130.00 0. 360 3 .171 STD AMPS PLATFORM 130.00 3 . 000 1.641 HP 8 MW-2 120.00 1.948 . 4.417 TUBE PROPERTIES MEMBER FORCES ( STRESSES STRESS TOTAL :i ELEV DIAM WALL SHEAR BENDING AXIAL AXIAL BEND. ALLOW RATIOS DEFL TILT -FT K KSI KSI KSI IN DEG FT IN IN K K r 146.00 21.00 0.2813 6.62 21.37 3.55 0.19 2.71 51.99 0.06 59.5 3.89 138. 00 23.39 0.2813 7.39 74.24 4.32 0.21 7.55 51.99 0.15 53 . 1 3.81 130. 00 25.77 0.2813 13.31 133.19 8.36 0.36 11. 12 51.99 0.22 46.8 3.67 120.00 28.76 0.2813 19.08 266.08 11.51 0.45 17.78 51.99 0.35 39.4 3.43 107.00 32. 64 0.2813 20.55 513 .66 13.43 0.46 26.56 51.99 0.52 30. 6 3.01 - ';� 94 .00 36.52 0.2813 20.55 780.43 13 .43 0.41 32.15 49.79 0.65 23 . 0 2.52 TYPE OF JOINT: SLIP JOINT 94.00 35.83 0.3750 22.19 780.42 16. 68 0.39 25.25 51.99 0.49 23. 0 2.52 80.00 40.01 0.3750 23.73 1090.76 19.42 0.41 28.22 51.99 0.55 16. 2 2.09 69.00 43.29 0. 3750 25.13 1351.65 22 .76 0.44 29.80 51.99 0.58 11. 8 1.74 58.00 46.57 0.3750 26.53 1627.97 25.51 0.46 30.95 50.97 0.62 8. 2 1.41 47.00 49.85 0.3750 26.53 1919.71 25.51 0.43 31.80 49.14 0.66 5. 3 1.09 TYPE OF JOINT: SLIP JOINT 47.00 48.98 0.4375 28. 11 1919 .70 30.44 0.45 28.36 51.99 0.55 5. 3 1.09 33.00 53 . 15 0.4375 29.64 2313 .25 34 .42 0.46 28.95 51.54 0.57 2. 5 0.75 22 .00 56.44 0.4375 31.02 2639.29 38 .16 0.48 29.26 49.96 0. 60 1. 1 0.48 11.00 59.72 0.4375 32.45 2980.47 42 . 13 0. 51 29.47 48.39 0. 62 0. 3 0.24 0. 00 63 .00 0.4375 33 .27 3337.43 44 . 16 0.50 29. 62 46.81 0. 64 0. 0 0.00 REACTION COMPONENTS (KIPS AND FT-KIPS) TRANSVERSE VERTICAL WIND MOMENT ABOUT MOMENT ABOUT MOMENT ABOUT SHEAR FORCE SHEAR TRANSVERSE VERTICAL WIND AXIS t. 0.000 44.164 -33 .267 3337.429 0.000 0.000 i' : r 1y A _i ,y Engineered Endeavors Inc. 15011 MONOPOLE 3204 PAGE ' 5 SUMMARY TABLE ELEV STRESS RATIO AXIAL BENDING LOADING 146.00 0. 06 3.55 21.4 3 DESIGN LOADING WITH ICE 138.00 0.15 2.53 77.4 2 DESIGN LOADING 130.00 0.23 4.95 141.9 2 DESIGN LOADING 120.00 0.38 6.47 290.8 2 DESIGN LOADING 1 107.00 0.58 7.86 579.7 2 DESIGN LOADING 94.00 0.74 7.86 892.9 2 DESIGN LOADING 80. 00 0.63 12.63 1259.7 2 DESIGN LOADING 69.00 0. 67 14.69 1569.8 2 DESIGN LOADING 58. 00 0.71 17.75 1899.9 2 DESIGN LOADING 47.00 0.76 17.75 2250.3 2 DESIGN LOADING 33.00 0. 67 25.00 2725.4 2 DESIGN LOADING w 22.00 0.70 27.94 3120.9 2 DESIGN LOADING 11.00 0.73 31.05 3536.6 2 DESIGN LOADING 0.00 0.76 32.65 3973.3 2 DESIGN LOADING . MAXIMUM SUPPORT MOMENT K-FT 3973.34 CORRESPONDING AXIAL FORCE KIPS 32.65 CORRESPONDING SHEAR FORCE KIPS 40.76 N C 1� .Y .yt 1. J �33 '.i Engineered Endeavors Inc. 150' MONOPOLE 3204 PAGE 6 BASE PLATE AT ELEVATION 0.00 FEET TUBE DIAMETER 63.00 INCHES w DESIGN MOMENT 3973 .3 KIP FT DESIGN MOMENT IS 0. DEGREES FROM THE WIND DIRECTION BOLTS ARE ON THE KNUCKLES OF THE TUBE APPLIED AXIAL FORCE 32 .7 KIPS APPLIED SHEAR 40.76 KIPS BOLT DATA BOLT TYPE A615 GR75 BOLTS ARE EVENLY . SPACED r DIAMETER 2.250 INCHES EFFECTIVE AREA 3.250 SQ IN • TOTAL LENGTH 10.5 FEET r MINIMUM EMBEDMENT 6.9 FEET NUMBER OF BOLTS 20 . BOLT CIRCLE DIAMETER 72.00 INCHES ALLOWABLE STRESS 60. 0 KSI APPLIED AXIAL STRESS 41.3 KSI MAX BOLT FORCE 134.1 KIPS .,.� BOLT BENDING STRESS 3.0 KSI COMBINED BOLT STRESS 44.2 KSI CLEARANCE UNDER PLATE 3 .25 INCHES BOLT WEIGHT 2961.0 POUNDS PLATE DATA DIAMETER OF PLATE 78.00 INCHES MATERIAL A871 GR60 PROVIDED THICKNESS 2.000 INCHES REQUIRED THICKNESS 1.682 INCHES BOLT HOLE DIAMETER 2.625 INCHES CENTER HOLE SIZE 58.00 INCHES NET WEIGHT 1147.9 POUNDS RAW STOCK WEIGHT 3443 .5 POUNDS SURFACE AREA 28. 17 SQ FT ALLOWABLE STRESS 60. 00 KSI MAX APPLIED STRESS 42.45 KSI CONCRETE STRENGTH 3000. PSI Base Plate - use 78.00 inch ROUND x 2 .000 inch A871 GR60 with (20) 2.250 diameter x 10.50 foot caged A615 GR75 bolts s on a 72. 00 inch bolt circle ENGINEERED ENDEAVORS INCORPORATED . 7610 Jenther Drive Mentor, OH 44060 ?` Tel.(440)918-1101 Fax(440)918-1108 J DESIGN CALCULATIONS F O R DRILLED PIER FOUNDATION NEXTEL 150 ft Monopole Murphy, WA0168- 1 Cellular Site Allyn, WA. Y :3 EEI Project No . 3204 t November 14, 1997 r o, > � �_ S 0 It A w 0 1 m N � rtjp N O .-r CN CN O O W N Fw- N � .S '" LMr.. to ~ t0 to 0 W =W S a NaUN W O IL O O W F-~ J J zo m ,� fa N 0 J 2 0- '� L o O J U ofIf) to a vi n.jr0}C a Z Q � w w La o -o 3 0 0 3 z z U ¢ a a o 1 mmoo. m 3� m w m a 0 •^n w o ; Z a � o O Z o `� a ^ N aN� o F- Ozcr d J o g vi a a o X w J a w Q N fw- -� CL W w .� .- I.- N ,r.F Q O W U 0 Z w oO ~ rn = w g H to < Z O Q ¢ U- -1j1 j� Z 1 N G7 1 j 0. b to �r 00 in U> N Q I=-•W 0^0 LAj W 0^ X W U W W MLLI �$ ' J x 0 W Z � ta. I tr n..M O a Z F- J _ �'Lr.l Z x O J Z F= , F- 0 F_ 0 F- z a -� ip io ar O Q 3 to U O W =z t0 3 00 w N U Ftn-« J Q 0_ < O I 1 1 0 a Z�= O cn O F- ¢ W Z O > O 'J m = W tAi-� O M N ^ =i 0�Z = .Wm NSF-- W N ~ m irW J w O Oa cn 3 w tY O F- I- W L+-J ¢ N Z W O 0 _ � n PO 0.—Ommwo` OOM . 00YZm0 of ° � . ¢g Z tj r NLLJ to O to 0 �` to F-m F- W ir 0 Z cr O W 0: ZMMZJ �_JF- OL`wcn 0 N m F- o O N N V o WW-- OWWOQO0000_U' LL0J0 U ZtMO > > o W W U ;,, Glugii'J//U 0 O O Z U Z In W N Z 0 0_' Q +%O 1 a > V Q ; r ev�.. Z WZ00UOZWOUWO UwNU Z "'Uo0 tMpVj� � Z + 't, `�;� , .G ' .. W J -� Q Z N W 3 Ln J to O - t0 0 r) Z t0 F-ui O U �.,P ,,':•t�V' �. ^ 5i 1Ii O O O H wmO z in La OZmMOvOOZQmQaw =< - ¢ O0W � ui wr,, .. z to Z Ln 1=O 0 N Z N F- U 0 w Q F-Z a W N ¢ cn M X O �.Z'.: U Ld -U000J O owNFim¢J � Ot� > }F- wW woq Z_ J O N- J Z- 2 a Q Z W J I( U 0 �0=00 Q0-0WY-J- WJW - = OWQ-' 3� a � Hw::, ,,„_ l L Z = F-0 1- Lai Q m 3 J 0 1- a O, 4..�) w�WQNtnZF.... UoZF- M=W Wm Ja00 awing p-, ,.,;.r a� Z OOJJ UWN ¢ Ocn�cn> -J w =NF- wz mN •7:, o:, o LLI z�av� Zo>i= ozzQmU- I(L� zdcn¢owZZFW- UZ '.: �o ; ��Z:r0 1_'F- jU�Uov' tnWdLj-Mo¢ OF- z �!. C� aOinmwWQ'ULLJE)-j(roO¢Q.z wnm � ma- 0 XNJoaa z o Z ZW F- 1 j UI JO L'- Q0 U QUO UO = W- Z J z r-� O 0m00='wm OawZ =mJ =1 — ZU ZOU L,.1Q- 000 O o 0 o 0<z a wtA- mw =wL-WwaZ0 OOZLLJL,JOZ (ro rn uoi i L..oQuto0mOtoxF-w3(x3V) Uz U �ta WaU• ¢ 0L� TH N M 4 Ln t0 n 00 t7l O Z. 1 �, -AO CL a a to Q Z W Wm 3: X v D O ul 4 0 LL N W .- U Q U Z O m z bi Li O s a a 03 a J 0 m Q I1 m O � W m IIIIIII' a z 1 r a III=1. M N 11 N IIIE? °' a J Q 'I�' La «Z L «Z t to v ,s£ v W � W «9 �IIII " pi III-1 ElI1' O I laIIIIIII! �' 1 a o _ --- W e 1 1 Q Il�lllllilllllll,;.l'" '�III EI l I 1=1Il„II I,,, �Illli �o � IMIII� —I I i—_I Q o ll I Ilulll I I m � � W I I ICI J N r. -Jo z O 0 p U z Q Z IY Fa- 0 tn N OZ O m O O N i Z , o O p W QO W N � O � . J �•"•-ems I....:aJ.a ,FM.+M..++�1 1Rf@� Ir+«.rs,..r FRR:J'`.":� Ir�.�..ya1, fr-A>..:.a [+•+r('S.I�i oriA", '1 W-•cam" IIW:-.n r:v-..a r .Y:.r ..•.r..rrn w:..,..w FOUNDATION DESIGN CALCULATIONS FOR DRILLED PIER FOUNDATION ENGINEERED ENDEAVORS INC. DATE 17-Nov-97 7610 Jenther Drive•Mentor,Ohio 44060 05:07 PM Tel:(440)918-1101 ' F=(440)918-1108 CUSTOMER NEXTELNVA JOB 3204 STRUCTURE 150'MONOPOLE LOCATION MASON COUNTY,WA. SITE MURPHY,WA01 Ml DESIGN FOUNDATION LOADS MOMENT SHEAR A`QALLOAD ft-k ldp kip so-Bas am as UBC:I.AL(ft-k) UBC:I.b41M) UBC:0.9.nw) 0.0 0.0 0.0 OPERATIONAL 0.0 0.0 0.0 0.0 0.0 0.0 4900.0 50.0 33.0 SURVIVAL $8900000.0 50000.0 33000.0 6370.0 65.0 29.7 FOUNDATION PROPERTIES IMIN.DL,kM.,Inl PIER DIAM,in I AREAinA2 I MOM.OF IN.,inA4 JANCKBOLTSJ A.B.CIR.DIAM.,In 92.001 96.01 7239.21 4167106.E 1 (20)@ 10.5' 7L00 SOIL INFORMATION LAYER NO. TOPAM OF LAYER TOWBOT OF LAYER k VALUE Phi GAMMA c VALUE E" (ft) (m) (MS) (deb) pcp;�i Inv* Wn) SAND 0 0 0 0 0 3.0 36 SAND 3 30 90 34 110 M EDWM DENSE 20.0 240 SAND 20 240 225 36 112 DENSE 31.5 378 NO GROUNDWATER ENCOUNTERED NORM SOIL PER EIA-222F,ft Ln- 34.50 ACTUAL EMBEDM LENGTH,ft La= 39.0 TOTAL LENGTH,ft(m) L- 39.0 468 CONCRETE,cub.yd 72.6 REINFORCEMIRNT Q-Ty WEIGHT, IM VERTICAL N11 26 5315.3 HORM TIES M5 40 1048.5 TOTAL 6363.8 PIER STRUCTURAL DESIGN UNFACTORED MOMENT,in-lbs 63330000 UNFACTORED SHEAR,Ibs 309200 MAX.(FACTOR)BEND.MOMENT IN PILE,klp4n 6860.8 MAX.(FACTOR)SHEAR FORCE PILE,kip-it 402.0 Pier Diameter,in 96 Concrete,ksi 4 Reinforcement,ksi 60 Rebars,#11 Q-ty 26 Area,sq.in 1.58 Design Rebars Q-ty 12 Area,sq.in 3.38 Minimum reinforcement ratio 0.005 Reber space,in 10.47 Actual reinforcement ratio 0.0056 Concrete cover(to vert bars),in 4 Horiz.ties,its 40 Rebar layout radius,in 43.31 No. Angle,deg Coord.,in Edge Dist,in phi c1 di 1 0 43.31 4.69 2 30 37.51 10.49 3 60 21.66 26.34 4 90 0.00 48.00 5 120 -21.66 69.66 6 150 37.51 85.51 7 180 -43.31 91.31 8 210 37.51 85.51 9 240 -21.66 69.66 10 270 -0.00 48.00 11 300 21.68 26.34 12 330 37.51 10.49 Location of neutral axis c=.In 14.13 Compression zone,a= 12.01 No. a Force Tension zone No. a Force bps kips - 1 0.0020048 185.02 eu= 0.003 2 0.0007728 64.25 3 0.0026 202.80 12 0.0007728 64.25 ey- 0.00207 4 0.0072 202.80 5 0.0118 202.80 6 0.0152 202.80 alpha-- 0.7230649 7 0.0164 202.80 Sector 1665.94 8 0.0152 202.80 Triangle 1143.06 9 0.0118 202.80 Segment 522.88 10 0.0072 202.80 Concrete,kips 1511.13 11 0.0026 202.80 Force balance Compression 1824.65 Tension 1826.2 Maximum Moment Capacity Moment due to compression Moment due to tension Rebars Force Mom.Arm. Moment Rebars Force Mom.Amy. Moment kips in k-rt kips in k-R 1 185.02 43.31 667.79 3 202.80 21.66 365.99 2 64.25 37.51 200.85 4 202.80 0.00 -0.00 12 64.25 37.51 200.85 5 202.80 .21.66 365.99 6 202.80 37.51 633.91 Concrete 1511.13 39.99 5036.22 7 202.80 -43.31 731.98 a 202.80 37.51 633.91 9 202.80 -21.66 365.99 10 202.80 -0.00 0.00 11 202.80 21.66 365.99 6105.70 1999.81 Design Moment,klp-tt 7294.961 3204 ******************************************************* * PROGRAM LPILE Plus for Windows * (C) COPYRIGHT ENSOFT, INC. , 1995 * ALL RIGHTS RESERVED * ----------------------------------------------- Licensed to: * * * Engineering Endeavors, Inc. * 7830 Division Drive * Mentor, OH 44060 * License No. 449-092496 * * * Program to be used only by Licensee * at the above address PROGRAM LPILE plus Version 2.0 (C) COPYRIGHT 1995 ENSOFT, INC. ALL RIGHTS RESERVED MURPHY, WA0168-1 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 = 468.00 IN 2 POINTS X DIAMETER MOMENT OF AREA MODULUS OF INERTIA ELASTICITY IN IN IN**4 IN**2 LBS/IN**2 .00 96. 000 .417E+07 .724E+04 .300E+07 468 .00 96.000 .417E+07 .724E+04 .300E+07 Page 1 3204 SOILS INFORMATION ---------------- X AT THE GROUND SURFACE = 48.00 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 = 48.00 IN X AT THE BOTTOM OF THE LAYER = 252.00 IN MODULUS OF SUBGRADE REACTION = .900E+02 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 = 468.00 IN MODULUS OF SUBGRADE REACTION = .225E+03 LBS/IN**3 DISTRIBUTION OF EFFECTIVE UNIT WEIGHT WITH DEPTH 4 POINTS X, IN WEIGHT,LBS/IN**3 36.00 .64E-01 252.00 .64E-01 252.00 .65E-01 468.00 .65E-01 _ DISTRIBUTION OF STRENGTH PARAMETERS WITH DEPTH 4 POINTS X,IN C,LBS/IN**2 PHI,DEGREES E50 36.00 .000E+00 .340E+02 ----- 252.00 .000E+00 .340E+02 ----- 252.00 .000E+00 .360E+02 ----- 468 .00 .000E+00 .360E+02 BOUNDARY AND LOADING CONDITIONS ------------------------------ LOADING NUMBER 1 BOUNDARY-CONDITION CODE = 1 LATERAL LOAD AT THE PILE HEAD = .500E+05 LBS MOMENT AT THE PILE HEAD = .588E+08 IN-LBS AXIAL LOAD AT THE PILE HEAD = .330E+05 LBS Page 2 3204 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 = 100 MAXIMUM ALLOWABLE DEFLECTION = .10E+03 IN OUTPUT CODES KOUTPT = 1 KPYOP = 0 INC = 5 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 = .500E+05 LBS MOMENT AT THE PILE HEAD = .588E+08 IN-LBS AXIAL LOAD AT THE PILE HEAD = .330E+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 .423E+00 .588E+08 .500E+05 -.206E-02 .682E+03 .125E+14 .000E+00 23.4 .376E+00 .600E+08 .500E+05 -.195E-02 .695E+03 .125E+14 .000E+00 46.8 .332E+00 . 611E+08 .500E+05 -.183E-02 .709E+03 .125E+14 .000E+00 70.2 .290E+00 . 623E+08 .432E+05 -.172E-02 .722E+03 .125E+14 -.580E+03 93. 6 .251E+00 .631E+08 .241E+05 -.160E-02 .731E+03 .125E+14 -.103E+04 117.0 .215E+00 . 633E+08 -.386E+04 -.148E-02 .734E+03 .125E+14 -.134E+04 140.4 .182E+00 . 629E+08 -.374E+05 -.136E-02 .729E+03 .125E+14 -.151E+04 Page 3 3204 _ 163.8 .151E+00 .616E+08 -.738E+05 -.125E-02 .714E+03 .125E+14 -.158E+04 187.2 .124E+00 .594E+08 -.110E+06 -.113E-02 .689E+03 .125E+14 -.155E+04 210: 6 . 983E-01 .564E+08 -.146E+06 -.103E-02 . 654E+03 .125E+14 -.144E+04 234.0 .755E-01 .526E+08 -.177E+06 -.923E-03 .611E+03 .125E+14 -.126E+04 257.4 .550E-01 .481E+08 -.213E+06 -.829E-03 .559E+03 .125E+14 -.227E+04 280.8 .366E-01 .426E+08 -.260E+06 -.744E-03 .495E+03 .125E+14 -.170E+04 304.2 .201E-01 .361E+08 -.292E+06 -. 670E-03 .420E+03 .125E+14 -.104E+04 327.6 .515E-02 .290E+08 -.308E+06 -. 609E-03 .339E+03 .125E+14 -.294E+03 351.0 -.852E-02 .218E+08 -.305E+06 -.562E-03 .256E+03 .125E+14 .531E+03 374.4 -.212E-01 .149E+08 -.282E+06 -.527E-03 .176E+03 .125E+14 .144E+04 397.8 -.333E-01 .874E+07 -.237E+06 -.506E-03 .105E+03 .125E+14 .243E+04 421.2 -. 450E-01 .394E+07 -.168E+06 -.494E-03 .500E+02 .125E+14 .351E+04 444. 6 -.565E-01 .989E+06 -.840E+05 -. 490E-03 .160E+02 .125E+14 .359E+04 468.0 -. 679E-01 .000E+00 .000E+00 -.489E-03 .456E+01 .125E+14 .375E+04 OUTPUT VERIFICATION THE MAXIMUM MOMENT IMBALANCE FOR ANY ELEMENT = .491E-03 IN-LBS THE MAX. LATERAL FORCE IMBALANCE FOR ,ANY ELEMENT = -.565E-04 LBS **** WARNING **** MAXIMUM MOMENT IMBALANCE FOR ANY ELEMENT = .491E-03 IN-LBS OUTPUT SUMMARY PILE-HEAD DEFLECTION = .423E+00 IN COMPUTED SLOPE AT PILE HEAD = -.206E-02 _ MAXIMUM BENDING MOMENT = .633E+08 LBS-IN MAXIMUM SHEAR FORCE _ -.309E+06 LBS NO. OF ITERATIONS = 9 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 .5000E+05 .5880E+08 .3300E+05 .4227E+00 . 6333E+08 -.3092E+06 Page 4 Deflection,in —0.20 0.00 0.20 0.40 0.60 0.80 0. 00 I I I I 1 I 1 I 1 I 1 6. 00 1 I I I I I 1 I I I 1 I 1 1 I I I 1 12. 00 I I I I 1 1 I I I I 1 I I I 1 I 18. 00 I 1 1 I S I I I I CL I 1 I I p 24. 00 i i I 1 I I 1 I I I 1 I 30.00 1 1 I 1 I I I 1 1 1 I I 1 1 1 1 I 36. 00 I 1 1 1 1 1 I 1 I 1 1 I I I 42. 00 Bending Moment,in-kip(10000's) 0.00 2.00 4.00 6.00 8. 00 10.00 y 0.00 I I I I I I 1 I I I I 6.00 t 1 I I I I I I 1 I I I • i 1 1 1 1 I 1 I 1 I I I I I 1 1 I I I t 1 18.00 t I I a I I I I p 1 1-------i------- 24. 00 �-- I I 1 30.00 36.00 I I I I I I I I I 1 I I I 1 1 I I I I I I I I I 1 1 I 1 1 42.00 DrM 4 c GROUP GROUP -GROUP u GROUP' a {. Drm r. GR.E7L[ GROUP C)p- Dr •. GROUP Dry Dr- C GROUP Dr orM GROUP �� a M GROUP Dr DrM GROUP �r M DDr JM GROUP GROUP GROUP, �" v GROUP GROUP Dr CM D mDr GROUP D�(yS Dr GROI t/ I r M GROUP -GROUP GROUP Dt"M GROUP GDrM �' Qr,M GROUP GROUP DrM GROUP GROUP GROUP_ REPORT OF GEOTECHNICAL Il�ryESTIG DrM r PROPOSED MONOPOLE TOWER 1 V) ALLYN,WASHINGTON GROUP' GROUP GR�o/uP orM- `D!^M SUBMITTED TO: GROUP` GROUP GROUP. r GROUP Dr' Dr NEXTEL COMMUNICATIONS �`" °rrM D&M NO:28940-038-016 `Jr .GROU@., 'GROUP. GROUP November 14,IM err M D r M GROUP GROUP D M Dr D r m GM r (vr r -GAOUP GROUP V� DrM DrM rm GROUP fiROUP GROUP: r GROUP DrM Dr DrM r 01:- GROUP GROUP DrM DrM :GROUP v'rr GROUP GROUP orM Dr GROVE' �� ?' DrM irM GROUP GROUP GRUUP Vr G� Df- { I� GROUP GROW! GROUP