As part of our analyses, we have considered the design and construction of the cantilever retaining wall that will be located along the north side of Lucks Lane, between Falling Creek and Gladstone Glen Place. This evaluation includes development of design parameters for the retaining wall. Since the time of our report, it was determined that construction of a temporary and permanent retaining wall would not be feasible, due to the boulders in the existing slope. The cost associated with excavating through the boulders for the installation of the two retaining walls would exceed the current project budget. Kimley Horn requested F&R to contact local earth retention construction firms to inquire about the constructability of the wall based on the subsurface exploration data provided in our original reports. Upon speaking with the representatives with Technical Foundations as well as Walder Foundations, it was determined that: A permanent H-Pile and lagging wall (soldier pile wall), with an aesthetic face, would likely be the most cost efficient and VDOT approved design option for slope retention. Based on the boulder material anticipated within the existing slope, the piles will have to be pre-drilled through the boulders and socketed into competent bedrock. Tiebacks or soil nail installation will be required for wall sections over 12 feet in height. At least one or more rows of tiebacks (or soil nails) may be required, pending the final design of the contractor. We anticipate difficulties associated with excavating through the boulders during pile and tieback (or soil nail) installation. Retaining Wall Design Considerations The planned retaining wall will be installed within a designed cut slope; the onsite soils within the cut slope, primarily consist of Clayey SANDs (SC) and Silty SANDs (SM), underlain by soft weathered rock and competent bedrock. The borings and geophysical study also noted the presence of cobbles and/or boulders within the upper 10 feet of the cut slope, which will affect construction of the proposed wall. Therefore, due to the presence of boulders observed within the top 10 feet of the existing slope and the potential ease of construction, the soldier pile/lagging wall is the preferred alternative versus the sheet pile wall alternative. Kimley Horn & Associates Lucks Lane Retaining Wall Addendum F&R File No. 60S-0411 April 2, 2015 Page - 2 -
For the pile and lagging wall, we recommend that the reinforced concrete (or timber) lagging extend a minimum of 3 feet below finished grade along the low side of the wall, to prevent raveling of the soils beneath the lagging. Furthermore, a filter fabric should be placed behind the joints in the lagging, to help prevent raveling through the wall. This filter fabric should be a nonwoven fabric with an apparent opening size that is no courser than the #100 US sieve, such as Mirafi 1100N. Regardless of which option is chosen for the wall, we recommend that the support system be designed for lateral loads from the soil and any other nearby structures, or other miscellaneous surcharges. At the time of this report, we assumed a 100 psf surcharge to account for these potential loadings. Design of the permanent wall system should be performed by a professional engineer licensed in the Commonwealth of Virginia and is typically the responsibility of the contractor. We recommend that H-Piles be pre-drilled to their planned embedment depth, as the boulders and soft weathered rock may produce a premature refusal that could compromise support. The drilled diameters should have a minimum diameter size of the diagonal distance of the pile plus 6 inches, so that at least 3 inches of cover will be provided on all sides of the pile. As noted in Section 4.2.2, of our report dated December 17, 2014, the top of competent rock ranges between Elevations 180 and 205 feet. It is recommended that the pre-drilled H-piles be socketed a minimum of 5 feet into the competent granite bedrock. The following table provides design capacities for various diameter piles socketed 5 and 8 feet into competent rock. Socket Diameter (in) Rock Socket Pile Design Vertical Capacity 5 Foot Rock Socket Capacity (tons) 8 Foot Rock Socket Capacity (tons) 12 94 150 18 140 225 24 185 300 30 235 375 36 280 450 The piles should be designed with a structural capacity that is adequate to provide both the vertical and lateral capacity necessary to support the proposed retaining wall. The grout should have sufficient strength to resist the shearing forces and bending moments that will occur under lateral loading. We applied PYWALL 2013 software to analyze the lateral capacity of the proposed wall system based on various H-pile sizes as well as the existing residual soil conditions. Output Kimley Horn & Associates Lucks Lane Retaining Wall Addendum F&R File No. 60S-0411 April 2, 2015 Page - 3 -
(developed shear and moment curves) from our analyses is attached. The following table provide the parameters used with the PYWall software. Elevation (ft) 236 190 190 and below Soil Type Sand (Reese) Strong Rock Tieback Installation Recommendations PYWALL Soil Parameters Effective Friction Unit k Angle Weight (pci) (deg) (pcf) Estimated Uniaxial Compressive Strength (psi) 120 30 90-148 - - 4500 Due to the limits of the existing right of way, it is likely that tieback installation will encroach onto adjacent properties and require easements. Tieback design must consider the location of any underground utilities or structures and avoid any conflicts. The tie backs should be installed through the wall at locations that are no shallower than 3 feet below finished ground surface elevation behind the wall and should be installed at a downward angle that is no less than 30 degrees from horizontal. The free lengths should be no less than 30 feet (in order to extend the bonded sections beyond potential local slope failure zones). For preliminary design purposes, the length and diameter of the bonded sections should be based on an average ultimate bond stress between the soil and grout of 5 psi. The final bond length should be based on performance testing of test anchors during or prior to construction. All tie back anchors should be designed, constructed and tested in accordance with the latest edition of the Post-Tensioning Institute s Recommendations for Prestressed Rock and Soil Anchors. We recommend using pressure grouted tiebacks in order to provide additional strength within the support of excavation, due to the boulders. The grout/bonded zone should be installed such that the bonded area is beyond a slope of 1 horizontal to 1 vertical from the base of the excavation. The above recommendations for the support of excavation system have been prepared without detailed structural plans, and are to be used as guidelines for the final design. The final drawings and retaining system should be designed by a structural engineer or specialty contractor, under the supervision of a professional engineer. A detailed specification should be prepared for the installation and testing of tiebacks if this construction method is used. Specifications should contain the following requirements: Kimley Horn & Associates Lucks Lane Retaining Wall Addendum F&R File No. 60S-0411 April 2, 2015 Page - 4 -
Performance tests shall be conducted on ten percent of earth tiebacks. Loads shall be applied by means of a hydraulic center-hole jack in steps 25%, 50%, 75%, 100%, 120% and 133% of the design load. Deflections shall be measured during loading and at the capacity under the particular test load during a hold time of about 15 minutes. The above requirements are necessary in order to verify the installation procedure and final tieback capacity. In addition, each tieback should be proof-tested to 120% of the design load and locked off at 80% of the design load. This test should be performed after preliminary bond grouting has set. Secondary grouting to fill the hole up to the sheeting face should be performed after the successful proof test. The maximum stress at working load in tendons or bars should not exceed 60% of the guaranteed yield strength of the steel. Kimley Horn & Associates Lucks Lane Retaining Wall Addendum F&R File No. 60S-0411 April 2, 2015 Page - 5 -
10x57 report.txt PYWALL - A PROGRAM FOR THE ANALYSIS OF FLEXIBLE RETAINING STRUCTURES VERSION 2013 (C)COPYRIGHT ENSOFT,INC.1999-2013 Lucks Lane Pile Wall * PROGRAM CONTROL PARAMETERS * NO OF POINTS FOR SPECIFIED DEFLECTIONS AND SLOPES = 0 NO OF POINTS FOR WALL STIFFNESS AND LOAD DATA = 1 GENERATE EARTH PRESSURE INTERNALLY = 1 GENERATE SOIL RESISTANCE (P-Y) CURVES INTERNALLY = 1 NO OF P-Y MODIFICATION FACTORS FOR GEN. P-Y CURVES = 0 NO OF USER-SPECIFIED SOIL RESISTANCE (P-Y) CURVES = 0 NUMBER OF INCREMENTS = 60 INCREMENT LENGTH = 5.000 IN FREE HEIGHT OF WALL = 240.000 IN MAXIMUM ALLOWABLE DEFLECTION = 24.000 IN DEFLECTION CLOSURE TOLERANCE = 0.00001 IN * STIFFNESS AND LOAD DATA * EI - FLEXURAL RIGIDITY, Q - TRANSVERSE LOAD, S - STIFFNESS OF TRANSVERSE RESISTANCE, T - TORQUE, P - AXIAL LOAD, R - STIFFNESS OF TORSIONAL RESISTANCE. FROM TO CONTD EI Q S' T R P LBS-IN**2 LBS LBS/IN IN-LBS IN-LBS LBS 0 60 0 0.188E+11 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 * WALL INFORMATION * FREE HEIGHT OF WALL = 0.240E+03 IN WIDTH FOR EARTH PRESSURE, WA = 0.960E+02 IN WIDTH FOR SOIL RESISTANCE, WP = 0.100E+02 IN DEPTH TO THE WATER TABLE AT BACKFILL = 0.480E+03 IN DEPTH TO THE WATER TABLE AT EXCAVATION = 0.180E+03 IN UNIT WEIGHT OF WATER = 0.360E-01 LBS/IN**3 SLOPE OF THE BACKFILL (deg.) = 0.250E+02 MODIFICATION FOR ACTIVE EARTH PRESSURE = 0.100E+01 * SURCHARGE INFORMATION * UNIFORM SURFACE PRESSURE = 0.694E+00 LBS/IN**2 * SOIL INFORMATION * TOTAL TOTAL UNIT LAYER THICKNESS COHESION PHI WEIGHT DRAINED ZTOP NO. IN PSI DEG PCI T OR F IN Page 1
10x57 report.txt 1 240.0 0.0 30.0 0.069 T 0.00 2 180.0 0.0 30.0 0.069 T 240.00 3 60.0 5000.0 0.0 0.086 F 420.00 4 360.0 5000.0 0.0 0.086 F 480.00 * EFFECTIVE OVERBURDEN STRESS * DEPTH IN 0.000E+00 0.240E+03 0.420E+03 0.480E+03 STRESS LBS/IN**2 0.694E+00 0.174E+02 0.299E+02 0.350E+02 * ACTIVE AND PASSIVE EARTH PRESSURE COEFFICIENT * LAYER ACTIVE EARTH PASSIVE EARTH NO. COEFFICIENT COEFFICIENT 1 0.494E+00 0.300E+01 2 0.494E+00 0.300E+01 3 0.100E+01 0.100E+01 4 0.100E+01 0.100E+01 * ACTIVE EARTH PRESSURE OF EACH LAYER * LAYER PA1 Z1 PA2 Z2 PA3 Z3 PA4 NO LBS/IN**2 **2 **2 **2 1 82.27 120.00 987.18 160.00 0.00 0.00 0.00 DEPTH ACTIVE EARTH PRESSURE -------- ------------------------ 0.000E+00 0.329E+02 0.600E+01 0.526E+02 0.120E+02 0.724E+02 0.180E+02 0.922E+02 0.240E+02 0.112E+03 0.300E+02 0.132E+03 0.360E+02 0.152E+03 0.420E+02 0.171E+03 0.480E+02 0.191E+03 0.540E+02 0.210E+03 0.600E+02 0.230E+03 0.660E+02 0.251E+03 0.720E+02 0.270E+03 0.780E+02 0.290E+03 0.840E+02 0.309E+03 0.900E+02 0.329E+03 0.960E+02 0.348E+03 0.102E+03 0.369E+03 0.108E+03 0.388E+03 0.114E+03 0.408E+03 0.120E+03 0.428E+03 0.126E+03 0.447E+03 0.132E+03 0.468E+03 0.138E+03 0.487E+03 0.144E+03 0.507E+03 0.150E+03 0.526E+03 0.156E+03 0.546E+03 0.162E+03 0.566E+03 0.168E+03 0.586E+03 Page 2
0.174E+03 0.180E+03 0.186E+03 0.192E+03 0.198E+03 0.204E+03 0.210E+03 0.216E+03 0.222E+03 0.228E+03 0.234E+03 0.240E+03 0.606E+03 0.625E+03 0.645E+03 0.664E+03 0.684E+03 0.705E+03 0.724E+03 0.744E+03 0.763E+03 0.783E+03 0.803E+03 0.823E+03 10x57 report.txt * SOIL LAYERS AND STRENGTH DATA * X AT THE SURFACE OF EXCAVATION SIDE = 240.00 IN 1 LAYER(S) OF SOIL LAYER 1 THE SOIL IS A SAND DISTRIBUTION OF EFFECTIVE UNIT WEIGHT WITH DEPTH 4 POINTS X,IN WEIGHT,LBS/IN**3 240.0000 0.6944D-01 420.0000 0.6944D-01 420.0000 0.8565D-01 480.0000 0.8565D-01 DISTRIBUTION OF STRENGTH PARAMETERS WITH DEPTH 2 POINTS X,IN S,LBS/IN**2 PHI,DEGREES E50 240.00 0.0000D+00 30.000 ----- 310.00 0.0000D+00 30.000 ----- P-Y CURVES DATA AT THE EXCAVATION SIDE IN **3 0.10 10.00 30.00 0.69E-01 2.82 2.13 0.19E+00 0.20E+01 0.000-85.700 0.014-85.575 0.028-85.450 0.042-85.422 0.056-85.400 0.069-85.383 0.083-85.367 0.097-85.354 0.111-85.342 0.125-85.331 0.139-85.320 0.153-85.311 0.167-85.302 0.375-85.173 10.375-85.173 Page 3
10x57 report.txt 20.375-85.173 30.375-85.173 AT THE BACKFILL SIDE IN **3 240.10 10.00 30.00 0.69E-01 0.88 0.50 0.81E+04 0.48E+04 0.000 85.700 0.014 385.825 0.028 685.950 0.042 986.075 0.056 1286.200 0.069 1493.097 0.083 1658.085 0.097 1812.582 0.111 1958.630 0.125 2097.674 0.139 2230.777 0.153 2358.754 0.167 2482.242 0.375 4303.615 10.375 4303.615 20.375 4303.615 30.375 4303.615 AT THE EXCAVATION SIDE IN **3 17.50 10.00 30.00 0.69E-01 1.62 1.16 0.73E+02 0.35E+03 0.000-85.700 0.014-63.825 0.028-41.950 0.042-31.103 0.056-25.886 0.069-21.498 0.083-17.675 0.097-14.266 0.111-11.175 0.125-8.338 0.139-5.708 0.153-3.252 0.167-0.945 0.375 32.665 10.375 32.665 20.375 32.665 30.375 32.665 AT THE BACKFILL SIDE IN **3 257.50 10.00 30.00 0.69E-01 0.88 0.50 0.93E+04 0.51E+04 Page 4
10x57 report.txt 0.000 85.700 0.014 407.575 0.028 729.450 0.042 1051.325 0.056 1373.200 0.069 1595.091 0.083 1772.035 0.097 1937.728 0.111 2094.361 0.125 2243.481 0.139 2386.231 0.153 2523.481 0.167 2655.919 0.375 4609.286 10.375 4609.286 20.375 4609.286 30.375 4609.286 AT THE EXCAVATION SIDE IN **3 35.00 10.00 30.00 0.69E-01 0.98 0.62 0.23E+03 0.70E+03 0.000-85.700 0.014-41.950 0.028-24.352 0.042-11.637 0.056-1.048 0.069 8.197 0.083 16.496 0.097 24.082 0.111 31.107 0.125 37.676 0.139 43.864 0.153 49.729 0.167 55.315 0.375 137.195 10.375 137.195 20.375 137.195 30.375 137.195 AT THE BACKFILL SIDE IN **3 275.00 10.00 30.00 0.69E-01 0.88 0.50 0.11E+05 0.55E+04 0.000 85.700 0.014 429.450 0.028 773.200 0.042 1116.950 0.056 1460.700 0.069 1697.671 0.083 1886.641 0.097 2063.594 0.111 2230.872 0.125 2390.127 0.139 2542.577 Page 5
10x57 report.txt 0.153 2689.156 0.167 2830.595 0.375 4916.714 10.375 4916.714 20.375 4916.714 30.375 4916.714 AT THE EXCAVATION SIDE IN **3 52.50 10.00 30.00 0.69E-01 0.88 0.50 0.46E+03 0.10E+04 0.000-85.700 0.014-34.586 0.028-7.795 0.042 13.985 0.056 33.038 0.069 50.292 0.083 66.234 0.097 81.162 0.111 95.274 0.125 108.710 0.139 121.571 0.153 133.937 0.167 145.869 0.375 321.861 10.375 321.861 20.375 321.861 30.375 321.861 AT THE BACKFILL SIDE IN **3 292.50 10.00 30.00 0.69E-01 0.88 0.50 0.12E+05 0.58E+04 0.000 85.700 0.014 451.325 0.028 816.950 0.042 1182.575 0.056 1548.200 0.069 1800.251 0.083 2001.246 0.097 2189.460 0.111 2367.383 0.125 2536.772 0.139 2698.924 0.153 2854.830 0.167 3005.270 0.375 5224.143 10.375 5224.143 20.375 5224.143 30.375 5224.143 AT THE EXCAVATION SIDE Page 6
10x57 report.txt IN **3 69.90 10.00 30.00 0.69E-01 0.88 0.50 0.78E+03 0.14E+04 0.000-85.700 0.014 0.175 0.028 45.186 0.042 81.777 0.056 113.789 0.069 142.775 0.083 169.559 0.097 194.640 0.111 218.349 0.125 240.922 0.139 262.529 0.153 283.305 0.167 303.352 0.375 599.032 10.375 599.032 20.375 599.032 30.375 599.032 AT THE BACKFILL SIDE IN **3 309.90 10.00 30.00 0.69E-01 0.88 0.50 0.13E+05 0.62E+04 Lucks Lane Pile Wall 0.000 85.700 0.014 473.075 0.028 860.450 0.042 1247.825 0.056 1635.200 0.069 1902.245 0.083 2115.197 0.097 2314.607 0.111 2503.114 0.125 2682.579 0.139 2854.377 0.153 3019.558 0.167 3178.947 0.375 5529.814 10.375 5529.814 20.375 5529.814 30.375 5529.814 RESULTS -- ITERATION 2 -------------------- ***** MAX ALLOWABLE DEFLECTION EXCEEDED AT *** 58 *** STATIONS ***** ***** SOLUTION NOT CLOSED WITHIN SPECIFIED'TOLERANCE ***** STA I X DEFL. SLOPE' MOMENT SHEAR NET REACT/STA EI IN IN LBS-IN LBS LBS LBS-IN**2 ------ ---- ---- -----' ------ ------ --------- ---------- 0 0.000E+00 0.809E+03-0.291E+01 0.000E+00 0.000E+00 0.000E+00 0.942E+10 1 0.500E+01 0.794E+03-0.291E+01 0.000E+00 0.123E+03 0.247E+03 0.188E+11 2 0.100E+02 0.780E+03-0.291E+01 0.123E+04 0.411E+03 0.329E+03 0.188E+11 3 0.150E+02 0.765E+03-0.291E+01 0.411E+04 0.782E+03 0.411E+03 0.188E+11 Page 7
10x57 report.txt 4 0.200E+02 0.751E+03-0.291E+01 0.905E+04 0.123E+04 0.494E+03 0.188E+11 5 0.250E+02 0.736E+03-0.291E+01 0.165E+05 0.177E+04 0.576E+03 0.188E+11 6 0.300E+02 0.721E+03-0.291E+01 0.267E+05 0.239E+04 0.658E+03 0.188E+11 7 0.350E+02 0.707E+03-0.291E+01 0.403E+05 0.308E+04 0.739E+03 0.188E+11 8 0.400E+02 0.692E+03-0.291E+01 0.576E+05 0.386E+04 0.821E+03 0.188E+11 9 0.450E+02 0.678E+03-0.291E+01 0.790E+05 0.473E+04 0.907E+03 0.188E+11 10 0.500E+02 0.663E+03-0.291E+01 0.105E+06 0.568E+04 0.989E+03 0.188E+11 11 0.550E+02 0.649E+03-0.291E+01 0.136E+06 0.671E+04 0.107E+04 0.188E+11 12 0.600E+02 0.634E+03-0.291E+01 0.172E+06 0.782E+04 0.115E+04 0.188E+11 13 0.650E+02 0.620E+03-0.291E+01 0.214E+06 0.901E+04 0.123E+04 0.188E+11 14 0.700E+02 0.605E+03-0.291E+01 0.262E+06 0.103E+05 0.132E+04 0.188E+11 15 0.750E+02 0.591E+03-0.291E+01 0.317E+06 0.116E+05 0.140E+04 0.188E+11 16 0.800E+02 0.576E+03-0.291E+01 0.378E+06 0.131E+05 0.148E+04 0.188E+11 17 0.850E+02 0.562E+03-0.291E+01 0.448E+06 0.146E+05 0.156E+04 0.188E+11 18 0.900E+02 0.547E+03-0.291E+01 0.524E+06 0.162E+05 0.165E+04 0.188E+11 19 0.950E+02 0.532E+03-0.291E+01 0.610E+06 0.179E+05 0.173E+04 0.188E+11 20 0.100E+03 0.518E+03-0.291E+01 0.703E+06 0.197E+05 0.181E+04 0.188E+11 21 0.105E+03 0.503E+03-0.291E+01 0.806E+06 0.215E+05 0.189E+04 0.188E+11 22 0.110E+03 0.489E+03-0.291E+01 0.919E+06 0.234E+05 0.197E+04 0.188E+11 23 0.115E+03 0.474E+03-0.291E+01 0.104E+07 0.255E+05 0.205E+04 0.188E+11 24 0.120E+03 0.460E+03-0.291E+01 0.117E+07 0.276E+05 0.214E+04 0.188E+11 25 0.125E+03 0.445E+03-0.291E+01 0.132E+07 0.297E+05 0.222E+04 0.188E+11 26 0.130E+03 0.431E+03-0.290E+01 0.147E+07 0.320E+05 0.230E+04 0.188E+11 27 0.135E+03 0.416E+03-0.290E+01 0.164E+07 0.343E+05 0.239E+04 0.188E+11 28 0.140E+03 0.402E+03-0.290E+01 0.181E+07 0.368E+05 0.247E+04 0.188E+11 29 0.145E+03 0.387E+03-0.290E+01 0.200E+07 0.393E+05 0.255E+04 0.188E+11 30 0.150E+03 0.373E+03-0.290E+01 0.221E+07 0.419E+05 0.263E+04 0.188E+11 31 0.155E+03 0.358E+03-0.290E+01 0.242E+07 0.445E+05 0.272E+04 0.188E+11 32 0.160E+03 0.344E+03-0.290E+01 0.265E+07 0.473E+05 0.280E+04 0.188E+11 33 0.165E+03 0.329E+03-0.290E+01 0.290E+07 0.501E+05 0.288E+04 0.188E+11 34 0.170E+03 0.315E+03-0.290E+01 0.315E+07 0.531E+05 0.296E+04 0.188E+11 35 0.175E+03 0.300E+03-0.290E+01 0.343E+07 0.561E+05 0.304E+04 0.188E+11 36 0.180E+03 0.286E+03-0.290E+01 0.371E+07 0.591E+05 0.312E+04 0.188E+11 37 0.185E+03 0.271E+03-0.290E+01 0.402E+07 0.623E+05 0.321E+04 0.188E+11 38 0.190E+03 0.257E+03-0.290E+01 0.434E+07 0.656E+05 0.329E+04 0.188E+11 39 0.195E+03 0.242E+03-0.290E+01 0.467E+07 0.689E+05 0.337E+04 0.188E+11 40 0.200E+03 0.228E+03-0.289E+01 0.503E+07 0.723E+05 0.346E+04 0.188E+11 41 0.205E+03 0.213E+03-0.289E+01 0.540E+07 0.758E+05 0.354E+04 0.188E+11 42 0.210E+03 0.199E+03-0.289E+01 0.578E+07 0.794E+05 0.362E+04 0.188E+11 43 0.215E+03 0.184E+03-0.289E+01 0.619E+07 0.830E+05 0.370E+04 0.188E+11 44 0.220E+03 0.170E+03-0.289E+01 0.661E+07 0.868E+05 0.378E+04 0.188E+11 45 0.225E+03 0.155E+03-0.289E+01 0.706E+07 0.906E+05 0.387E+04 0.188E+11 46 0.230E+03 0.141E+03-0.288E+01 0.752E+07 0.945E+05 0.395E+04 0.188E+11 47 0.235E+03 0.127E+03-0.288E+01 0.800E+07 0.985E+05 0.403E+04 0.188E+11 48 0.240E+03 0.112E+03-0.288E+01 0.851E+07 0.103E+06 0.433E+04 0.188E+11 49 0.245E+03 0.978E+02-0.288E+01 0.903E+07 0.105E+06 0.279E+03 0.188E+11 50 0.250E+03 0.834E+02-0.287E+01 0.956E+07 0.105E+06 0.131E+03 0.188E+11 51 0.255E+03 0.691E+02-0.287E+01 0.101E+08 0.105E+06-0.161E+02 0.188E+11 52 0.260E+03 0.547E+02-0.287E+01 0.106E+08 0.832E+05-0.441E+05 0.188E+11 53 0.265E+03 0.404E+02-0.287E+01 0.109E+08 0.371E+05-0.481E+05 0.188E+11 54 0.270E+03 0.261E+02-0.286E+01 0.110E+08-0.229E+05-0.719E+05 0.188E+11 55 0.275E+03 0.117E+02-0.286E+01 0.107E+08-0.568E+06-0.102E+07 0.188E+11 56 0.280E+03-0.255E+01-0.286E+01 0.530E+07-0.101E+07 0.136E+06 0.188E+11 57 0.285E+03-0.168E+02-0.286E+01 0.589E+06-0.503E+06 0.876E+06 0.188E+11 58 0.290E+03-0.311E+02-0.286E+01 0.264E+06-0.523E+05 0.257E+05 0.188E+11 59 0.295E+03-0.454E+02-0.286E+01 0.665E+05-0.264E+05 0.261E+05 0.188E+11 60 0.300E+03-0.597E+02-0.286E+01 0.536E-05-0.665E+04 0.133E+05 0.942E+10 END OF ANALYSIS Page 8
Bending Moment (in-kips) 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 1E4 1.1E4 Load #1
Shear (kips) -1100-1000 -900-800 -700-600 -500-400 -300-200 -100 0 100 200 Load #1
12x84 report.txt PYWALL - A PROGRAM FOR THE ANALYSIS OF FLEXIBLE RETAINING STRUCTURES VERSION 2013 (C)COPYRIGHT ENSOFT,INC.1999-2013 Lucks Lane Pile Wall * PROGRAM CONTROL PARAMETERS * NO OF POINTS FOR SPECIFIED DEFLECTIONS AND SLOPES = 0 NO OF POINTS FOR WALL STIFFNESS AND LOAD DATA = 1 GENERATE EARTH PRESSURE INTERNALLY = 1 GENERATE SOIL RESISTANCE (P-Y) CURVES INTERNALLY = 1 NO OF P-Y MODIFICATION FACTORS FOR GEN. P-Y CURVES = 0 NO OF USER-SPECIFIED SOIL RESISTANCE (P-Y) CURVES = 0 NUMBER OF INCREMENTS = 60 INCREMENT LENGTH = 6.000 IN FREE HEIGHT OF WALL = 240.000 IN MAXIMUM ALLOWABLE DEFLECTION = 24.000 IN DEFLECTION CLOSURE TOLERANCE = 0.00001 IN * STIFFNESS AND LOAD DATA * EI - FLEXURAL RIGIDITY, Q - TRANSVERSE LOAD, S - STIFFNESS OF TRANSVERSE RESISTANCE, T - TORQUE, P - AXIAL LOAD, R - STIFFNESS OF TORSIONAL RESISTANCE. FROM TO CONTD EI Q S' T R P LBS-IN**2 LBS LBS/IN IN-LBS IN-LBS LBS 0 60 0 0.188E+11 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 * WALL INFORMATION * FREE HEIGHT OF WALL = 0.240E+03 IN WIDTH FOR EARTH PRESSURE, WA = 0.960E+02 IN WIDTH FOR SOIL RESISTANCE, WP = 0.120E+02 IN DEPTH TO THE WATER TABLE AT BACKFILL = 0.480E+03 IN DEPTH TO THE WATER TABLE AT EXCAVATION = 0.180E+03 IN UNIT WEIGHT OF WATER = 0.360E-01 LBS/IN**3 SLOPE OF THE BACKFILL (deg.) = 0.250E+02 MODIFICATION FOR ACTIVE EARTH PRESSURE = 0.100E+01 * SURCHARGE INFORMATION * UNIFORM SURFACE PRESSURE = 0.694E+00 LBS/IN**2 * SOIL INFORMATION * TOTAL TOTAL UNIT LAYER THICKNESS COHESION PHI WEIGHT DRAINED ZTOP NO. IN PSI DEG PCI T OR F IN Page 1
12x84 report.txt 1 240.0 0.0 30.0 0.069 T 0.00 2 180.0 0.0 30.0 0.069 T 240.00 3 60.0 5000.0 0.0 0.086 F 420.00 4 360.0 5000.0 0.0 0.086 F 480.00 * EFFECTIVE OVERBURDEN STRESS * DEPTH IN 0.000E+00 0.240E+03 0.420E+03 0.480E+03 STRESS LBS/IN**2 0.694E+00 0.174E+02 0.299E+02 0.350E+02 * ACTIVE AND PASSIVE EARTH PRESSURE COEFFICIENT * LAYER ACTIVE EARTH PASSIVE EARTH NO. COEFFICIENT COEFFICIENT 1 0.494E+00 0.300E+01 2 0.494E+00 0.300E+01 3 0.100E+01 0.100E+01 4 0.100E+01 0.100E+01 * ACTIVE EARTH PRESSURE OF EACH LAYER * LAYER PA1 Z1 PA2 Z2 PA3 Z3 PA4 NO LBS/IN**2 **2 **2 **2 1 82.27 120.00 987.18 160.00 0.00 0.00 0.00 DEPTH ACTIVE EARTH PRESSURE -------- ------------------------ 0.000E+00 0.329E+02 0.600E+01 0.526E+02 0.120E+02 0.724E+02 0.180E+02 0.922E+02 0.240E+02 0.112E+03 0.300E+02 0.132E+03 0.360E+02 0.152E+03 0.420E+02 0.171E+03 0.480E+02 0.191E+03 0.540E+02 0.210E+03 0.600E+02 0.230E+03 0.660E+02 0.251E+03 0.720E+02 0.270E+03 0.780E+02 0.290E+03 0.840E+02 0.309E+03 0.900E+02 0.329E+03 0.960E+02 0.348E+03 0.102E+03 0.369E+03 0.108E+03 0.388E+03 0.114E+03 0.408E+03 0.120E+03 0.428E+03 0.126E+03 0.447E+03 0.132E+03 0.468E+03 0.138E+03 0.487E+03 0.144E+03 0.507E+03 0.150E+03 0.526E+03 0.156E+03 0.546E+03 0.162E+03 0.566E+03 0.168E+03 0.586E+03 Page 2
0.174E+03 0.180E+03 0.186E+03 0.192E+03 0.198E+03 0.204E+03 0.210E+03 0.216E+03 0.222E+03 0.228E+03 0.234E+03 0.240E+03 0.606E+03 0.625E+03 0.645E+03 0.664E+03 0.684E+03 0.705E+03 0.724E+03 0.744E+03 0.763E+03 0.783E+03 0.803E+03 0.823E+03 12x84 report.txt * SOIL LAYERS AND STRENGTH DATA * X AT THE SURFACE OF EXCAVATION SIDE = 240.00 IN 1 LAYER(S) OF SOIL LAYER 1 THE SOIL IS A SAND DISTRIBUTION OF EFFECTIVE UNIT WEIGHT WITH DEPTH 4 POINTS X,IN WEIGHT,LBS/IN**3 240.0000 0.6944D-01 420.0000 0.6944D-01 420.0000 0.8565D-01 480.0000 0.8565D-01 DISTRIBUTION OF STRENGTH PARAMETERS WITH DEPTH 2 POINTS X,IN S,LBS/IN**2 PHI,DEGREES E50 240.00 0.0000D+00 30.000 ----- 372.00 0.0000D+00 30.000 ----- P-Y CURVES DATA AT THE EXCAVATION SIDE IN **3 0.10 12.00 30.00 0.69E-01 2.82 2.13 0.22E+00 0.24E+01 0.000-102.840 0.017-102.690 0.033-102.540 0.050-102.506 0.067-102.481 0.083-102.459 0.100-102.441 0.117-102.425 0.133-102.410 0.150-102.397 0.167-102.385 0.183-102.373 0.200-102.363 0.450-102.209 12.450-102.209 Page 3
12x84 report.txt 24.450-102.209 36.450-102.209 AT THE BACKFILL SIDE IN **3 240.10 12.00 30.00 0.69E-01 0.88 0.50 0.82E+04 0.58E+04 0.000 102.840 0.017 462.990 0.033 823.140 0.050 1183.290 0.067 1543.440 0.083 1791.717 0.100 1989.702 0.117 2175.098 0.133 2350.357 0.150 2517.209 0.167 2676.933 0.183 2830.504 0.200 2978.691 0.450 5164.338 12.450 5164.338 24.450 5164.338 36.450 5164.338 AT THE EXCAVATION SIDE IN **3 33.00 12.00 30.00 0.69E-01 1.14 0.78 0.22E+03 0.79E+03 0.000-102.840 0.017-53.340 0.033-14.195 0.050 0.023 0.067 11.473 0.083 21.225 0.100 29.808 0.117 37.526 0.133 44.574 0.150 51.083 0.167 57.150 0.183 62.843 0.200 68.217 0.450 146.664 12.450 146.664 24.450 146.664 36.450 146.664 AT THE BACKFILL SIDE IN **3 273.00 12.00 30.00 0.69E-01 0.88 0.50 0.11E+05 0.65E+04 Page 4
12x84 report.txt 0.000 102.840 0.017 512.340 0.033 921.840 0.050 1331.340 0.067 1740.840 0.083 2023.137 0.100 2248.252 0.117 2459.052 0.133 2658.325 0.150 2848.041 0.167 3029.651 0.183 3204.266 0.200 3372.758 0.450 5857.896 12.450 5857.896 24.450 5857.896 36.450 5857.896 AT THE EXCAVATION SIDE IN **3 66.00 12.00 30.00 0.69E-01 0.88 0.50 0.72E+03 0.16E+04 0.000-102.840 0.017-22.830 0.033 19.107 0.050 53.199 0.067 83.024 0.083 110.031 0.100 134.986 0.117 158.354 0.133 180.444 0.150 201.475 0.167 221.607 0.183 240.964 0.200 259.641 0.450 535.127 12.450 535.127 24.450 535.127 36.450 535.127 AT THE BACKFILL SIDE IN **3 306.00 12.00 30.00 0.69E-01 0.88 0.50 0.13E+05 0.73E+04 0.000 102.840 0.017 561.840 0.033 1020.840 0.050 1479.840 0.067 1938.840 0.083 2255.261 0.100 2507.587 0.117 2743.868 0.133 2967.230 0.150 3179.878 0.167 3383.441 Page 5
12x84 report.txt 0.183 3579.164 0.200 3768.023 0.450 6553.562 12.450 6553.562 24.450 6553.562 36.450 6553.562 AT THE EXCAVATION SIDE IN **3 99.00 12.00 30.00 0.69E-01 0.88 0.50 0.15E+04 0.24E+04 0.000-102.840 0.017 45.660 0.033 153.037 0.050 224.572 0.067 287.153 0.083 343.821 0.100 396.183 0.117 445.215 0.133 491.566 0.150 535.694 0.167 577.936 0.183 618.552 0.200 657.743 0.450 1235.786 12.450 1235.786 24.450 1235.786 36.450 1235.786 AT THE BACKFILL SIDE IN **3 339.00 12.00 30.00 0.69E-01 0.88 0.50 0.16E+05 0.81E+04 0.000 102.840 0.017 611.340 0.033 1119.840 0.050 1628.340 0.067 2136.840 0.083 2487.385 0.100 2766.923 0.117 3028.685 0.133 3276.135 0.150 3511.716 0.167 3737.232 0.183 3954.061 0.200 4163.288 0.450 7249.228 12.450 7249.228 24.450 7249.228 36.450 7249.228 AT THE EXCAVATION SIDE Page 6
12x84 report.txt IN **3 131.90 12.00 30.00 0.69E-01 0.88 0.50 0.26E+04 0.32E+04 0.000-102.840 0.017 95.010 0.033 292.860 0.050 457.378 0.067 564.458 0.083 661.420 0.100 751.013 0.117 834.910 0.133 914.219 0.150 989.724 0.167 1062.003 0.183 1131.498 0.200 1198.556 0.450 2187.617 12.450 2187.617 24.450 2187.617 36.450 2187.617 AT THE BACKFILL SIDE IN **3 371.90 12.00 30.00 0.69E-01 0.88 0.50 0.19E+05 0.89E+04 Lucks Lane Pile Wall 0.000 102.840 0.017 660.690 0.033 1218.540 0.050 1776.390 0.067 2334.240 0.083 2718.805 0.100 3025.472 0.117 3312.639 0.133 3584.104 0.150 3842.548 0.167 4089.950 0.183 4327.823 0.200 4557.355 0.450 7942.786 12.450 7942.786 24.450 7942.786 36.450 7942.786 RESULTS -- ITERATION 3 -------------------- ***** MAX ALLOWABLE DEFLECTION EXCEEDED AT *** 37 *** STATIONS ***** ***** SOLUTION NOT CLOSED WITHIN SPECIFIED'TOLERANCE ***** STA I X DEFL. SLOPE' MOMENT SHEAR NET REACT/STA EI IN IN LBS-IN LBS LBS LBS-IN**2 ------ ---- ---- -----' ------ ------ --------- ---------- 0 0.000E+00 0.772E+02-0.250E+00 0.000E+00 0.000E+00 0.000E+00 0.942E+10 1 0.600E+01 0.757E+02-0.250E+00 0.000E+00 0.158E+03 0.316E+03 0.188E+11 2 0.120E+02 0.742E+02-0.250E+00 0.189E+04 0.533E+03 0.434E+03 0.188E+11 3 0.180E+02 0.727E+02-0.250E+00 0.639E+04 0.103E+04 0.553E+03 0.188E+11 Page 7
12x84 report.txt 4 0.240E+02 0.712E+02-0.250E+00 0.142E+05 0.164E+04 0.674E+03 0.188E+11 5 0.300E+02 0.697E+02-0.250E+00 0.261E+05 0.237E+04 0.789E+03 0.188E+11 6 0.360E+02 0.682E+02-0.250E+00 0.427E+05 0.322E+04 0.910E+03 0.188E+11 7 0.420E+02 0.667E+02-0.250E+00 0.647E+05 0.419E+04 0.103E+04 0.188E+11 8 0.480E+02 0.652E+02-0.250E+00 0.929E+05 0.527E+04 0.115E+04 0.188E+11 9 0.540E+02 0.637E+02-0.250E+00 0.128E+06 0.648E+04 0.126E+04 0.188E+11 10 0.600E+02 0.622E+02-0.250E+00 0.171E+06 0.780E+04 0.138E+04 0.188E+11 11 0.660E+02 0.607E+02-0.250E+00 0.222E+06 0.924E+04 0.150E+04 0.188E+11 12 0.720E+02 0.593E+02-0.249E+00 0.282E+06 0.108E+05 0.162E+04 0.188E+11 13 0.780E+02 0.578E+02-0.249E+00 0.351E+06 0.125E+05 0.174E+04 0.188E+11 14 0.840E+02 0.563E+02-0.249E+00 0.431E+06 0.143E+05 0.185E+04 0.188E+11 15 0.900E+02 0.548E+02-0.249E+00 0.523E+06 0.162E+05 0.198E+04 0.188E+11 16 0.960E+02 0.533E+02-0.249E+00 0.626E+06 0.182E+05 0.209E+04 0.188E+11 17 0.102E+03 0.518E+02-0.249E+00 0.741E+06 0.204E+05 0.221E+04 0.188E+11 18 0.108E+03 0.503E+02-0.248E+00 0.870E+06 0.226E+05 0.233E+04 0.188E+11 19 0.114E+03 0.488E+02-0.248E+00 0.101E+07 0.250E+05 0.245E+04 0.188E+11 20 0.120E+03 0.473E+02-0.248E+00 0.117E+07 0.275E+05 0.257E+04 0.188E+11 21 0.126E+03 0.458E+02-0.247E+00 0.134E+07 0.302E+05 0.268E+04 0.188E+11 22 0.132E+03 0.443E+02-0.247E+00 0.153E+07 0.329E+05 0.281E+04 0.188E+11 23 0.138E+03 0.429E+02-0.246E+00 0.174E+07 0.358E+05 0.292E+04 0.188E+11 24 0.144E+03 0.414E+02-0.246E+00 0.196E+07 0.388E+05 0.304E+04 0.188E+11 25 0.150E+03 0.399E+02-0.245E+00 0.220E+07 0.419E+05 0.316E+04 0.188E+11 26 0.156E+03 0.384E+02-0.244E+00 0.246E+07 0.451E+05 0.328E+04 0.188E+11 27 0.162E+03 0.370E+02-0.244E+00 0.274E+07 0.484E+05 0.340E+04 0.188E+11 28 0.168E+03 0.355E+02-0.243E+00 0.305E+07 0.519E+05 0.351E+04 0.188E+11 29 0.174E+03 0.341E+02-0.242E+00 0.337E+07 0.554E+05 0.363E+04 0.188E+11 30 0.180E+03 0.326E+02-0.241E+00 0.371E+07 0.591E+05 0.375E+04 0.188E+11 31 0.186E+03 0.312E+02-0.239E+00 0.408E+07 0.629E+05 0.387E+04 0.188E+11 32 0.192E+03 0.297E+02-0.238E+00 0.447E+07 0.669E+05 0.399E+04 0.188E+11 33 0.198E+03 0.283E+02-0.236E+00 0.488E+07 0.709E+05 0.411E+04 0.188E+11 34 0.204E+03 0.269E+02-0.235E+00 0.532E+07 0.751E+05 0.423E+04 0.188E+11 35 0.210E+03 0.255E+02-0.233E+00 0.578E+07 0.794E+05 0.434E+04 0.188E+11 36 0.216E+03 0.241E+02-0.231E+00 0.627E+07 0.838E+05 0.446E+04 0.188E+11 37 0.222E+03 0.227E+02-0.229E+00 0.679E+07 0.883E+05 0.458E+04 0.188E+11 38 0.228E+03 0.214E+02-0.227E+00 0.733E+07 0.929E+05 0.470E+04 0.188E+11 39 0.234E+03 0.200E+02-0.224E+00 0.790E+07 0.977E+05 0.482E+04 0.188E+11 40 0.240E+03 0.187E+02-0.222E+00 0.850E+07 0.103E+06 0.524E+04 0.188E+11 41 0.246E+03 0.173E+02-0.219E+00 0.913E+07 0.106E+06 0.363E+03 0.188E+11 42 0.252E+03 0.160E+02-0.216E+00 0.977E+07 0.106E+06 0.114E+03 0.188E+11 43 0.258E+03 0.148E+02-0.213E+00 0.104E+08 0.106E+06-0.135E+03 0.188E+11 44 0.264E+03 0.135E+02-0.209E+00 0.110E+08 0.105E+06-0.384E+03 0.188E+11 45 0.270E+03 0.122E+02-0.206E+00 0.117E+08 0.105E+06-0.633E+03 0.188E+11 46 0.276E+03 0.110E+02-0.202E+00 0.123E+08 0.104E+06-0.882E+03 0.188E+11 47 0.282E+03 0.982E+01-0.198E+00 0.129E+08 0.103E+06-0.135E+04 0.188E+11 48 0.288E+03 0.865E+01-0.194E+00 0.135E+08 0.102E+06-0.181E+04 0.188E+11 49 0.294E+03 0.750E+01-0.189E+00 0.141E+08 0.995E+05-0.228E+04 0.188E+11 50 0.300E+03 0.638E+01-0.185E+00 0.147E+08 0.802E+05-0.363E+05 0.188E+11 51 0.306E+03 0.528E+01-0.180E+00 0.151E+08 0.445E+05-0.351E+05 0.188E+11 52 0.312E+03 0.422E+01-0.175E+00 0.153E+08 0.892E+04-0.361E+05 0.188E+11 53 0.318E+03 0.318E+01-0.170E+00 0.152E+08-0.323E+05-0.463E+05 0.188E+11 54 0.324E+03 0.217E+01-0.165E+00 0.149E+08-0.245E+06-0.379E+06 0.188E+11 55 0.330E+03 0.119E+01-0.161E+00 0.123E+08-0.484E+06-0.982E+05 0.188E+11 56 0.336E+03 0.240E+00-0.158E+00 0.907E+07-0.538E+06-0.970E+04 0.188E+11 57 0.342E+03-0.698E+00-0.155E+00 0.582E+07-0.512E+06 0.619E+05 0.188E+11 58 0.348E+03-0.162E+01-0.154E+00 0.293E+07-0.414E+06 0.133E+06 0.188E+11 59 0.354E+03-0.255E+01-0.153E+00 0.847E+06-0.244E+06 0.206E+06 0.188E+11 60 0.360E+03-0.347E+01-0.153E+00-0.233E-06-0.706E+05 0.141E+06 0.942E+10 END OF ANALYSIS Page 8
Bending Moment (in-kips) -1000 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 1E4 1.1E4 1.2E4 1.3E4 1.4E4 1.5E4 1.6E4 Load #1
Shear (kips) -600-550 -500-450 -400-350 -300-250 -200-150 -100-50 0 50 100 150 200 Load #1
14x117 report.txt PYWALL - A PROGRAM FOR THE ANALYSIS OF FLEXIBLE RETAINING STRUCTURES VERSION 2013 (C)COPYRIGHT ENSOFT,INC.1999-2013 Lucks Lane Pile Wall * PROGRAM CONTROL PARAMETERS * NO OF POINTS FOR SPECIFIED DEFLECTIONS AND SLOPES = 0 NO OF POINTS FOR WALL STIFFNESS AND LOAD DATA = 1 GENERATE EARTH PRESSURE INTERNALLY = 1 GENERATE SOIL RESISTANCE (P-Y) CURVES INTERNALLY = 1 NO OF P-Y MODIFICATION FACTORS FOR GEN. P-Y CURVES = 0 NO OF USER-SPECIFIED SOIL RESISTANCE (P-Y) CURVES = 0 NUMBER OF INCREMENTS = 60 INCREMENT LENGTH = 7.000 IN FREE HEIGHT OF WALL = 240.000 IN MAXIMUM ALLOWABLE DEFLECTION = 24.000 IN DEFLECTION CLOSURE TOLERANCE = 0.00001 IN * STIFFNESS AND LOAD DATA * EI - FLEXURAL RIGIDITY, Q - TRANSVERSE LOAD, S - STIFFNESS OF TRANSVERSE RESISTANCE, T - TORQUE, P - AXIAL LOAD, R - STIFFNESS OF TORSIONAL RESISTANCE. FROM TO CONTD EI Q S' T R P LBS-IN**2 LBS LBS/IN IN-LBS IN-LBS LBS 0 60 0 0.354E+11 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 * WALL INFORMATION * FREE HEIGHT OF WALL = 0.240E+03 IN WIDTH FOR EARTH PRESSURE, WA = 0.960E+02 IN WIDTH FOR SOIL RESISTANCE, WP = 0.140E+02 IN DEPTH TO THE WATER TABLE AT BACKFILL = 0.480E+03 IN DEPTH TO THE WATER TABLE AT EXCAVATION = 0.180E+03 IN UNIT WEIGHT OF WATER = 0.360E-01 LBS/IN**3 SLOPE OF THE BACKFILL (deg.) = 0.250E+02 MODIFICATION FOR ACTIVE EARTH PRESSURE = 0.100E+01 * SURCHARGE INFORMATION * UNIFORM SURFACE PRESSURE = 0.694E+00 LBS/IN**2 * SOIL INFORMATION * TOTAL TOTAL UNIT LAYER THICKNESS COHESION PHI WEIGHT DRAINED ZTOP NO. IN PSI DEG PCI T OR F IN Page 1
14x117 report.txt 1 240.0 0.0 30.0 0.069 T 0.00 2 180.0 0.0 30.0 0.069 T 240.00 3 60.0 5000.0 0.0 0.086 F 420.00 4 360.0 5000.0 0.0 0.086 F 480.00 * EFFECTIVE OVERBURDEN STRESS * DEPTH IN 0.000E+00 0.240E+03 0.420E+03 0.480E+03 STRESS LBS/IN**2 0.694E+00 0.174E+02 0.299E+02 0.350E+02 * ACTIVE AND PASSIVE EARTH PRESSURE COEFFICIENT * LAYER ACTIVE EARTH PASSIVE EARTH NO. COEFFICIENT COEFFICIENT 1 0.494E+00 0.300E+01 2 0.494E+00 0.300E+01 3 0.100E+01 0.100E+01 4 0.100E+01 0.100E+01 * ACTIVE EARTH PRESSURE OF EACH LAYER * LAYER PA1 Z1 PA2 Z2 PA3 Z3 PA4 NO LBS/IN**2 **2 **2 **2 1 82.27 120.00 987.18 160.00 0.00 0.00 0.00 DEPTH ACTIVE EARTH PRESSURE -------- ------------------------ 0.000E+00 0.329E+02 0.600E+01 0.526E+02 0.120E+02 0.724E+02 0.180E+02 0.922E+02 0.240E+02 0.112E+03 0.300E+02 0.132E+03 0.360E+02 0.152E+03 0.420E+02 0.171E+03 0.480E+02 0.191E+03 0.540E+02 0.210E+03 0.600E+02 0.230E+03 0.660E+02 0.251E+03 0.720E+02 0.270E+03 0.780E+02 0.290E+03 0.840E+02 0.309E+03 0.900E+02 0.329E+03 0.960E+02 0.348E+03 0.102E+03 0.369E+03 0.108E+03 0.388E+03 0.114E+03 0.408E+03 0.120E+03 0.428E+03 0.126E+03 0.447E+03 0.132E+03 0.468E+03 0.138E+03 0.487E+03 0.144E+03 0.507E+03 0.150E+03 0.526E+03 0.156E+03 0.546E+03 0.162E+03 0.566E+03 0.168E+03 0.586E+03 Page 2
0.174E+03 0.180E+03 0.186E+03 0.192E+03 0.198E+03 0.204E+03 0.210E+03 0.216E+03 0.222E+03 0.228E+03 0.234E+03 0.240E+03 0.606E+03 0.625E+03 0.645E+03 0.664E+03 0.684E+03 0.705E+03 0.724E+03 0.744E+03 0.763E+03 0.783E+03 0.803E+03 0.823E+03 14x117 report.txt * SOIL LAYERS AND STRENGTH DATA * X AT THE SURFACE OF EXCAVATION SIDE = 240.00 IN 2 LAYER(S) OF SOIL LAYER 1 THE SOIL IS A SAND LAYER 2 THE LAYER IS ROCK DISTRIBUTION OF EFFECTIVE UNIT WEIGHT WITH DEPTH 4 POINTS X,IN WEIGHT,LBS/IN**3 240.0000 0.6944D-01 420.0000 0.6944D-01 420.0000 0.8565D-01 480.0000 0.8565D-01 DISTRIBUTION OF STRENGTH PARAMETERS WITH DEPTH 4 POINTS X,IN S,LBS/IN**2 PHI,DEGREES E50 240.00 0.0000D+00 30.000 ----- 420.00 0.0000D+00 30.000 ----- 420.00 0.5000D+04 0.000 ----- 434.00 0.5000D+04 0.000 ----- P-Y CURVES DATA AT THE EXCAVATION SIDE IN **3 0.10 14.00 30.00 0.69E-01 2.82 2.14 0.26E+00 0.28E+01 0.000-119.980 0.019-119.805 0.039-119.630 0.058-119.591 0.078-119.561 0.097-119.536 0.117-119.515 0.136-119.496 0.156-119.479 0.175-119.463 Page 3
14x117 report.txt 0.194-119.449 0.214-119.436 0.233-119.423 0.525-119.244 14.525-119.244 28.525-119.244 42.525-119.244 AT THE BACKFILL SIDE IN **3 240.10 14.00 30.00 0.69E-01 0.88 0.50 0.83E+04 0.67E+04 0.000 119.980 0.019 540.155 0.039 960.330 0.058 1380.505 0.078 1800.680 0.097 2090.336 0.117 2321.319 0.136 2537.614 0.156 2742.083 0.175 2936.744 0.194 3123.088 0.214 3302.255 0.233 3475.139 0.525 6025.061 14.525 6025.061 28.525 6025.061 42.525 6025.061 AT THE EXCAVATION SIDE IN **3 45.00 14.00 30.00 0.69E-01 1.03 0.67 0.39E+03 0.13E+04 0.000-119.980 0.019-41.230 0.039 1.512 0.058 24.192 0.078 42.808 0.097 58.887 0.117 73.197 0.136 86.185 0.156 98.139 0.175 109.258 0.194 119.684 0.214 129.523 0.233 138.858 0.525 275.436 14.525 275.436 28.525 275.436 42.525 275.436 AT THE BACKFILL SIDE Page 4
14x117 report.txt IN **3 285.00 14.00 30.00 0.69E-01 0.88 0.50 0.12E+05 0.80E+04 0.000 119.980 0.019 618.730 0.039 1117.480 0.058 1616.230 0.078 2114.980 0.097 2458.803 0.117 2732.981 0.136 2989.725 0.156 3232.430 0.175 3463.494 0.194 3684.686 0.214 3897.358 0.233 4102.572 0.525 7129.343 14.525 7129.343 28.525 7129.343 42.525 7129.343 AT THE EXCAVATION SIDE IN **3 90.00 14.00 30.00 0.69E-01 0.88 0.50 0.13E+04 0.25E+04 0.000-119.980 0.019 24.451 0.039 100.154 0.058 161.696 0.078 215.536 0.097 264.288 0.117 309.335 0.136 351.518 0.156 391.395 0.175 429.358 0.194 465.700 0.214 500.642 0.233 534.359 0.525 1031.656 14.525 1031.656 28.525 1031.656 42.525 1031.656 AT THE BACKFILL SIDE IN **3 330.00 14.00 30.00 0.69E-01 0.88 0.50 0.15E+05 0.92E+04 0.000 119.980 0.019 697.480 0.039 1274.980 0.058 1852.480 0.078 2429.980 0.097 2828.091 Page 5
14x117 report.txt 0.117 3145.561 0.136 3442.842 0.156 3723.869 0.175 3991.417 0.194 4247.534 0.214 4493.786 0.233 4731.403 0.525 8236.084 14.525 8236.084 28.525 8236.084 42.525 8236.084 AT THE EXCAVATION SIDE IN **3 135.00 14.00 30.00 0.69E-01 0.88 0.50 0.28E+04 0.38E+04 0.000-119.980 0.019 116.270 0.039 345.884 0.058 476.125 0.078 590.064 0.097 693.237 0.117 788.570 0.136 877.841 0.156 962.230 0.175 1042.572 0.194 1119.481 0.214 1193.428 0.233 1264.782 0.525 2317.201 14.525 2317.201 28.525 2317.201 42.525 2317.201 AT THE BACKFILL SIDE IN **3 375.00 14.00 30.00 0.69E-01 0.88 0.50 0.20E+05 0.10E+05 0.000 119.980 0.019 776.230 0.039 1432.480 0.058 2088.730 0.078 2744.980 0.097 3197.379 0.117 3558.140 0.136 3895.960 0.156 4215.309 0.175 4519.340 0.194 4810.382 0.214 5090.214 0.233 5360.233 0.525 9342.826 14.525 9342.826 28.525 9342.826 42.525 9342.826 Page 6
14x117 report.txt AT THE EXCAVATION SIDE IN **3 179.90 14.00 30.00 0.69E-01 0.88 0.50 0.48E+04 0.50E+04 0.000-119.980 0.019 194.845 0.039 509.670 0.058 824.495 0.078 1101.148 0.097 1278.585 0.117 1442.537 0.136 1596.064 0.156 1741.197 0.175 1879.368 0.194 2011.635 0.214 2138.809 0.233 2261.523 0.525 4071.464 14.525 4071.464 28.525 4071.464 42.525 4071.464 AT THE BACKFILL SIDE IN **3 419.90 14.00 30.00 0.69E-01 0.88 0.50 0.24E+05 0.12E+05 0.000 119.980 0.019 854.805 0.039 1589.630 0.058 2324.455 0.078 3059.280 0.097 3565.847 0.117 3969.802 0.136 4348.071 0.156 4705.656 0.175 5046.090 0.194 5371.980 0.214 5685.317 0.233 5987.666 0.525 10447.108 14.525 10447.108 28.525 10447.108 42.525 10447.108 DEPTH-EXCAVATION SIDE DIAM C IN **2 180.10 14.000 0.2E+04 0.000D+00 0.000D+00 0.224D-02 0.112D+05 0.448D-02 0.224D+05 0.672D-02 0.283D+05 0.896D-02 0.288D+05 0.112D-01 0.294D+05 Page 7
14x117 report.txt 0.134D-01 0.300D+05 0.157D-01 0.305D+05 0.179D-01 0.311D+05 0.202D-01 0.316D+05 0.224D-01 0.322D+05 0.246D-01 0.328D+05 0.269D-01 0.333D+05 0.291D-01 0.339D+05 0.314D-01 0.344D+05 0.336D-01 0.876D+02 0.358D-01 0.876D+02 DEPTH-BACKFILL SIDE DIAM C IN **2 420.10 14.000 0.2E+04 0.000D+00 0.000D+00 0.224D-02 0.112D+05 0.448D-02 0.224D+05 0.672D-02 0.283D+05 0.896D-02 0.288D+05 0.112D-01 0.294D+05 0.134D-01 0.300D+05 0.157D-01 0.305D+05 0.179D-01 0.311D+05 0.202D-01 0.316D+05 0.224D-01 0.322D+05 0.246D-01 0.328D+05 0.269D-01 0.333D+05 0.291D-01 0.339D+05 0.314D-01 0.344D+05 0.336D-01 0.204D+03 0.358D-01 0.204D+03 DEPTH-EXCAVATION SIDE DIAM C IN **2 183.50 14.000 0.2E+04 0.000D+00 0.000D+00 0.224D-02 0.112D+05 0.448D-02 0.224D+05 0.672D-02 0.283D+05 0.896D-02 0.288D+05 0.112D-01 0.294D+05 0.134D-01 0.300D+05 0.157D-01 0.305D+05 0.179D-01 0.311D+05 0.202D-01 0.316D+05 0.224D-01 0.322D+05 0.246D-01 0.328D+05 0.269D-01 0.333D+05 0.291D-01 0.339D+05 0.314D-01 0.344D+05 0.336D-01 0.896D+02 0.358D-01 0.896D+02 DEPTH-BACKFILL SIDE DIAM C IN **2 423.50 14.000 0.2E+04 0.000D+00 0.000D+00 0.224D-02 0.112D+05 0.448D-02 0.224D+05 0.672D-02 0.283D+05 0.896D-02 0.288D+05 0.112D-01 0.294D+05 0.134D-01 0.300D+05 Page 8
14x117 report.txt 0.157D-01 0.305D+05 0.179D-01 0.311D+05 0.202D-01 0.316D+05 0.224D-01 0.322D+05 0.246D-01 0.328D+05 0.269D-01 0.333D+05 0.291D-01 0.339D+05 0.314D-01 0.344D+05 0.336D-01 0.207D+03 0.358D-01 0.207D+03 DEPTH-EXCAVATION SIDE DIAM C IN **2 187.00 14.000 0.2E+04 0.000D+00 0.000D+00 0.224D-02 0.112D+05 0.448D-02 0.224D+05 0.672D-02 0.283D+05 0.896D-02 0.288D+05 0.112D-01 0.294D+05 0.134D-01 0.300D+05 0.157D-01 0.305D+05 0.179D-01 0.311D+05 0.202D-01 0.316D+05 0.224D-01 0.322D+05 0.246D-01 0.328D+05 0.269D-01 0.333D+05 0.291D-01 0.339D+05 0.314D-01 0.344D+05 0.336D-01 0.917D+02 0.358D-01 0.917D+02 DEPTH-BACKFILL SIDE DIAM C IN **2 427.00 14.000 0.2E+04 0.000D+00 0.000D+00 0.224D-02 0.112D+05 0.448D-02 0.224D+05 0.672D-02 0.283D+05 0.896D-02 0.288D+05 0.112D-01 0.294D+05 0.134D-01 0.300D+05 0.157D-01 0.305D+05 0.179D-01 0.311D+05 0.202D-01 0.316D+05 0.224D-01 0.322D+05 0.246D-01 0.328D+05 0.269D-01 0.333D+05 0.291D-01 0.339D+05 0.314D-01 0.344D+05 0.336D-01 0.209D+03 0.358D-01 0.209D+03 DEPTH-EXCAVATION SIDE DIAM C IN **2 190.50 14.000 0.2E+04 0.000D+00 0.000D+00 0.224D-02 0.112D+05 0.448D-02 0.224D+05 0.672D-02 0.283D+05 0.896D-02 0.288D+05 0.112D-01 0.294D+05 0.134D-01 0.300D+05 0.157D-01 0.305D+05 Page 9
14x117 report.txt 0.179D-01 0.311D+05 0.202D-01 0.316D+05 0.224D-01 0.322D+05 0.246D-01 0.328D+05 0.269D-01 0.333D+05 0.291D-01 0.339D+05 0.314D-01 0.344D+05 0.336D-01 0.938D+02 0.358D-01 0.938D+02 DEPTH-BACKFILL SIDE DIAM C IN **2 430.50 14.000 0.2E+04 0.000D+00 0.000D+00 0.224D-02 0.112D+05 0.448D-02 0.224D+05 0.672D-02 0.283D+05 0.896D-02 0.288D+05 0.112D-01 0.294D+05 0.134D-01 0.300D+05 0.157D-01 0.305D+05 0.179D-01 0.311D+05 0.202D-01 0.316D+05 0.224D-01 0.322D+05 0.246D-01 0.328D+05 0.269D-01 0.333D+05 0.291D-01 0.339D+05 0.314D-01 0.344D+05 0.336D-01 0.212D+03 0.358D-01 0.212D+03 DEPTH-EXCAVATION SIDE DIAM C IN **2 193.90 14.000 0.2E+04 0.000D+00 0.000D+00 0.224D-02 0.112D+05 0.448D-02 0.224D+05 0.672D-02 0.283D+05 0.896D-02 0.288D+05 0.112D-01 0.294D+05 0.134D-01 0.300D+05 0.157D-01 0.305D+05 0.179D-01 0.311D+05 0.202D-01 0.316D+05 0.224D-01 0.322D+05 0.246D-01 0.328D+05 0.269D-01 0.333D+05 0.291D-01 0.339D+05 0.314D-01 0.344D+05 0.336D-01 0.958D+02 0.358D-01 0.958D+02 DEPTH-BACKFILL SIDE DIAM C IN **2 433.90 14.000 0.2E+04 0.000D+00 0.000D+00 0.224D-02 0.112D+05 0.448D-02 0.224D+05 0.672D-02 0.283D+05 0.896D-02 0.288D+05 0.112D-01 0.294D+05 0.134D-01 0.300D+05 0.157D-01 0.305D+05 0.179D-01 0.311D+05 Page 10
14x117 report.txt 0.202D-01 0.316D+05 0.224D-01 0.322D+05 0.246D-01 0.328D+05 0.269D-01 0.333D+05 0.291D-01 0.339D+05 0.314D-01 0.344D+05 0.336D-01 0.214D+03 0.358D-01 0.214D+03 Lucks Lane Pile Wall RESULTS -- ITERATION 4 -------------------- ***** MAX ALLOWABLE DEFLECTION EXCEEDED AT *** 24 *** STATIONS ***** ***** SOLUTION NOT CLOSED WITHIN SPECIFIED'TOLERANCE ***** STA I X DEFL. SLOPE' MOMENT SHEAR NET REACT/STA EI IN IN LBS-IN LBS LBS LBS-IN**2 ------ ---- ---- -----' ------ ------ --------- ---------- 0 0.000E+00 0.459E+02-0.136E+00 0.000E+00 0.000E+00 0.000E+00 0.177E+11 1 0.700E+01 0.449E+02-0.136E+00 0.000E+00 0.196E+03 0.392E+03 0.354E+11 2 0.140E+02 0.440E+02-0.136E+00 0.274E+04 0.668E+03 0.553E+03 0.354E+11 3 0.210E+02 0.430E+02-0.136E+00 0.936E+04 0.130E+04 0.712E+03 0.354E+11 4 0.280E+02 0.421E+02-0.136E+00 0.210E+05 0.209E+04 0.874E+03 0.354E+11 5 0.350E+02 0.411E+02-0.136E+00 0.387E+05 0.305E+04 0.103E+04 0.354E+11 6 0.420E+02 0.402E+02-0.136E+00 0.636E+05 0.416E+04 0.120E+04 0.354E+11 7 0.490E+02 0.392E+02-0.136E+00 0.970E+05 0.544E+04 0.136E+04 0.354E+11 8 0.560E+02 0.383E+02-0.136E+00 0.140E+06 0.688E+04 0.152E+04 0.354E+11 9 0.630E+02 0.373E+02-0.136E+00 0.193E+06 0.848E+04 0.168E+04 0.354E+11 10 0.700E+02 0.363E+02-0.136E+00 0.258E+06 0.102E+05 0.184E+04 0.354E+11 11 0.770E+02 0.354E+02-0.136E+00 0.337E+06 0.122E+05 0.200E+04 0.354E+11 12 0.840E+02 0.344E+02-0.136E+00 0.429E+06 0.142E+05 0.216E+04 0.354E+11 13 0.910E+02 0.335E+02-0.136E+00 0.536E+06 0.165E+05 0.233E+04 0.354E+11 14 0.980E+02 0.326E+02-0.135E+00 0.660E+06 0.189E+05 0.249E+04 0.354E+11 15 0.105E+03 0.316E+02-0.135E+00 0.801E+06 0.215E+05 0.265E+04 0.354E+11 16 0.112E+03 0.307E+02-0.135E+00 0.960E+06 0.242E+05 0.281E+04 0.354E+11 17 0.119E+03 0.297E+02-0.135E+00 0.114E+07 0.271E+05 0.297E+04 0.354E+11 18 0.126E+03 0.288E+02-0.135E+00 0.134E+07 0.301E+05 0.313E+04 0.354E+11 19 0.133E+03 0.278E+02-0.134E+00 0.156E+07 0.333E+05 0.329E+04 0.354E+11 20 0.140E+03 0.269E+02-0.134E+00 0.181E+07 0.367E+05 0.345E+04 0.354E+11 21 0.147E+03 0.260E+02-0.134E+00 0.208E+07 0.403E+05 0.362E+04 0.354E+11 22 0.154E+03 0.250E+02-0.133E+00 0.237E+07 0.439E+05 0.378E+04 0.354E+11 23 0.161E+03 0.241E+02-0.133E+00 0.269E+07 0.478E+05 0.394E+04 0.354E+11 24 0.168E+03 0.232E+02-0.132E+00 0.304E+07 0.518E+05 0.410E+04 0.354E+11 25 0.175E+03 0.222E+02-0.131E+00 0.342E+07 0.560E+05 0.426E+04 0.354E+11 26 0.182E+03 0.213E+02-0.131E+00 0.382E+07 0.603E+05 0.442E+04 0.354E+11 27 0.189E+03 0.204E+02-0.130E+00 0.426E+07 0.648E+05 0.458E+04 0.354E+11 28 0.196E+03 0.195E+02-0.129E+00 0.473E+07 0.695E+05 0.474E+04 0.354E+11 29 0.203E+03 0.186E+02-0.128E+00 0.523E+07 0.743E+05 0.491E+04 0.354E+11 30 0.210E+03 0.177E+02-0.127E+00 0.577E+07 0.793E+05 0.507E+04 0.354E+11 31 0.217E+03 0.168E+02-0.126E+00 0.634E+07 0.845E+05 0.523E+04 0.354E+11 32 0.224E+03 0.159E+02-0.125E+00 0.695E+07 0.898E+05 0.539E+04 0.354E+11 33 0.231E+03 0.151E+02-0.123E+00 0.760E+07 0.952E+05 0.555E+04 0.354E+11 34 0.238E+03 0.142E+02-0.121E+00 0.829E+07 0.101E+06 0.613E+04 0.354E+11 35 0.245E+03 0.134E+02-0.120E+00 0.902E+07 0.104E+06 0.439E+03 0.354E+11 36 0.252E+03 0.125E+02-0.118E+00 0.975E+07 0.105E+06 0.450E+02 0.354E+11 37 0.259E+03 0.117E+02-0.116E+00 0.105E+08 0.104E+06-0.349E+03 0.354E+11 38 0.266E+03 0.109E+02-0.114E+00 0.112E+08 0.104E+06-0.743E+03 0.354E+11 39 0.273E+03 0.101E+02-0.111E+00 0.119E+08 0.103E+06-0.114E+04 0.354E+11 40 0.280E+03 0.936E+01-0.109E+00 0.127E+08 0.102E+06-0.153E+04 0.354E+11 41 0.287E+03 0.861E+01-0.106E+00 0.134E+08 0.999E+05-0.193E+04 0.354E+11 42 0.294E+03 0.787E+01-0.104E+00 0.141E+08 0.975E+05-0.281E+04 0.354E+11 43 0.301E+03 0.715E+01-0.101E+00 0.147E+08 0.943E+05-0.369E+04 0.354E+11 44 0.308E+03 0.646E+01-0.979E-01 0.154E+08 0.902E+05-0.457E+04 0.354E+11 45 0.315E+03 0.578E+01-0.948E-01 0.160E+08 0.852E+05-0.545E+04 0.354E+11 46 0.322E+03 0.513E+01-0.916E-01 0.166E+08 0.793E+05-0.633E+04 0.354E+11 47 0.329E+03 0.450E+01-0.883E-01 0.171E+08 0.725E+05-0.721E+04 0.354E+11 48 0.336E+03 0.389E+01-0.849E-01 0.176E+08 0.647E+05-0.850E+04 0.354E+11 49 0.343E+03 0.331E+01-0.813E-01 0.180E+08 0.336E+05-0.537E+05 0.354E+11 50 0.350E+03 0.275E+01-0.778E-01 0.180E+08-0.185E+05-0.505E+05 0.354E+11 Page 11
14x117 report.txt 51 0.357E+03 0.222E+01-0.742E-01 0.177E+08-0.694E+05-0.513E+05 0.354E+11 52 0.364E+03 0.171E+01-0.708E-01 0.171E+08-0.123E+06-0.549E+05 0.354E+11 53 0.371E+03 0.123E+01-0.675E-01 0.160E+08-0.199E+06-0.982E+05 0.354E+11 54 0.378E+03 0.769E+00-0.645E-01 0.143E+08-0.337E+06-0.178E+06 0.354E+11 55 0.385E+03 0.328E+00-0.620E-01 0.113E+08-0.443E+06-0.322E+05 0.354E+11 56 0.392E+03-0.985E-01-0.601E-01 0.809E+07-0.447E+06 0.240E+05 0.354E+11 57 0.399E+03-0.513E+00-0.588E-01 0.504E+07-0.400E+06 0.692E+05 0.354E+11 58 0.406E+03-0.921E+00-0.580E-01 0.248E+07-0.310E+06 0.111E+06 0.354E+11 59 0.413E+03-0.133E+01-0.577E-01 0.700E+06-0.177E+06 0.155E+06 0.354E+11 60 0.420E+03-0.173E+01-0.576E-01-0.160E-06-0.500E+05 0.100E+06 0.177E+11 END OF ANALYSIS Page 12
Bending Moment (in-kips) 0 2000 4000 6000 8000 1E4 1.2E4 1.4E4 1.6E4 1.8E4 Load #1
Shear (kips) -500-450 -400-350 -300-250 -200-150 -100-50 0 50 100 150 200 Load #1