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Specifications i6L.4° 74P- pV 6 �® s',5 st,..) ti Al C rPe- S't North American Pole Corporation Engineering and Sales office: 5650 North Riverside Drive, Suite 104, Fort Worth, Texas 76137 P.O. Drawer 79350, Fort Worth, Texas 76179 -0350 Fabrication Plant: 1607 West Commerce Street, Bldg. #105, Dallas, Texas 75208 AT &T WIRELESS PFAFFEL STREET SITE TIGARD, OR. 80' MONOPOLE NAPCO JOB NO. 96 -351 NAPCO MONOPOLE SPECIFICATIONS • NOMINAL POLE HEIGHT 80' -0' CUSOTMER: AT&T WIRELESS TOP OF STEEL ELEV. 84' -0" MARKET: TIGARD. OR BASIC SHAFT LENGTH 80' - 0" P.O NUMBER: SITE NAME /# = PFAFFLE STREET NAPCO JOB #: 96 -351 DESIGN PER EIA/TIA -222 -E & SPRINT MONOPOLE SPECIFICATIONS © FOUNDATION DESIGN Q FOUNDATION DRAWING 12 STRUCTURE DESIGN NAPCO © P.E. STAMP OREGON DESIGN CONDITIONS 90 MPH WIND SPEED © 1/2" ICE © 3 DEG TWIST LIMIT © 3 DEG SWAY LIMIT III CONCURRENT FINISH 12 GALVANIZED • PAINT /GALVANIZED ANCHOR BOLTS / TEMPLATES • CAGED 12 LOOSE EQUIPMENT TOP X LIGHTNING ROD 5' -0" X PLATFORM 12' REGULAR © ROTATABLE CANDELABRA 'ROTATABLE 15 ANTENNAS (12) CELLWAVE PD102201.(3) CELLWAVE PD10041 COLLOCATE DISTANCE FROM TOP PLATFORM BROTATABLE CANDELABRA ROTATABLE ANTENNAS MW 1 DIST. FROM TOP MW 1 TYPE MW 2 DIST. FROM TOP MW2TYPE co X ACCESS 1 DIST. FROM BOTTOM SEE CUSTOMER SPEC SHEET _ BUSS BAR X ACCESS 2 DIST. FROM BOTTOM SEE CUSTOMER SPEC SHEET - _ BUSS BAR 2 F , D PROF r. X SAFTEY CLIMB KIT , F S `s , X HARNESS /BELT ` 6 j E N G I NEE 9 / • v 187 P.E. X STEP CLIPS � STEP BOLTS _ GROUND PADS GROUND LEADS /RODS s �O REG09 6 l 4,4 `F° L. ROW' EXPIRES 12/31/96 L ►► ►• KaOLE PROGRAM VER. 91 * * ** NONLINEAR STEEL POLE ANALYSIS Am. 96 -351 AT&T, U80 FT MONOPOLE" C17 POLE HEIGHT : 80.00 FT. YOUNG'S MODULUS : 29000. KSI SHEAR MODULUS : 12000. KSI CROSS-SECTION SHAPE : 12 - S:DED - -- VERTICAL COORDINATES OF JOINTS FROM THE TOP- - JOINT NO 1 2 (FT) .00 20.00 - --DOLE SECTION DATA-- - SECTION 1 2 3 X -COOR. 2 THE EIOTT. (FT) 39.750 60.000 80.000 0.0. 8 THE TCP (IN) 20.000 27.215 30.603 0.D. 8 THE NTT (IN) 28.745 32.568 36.211 SECTION LENGTH CFT) 39.750 20.250 20.000 SPLICE LENGTH (FT) .000 4.083 4.583 TOTAL SECTION LENGTH (FT) 39.750 24.333 24.583 PLATE THICKNESS (IN) .25000 .31250 .31250 MIN REQUIRED GRADE (KSI) GR50 GR50 GRSA'` 4 GRADE USED (K3I) TAPER (IN /FT) .220000 .220000 .220000 TANGENT .009167 .009167 .009167 MOB. SECTION (WEIGHT (L8S) 2627. 2464. 2794. TOTAL WEIGHT (LBS) 7885. -- -POLE SECTION PROPERTIES-- - X (FT) O.D.(IN) T (IN) AREA (IN2) V/T Fa(65) Fa(50) Fa(36) .00 20.00 .2500 15.90 19.29 65.00 50.00 36.00 5.00 21.10 .2500 16.78 20.47 65.00 50.00 36.00 10.00 22.20 .2500 17.67 21.65 65.00 50.00 36.00 15.00 23.30 .2500 18.56 22.83 65.00 50.00 36.00 20.00 24.40 .2500 19.44 24.01 65.00 50.00 36.00 25.00 25.50 .2500 20.33 25.19 65.00 50.00 36.00 30.00 26.60 .2500 21.21 26.37 65.00 50.00 36.00 35.0 27.70 .2503 22.10 2 6500 50.00 36.00 Ope tc 39.75 28.75 .2500 22.94 28.E7 65.00 50.00 36.00 ' P R ER c. 45i0 39.75 28.11 .3125 27.97 22.28 65.00 50.00 36.00 18789 P.E. 44.75 29.21 .3125 29.08 23.23 65.00 50.00 36.00 49.75 30.31 .3125 30.19 24.17 65.00 50.00 36.00 54.75 31.41 .3125 31.29 25.11 65.00 50.00 36.00 OREGON _ _1P` 59.75 32.51 .3125 32.40 26.06 65.00 50.00 36.00 ! �FP 1 � • AS 60.00 31.81 . 31.70 25.45 65.00 50.00 36.00 • F D E • R O BE� 65.00 32.91 .3125 32.80 26.40 65.00 50.00 36.00 70.00 34.01 .3125 33.91 27.34 65.00 50.00 36.00 EXPIRES 12131!96 411111‘ 75.00 35.11 .3125 35 02 28.28 65.00 50.00 36.00 80.0) 36.21 .3125 36.12 29.23 65.00 50.00 36.00 RESULTS FOR LOADING CASE 1 -- CASE 1. 90 MPH WIND 96-351 AT&T, "80 FT MONOPOLE" (1) PAGE 2 DISTRIBUTED LOADS -- FACTOR FOR DEAD LOAD IN X- DIRECTION 1.000 WIND PRESSURE IN Y- DIRECTION 41.40 PSF • WIND PRESSURE IN Z- DIRECTION .00 PSF LOADS OM POLE -- FORCES,KIPS MOMENTS,FT -KIPS JOINT x V Z X Y 2 1 3.220 12.012 .000 .000 .000 .000 RESULTS FROM NONLINEAR ANALYSIS FORCES,KIPS POMENTS,FT -KIPS STRESS, DISPLACEMENTS,IN X,FT X -AXIAL Y -SHEAR 2- SMEAR X- TORQ:IE Y- BENDING Z- BENDING KSI X Y 1 .00 2.335 12.215 .000 .00G .000 .000 - .1 4 7 1.051 39.291 .000 5.00 2.597 12.58 .000 .000 .000 - 61.997 -8.542 .892 34.931 .000 10.00 2.892 12.974 .000 .000 .000 - 125.891 - 15.521 .741 30.667 .000 15.00 3.217 13.376 .000 .000 .000 - 191.758 - 21.374 .60 26.573 .000 20.00 3.569 13.793 .000 .000 .000 -259.675 - 26.325 .476 22.704 .000 20.00 3.569 13.793 .000 .000 .000 -259.675 - 26.325 .4'6 22.704 .000 25.00 3.947 14.226 .000 .000 .000 - 329.716 -30.544 .367 19.399 .000 30.00 4.349 14.673 .000 .000 .000 - 401.955 - 34.166 .2 15.788 .000 35.00 6.774 15.134 .000 .000 .000 - 476.466 - 37.297 .201 12.794 .000 39.75 5.199 15.586 .000 .000 .000 -549.420 - 39.893 .144 10.256 .000 39.75 5.581 15.602 .000 .000 .000 - 569.620 - 33.619 .1 04 10.256 .000 44.75 6.125 16.086 .000 .000 .000 - 628.632 - 35.575 .098 7.894 .000 Alli . 49.75 6.694 16.584 .000 .000 .000 - 710.299 - 37.293 .062 5.832 .000 54.75 7.287 17.096 .000 .000 .000 - 794.493 - 38.803 .037 4.074 .000 59.75 7 903 17.622 .000 .000 .000 - 881.280 - 40.140 .019 2.620 .000 60.00 7.935 17.648 .000 .000 .000 - 885.689 - 40.203 .018 2.553 .000 60.00 8.421 17.659 .000 .000 .000 - 885.689 - 42.178 .018 2.555 .000 65.00 9.056 18.180 .000 .000 .000 - 975.2 - 43.351 .008 1.432 .000 70.00 9.716 18.714 .000 .000 .000 - 0 .067.506 - 44.394 .002 .634 .000 71.00 10.399 19.261 .000 .000 .000 -'162.437 - 45.325 .000 .158 .000 80.00 11.105 19.821 .000 .000 .000 - '263.135 - 46.162 .000 .000 .000 RESULTS FOR LOADING CASE 2 -- CASE 2. 7P MPH WIND V/ 1/2' ICE ��� p P R Op eSS \, ,. 4 DISTRIBUTED LOADS -- FACTOR FOR DEAD LOAD IN X- DIRECTION 1.003 �v 18789 P.E. ., 9 WIFD PRESSURE IN Y- DIRECTION 31.13 PSF cc L i WIND PRESSURE IN Z-DIRECTION .00 PSF i' /4,100 A OREGON( _Z -1/ LOADS OA F'OLE -- sFP r. 17 N y FORCES,KIPS MOMENTS , fT -KI ?S `<4;., . C. Rost,A, JOINT X r z X Y Z EXPIRES 12/31/96 1 3.930 12.117 .000 .000 .000 .000 RESULTS FROM NONLINEAR ANALYSIS A/R& FORCES,KIPS POMENTS,FT -KIPS STRESS, DISPLACEMEN1S,It X,FT X -AXIAL Y- SMEAR Z-SHEAR K- TOPQUE Y - BENDING 2-BENDING KSI x Y I .00 3.055 12.367 .000 .000 .0(10 .000 -.192 .995 38.151 .0.X) 5.00 3.324 12.649 .000 .000 .000 - 62.535 -8.658 .843 33.886 .000 10.70 3.627 12.941 .000 .000 .000 -126.508 - 15.637 .696 29.716 .000 96-351 AT &T, "80 FT MONOPOLE" (11 PAGE 3 15.00 3.958 13.243 .000 .000 .000 - 191.966 - 21.437 .565 25.721 .000 20.00 4.317 13.555 .000 .000 .000 - 255.958 - 26.291 .446 21.948 .000 20.00 4.317 13.555 .000 .000 .000 -258.958 - 26.291 .446 21.948 .000 25.00 4.700 13.877 .000 .000 .000 - 327.533 - 30.380 .344 18.440 .000 30.00 5.106 14.208 .000 .000 .000 - 397.739 - 33.845 .257 15.223 .000 35.00 5.534 14.548 .000 .000 .000 - 469.626 - 36.799 .187 12.320 .000 39.75 5.960 14.881 .000 .000 .000 - 539.518 - 39.211 .134 9.864 .000 39.75 6.342 14.896 .000 .000 .000 - 539.518 - 33.044 .134 9.864 .000 44.75 6.886 15.254 .000 .000 .000 - 614.890 - 34.831 .091 7.583 .000 49.75 7.453 15.621 .000 .000 .000 - 692.072 - 36.367 .058 5.595 .000 54.75 8.043 15.997 .000 .000 .000 - 771.113 - 3'.692 .034 3.904 .000 59.75 8.654 • 16.383 .000 .000 .000 - 852.059 - 38.841 .017 2.507 .000 60.00 8.686 16.402 .000 .000 .000 - 856.157 - 38.894 .01 2.445 .000 60.00 9.172 • 16.412 .000 .000 .000 - 856.157 - 40.804 .017 2.445 .000 65.00 9.800 16.792 .000 .000 .000 - 939. - 41.779 .007 1.369 .000 70.00 10.450 17.180 .000 .000 .000 - 1024.088 - 42.621 .002 .605 .000 75.00 11.122 17.577 .000 .000 .000 - 1110.977 - 43.352 .000 .151 .000 80.00 11.815 17.983 .000 .000 .000 - 1199.874 - 43.989 .000 .000 .000 RESULTS FOR LOADING CASE 3 -- CASE 3. 50 MPM WINO < � �ED PR . \t _ 0 AGINE E9 0 % W 18789 P.E. v DISTR:8JTE3 LOADS -- FACTOR FOR DEAD LOAD IN X- DIRECTION 1.000 s r WIND PRESSURE IN Y- DIRECTION 12.78 PSF 7 WIND PRESSURE IN 2- DIRECTION .00 PSF s O GON �, ` -4 ` ► LOADS ON POLE -- c FO L Oft R06E fACO FORCES,KIPS MOPENTS,FT -KIPS EXPIRES 12/3186 JOINT x Y Z X Y Z 1 3.220 3.707 .000 .000 .000 .000 ** ** RESULTS FROM NONLINEAR ANALYSIS • FORCES,KIPS MOMENTS,FT -KIPS STRESS, DISPLACEMENTS,IN X,FT X -AXIAL Y -SHEAR 2 -SHEAR X- TORQUE Y- BENDING I-BENDING KSI X Y Z .00 3.136 3.779 .000 .000 .000 .000 -.197 .100 12.148 .000 5.00 3.412 3.893 .000 .000 .000 - 19.179 -2.798 .085 10.800 .000 10.00 3.705 4.013 .000 .000 .000 - 38.942 -4.960 .0 9.481 .000 1 5.00 4.015 4.136 .000 .000 .000 - 59.313 -6.774 .057 8.215 .000 20.0) 4.341 4.264 .000 .000 .000 - 80.313 -8.308 .045 7.018 .000 20.00 4.341 4.264 .000 .000 .000 - 80.313 -8.308 .045 7.018 .000 25.00 4.683 4.397 .000 .00C .000 - 101.964 -9.616 .035 5.903 .000 30.00 5.041 4.534 .000 .00C .000 - 124.290 - 10.739 .026 4.879 .000 35.00 5.415 4.675 .000 .000 .000 - 147.312 - 1 .0 3.954 000 39.75 5.785 4.514 .000 .000 .000 - 169.848 - 12.515 .014 3.169 000 39.75 6.167 4.819 .000 .000 .000 - 169.848 - 10.552 .014 3.169 .000 44.75 6.658 4.968 .000 .000 .000 - 194.312 - 11.161 .009 2.439 .000 49.75 7.169 5.121 .000 .000 .000 -219.531 - 11.695 .006 1.802 .000 54.75 7.698 5.278 .000 .000 .000 - 245.526 - 12.165 .003 1.259 .000 59.75 8.247 5.440 .000 .000 .000 - 272.319 - 12.583 .002 .8C9 . 00C + 60.00 8.275 5.448 .000 .000 .000 - 273.680 - 12.602 .002 .789 .003 60.00 8.762 5.451 .000 .000 .000 - 273.680 - 13.227 .002 .729 .007 65.00 9.318 5.612 .000 .000 .000 - 301.336 - 13.593 .001 .442 .000 70.00 9.595 5.776 .000 .000 .000 - 329.803 - 13.919 .000 .196 .000 75.00 10.490 5.945 .000 .000 .000 - 359.104 - 14.210 .000 .049 .003 80.00 11.105 6.118 .00C .000 .000 - 389.258 - 14.472 .000 .000 .00) 96 -35 AT&T, "80 FT MON0P0LE" (17 PAGE 4 Aillft SUMMARY OF RESULTS AT TOP AND BOTTOM OF POLE FORCES,KIPS MOMENTS,FT -KIPS STRESS, DISPLACEMEN'S,IN X,FT X -AXIAL V -SHEAR Z -SHEAR X- T0ROUE Y- BENDING 7-BENDING KSI X Y Z RESULTS FOR LOADING CASE 1 -- CASE 1. 90 MPH WINC .00 2.335 12.215 .000 .000 .000 .000 -.147 1.051 39.291 .000 80.00 11.105 19.821 .000 .000 .000 - 1260.135 - 46.162 .000 .000 .000 RESULTS FOR LOADING CASE 2 -- CASE 2. 78 MPH WINO W/ 1/2" ICE .00 3.055 12.367 .000 .000 .000 .000 -.192 .995 38.151 .000 80.00 11.815 17.983 .000 .000 .000 - 1199.874 - 43.989 .000 .000 .000 RESULTS FOR LOADING CASE 3 -- CASE 3. 50 MPH WIND .00 3.136 3.779 .000 .000 .000 .000 -.197 .100 12.148 .000 80.00 11.105 6.118 .000 .000 .000 - 389.258 - 14.472 .000 .000 .000 STRESS ENVELOPE FOR ANALYSIS OF 80.00 FT. TALL ST.UCTURE -- X AT SECTION,'T STRESS,KSI LOAD CASE NUMBER RATIO(65) RATIO(5O RATIO(36) MIN REGD SECT .00 -.20 3 0.00 0.00 0.31 GR50 1 5.00 -8.66 2 0.13 0.17 0.24 GR50 1 10.00 -15.64 2 0.24 0.31 0.43 GR50 1 15.00 -21.44 2 0.33 0.43 0.60 GRSC 1 20.00 -26.33 1 0.L1 0.53 0.73 GR50 1 011111. 20.00 -26.33 1 0.4 0.53 0.73 GRSC 25.00 -30.54 1 0.47 0.61 0.85 GR50 1 30.00 -34.17 1 0.53 0.68 0.95 GRSO 35.00 -37.30 1 0.57 0.75 1.04 GR50 1 39.75 -39.89 1 0.61 0.80 1.11 GR50 1 39.75 -33.62 1 0.52 0.67 0.93 GR50 2 44.75 - 35.58 1 0.55 0.71 0.99 GR50 2 49.75 -37.29 1 0.57 ' 0.75 1.04 GR50 2 54.75 -38.80 1 0.60 0.78 1.08 GR50 2 59.75 -40.14 1 0.62 0.80 1.12 GR50 2 60.00 -40.20 1 0.62 0.80 1.12 SRSO 2 60.00 -42.18 1 0.65 0.84 1.17 GR50 3 65.00 -43.35 1 0.67 0.67 1.20 GR50 3 70.00 -44.39 1 0.68 0.89 1.23 GR50 3 75.00 -45.32 1 0.70 0.91 1 26 GR50 3 80.00 -46.16 1 0.71 0.92 1.28 „ to P ROp . \ c o E NGINEE 4 , s C- y 18789 P.E. CC Pat Afk dVo 0 GON J- .9, a 0 ee SF PT. 17 . �9 .\ cp fink V L. R 00 % EXPIRES 12/31/96 DESIGN : B[1] BOTT. DI.: 36.21 = 0.0 MZ = 1260.1 V = 11.1 12 SIDED POLYGON DIST. BETWEEN BOLTS = 16.89 ,R = 21.50 XI = 1849.0 ZI = 1849.0 BOLT # Rx Rz P e bl b2 b STRESS 1 21.50 0.00 177.22 3.39 14.55 10.29 10.29 46.20 2 15.20 15.20 125.72 2.76 14.55 9.01 9.01 30.38 3 0.00 21.50 1.39 3.39 14.55 10.29 10.29 0.36 Pmax= 177.22 STRESS max = 46.20 8 -18J * 10 -0 A.B'S. * 50 GRADE 75 PL 2.25 * 49 * 4 - 1 SPACED ON 43 IN. BC 4 4i-v.) L 1 1-T = 4c ��' (/ //'i^2DPROp F S , oGINE4 s , 0 ti... 18789 P.E. 2 f - , ; V • OREGON _. ,, .9` S FPT 17 e ' O I. R OB E -'" EXPIRES 12/31/96 ************************ * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * PROGRAM LPILE 4.0 for DOS * (C) COPYRIGHT ENSOFT, INC., 1995 * ALL RIGHTS RESERVED * * * * * Prepared for: * * * LEO ROBERTS, P.E. * RT. 3, BOX 663 * OWASSO. OK 74055 * License No. 804 - 061296 * * * Program to be used only by Licensee * Duplication permitted only for backup copy * * ************************ * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** PROGRAM LPILE Version 4.0 (C) COPYRIGHT 1986, 1987, 1989, 1993 ENSOFT, INC. ALL RIGHTS RESERVED TIGARD OR 80FT POLE 5FT X 25FT SHAFT 2 STRATA UNITS -- ENGLISH UNITS I N P U T I N F O R M A T I O N ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** PRO . THE LOADING I S CYCLIC :? ENGINEER SAO NO. OF CYCLES = .10D+02 L ? 18789 P.E. 2 v A; OREGON s FPT ( _9 17. X 996 `6, k PILE GEOMETRY AND PROPERTIES lF � Z. ROS ' EXPIRES 12/31/96 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 60.000 .636D +06 .283D +04 .311D +07 300.00 60.000 .636D +06 .283D +04 .311D +07 SOILS INFORMATION X AT THE GROUND SURFACE _ .00 IN SLOPE AT THE GROUND SURFACE _ .00 DEG. 2 LAYER(S) OF SOIL LAYER 1 THE LAYER IS A SILT X AT THE TOP OF THE LAYER = .00 IN X AT THE BOTTOM OF THE LAYER = 264.00 IN MODULUS OF SUBGRADE REACTION = .200D +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 = 264.00 IN X AT THE BOTTOM OF THE LAYER = 300.00 IN MODULUS OF SUBGRADE REACTION = .750D +02 LBS /IN * *3 n V0 PROF DISTRIBUTION OF EFFECTIVE UNIT WEIGHT WITH DEPTH ENGINE4 4 POINTS 44 1 8789 P.E. v cc X,IN WEIGHT,LBS /IN * *3 / i . 00 .64D -01 OREGON 264.00 .64D -01 s FPT `996 2. 7(• 264.00 .66D -01 ez. • I7 '� Ca 300.00 .66D -01 RpgE� DISTRIBUTION OF STRENGTH PARAMETERS WITH DEPTH EXPIRES 12/31/96 4 POINTS X,IN C,LBS /IN * *2 PHI,DEGREES E50 . 00 .690D +01 30.000 .150D -01 264.00 .690D +01 30.000 .150D -01 264.00 .000D +00 .340D +02 300.00 .000D +00 .340D +02 BOUNDARY AND LOADING CONDITIONS LOADING NUMBER 1 BOUNDARY- CONDITION CODE = 1 LATERAL LOAD AT THE PILE HEAD = .196D +05 LBS MOMENT AT THE PILE HEAD = .151D +08 IN -LBS AXIAL LOAD AT THE PILE HEAD = .118D +05 LBS FINITE - DIFFERENCE PARAMETERS NUMBER OF PILE INCREMENTS = 100 DEFLECTION TOLERANCE ON DETERMINATION OF CLOSURE = .100D -03 IN MAXIMUM NUMBER OF ITERATIONS ALLOWED FOR PILE ANALYSIS = 100 MAXIMUM ALLOWABLE DEFLECTION = .10D +03 IN OUTPUT CODES KOUTPT = 1 KPYOP = 1 A INC = 1 DEPTH D1AM PHI GAMMA AVG A B PCT PCD IN IN LBS /IN * *3 300.00 60.00 34.0 .642D -01 .88 .55 .222D +05 .589D +05 Y P IN LBS /IN YK = .269D +00 . 000D +00 .000D +00 .833D -01 .202D +04 .167D +00 .403D +04 .250D +00 .605D +04 .333D +00 .722D +04 .417D +00 .804D +04 .500D +00 .877D +04 . 583D +00 .945D +04 . 667D +00 .101D +05 .750D +00 .107D +05 . 833D +00 .112D +05 .917D +00 .117D +05 .100D +01 .122D +05 .225D +01 .196D +05 .623D +02 .196D +05 . 122D +03 .196D +05 .182D+03 .196D+05 P R op `� ,NGINEER s - ■ 4 u 18789 P.E. O U T P U T cc I N FORMA T I O N pREGO � _9G ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** � Sicp. 1 -\� LOADING NUMBER 1 I . ROB BOUNDARY CONDITION CODE = 1 EXPIRES 12/31/96 LATERAL LOAD AT THE PILE HEAD = .196D +05 LBS MOMENT AT THE PILE HEAD = .151D +08 IN -LBS AXIAL LOAD AT THE PILE HEAD = .118D +05 LBS X DEFLECTION MOMENT SHEAR SOIL TOTAL FLEXURAL REACTION STRESS RIGIDITY IN IN LBS -IN LBS LBS /IN LBS /IN * *2 LBS -IN * *2 * * * ** * * * * * * * * ** * * * * * * * * ** * * * * * * * * *'* * * * * * * * * ** ********** * * * * * * * * ** .00 .169D +00 .151D +08 .196D +05 .000D +00 .717D +03 .198D +13 3.00 .165D +00 .152D +08 .195D +05 - .987D +02 .720D +03 .198D +13 6.00 .160D +00 .152D +08 .190D +05 - .192D +03 .723D +03 .198D +13 9.00 .155D +00 .153D +08 .183D +05 - .279D +03 .725D +03 .198D +13 12.0.0 .150D +00 .153D +08 .173D +05 - .361D +03 .728D +03 .198D +13 1 15.00 .146D +00 .154D +08 .162D +05 - .438D +03 .730D +03 .198D +13 18.00 .141D +00 .154D +08 .147D +05 - .509D +03 .733D +03 .198D +13 21.00 .137D +00 .155D +08 .131D +05 - .576D +.03 .734D +03 .198D +13 24.00 .133D +00 .155D +08 .113D +05 - .637D +03 .736D +03 .198D +.13 27.00 .128D +00 .156D +08 .929D +04 - .694D +03 .738D +03 .198D +13 30.00 .124D +00 .156D +08 .713D +04 - .746D +03 .739D +03 .198D +13 33.00 .120D +00 .156D +08 .482D +04 - .793D +03 .740D +03 .198D +13 36.00 .116D +00 .156D +08 .238D +04 - .836D +03 .740D +03 .198D +13 39.00 .112D +00 .156D +08 - .190D +03 - .875D +03 .740D +03 .198D +13 42.00 .108D +00 .156D +08 - .287D +04 - .909D +03 .740D+03 .198D +13 45.00 .104D+00 .156D+08 -.564D+04 - . 940D +03 ..7.4.0D +.03 ._1.98D +13 48.00 .101D +00 .156D +08 - .850D +04 - .966D +03 .739D +03 .198D +13 51.00 .969D -01 .155D +08 - .114D +05 - .989D +03 .737D +03 .198D +13 54.00 .933D -01 .155D +08 - .144D +05 - .101D +04 .735D +03 .198D +13 57.00 .898D -01 .155D +08 - .175D +05 - .102D +04 .733D +03 .198D +13 60.00 .863D -01 .154D +08 - .206D +05. - .104D +04 .730D +03 .198D +13 63.00 .829D -01 .153D +08 -.237D+05 - .104D +04 .727D +03 .198D +13 66.00 .795D -01 .153D +08 - .268D +05 - .105D +04 .724D +03 .198D +13 69.00 .762D -01 .152D +08 - .300D +05 - .105D +04 .720D +03 .198D +13 72.00 .730D -01 .151D +08 - .331D +05 - .105D +04 .715D +03 .198D +13 75.00 .699D -01 .150D +08 - .363D +05 - .105D +04 .710D +03 .198D +13 78.00 .668D -01 .149D +08 - .394D +05 - .104D +04 .705D +03 .198D +13 81.00 .638D -01 .147D +08 - .425D +05 - .103D +04 .699D +03 .198D +13 84.00 .609D -01 .146D +08 - .456D +05 - .102D +04 .693D +03 .198D +13 87.00 .580D -01 .145D +0.8 - .487D +05 - .101D +04 .686D +03 .198D +13 90.00 .552D -01 .143D +08 .517D +05 - .994D +03 .679D +03 .198D +13 93.00 .525D -0,1 .142D +08 - .546D +05 - .976D +03 .672D +03 .198D +13 96.00 .498D -01 .140D +08 - .575D +05 - .957D +03 .664D +03 .198D +13 99.00 .47•2D -01 .138D +08 - .604D +05 - .935D +03 .65.5D +03 .198D +13 102.00 .447D -01 .136D +08 - .631D +05 -.911D+03 .647D +03 .198D +13 105.00 .422D -01 .134D +08 - .658D +05 - .886D +03 .638D +03 .198D +13 108.00 .398D -01 .132D +08' - .684D +05 - .859D +03 .628D +03 .1.98D +13 111.00 .374D -01 .130D +08 - .710D +05 - .830D +03 .618D +03 .198D +13 114,.00 .351D -01 .128D +08 - .734D +05 - .800D +03 .608D +03 .198D +13 117.00 .329D -01 .126D +08 - .758D +05 - .769D +03 .597D +03 .198D +13 0 120.00 .307D -01 .123D +08 - .780D +05 - .736D +03 .587D +03 .198D +13 123.00 .285D -01 •.121D +08 - .802D +05 - .702D +03 .575D +03 .198D +13 126.00 .265D -01 .119D +08 - .822D +05 - .667D +03 .564D +03 .198D +13 129.00 .244D -01 .116D +08 - .842D +05 - .630D +03 .552D +03 .198D +13 132.00 .225D -01 .114D +08 - .860D +05 - .593D +03 .540D +03 ..198D +13 135.00 .205D -01 .111D +08 - .877D +05 - .555D +03 .528D +S .198D +13 138.00 .187D -01 .108D+08 - .893D +05 - .516D +03 . ,A0D0104pF� 198D +13 141.00 .169D - a ' O1 .106D +08 - .908D +05 - .475D +03 �, : S :8D +13 - 144.00 .151D -01 .103D +08 - .922D +05 - .435D +03 5 0.1,4► !,•:D +13 147.00 .134D -01 .100D +08 - .934D +05 - .393D +03 ��• 610+;-.E. 7 ..79:D +13 150.00 .117D -01 .973D +07 - .946D +05 - .351D +03 .-63D 0. 19,:1+13 153.00 .101D-01 .945D +07 -.955D+05 - . 308D +03 /. 4 4 = ,..,// 414:.+13 / i % , SF IL .ke I / .27_ FO 110% 4 ' RO EXPIRES 12/31/96 156.00 .847D -02 .916D +07 - .964D +05 - .264D +03 .436D +03 .198D +13 159.00 .692D -02 .887D +07 - .971D +05 - .220D +03 .422D +03 .198D +13 162.00 .541D -02 .858D +07 - .977D +05 - .175D +03 .409D +03 .198D +13 165.00 .394D -02 .828D +07 - .982D +05 - .130D +03 .395D +03 .198D +13 168.00 ..251D -02 .799D +07 - .985D +05 - .844D +02 .381D +03 .198D +13 171.00 .112D -02 .769D +07 - .987D +05 - .382D +02 .367D +03 .198D +13 174.00 - .244D -03 .739D +07 - .987D +05 .850D +01 .353D +03 .198D +13 177.00 - .157D -02 .710D +07 - .986D +05 .556D +02 .339D +03 .198D+13 180.00 - .286D -02 .680D +07 - .984D +05 .103D +03 .325D +03 .198D +13 183.00 - .413D -02 .651D +07 - .980D +05 .151D +03 .311D +03 .198D +13 186.00 - .536D -02 .621D+07 - .975D +05 .199D +03 .297D +03 .198D +13 189.00 - .657D -02 .592D +07 - .968D +05 .248D +03 .283D +03 .198D +13 192.00 - .775D -02 .563D +07 - .960D +05 .297D +03 .270D +03 .198D +13 195.00 - .890D -02 .535D +07 - .950D +05 .347D +03 .256D +03 .198D +13 198.00 - .100D -01 .506D +07 - .939D +05 .397D +03 .243D +03 .198D +13 201.00 - .111D -01 .478D +07 - .926D +05 .448D +03 .230D +03 .198D +13 204.00 - .122D -01 .451D +07 - .912D +05 .498D +03 .217D +03 .198D +13 207.00 - .133D -01 .424D +07 - .897D +05 .550D +03 .204D +03 .198D +13 210.00 - .143D -01 .397D +07 - .879D +05 .602D +03 .191D +03 .198D +13 213.00 - .153D -01 .371D +07 - .860D +05 .654D +03 .179D +03 .198D +13 216.00 - .164D -01 .345D +07 - .840D +05 .707D +03 .167D +03 .198D +13 219.00 - .174D -01 .320D +07 - .81 +05 .760D +03 .155D + .198D +13 222.00 - .183D -01 .296D +07 - .794D +05 .814D +03 .144D +03 .198D +13 225.00 - .193D -01 .273D +07 - .769D +05 .868D +03 .133D +03 .198D +13 228.00 - .202D -01 .250D +07 - .742D +05 .923D +03 .122D +03 .198D +13 231.00 - .212D -01 . +07 - .714D +05 .979D +03 .112D +03 .198D +13 . 234.00 - .221D -01 .207D +07 .684D +05 .1 +04 .102D +03 .198D +13 237.00 - .230D -01 .1'87D +07 - .652D +05 .109D +04 .925D +02 .198D +13 240.00 - .240D -01 .168D +07 - .618D +05 .115D +04 .835D +02 .198D+13 243.00 - .24 -01 .150D +07 - .583D +05 .121D +04 .750D +02 .198D +13 246.00 - .258D -01 .133D +07 - . 546D +05 .127D +04 . +0 .198D +13 249.00 -.267D-01 .117D +07 - .507D +0 .133D +04 .595D+02 .198D +13 252.00 - .275D -01 .103D +07 - .466D +05 .139D +04 .527D +02 •.198D +13 255.00 - .284D -01 .895D +06 - .423D +05 .145D +04 :464D +02 .198D +1'3 258.00 - .293D -01 .774D +06 - .379D +05 .151D +04 .407D +02 .198D +13 261.00 - .302D -01 .667D +06 - .333D +05 .158D +04 .356D +02 .198D +13 264.00 - .310D -01 .575D +06 .299D +05 .668D +03 .313D +02 .198D +13 267.00 - .31 -01 488D +06 .279D +05 .694D +03 .272D +02 .198D +13 270.00 - .328D -01 .407D +06 - .257D +05 , .720D +03 .234D +02 .198D +13 273.00 - .337D -01 .334D +0 - .235D +05 .746D +03 .199D +02 .198D+13 276.00 - .345D -01 .266D +06 - .213D +05 .773D +03 .167D +02 .198D +13 279.00 - .354D -01 .206D +06 - .189D +05 .800D +03 .139D +02 .198D +13 282.00 - .362D -01 .153D +06 - .165D +05 .828D +03 .114D +02 .198D +13 285.00 - .371D -01 .107D +06 - .139D +05 .856D +03 .924D +01 .198D+13 288.00 - .380D -01 .694D +05 - .113D +05 .885D +03 .745D +01 .198D +13 291.00 - .388D -01 .395D +05 - .862D +04 .913D +03 .60 +01 .198D +13 294.00 - .397D -01 .177D +05 - .583D +04 . +03 .501D +01 . +13 297.00 - .405D -01 .450D +04 - .296D +04 .972D +03 .439D+01 .198D +13 300.00 - .414D -01 .000D +00 .000D +00 .100D +04 .417D +01 .198D +13 P ROF OUTPUT VERIFICATION �� 18789 87 s�0 P.E. IDIC THE MAXIMUM MOMENT IMBALANCE FOR ANY ELEMENT = - . 1 ' 2D - i ' �► ; f 0 EXPIRES'12 /31/96 • THE MAX. LATERAL FORCE IMBALANCE FOR ANY ELEMENT = .308D -04 LBS OUTPUT SUMMARY PILE -HEAD DEFLECTION = .169D +00 IN COMPUTED SLOPE AT PILE HEAD = .162D -02 T MAXIMUM BENDING MOMENT = .156D +08 LBS -IN MAXIMUM SHEAR FORCE = - .987D +05 LBS NO. OF ITERATIONS = 5 NO. OF ZERO DEFLECTION POINTS = 1 S U M M A R Y TAB L E * * * * * * * * * * * * * * * * * * * * * * * ** BOUNDARY BOUNDARY AXIAL PILE HEAD MAX. MAX. CONDITION CONDITION LOAD DEFLECTION MOMENT SHEAR BC1 BC2 LBS IN IN -LBS LBS .1960D +05 .1512D +08 .1180D +05 .1694D +00 .1561D +08 - .9873D +05 :1 o OFF � 89 P.E REGO N 6 /, 7 -n4 .- 17 �9° �� 1. RO BE��� EXPIRES 12/31/96