Upon speaking with the representatives with Technical Foundations as well as Walder Foundations, it was determined that:

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2 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 -

3 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) 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 -

4 (developed shear and moment curves) from our analyses is attached. The following table provide the parameters used with the PYWall software. Elevation (ft) 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) 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 -

5 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 -

6 10x57 report.txt PYWALL - A PROGRAM FOR THE ANALYSIS OF FLEXIBLE RETAINING STRUCTURES VERSION 2013 (C)COPYRIGHT ENSOFT,INC 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 = IN FREE HEIGHT OF WALL = IN MAXIMUM ALLOWABLE DEFLECTION = IN DEFLECTION CLOSURE TOLERANCE = 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 E E E E E E+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

7 10x57 report.txt T T F F * EFFECTIVE OVERBURDEN STRESS * DEPTH IN 0.000E E E E+03 STRESS LBS/IN** E E E E+02 * ACTIVE AND PASSIVE EARTH PRESSURE COEFFICIENT * LAYER ACTIVE EARTH PASSIVE EARTH NO. COEFFICIENT COEFFICIENT E E E E E E E E+01 * ACTIVE EARTH PRESSURE OF EACH LAYER * LAYER PA1 Z1 PA2 Z2 PA3 Z3 PA4 NO LBS/IN**2 **2 **2 ** DEPTH ACTIVE EARTH PRESSURE E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E+03 Page 2

8 0.174E E E E E E E E E E E E E E E E E E E E E E E E+03 10x57 report.txt * SOIL LAYERS AND STRENGTH DATA * X AT THE SURFACE OF EXCAVATION SIDE = 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** D D D D-01 DISTRIBUTION OF STRENGTH PARAMETERS WITH DEPTH 2 POINTS X,IN S,LBS/IN**2 PHI,DEGREES E D D P-Y CURVES DATA AT THE EXCAVATION SIDE IN ** E E E Page 3

9 10x57 report.txt AT THE BACKFILL SIDE IN ** E E E AT THE EXCAVATION SIDE IN ** E E E AT THE BACKFILL SIDE IN ** E E E+04 Page 4

10 10x57 report.txt AT THE EXCAVATION SIDE IN ** E E E AT THE BACKFILL SIDE IN ** E E E Page 5

11 10x57 report.txt AT THE EXCAVATION SIDE IN ** E E E AT THE BACKFILL SIDE IN ** E E E AT THE EXCAVATION SIDE Page 6

12 10x57 report.txt IN ** E E E AT THE BACKFILL SIDE IN ** E E E+04 Lucks Lane Pile Wall RESULTS -- ITERATION ***** 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** ' E E E E E E E E E E E E E E E E E E E E E E E E E E E E+11 Page 7

13 10x57 report.txt E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E+10 END OF ANALYSIS Page 8

14 Bending Moment (in-kips) E4 1.1E4 Load #1

15 Shear (kips) Load #1

16 12x84 report.txt PYWALL - A PROGRAM FOR THE ANALYSIS OF FLEXIBLE RETAINING STRUCTURES VERSION 2013 (C)COPYRIGHT ENSOFT,INC 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 = IN FREE HEIGHT OF WALL = IN MAXIMUM ALLOWABLE DEFLECTION = IN DEFLECTION CLOSURE TOLERANCE = 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 E E E E E E+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

17 12x84 report.txt T T F F * EFFECTIVE OVERBURDEN STRESS * DEPTH IN 0.000E E E E+03 STRESS LBS/IN** E E E E+02 * ACTIVE AND PASSIVE EARTH PRESSURE COEFFICIENT * LAYER ACTIVE EARTH PASSIVE EARTH NO. COEFFICIENT COEFFICIENT E E E E E E E E+01 * ACTIVE EARTH PRESSURE OF EACH LAYER * LAYER PA1 Z1 PA2 Z2 PA3 Z3 PA4 NO LBS/IN**2 **2 **2 ** DEPTH ACTIVE EARTH PRESSURE E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E+03 Page 2

18 0.174E E E E E E E E E E E E E E E E E E E E E E E E+03 12x84 report.txt * SOIL LAYERS AND STRENGTH DATA * X AT THE SURFACE OF EXCAVATION SIDE = 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** D D D D-01 DISTRIBUTION OF STRENGTH PARAMETERS WITH DEPTH 2 POINTS X,IN S,LBS/IN**2 PHI,DEGREES E D D P-Y CURVES DATA AT THE EXCAVATION SIDE IN ** E E E Page 3

19 12x84 report.txt AT THE BACKFILL SIDE IN ** E E E AT THE EXCAVATION SIDE IN ** E E E AT THE BACKFILL SIDE IN ** E E E+04 Page 4

20 12x84 report.txt AT THE EXCAVATION SIDE IN ** E E E AT THE BACKFILL SIDE IN ** E E E Page 5

21 12x84 report.txt AT THE EXCAVATION SIDE IN ** E E E AT THE BACKFILL SIDE IN ** E E E AT THE EXCAVATION SIDE Page 6

22 12x84 report.txt IN ** E E E AT THE BACKFILL SIDE IN ** E E E+04 Lucks Lane Pile Wall RESULTS -- ITERATION ***** 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** ' E E E E E E E E E E E E E E E E E E E E E E E E E E E E+11 Page 7

23 12x84 report.txt E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E+10 END OF ANALYSIS Page 8

24 Bending Moment (in-kips) E4 1.1E4 1.2E4 1.3E4 1.4E4 1.5E4 1.6E4 Load #1

25 Shear (kips) Load #1

26 14x117 report.txt PYWALL - A PROGRAM FOR THE ANALYSIS OF FLEXIBLE RETAINING STRUCTURES VERSION 2013 (C)COPYRIGHT ENSOFT,INC 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 = IN FREE HEIGHT OF WALL = IN MAXIMUM ALLOWABLE DEFLECTION = IN DEFLECTION CLOSURE TOLERANCE = 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 E E E E E E+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

27 14x117 report.txt T T F F * EFFECTIVE OVERBURDEN STRESS * DEPTH IN 0.000E E E E+03 STRESS LBS/IN** E E E E+02 * ACTIVE AND PASSIVE EARTH PRESSURE COEFFICIENT * LAYER ACTIVE EARTH PASSIVE EARTH NO. COEFFICIENT COEFFICIENT E E E E E E E E+01 * ACTIVE EARTH PRESSURE OF EACH LAYER * LAYER PA1 Z1 PA2 Z2 PA3 Z3 PA4 NO LBS/IN**2 **2 **2 ** DEPTH ACTIVE EARTH PRESSURE E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E+03 Page 2

28 0.174E E E E E E E E E E E E E E E E E E E E E E E E+03 14x117 report.txt * SOIL LAYERS AND STRENGTH DATA * X AT THE SURFACE OF EXCAVATION SIDE = 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** D D D D-01 DISTRIBUTION OF STRENGTH PARAMETERS WITH DEPTH 4 POINTS X,IN S,LBS/IN**2 PHI,DEGREES E D D D D P-Y CURVES DATA AT THE EXCAVATION SIDE IN ** E E E Page 3

29 14x117 report.txt AT THE BACKFILL SIDE IN ** E E E AT THE EXCAVATION SIDE IN ** E E E AT THE BACKFILL SIDE Page 4

30 14x117 report.txt IN ** E E E AT THE EXCAVATION SIDE IN ** E E E AT THE BACKFILL SIDE IN ** E E E Page 5

31 14x117 report.txt AT THE EXCAVATION SIDE IN ** E E E AT THE BACKFILL SIDE IN ** E E E Page 6

32 14x117 report.txt AT THE EXCAVATION SIDE IN ** E E E AT THE BACKFILL SIDE IN ** E E E DEPTH-EXCAVATION SIDE DIAM C IN ** E D D D D D D D D D D D D+05 Page 7

33 14x117 report.txt 0.134D D D D D D D D D D D D D D D D D D D D D D+02 DEPTH-BACKFILL SIDE DIAM C IN ** E D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D+03 DEPTH-EXCAVATION SIDE DIAM C IN ** E D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D+02 DEPTH-BACKFILL SIDE DIAM C IN ** E D D D D D D D D D D D D D D+05 Page 8

34 14x117 report.txt 0.157D D D D D D D D D D D D D D D D D D D D+03 DEPTH-EXCAVATION SIDE DIAM C IN ** E D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D+02 DEPTH-BACKFILL SIDE DIAM C IN ** E D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D+03 DEPTH-EXCAVATION SIDE DIAM C IN ** E D D D D D D D D D D D D D D D D+05 Page 9

35 14x117 report.txt 0.179D D D D D D D D D D D D D D D D D D+02 DEPTH-BACKFILL SIDE DIAM C IN ** E D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D+03 DEPTH-EXCAVATION SIDE DIAM C IN ** E D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D D+02 DEPTH-BACKFILL SIDE DIAM C IN ** E D D D D D D D D D D D D D D D D D D+05 Page 10

36 14x117 report.txt 0.202D D D D D D D D D D D D D D D D+03 Lucks Lane Pile Wall RESULTS -- ITERATION ***** 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** ' E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E+11 Page 11

37 14x117 report.txt E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E+11 END OF ANALYSIS Page 12

38 Bending Moment (in-kips) E4 1.2E4 1.4E4 1.6E4 1.8E4 Load #1

39 Shear (kips) Load #1