The URL can be used to link to this page

Home My WebLink AboutSWP271807r I STORM DRAINAGE CALCULATIONS FOR ALLPAK CONTAINER, INC. S.W. 27TH ST. WEST OF LIND AVE. S.W. RENTON, WASHINGTON BY BUSH, ROED & HITCHINGS, INC. 2009 MINOR AVENUE EAST SEATTLE, WASHINGTON 98102 (206) 323-4144 BRH JOB NO. 90135.04 JULX 31, 1990 REV i to -t 1-70 .• �N J . IV, •� i /fi,c� W'�iyiy :`Q I � f jw• fA QEvcs6v i z- �d u S /J- 2 %-IAA (2D **** STORM WATER HYDROLOGY **** Runoff by Rational Method STEEL EQUhTIOH COEFFICIENTS: K = 39.09 b = 9.48 WATERCOURSE TYPES; 1 FOREST wi HEAVY GROUND LITTER 2 MINIMUM TILLAGE CULTIVATION 3 SHORT GRASS PASTURE & LAWNS 4 NEARLY BARE GROUND 5 GRASSED WATERWAY 6 PAVED AREA 7 OTHER SEA 25 YR ALLPAK 12/4i90 INIT Tc = 5.00 min INIT 28C = 0.00 OVERLAND FLOW: RUNOFF: POINT CB 13 TO CB 17 Tc = 5.00 min FIRER = 0.52 acres C = 0.86 EAC = 0.45 I = 2.70 inzhr Q DESIGN = 1.21 cis V DESIGN = 2.59 ft/sec PIPE= INVERT IN = 14.50 it INVERT OUT = 14.15 it LENGTH = 140.00 it n = 0.012 DIAM = 12.00 in SLOPE = 0.25 % Q FULL = 1.93 cis V FULL 2.46 ftisec FLOW TIME = 0.90 min gol35, o � POINT CB 17 TO CB 16A Tc = 5.90 min AREA = 0.65 acres C = 0.87 2AC = 1.01 I = 2.54 inihr Q DESIGN = 2.57 cis V DESIGN = 3.86 ftisec PIPE= INVERT IH = 14.15 it INVERT OUT = 13.35 it LENGTH = 169.00 it n = 0.012 DIAM = 12.00 in SLOPE = 0.48 % Q FULL = 2.66 cis V FULL = 3.39 ft/sec FLOW TIME = 0.73 min POINT CB 16A TO 16 Tc = 6.63 min AREA = 0.56 acres C = 0.84 ERC = 1.48 I = 2.43 in/hr Q DESIGN = 3.59 cis V DESIGN = 3.55 ft/sec PIPE= A�. INVERT IN = 13.35 it INVERT OUT = 13.03 it LENGTH = 106.00 it n = 0.012 DIAM = 15.00 in SLOPE = 0.30 % Q FULL = 3.83 cis V FULL = 3.12 ft/sec FLOW TIME = 0.50 min POINT CS 16 TO CB 15R Tc = 7.13 min AREA = 0.00 acres C = 0.90 IRC = 1.48 I = 2.35 in/hr Q DESIGN = 3.48 cis V DESIGN = 3.10 ftisec PIPE: INVERT IN = 13.03 it INVERT OUT = 12.88 it LENGTH = 74.00 it n = 0.012 DIAM = 18.00 in SLOPE = 0.20 Q FULL = 5.09 cis V FULL = 2.88 ft/sec FLOW TIME = 0.40 min ---------- POINT CB 15A TO CB 15 Tc = 7.52 min AREA = 0.'0 acres C = 0.74 MAC = 1.62 1 = 2.30 inihr Q DESIGN = 3.73 cfs V DESIGN = 3.15 ftisec PIPE: INVERT IN = 12.88 ft INVERT OUT = 12.64 ft LENGTH = 120.00 ft n = 0.012 DIAM = 18.00 in SLOPE = 0.28 Q FULL = 5.09 cfs V FULL = 2.88 ft/sec FLOW TIME = 0.64 Min POINT CB 15 TO CB 14 Tc = 8.16 min AREA = 0.14 acres C = 0.77 MAC = 1.73 1 = 2.22 inihr Q DESIGN = 3.84 cfs V DESIGN = 3.46 ft/sec PIPE: INVERT IN = 12.64 ft INVERT OUT = 12.34 ft LENGTH = 120.00 ft n = 0.012 DIAM = 18.00 in SLOPE = 0.25 Q FULL = . 5.69 cfs V FULL = 3.22 ft/sec FLOW TIME = 0.58 min POINT CB 14 TO CB 2 Tc = 8.74 min AREA = 0.13 acres i C = 0.89 MAC = 1.85 1 = 2.15 in/hr Q DESIGN = 3.97 cfs V DESIGN = 3.92 ftisec PIPE: INVERT IN = 12.34 ft INVERT OUT = 12.81 ft LENGTH = 96.00 ft n = 0.012 DIAM = 18.00 in SLOPE = 0.34 % Q FULL = 6.63 cfs V FULL = 3.76 ft/sec FLOW TIME = 0.41 min 3� %lE7/ 12-6-So w `7013 5.o 7 POINT CB ZOT TO CS 19 Tc = 5.00 min ARER = 0.26 acres is = 0.90 SAC = 0.24 = 70 in/hr 1] DESIGN = y.54 cfs V DESIGN = 6.45 inset PIPE INVERT 1N = INVERT OUT = LENGTH = n = DIAM = SLOPE _ Q FULL = V FULL = FLOW TIME _ POINT CB 11 TO CB 2 10.75 it 9.00 it 39.00 it 0.E+12 8.00 in 4.50 , 2. 73 cis 7.96 ftisec 0.10 win Tc = 5.00 min AREA = 0.65 acres C = 0.69 7AC = 0.45 I = 2.70 in/hr 0 DESIGN = 1.21 cis V DESIGN = 2.80 ftisec PIPE INVERT IN = 12.16 it INVERT OUT = 12.01 it LENGTH = 43.00 it n = 0.012 DIAM = 12.00 in SLOPE = 0.31 %: 0 FULL = 2.13 cfs V FULL = 2.72 inset FLOW TIME = 0.29 win 33Ala 8 I )Z—&,—So �Jw C/o /3S.07 r D . •4 7 AcrzE (O l (, 2. 02- (Go r- A L C.Arl c"' s, ) Cc A, = /.;v 6,a,-, = o , 22 3 LFS o v.L2 -%Lr-s =- o. 5 S S \/ _ 34P (29 53) _ �o �ZS• s3��. SS 8� _ 5 Zs,53 -f .7 873 c� ACAS: i'I�iC �rys'� ✓�Li1ME 1 S �rn�cc.t,�-.. T+F�ry � veac.v�� i� T�rE 012-A&, VJLUrAC 5714vLTLR. c'. Aa'J> / N 7-+-c l �I'iL0T 5T,4-Y e5115e,, IA44-Y "'1t� ��E', Tlfi� G.U, I4r.�D P��NI'P s�ZinJG, G4u..VL�4-77oN� R��A�r,J coc-u - r-Jo. /o AT = 0,32ACzc- G = 0.8.5 6�, = /00if, 0.'z-,C. s 27 3 L-�5 _ o. 82 Ld•3�i(o•SS� n,BZ 3 3 l3/3 �>w 90135.a7 (34Zo)(i�.bs) z�(.548 c- Pre 7-T C-r At le fto--, CAVC'S / rN6. /O'Yoviter. / I ,vA (70 X J X215io cF. � w /7 S CF- �ov� 77ff ?c.wA P 5, Z i t-16 C A-t C is t-A-n opS 7*- ejw ✓ 6. Golder Associates Inc. 4104.148th Avenue, NE Redmond, WA 98052 Telephone (206) 883-0777 Fox (206) 882-5498 October 24, 1994 William Polk Associates 1120 Post Alley Seattle, WA 98101 ATTENTION: Mr. Tom Schilb RE: GEOTECHNICAL DESIGN EVALUATION PROPOSED K-MART ADDITION, STORE #4480 RENTON, WASHINGTON Dear Tom: qdmI.Golder Associates Our ref: 943-1622 Golder Associates Inc. is pleased to present the results of our foundation recommendations for the proposed addition to K-Mart store #4480, Renton, Washington. The purpose of this study was to review the earlier geotechnical report and addendum by Klohn Leonoff Inc., re-evaluate the liquefaction risks and consequences, and develop pile design recommendations for foundation support of the proposed addition. Our work was completed in general accordance with our scope under task 1 of our proposal to William Polk Associates dated April 6, 1994. Specific issues that are addressed in this letter report include the following: • evaluation of the liquefaction potential of the on site soils, • pile design recommendations, • estimates of seismic displacements, and • comments on pile installation. Based on the results of our analysis, the proposed project appears feasible from a geotechnical standpoint, provided the addition is supported on a pile foundation. The results of our analysis indicate that the loose to medium dense sands and silts below the water table have a high risk of liquefaction under typical earthquake design peak horizontal accelerations of 0.2 g to 0.3 g. However, the pile foundations can be designed to support the estimated down drag loads and lose of lateral soil suppo �Erint OF�ON liquefaction. E I V E D PROJECT AND SITE DESCRIPTION NOV - 1 1994 The project consists of adding an addition to the existing K-mart Store #14VA.CV463DIVISION southeast of the corner of Rainer Ave. and South 3rd Place, in Renton, W-3-srungton. Design drawings by William Polk Associates, dated August 18, 1994, show a proposed Q- I -x 3'� OFFICES INAUSTRALIA, CANADA, GERMANY, HUNGARY, ITALY, SWEDEN, UNITED KINGDOM, UNITED STATES October 24 1994 2 943-1622 85-foot extension of the main building to the north, combined with an adjoining auto service center and new garden center. The finished floor elevation will match the existing building floor slab elevation of about 26 feet, with anticipated maximum floor slab loads of 300 pounds per square foot. Information on the plans provided to us indicated a lightly loaded one-story building with load bearing walls with loads of 2 to 3 kips per lineal foot and column loads of up to 140 kips. At the time of Golder Associates' involvement with this project, the proposed addition and foundation had been designed. The previous geotechnical report, by Klohn Leonoff, gave several options for foundation support of the proposed building and floor slab, and it is our understanding an auger -cast pile foundation and structural floor slab were selected for support of the building. It is our understanding the existing 84,000-square-foot building is supported on a spread -footing foundation with slab -on -grade floor support and was constructed in the early 1970's. It is reported that the site was preloaded to limit post -construction settlements and a prism of structural fill was placed under the foundation elements. Topographic relief across the entire site is on the order of 4 feet, but is nearly level in the proposed expansion area. It is our understanding that the area to be developed contains the existing garden shop and adjacent asphalt surfaced parking areas. PREVIOUS WORK Klohn Leonoff Inc. performed a subsurface investigation and produced a geotechnical engineering report for the proposed project in the summer of 1992 (Klohn Leonoff, 1992). A subsequent addendum dated August 20, 1992 addressing lateral pile capacities and potential free -field deflections in the event of liquefaction during the design earthquake. Five borings were advanced to depths of up to 35 feet across the site during Klohn Leonoffs subsurface investigation. SUBSURFACE CONDITIONS The subsurface conditions were interpreted from the previous borings performed for Klohn Leonoff s the geotechnical report, dated July 1, 1994. Please refer to this report for locations and detailed boring descriptions and laboratory test results. Based on the borings by Klohn Leonoff, the site is generally underlain by varying thicknesses of fill, over loose silty sands and soft silts to a depth of 15 feet below the ground surface. Below 15 feet, generally dense sands, gravelly sands, or stiff silts were encountered in the borings. Groundwater was encountered in all of Klohn Leonoff's borings at about 7 feet below the existing ground surface. For our pile foundation and liquefaction analysis, we have assumed an average soil profile that consists of the following: 0-3 feet, loose, moist, granular fill, native sands or sandy silt, blow counts Golder Associates October 24 1994 3 943-1622 (N) ranging from 2 to 12 blow counts, material is quite variable; • 3-7 feet, soft, low -plastic, wet clayey silt, Plasticity Index (PI) in the 10 to 20 range, N ranging from 2 to 5; • 7-10 feet, soft, low -plastic, saturated clayey silt, PI in the 10 to 20 range, N from 2to5; • 10-15 feet, loose/medium dense, saturated sand to silty sand, N ranging from 7 to 18, silt content from 10 to 33%; and • 15-35 feet, dense, saturated sand, gravely sand or stiff, saturated silt, blow counts ranging from 11 to 88, this material is quite variable. CONCLUSIONS AND RECOMMENDATIONS General Based on our review of the previous geotechnical subsurface information and the results of our geotechnical engineering study, we concur with Klohn Leonoffs recommendation regarding supporting the proposed addition, to K-Mart Store #4480, on an auger cast pile foundation combined with a structural floor slab. Other options are available for foundation support, however, the liquefaction risk and potential for compressible settlement at this site prevents the use of spread footings and slab -on -grade construction unless substantial ground improvement is accomplished. Liauefaction Analvsis Liquefaction refers to a temporary condition in which vibrations or ground shaking, usually from earthquake forces, results in high pore pressure and subsequent loss of shear strength. In general, soils that are most susceptible to liquefaction include soft sandy silts and loose fine sands. For the proposed project, the liquefiable soils include the loose to medium dense sands below the water table. Although the test results indicated it to be plastic and non -susceptible to liquefaction, we also treated the clayey silt unit as being essentially non -plastic and susceptible to liquefaction. This is conservative and reflects the possibility that some of the unit may grade to non -plastic silts. The major implications of liquefaction for this project are the potential loss of lateral pile support and the potential for settlement of the soils creating a vertical down -drag force on the upper portion of the piles. Although the soils were not investigated below the existing building, liquefiable soils likely occur below the existing building footprint. The liquefaction potential of the on -site soils was evaluated using Harder and Seed's (1991) method of analysis, which determines whether the soils can liquefy during a large seismic event. Using this approach, we found that there is a potential for liquefaction of the loose to medium dense sand, silty sand, and soft plastic silt layers below the groundwater table for a seismic event that produces peak ground accelerations on the order of 0.2 to 0.3 g. Horizontal ground accelerations of this magnitude could be produced by a magnitude 7.0 earthquake, which would be representative of the Uniform Building Code (UBC) zone 3. Golder Associates October 24, 1994 4 943-1622 Based on this analysis, the potentially -liquefied zone is generally located 7 to 15 feet below the existing ground surface. Due to the limited thickness of the material, liquefaction is not expected to significantly reduce the axial capacity of the piles. However liquefaction of this layer would reduce the lateral resistance of the soil and increase the deflection of the pile under the lateral load. Liquefaction has been known to induce lateral spreading of the ground on slopes as flat as a few degrees. There is no rigorous method to evaluate the risk of lateral spreading. As discussed in the Klohn Leonoff August 1992 report, the theoretical maximum limits of lateral movements could be quite large if spreading occurs. It is not practical to design the foundation for the new addition to resist these maximum theoretical movements. Ground densification is also not practical since it would likely damage the adjacent existing structure. Even if the new addition could be designed for lateral spreading, the adjacent existing structure would not resist lateral spreading. However, in our opinion the risk of lateral spreading at this site is small due to the flat slopes and limited thickness of liquefiable soils. Thus it is considered appropriate to ignore the condition of lateral spreading in the design of the foundation provided the owner understands that there is a small residual risk that lateral spreading could damage the structure. Pile Foundations General Auger -cast piles are considered appropriate for this project because they can be installed next to the existing structure with minimal ground disturbance and vibration. Installation of driven piles could cause damage to the existing structure. The disadvantage of auger -cast piles is that they are more sensitive to the contractor's installation methods. For this reason, we recommend that only pre -qualified, experienced, auger -cast -pile contractors be considered and installation of all piles be observed by a geotechnical engineer or his representative. An auger -cast pile is formed by drilling with continuous flight augers to a set depth and backfilling the hole with grout, pumped though the hollow stem, as the auger is steadily withdrawn. Pre -tied or welded rebar cages can be pushed down into the unset grout to provide internal reinforcing. Auger -cast piles can be designed and installed at various diameters. We are providing design recommendations for a 16-inch diameter auger cast pile foundation which are shown on the current design drawings. Vertical Capacity Based on the subsurface borings by Klohn Leonoff and our analysis, we recommend a 60-kip allowable vertical capacity for a properly installed auger -cast pile embedded 10 feet into bearing soils consisting of dense deposits below the potentially liquefiable zone. For a 16-inch diameter, properly installed auger cast pile, embedded 15 feet into dense deposits below the potentially liquefiable zone, we recommend a 75-kip allowable vertical capacity. These allowable capacities include a reduction of 15 kips due to down drag imposed on the pile by settlement of the upper soils following a liquefaction event. Golder Associates October 24, 1994 5 943-1622 Based on this design criteria, average lengths of 25 to 30 feet are estimated for 60-kip and 75-kip axial design loads, respectively. Uplift Capacity Uplift pile capacity develops as a result of side friction between the pile and the adjacent soils. For 10 feet of embeddment in dense, bearing soils, a 16-inch diameter auger cast pile can be designed with an allowable uplift capacity of 20 kips. An allowable uplift capacity of 30 kips is recommended 16-inch auger cast pile embedded 15 feet into dense bearing soils. Piles subjected to uplift must have internal reinforcing capable of transferring the uplift forces to the portion of the pile below the potentially liquefiable zone. Lateral Deflection To compute lateral deflection of the pile during a potential liquefaction event, a computer program, LPILE (Reese and Wang, 1993) was used. This program calculates deflection, shear, moment, soil reaction and total stress along the pile shaft. A fixed head pile was assumed in the analysis, based on discussions with the structural engineer. To simulate liquefaction of the soil layer from 7 to 15 feet below the ground surface, the friction angle of the soil was assumed to be zero and with a nominal cohesion. To allow for reduced soil strength of the non -liquefied deposits during a seismic event, the cyclic loading option on the LPILE program was used during the analysis. A total of 30 loading cycles were select during the computer run in order to simulate the design earthquake. The following soil properties were used in the LPILE analysis to simulate a single pile: • 0 - 3 ft. Friction Angle = 30 deg. Cohesion = 0 Effective Unit Weight = 115 pcf (0.067 pci) Modulus of Subgrade Reaction = 25 pci • 3 - 7 ft. Friction Angle = 0 deg. Cohesion = 200 psf (1.389 psi) Effective Unit Weight = 110 pcf (0.067 pci) • 7- 15 ft. Friction Angle = 0 deg. Cohesion = 5 psf (0.035 psi) Effective Unit Weight = 53.6 pcf (0.031 pci) • 15 - 30 ft. Friction Angle = 38 deg. Cohesion = 0 Effective Unit Weight = 67.4 pcf (0.039 pci) Modulus of Subgrade Reaction = 125 pci The pile was modeled as a 16-inch diameter concrete pile with a modulus of elasticity of 4 X 106 psi. To simulate group effects for piles spaced 2.5 to 3 pile -diameters apart, the modulus of subgrade reaction was reduced to 25% of that for a single pile. A reduction of this magnitude to the modulus of subgrade reaction is considered to be conservative for pile groups that only have two or three piles in line with lateral loading. Golder Associates October 24, 1994 6 943-1622 The LPILE program was run for a 30 foot long 16-inch diameter auger cast pile for 5-, 10- and 15-kip lateral loads for a single pile and pile groups. The loading criteria is based on discussions with the structural engineer. Group pile loading is based on two piles spaced at 2.5 times the pile diameter, in the line of the direction of lateral loading. Table 1 lists the calculated deflections and maximum moments from the LPILE program. The output for the 10-kip single pile run and influence diagrams, for six runs from the LPILE program are attached to this letter report. Settlement If properly installed, the pile foundation is anticipated to settle less than 1/2 inch with differential settlements of about 1/4 to 1/2 inch. TABLE 1 LPILE CALCULATED LATERAL PILE DEFLECTIONS Pile Loading Lateral Load Per Pile (kips) Deflection at Top of Pile (in) Maximum Moment (k-in) single 5 0.12 -279 group 5 0.26 -395 single 10 0.36 -673 group 10 0.60 -847 single 15 0.72 -1,163 group 15 0.98 -1,327 Pile Spacing A minimum center -to -center pile spacing of 2.5 times the pile diameter is recommended for design. Pile Caps Pile caps along the exterior of the building should extend a minimum of 18 inches below exterior ground surface to minimize the risk of frost heave. Pile Installation Criteria Strict quality control of auger cast pile installation is required as the structural integrity of the pile is sensitive to operator control. Structural integrity of the pile could be Golder Associates October 24, 1994 7 943-1622 compromised by incomplete filling of the pile hole, discontinuities along the shaft and reduction of cross sectional area. Also, as based on the soil borings, the depth to bearing soils varies across the site. For these reasons, we recommend a geotechnical engineer or his representative observe the installation of all piles to verify adequate embeddment into bearing soils and proper installation. As recommend by Neely (1991), when drilling, the auger should be advanced at a steady rate. At the required depth, the auger should be raised to one to two feet while positive rotation is maintained. After grout pressure is built up and a volume equivalent to two feet of pile is discharge, the auger should be relowered to the original depth and sufficient grout pumped to create a minimum five foot grout head above the auger. The should than be withdrawn at a rate consistent with grout supply while maintaining positive rotation of the auger to retain the soil on the auger and to insure the grout fills the entire pile cross section. In order to minimize the undesirable effect of soil decompression (i.e. when the auger is tending to transport soil to the surface faster than it is penetrating the ground) equipment with at least 20,000 ft-lb of torque and auger pitch equal to one-half the diameter should be used. At all times, the volume of grout pumped must be greater than the theoretical volume of the hole created by the auger. The volume of grout used for each pile should be measured and should be greater than 1.4 times the theoretical volume. For saturated alluvial deposits it is not uncommon to have actual grout volumes of up to 1.6 time the theoretical volume. Upon withdrawal of the auger, a short steel sleeve should be placed at the top of each pile to prevent contamination of the grout by the surrounding soil and provide a level pile at the design elevation of the butt. Reinforcing steel is typically installed by pushing rebar or a pre -fabricated cage into the unset grout. As a minimum, we recommend that the piles be design with one centralized rebar which extends the full length of the piles. The purpose of the centralized rebar is to confirm the pile has a continuous grout column and there is no discontinuities or soil necking along the pile shaft. Installation of adjacent piles should be avoided until the grout has set a minimum of 24 hours. If the grout surface subsides from installation of adjacent piles, that pile should be abandoned and redrilled. Pile Load Verification Provided the pile installation is monitored by a geotechnical engineer or his representative and no pile damage is noted, load verification tests are not recommended. Golder Associates October 24 1994 8 943-1622 Existine Buildine/Addition Interaction As the existing building is supported on spread footings and the proposed addition on piles, the two structures will likely behave differently during a seismic event. Discussions with the structural engineer indicate that during a seismic event, the existing building and proposed structure will have horizontal deflections similar in magnitude to those at the foundation. Assuming that the two buildings are out of phase during an earthquake and based on the LPILE results, horizontal foundation deflection at the connection of the two structures is estimated to be two times the calculated lateral pile deflection. If liquefaction is induced by a seismic event of sufficient magnitude and duration, the ground surface will settle as the pore pressures dissipate and the liquefied deposits density. As the new addition is proposed to be founded on a pile foundation with a structural floor slab, settlement of the ground surface would only impact the existing building, which is founded on spread footings. Based on the scenario of eight feet of soil liquefying during the design earthquake, we estimate vertical ground settlements on the order of 2 to 4 inches. As the liquefiable soils are of alluvial origin and tend to vary in density, consistency and thickness over relatively short distances, liquefaction typically would not be uniform across the site and differential settlements of up to 1/2 the total settlement could be expected. Long term settlement of the existing structure may continue over time as the soil creeps, or the possibility of lower of the groundwater table. We estimate up to one inch of long term vertical settlement of the existing building relative to the proposed addition. To allow for vertical and horizontal settlements between the two structures, we recommend the two buildings be structurally isolated from each other and also allow for the estimated horizontal displacement during the design seismic event. This could be accomplished by providing a non -loading carrying joint between the two structures and a minimum open space. CLOSURE The conclusions and recommendations presented in report are based on subsurface explorations by others, and geotechnical analysis by Golder Associates Inc. The integrity of the foundation depends on proper site preparation and construction procedures. We are available to provide geotechnical engineering services during the construction and design phases of this project. Golder Associates October 24, 1994 9 943-1622 We appreciate the opportunity to provide you with this information. If you have any questions, please contact us. Respectfully submitted, GOLDER ASSOCIATES INC. 1 lRobe D. Luark, P.E. hni al ngineer % 11 um, -� \ Principal RDL/RLP/cla •.1 _, i0, 7 524 SfQ14ALW �+RES � Golder Associates October 24, 1994 10 943-1622 REFERENCES Klohn Leonoff, Inc (July, 1992), "Subsurface Investigation and Geotechnical Engineering Report Proposed K Mart Addition, Store # 4480, Renton Washington" Klohn Leonoff, Inc (August, 1992), "Addendum To the Geotechnical Report Store # 4480" Neely, W.J., (1991). 'Bearing Capacity of Auger -Cast Piles in Sand." Journal of Geotechnical Engineering, Vol. 117 No. 2, ASCE, 331-345. Reese, L.C., and Wang, S. (1993), 'Documentation of Computer Program LPILE, Version 4.0", Ensoft, Inc., Austin, Texas Seed, R.B., and Hardner, L.F., Jr. (1990), "SPT-Based Analysis of Cyclic Pore Pressure Generation and Undrained Residual Strength:, Proc. of H. Bolton Seed Memorial Symposium, Berkeley, CA, Vol II, 351-376. Golder Associates APPENDIX A Golder Associates APPENDIX A I. DEFLECTION, MOMENT, AND SHEAR DIAGRAMS FROM LPILE PROGRAM FOR: A. fixed head, 5 kip lateral load B. fixed head, 10 kip lateral load C. fixed head, 15 kip lateral load D. fixed head, modulus of subgrade reaction reduced to account for pile group effects, 5 kip lateral load E. fixed head, modulus of subgrade reaction reduced to account for pile group effects, 10 kip lateral load F. fixed head, modulus of subgrade reaction reduced to account for pile group effects, 15 kip lateral load II. LPILE OUTPUT FOR 10 FIXED HEAD, 10 KIP LATERAL LOAD Golder Associates APPENDIX B Golder Associates Depth (Inches) to r r r r r O Co O O O O Co o 0 o O I rmTMTFT A O .................. .............. ..... ..... ..... C .........}........�......... }........ {.........: ............... ....... :.............. I N A 7 K Nu _ ...... ..... ...... _ ..... ...... ... .................i.........;......... i r.........}........ ........:........ O [[ m D N . ........ _.......................:.................. ........:... .. ... ... .. .. ............ V -v m- mo m ..... ................... ...... ..... ................... ..... ...... 0 o moam 0 C mD ..... ...... ... n Np A v,pZ -pmm ro-° o ; �-.�r 'Mom M OC C M nv=iiF 0.00 0 20 40 60 d 80 r U C ►" 100 v r d 120 C 140 160 180 200 Deflection (Inches) 0.10 0.20 0.30 0.40 RUN? G5.GRF Cntl-P to Print Screan FIXED HEAD SINGLE PILE WITH SOIL SUBGRADE MODULUS REDUCED TO ACCOUNT FOR PILE GROUP AT 5 KIP LATERAL LOAD POLK/KMARK/WA PROJECT NO.943 1622 DRAWING NO, 53549 DATE IW4/94 DRAWN BY EA Golder Associates Shear(Pounds) C1000' s) 2.0 3.0 4.0 5.0 6.0 O 2 O ...... ..... ..... ..... .. ...... ..... 40 .............. ......... .......:......... i................... {......... 60 ...... ..... n m80 .. .................... :......... .................. ......... ......... t C 100 t t i t a120 ...... ..... ..... ..... .................. C 140 :.........:........:.........'.........:..........I........:......... 160 i........:.........c.......... :........:.........i........c......... 1 8 D;.......... '......... i......... ;........i................... :........ . 200 RUN7GS.GRF Cnt1-P to Print Scream FIXED HEAD SINGLE PILE WITH SOIL SUBGRADE MODULUS REDUCED TO ACCOUNT FOR PILE GROUP AT 5 KIP LATERAL LOAD POLKNMARKMA eHWtGI NO.943 1622 UHAWING NO. 53550 DATE IW4/94 DRAWN BY EA Golder Associates Deflection (Inches) 0.00 0.20 0.40 0.60 0.90 C 210 40 60 BO 100 120 140 160 100 200 RUN7G10.GRF Cntl-P to Print Screen FIXED HEAD SINGLE PILE WITH SOIL SUBGRADE MODULUS REDUCEDTO ACCOUNT FOR PILE GROUP AT 10 KIP LATERAL LOAD POLK/KMARK/WA PROJECT N0. 943 1622 DRAWING NO. 53551 DATE 1=4194 DRAWN aV EA Golder Associates Moment (Inch -Pounds) C1000000's) -1.0 -0.5 0.0 0.5 1.0 O 20 40 60 80 100 120 140 160 180 200 ;.........,........: ......:.........�........... ....... ;.......... :.................. i......... ......... i......... >........t......... RUN7G10.GRF Cntl-P to Print Screen FIXED HEAD SINGLE PILE WITH SOIL SUBGRADE MODULUS REDUCED TO ACCOUNT FOR PILE GROUP AT 10 KIP LATERAL LOAD POLK/KMARKMA PROJECT NO. 9431622 DRAWING NO. 53552 DATE 1012494 DRAWN BY EA Golder Associates Shear(Pounds) (1000's) 4.0 6.0 8.0 10.0 12.0 O 20 .. ...... ...... ..... ...... ... ................. 40 .. ...... .......i. ................... 60 _ .. .......... _ ....................... n M80 .. ..c .........................}........F.. ...... .�........... t u C 100 L rr Q 120 ..... ..... ...... ....... d G 140 .. ..... ..... ..... ..... ..... ..... 160 ..... ..... ...... 1 S O ...?..........................'..................}................. 200 RUN7G10.GRF Cntl-P to Print Screen FIXED HEAD SINGLE PILE WITH SOIL SUBGRADE MODULUS REDUCED TO ACCOUNT FOR PILE GROUP AT 10 KIP LATERAL LOAD POLK/KMARK/WA PROJECT NO. 943 1622 DRAWING NO. 53553 DATE 10/24194 DRAWN BY EA Golder Associates pa JZir aoO y O 60 LLJIL M �. � O d O.pJ o W d oQY Z a r CC W ...... ...... J =�O p a oc c .. ...... ..... X0W ........................_.......... o a o Wi O ...................................' t. ......}................... i........:......... 00 y ......... ..... ................... ... ............. _........ ri (A w a :.................. •� o- i.......... .......... ......... .......... 2 0 N 60 O O O ro a �o co O cQv p cco O (sayZ)Ul) gld-a k, Moment <Inch -Pounds) (1000000's) -2.0 -1.0 0.0 1.0 2.0 O 20 40 60 80 100 120 140 160 ISO 200 ............. N...... ......... ........ ............................ RUN7G15.GRF Cnti-P to Print Screen FIXED HEAD SINGLE PILE WITH SOIL SUBGRADE MODULUS REDUCED TO ACCOUNT FOR PILE GROUP AT 15 KIP LATERAL LOAD POLK/KMARK/WA PROJECT NO.943 1622 DRAWING NO. 53555 DATE 1W494 DRAWN BY EA Golder Associates J F— p Q Z m (n m O cr u H V Q �Q[Co L Wa J �F- a o LU W V a (� p Y Zptn ., W �-- U) -�+ C (/) ........................................ ...... i................... :........ ........ W J a. u a =DO p O cc ..... ...... ..... ... X2W o v...... ........................_..... "oa IA N .... j. ..... ...... ......:........{...... .... ..... (� 00 a... L _ ..... ...... _. .... :... .... ...... ...... N lA � O d H.. t ...... ..... .�. .. ...... ..... ...... ..... ...... ..... .�. Q! O N O �•1 .-� al rl .� N (say,auI) g4aap III G1 cc a O M U) a L C1 v O a ...1 F-- p a ZQ U)DOcc d d =U § " �QMO, ++ w 0 LLJ a a` a J UpY a ZW4-) O N Q�0. ............................:...... = J 0 O o ..... ..... ..... ...... pQU C..... ..... X 2 J :........_:.................... wwa ........ ....... ...... ..... ...... .... cc . .............. ......... ........ i......... f........ ..... m U. ai _..... ....._............................................... ..... 1 W (n N V O z. N.. ............ ... ... ..�..... ... ;......... {... ......�........ {.......... cc O _ ... ...... ..... ...... ...... ..... ...... ... .. ...... ..... ° (Y O O O O O O a 0 0 G O O rl .•� .1 .� ,� N (sa4)uI> 41da4 k 0 m c z W C Ql �> v �m-n mom 0vv �r-rn ainv �mN v,vz 0 A C r mom � .� -UmOm °MD* W ro= n= n moCc Dv-ir Depth (Inches) N r r r r r 0 o gCo 0 0 0 0 N 700 0 7� IF T q o .... ...... ..... ... .........t.........:........:.........'y......... ..... ....... .......�... ........�.........s........: ...... ...._ ..... _ ..... ..... _ .•• 1.� 0 a 0 O �l R..... •...rr .. ,r... .. ... ... ..... ..... ..... ...... ..... ....:................... :......... ......... ........ . ..... ................... �....�........ �.........j.........: .........y........ T..... ... ... ...r. rrr.. ...... ..... ..... ...... ..... N p m N Oa 00 •� •� ,� rl "� N (sayauI) Nlaaa J I— Cl a U)=0� O� I=UQ �< Wa J 0 F" a � J W �QY F�o L� (n Q w-ja =DO W 0 O x2W ULWJ °aa CC M m O Cn _.- •. rr.w+-� 1 , Moment <Inch -Pounds) C1000000's> -1.0 -0.5 0.0 0.5 1.0 O 20 40 60 80 100 120 140 160 180 200 j.........:.........�.........;........i......... y........ ;....... ..1 RUN 7 E10. OW Cntl-P to Print Scre an FIXED HEAD SINGLE PILE WITH SOIL SUBGRADE MODULUS REDUCEDTO ACCOUNT FOR PILE GROUP AT 10 KIP LATERAL LOAD POLKNMARKMA PROJECT NO. 943 1622 DRAWING NO. 53560 DATE ID124194 DRAWN BY EA Golder Associates W mC O� M �v r'm-n DOm mov cr- = MCn aNv �mcn ooz xCr umm nom -UM 0m �rn� 0= 0 r nZ0 nG—Ir z a I vi Depth (Inches) Co O O 0 O D O n N ................ ..... ..... .... .. .....y4 r 0 0 7 Cn C -n Ca O0 M M .2 a r= m -n Moo CT r- YCD >Nv im(n 0 10Z ACM Mmm nod -Umom 0 z:,rn� moo= mprcn > 00 I F P R �r V 0 N n Z 0 Depth (Inches) O O O O O O O O O O O O O 0 O 0 Co O Mo++en t ( I ncFr Pounds ) (1000000' r ) -1.5 -1.0 -0.5 0.0 0.5 O 20 .. ...... ...... ..... 40 :..................I.... ............. i......... y........ ;......... so...... ..... ..... .................. ..... n aeo v .................:.................. ......................... r u c 100 ..... ...... ..... t a 120 ................ c 140 .. ...... ..... ...... .................. .... ..... 160 .. 18O.... y.......... ......... i......................... y........ ;......... 200 RUN7E15.GRF Cnt2-P to Print Screen FIXED HEAD SINGLE PILE WITH SOIL SUBGRADE MODULUS REDUCED TO ACCOUNT FOR PILE GROUP AT 15 KIP LATERAL LOAD POLK/KMARKMA PROJECT NO. 943 1622 DRAWING NO. 53563 DATE t0/24�94 DRAWN BY EA Golder Associates 0.5 0 20 40 60 8 80 d L u c 100 L a 120 a 0 140 160 180 200 Shear(Pounds) (10000's) 1.0 1.5 2.0 2.5 Ililllllllll�llllllllillllllllfallll ................ ..... j.................. j......... y........ ......... ..j.........:.........j................... j......... j........ {......... RUH7E15.GW Cntl-P to Print Screen FIXED HEAD SINGLE PILE WITH SOIL SUBGRADE MODULUS REDUCED TO ACCOUNT FOR PILE GROUP AT 15 KIP LATERAL LOAD POLK/KMARK/WA rnwtt,1 NU, B431622 UHAWING NO. 53564 DATE 70/24/94 DRAWN BY EA Golder Associates * PROGRAM LPILE 4.0 * (C) COPYRIGHT ENSOFT, INC., 1993 * ALL RIGHTS RESERVED * ----------------------------------------------- * * * Prepared for * * * Golder Associates * 4104 1048 Ave. NE. * Redmond, WA 98052 * License No. 674-092393 * * * 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 RENTON K-MART LATERIAL PILE ANALYSIS - LIQUIFIED CONDITION UNITS--ENGLISH UNITS I N P U T I N F O R M A T I O N ********************************* THE LOADING IS CYCLIC NO. OF CYCLES = .30D+02 -------------------------- PILE GEOMETRY AND PROPERTIES ---------------------------- PILE LENGTH 2 POINTS X IN .00 360.00 SOILS INFORMATION ----------------- DIAMETER IN 16.000 16.000 = 360.00 IN MOMENT OF AREA INERTIA IN**4 IN**2 .322D+04 .201D+03 .322D+04 .201D+03 X AT THE GROUND SURFACE _ .00 IN SLOPE AT THE GROUND SURFACE _ .00 DEG. 5 LAYER(S) OF SOIL MODULUS OF ELASTICITY LBS/IN**2 .400D+07 .400D+07 LAYER 1 THE SOIL IS A SAND - P-Y CRITERIA BY REESE ET AL, 1974 X AT THE TOP OF THE LAYER = .00 IN X AT THE BOTTOM OF THE LAYER = 36.00 IN MODULUS OF SUBGRADE REACTION = .250D+02 LBS/IN**3 LAYER 2 THE SOIL IS A SOFT CLAY X AT THE TOP OF THE LAYER = 36.00 IN X AT THE BOTTOM OF THE LAYER = 84.00 IN MODULUS OF SUBGRADE REACTION = .000D+00 LBS/IN**3 LAYER 3 THE SOIL IS A SOFT CLAY X AT THE TOP OF THE LAYER = 84.00 IN X AT THE BOTTOM OF THE LAYER = 120.00 IN MODULUS OF SUBGRADE REACTION = .000D+00 LBS/IN**3 LAYER 4 THE SOIL IS A SOFT CLAY X AT THE TOP OF THE LAYER = 120.00 IN X AT THE BOTTOM OF THE LAYER = 180.00 IN MODULUS OF SUBGRADE REACTION = .000D+00 LBS/IN**3 LAYER 5 THE SOIL IS A SAND - P-Y CRITERIA BY REESE ET AL, 1974 X AT THE TOP OF THE LAYER = 180.00 IN X AT THE BOTTOM OF THE LAYER = 360.00 IN MODULUS OF SUBGRADE REACTION = .125D+03 LBS/IN**3 DISTRIBUTION OF EFFECTIVE UNIT WEIGHT WITH DEPTH 10 POINTS X,IN WEIGHT,LBS/IN**3 .00 .67D-01 36.00 .67D-01 36.00 .64D-01 84.00 .64D-01 84.00 .31D-01 120.00 .31D-01 120.00 .31D-01 180.00 .31D-01 180.00 .39D-01 i 360.00 .39D-01 DISTRIBUTION OF STRENGTH PARAMETERS WITH DEPTH 10 POINTS X,IN C,LBS/IN**2 PHI,DEGREES E50 .00 .000D+00 .300D+02 ----- 36.00 .000D+00 .300D+02 ----- 36.00 .139D+01 .000 .200D-01 84.00 .139D+01 .000 .200D-01 84.00 .35OD-01 .000 .200D-01 120.00 .35OD-01 .000 .200D-01 120.00 .35OD-01 .000 .200D-01 180.00 .35OD-01 .000 .200D-01 180.00 .000D+00 .380D+02 ----- 360.00 .000D+00 .380D+02 ----- BOUNDARY AND LOADING CONDITIONS ------------------------------ LOADING NUMBER 1 BOUNDARY CONDITION CODE LATERAL LOAD AT THE PILE HEAD SLOPE AT THE PILE HEAD AXIAL LOAD AT THE PILE HEAD 2 .100D+05 LBS .000D+00 IN/IN _ .000D+00 LBS FINITE -DIFFERENCE PARAMETERS NUMBER OF PILE INCREMENTS = 200 DEFLECTION TOLERANCE ON DETERMINATION OF CLOSURE _ .100D-04 IN MAXIMUM NUMBER OF ITERATIONS ALLOWED FOR PILE ANALYSIS = 100 MAXIMUM ALLOWABLE DEFLECTION = .16D+03 IN OUTPUT CODES KOUTPT = 1 KPYOP = 0 INC = 1 O U T P U T I N F O R M A T I O N ********************************* LOADING NUMBER 1 BOUNDARY CONDITION CODE LATERAL LOAD AT THE PILE HEAD SLOPE AT THE PILE HEAD AXIAL LOAD AT THE PILE HEAD X DEFLECTION MOMENT SHEAR IN ***** .00 1.80 3.60 5.40 7.20 9.00 10.80 12.60 14.40 16.20 18.00 19.80 21.60 23.40 25.20 27.00 28.80 30.60 IN ********** .362D+00 .362D+00 .362D+00 .361D+00 .361D+00 .360D+00 .359D+00 .358D+00 .357D+00 .356D+00 .354D+00 .353D+00 .351D+00 .349D+00 .347D+00 .345D+00 .343D+00 .341D+00 LBS-IN ********** -.671D+06 -.653D+06 -.635D+06 -.617D+06 -.599D+06 -.582D+06 -.564D+06 -.546D+06 -.529D+06 -.511D+06 -.494D+06 -.478D+06 -.461D+06 -.445D+06 -.429D+06 -.414D+06 -.399D+06 -.385D+06 LBS ********** .100D+05 .100D+05 .999D+04 .997D+04 .994D+04 .989D+04 .983D+04 .975D+04 .966D+04 .954D+04 .940D+04 .924D+04 .905D+04 .884D+04 .860D+04 .833D+04 .805D+04 .773D+04 = 2 .100D+05 LBS .000D+00 IN/IN _ .000D+00 LBS SOIL REACTION LBS/IN ********** .000D+00 -.353D+01 -.809D+01 -.138D+02 -.207D+02 -.286D+02 -.375D+02 -.477D+02 -.590D+02 -.715D+02 -.838D+02 -.969D+02 -.111D+03 -.126D+03 -.140D+03 -.154D+03 -.167D+03 -.182D+03 TOTAL STRESS LBS/IN**2 ********** .167D+04 .162D+04 .158D+04 .154D+04 .149D+04 145D+04 .140D+04 .136D+04 .131D+04 .127D+04 .123D+04 .119D+04 .115D+04 .111D+04 .107D+04 .103D+04 .993D+03 .958D+03 FLEXURAL RIGIDITY LBS-IN**2 ********** .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll 32.40 .339D+00-.371D+06 .739D+04-.196D+03 .924D+03 .129D+ll 34.20 .336D+00-.358D+06 .703D+04-.211D+03 .891D+03 .129D+ll 36.00 .334D+00-.346D+06 .679D+04-.510D+02 .861D+03 .129D+ll 37.80 .331D+00-.334D+06 .670D+04-.520D+02 .831D+03 .129D+ll 39.60 .329D+00-.322D+06 .660D+04-.530D+02 .801D+03 .129D+ll 41.40 .326D+00-.310D+06 .651D+04-.540D+02 .771D+03 .129D+ll 43.20 .323D+00-.299D+06 .641D+04-.550D+02 .743D+03 .129D+ll 45.00 .320D+00-.287D+06 .631D+04-.560D+02 .714D+03 .129D+ll 46.80 .317D+00-.276D+06 .621D+04-.570D+02 .686D+03 .129D+ll 48.60 .314D+00-.265D+06 .610D+04-.579D+02 .659D+03 .129D+ll 50.40 .311D+00-.254D+06 .600D+04-.588D+02 .631D+03 .129D+ll 52.20 .308D+00-.243D+06 .589D+04-.598D+02 .605D+03 .129D+ll 54.00 .305D+00-.233D+06 .578D+04-.607D+02 .579D+03 .129D+ll 55.80 .302D+00-.222D+06 .567D+04-.616D+02 .553D+03 .129D+ll 57.60 .298D+00-.212D+06 .556D+04-.625D+02 .528D+03 .129D+ll 59.40 .295D+00-.202D+06 .545D+04-.633D+02 .503D+03 .129D+ll 61.20 .292D+00-.193D+06 .533D+04-.642D+02 .479D+03 .129D+ll 63.00 .288D+00-.183D+06 .522D+04-.650D+02 .455D+03 .129D+ll 64.80 .285D+00-.174D+06 .S10D+04-.659D+02 .432D+03 .129D+ll 66.60 .281D+00-.165D+06 .498D+04-.667D+02 .410D+03 .129D+ll 68.40 .277D+00-.156D+06 .486D+04-.675D+02 .388D+03 .129D+ll 70.20 .274D+00-.147D+06 .474D+04-.683D+02 .366D+03 .129D+ll 72.00 .270D+00-.139D+06 .461D+04-.690D+02 .345D+03 .129D+ll 73.80 .266D+00-.131D+06 .449D+04-.693D+02 .325D+03 .129D+ll 75.60 .263D+00-.123D+06 .437D+04-.690D+02 .305D+03 .129D+ll 77.40 .259D+00-.115D+06 .424D+04-.687D+02 .286D+03 .129D+ll 79.20 .255D+00-.107D+06 .412D+04-.683D+02 .267D+03 .129D+ll 81.00 .251D+00-.100D+06 .400D+04-.680D+02 .249D+03 .129D+ll 82.80 .247D+00-.931D+05 .387D+04-.676D+02 .231D+03 .129D+ll 84.60 .243D+00-.862D+05 .381D+04-.170D+01 .214D+03 .129D+ll 86.40 .240D+00-.793D+05 .381D+04-.169D+01 .197D+03 .129D+ll 88.20 .236D+00-.725D+05 .381D+04-.168D+01 .180D+03 .129D+ll 90.00 .232D+00-.656D+05 .380D+04-.167D+01 .163D+03 .129D+ll 91.80 .228D+00-.588D+05 .380D+04-.166D+01 .146D+03 .129D+ll 93.60 .224D+00-.520D+05 .380D+04-.165D+01 .129D+03 .129D+ll 95.40 .220D+00-.451D+05 .379D+04-.164D+01 .112D+03 .129D+ll 97.20 .216D+00-.383D+05 .379D+04-.163D+01 .953D+02 .129D+ll 99.00 .212D+00-.315D+05 .379D+04-.162D+01 .783D+02 .129D+ll 100.80 .208D+00-.247D+05 .378D+04-.161D+01 .614D+02 .129D+ll 102.60 .204D+00-.179D+05 .378D+04-.160D+01 .444D+02 .129D+ll 104.40 .200D+00-.111D+05 .378D+04-.159D+01 .275D+02 .129D+ll 106.20 .196D+00-.427D+04 .378D+04-.158D+01 .106D+02 .129D+ll 108.00 .192D+00 .252D+04 .377D+04-.156D+01 .628D+01 .129D+ll 109.80 .188D+00 .931D+04 .377D+04-.155D+01 .232D+02 .129D+ll 111.60 .184D+00 .161D+05 .377D+04-.154D+01 .400D+02 .129D+ll 113.40 .179D+00 .229D+05 .376D+04-.153D+01 .569D+02 .129D+ll 115.20 .175D+00 .296D+05 .376D+04-.152D+Dl .737D+02 .129D+ll 117.00 .171D+00 .364D+05 .376D+04-.151D+01 .906D+02 .129D+ll 118.80 .167D+00 .432D+05 .376D+04-.150D+01 .107D+03 .129D+ll 120.60 .163D+00 .499D+05 .375D+04-.148D+01 .124D+03 .129D+ll 122.40 .159D+00 .567D+05 .375D+04-.147D+01 .141D+03 .129D+ll 124.20 .156D+00 .634D+05 .375D+04-.146D+01 .158D+03 .129D+ll 126.00 .152D+00 .702D+05 .375D+04-.145D+01 .175D+03 .129D+ll 127.80 .148D+00 .769D+05 .374D+04-.143D+01 .191D+03 .129D+ll 129.60 .144D+00 .837D+05 .374D+04-.142D+01 .208D+03 .129D+ll 131.40 .140D+00 .904D+05 .374D+04-.141D+01 .225D+03 .129D+ll 133.20 .136D+00 .971D+05 .374D+04-.140D+01 .242D+03 .129D+ll 135.00 .132D+00 .104D+06 .373D+04-.138D+01 .258D+03 .129D+ll 136.80 .128D+00 .111D+06 .373D+04-.137D+01 .275D+03 .129D+ll 138.60 .124D+00 .117D+06 .373D+04-.136D+01 .292D+03 .129D+ll 140.40 .121D+00 .124D+06 .373D+04-.134D+01 .308D+03 .129D+ll 142.20 .117D+00 .131D+06 .372D+04-.133D+01 .325D+03 .129D+ll 144.00 .113D+00 .137D+06 .372D+04-.131D+01 .342D+03 .129D+ll 145.80 .110D+00 .144D+06 .372D+04-.130D+01 .358D+03 .129D+ll 147.60 .106D+00 149.40 .102D+00 151.20 .988D-01 153.00 .953D-01 154.80 .919D-01 156.60 .884D-01 158.40 .851D-01 160.20 .817D-01 162.00 .785D-01 163.80 .752D-01 165.60 .721D-01 167.40 .690D-01 169.20 .659D-01 171.00 .629D-01 172.80 .599D-01 174.60 .571D-01 176.40 .542D-01 178.20 .515D-01 180.00 .488D-01 181.80 .462D-01 183.60 .436D-01 185.40 .411D-01 187.20 .387D-01 189.00 .364D-01 190.80 .341D-01 192.60 .320D-01 194.40 .298D-01 196.20 .278D-01 198.00 .258D-01 199.80 .240D-01 201.60 .221D-01 203.40 .204D-01 205.20 .187D-01 207.00 .171D-01 208.80 .156D-01 210.60 .142D-01 212.40 .128D-01 214.20 .115D-01 216.00 .102D-01 217.80 .907D-02 219.60 .796D-02 221.40 .691D-02 223.20 .593D-02 225.00 .501D-02 226.80 .414D-02 228.60 .334D-02 230.40 .259D-02 232.20 .189D-02 234.00 .124D-02 235.80 .641D-03 237.60 .900D-04 239.40-.415D-03 241.20-.876D-03 243.00-.130D-02 244.80-.168D-02 246.60-.202D-02 248.40-.232D-02 250.20 -.259D-02 252.00-.283D-02 253.80-.304D-02 255.60-.322D-02 257.40-.337D-02 259.20-.350D-02 261.00-.360D-02 .151D+06 .372D+04 .157D+06 .371D+04 .164D+06 .371D+04 .171D+06 .371D+04 .177D+06 .371D+04 .184D+06 .371D+04 .191D+06 .370D+04 .198D+06 .370D+04 .204D+06 .370D+04 .211D+06 .370D+04 .217D+06 .369D+04 .224D+06 .369D+04 .231D+06 .369D+04 .237D+06 .369D+04 .244D+06 .369D+04 .251D+06 .368D+04 .257D+06 .368D+04 .264D+06 .368D+04 .271D+06 .346D+04 .276D+06 .302D+04 .281D+06 .259D+04 .286D+06 .217D+04 .289D+06 .177D+04 .292D+06 .139D+04 .294D+06 .104D+04 .296D+06 .709D+03 .297D+06 .395D+03 .297D+06 .818D+02 .297D+06-.237D+03 .296D+06-.562D+03 .295D+06-.891D+03 .293D+06-.122D+04 .291D+06-.155D+04 .288D+06-.186D+04 .284D+06-.215D+04 .280D+06-.242D+04 .275D+06-.267D+04 .270D+06-.290D+04 .265D+06-.311D+04 .259D+06-.330D+04 .253D+06-.347D+04 .247D+06-.362D+04 .240D+06-.376D+04 .233D+06-.387D+04 .226D+06-.397D+04 .219D+06-.405D+04 .211D+06-.412D+04 .204D+06-.417D+04 .196D+06-.421D+04 .189D+06-.423D+04 .181D+06-.424D+04 .173D+06-.424D+04 .166D+06-.422D+04 .158D+06-.419D+04 .151D+06-.415D+04 .143D+06-.411D+04 .136D+06-.405D+04 .129D+06-.398D+04 .122D+06-.391D+04 .115D+06-.383D+04 .108D+06-.374D+04 .101D+06-.364D+04 .948D+05-.354D+04 .885D+05-.344D+04 -.128D+01 -.127D+O1 -.126D+01 -.124D+01 -.122D+01 -.121D+01 -.119D+01 -.118D+01 -.116D+01 -.115D+01 -.113D+01 -.111D+01 -.110D+01 -.108D+01 -.106D+01 -.105D+01 -.103D+01 -.101D+01 -.248D+03 -.242D+03 -.235D+03 -.226D+03 -.216D+03 -.204D+03 -.191D+03 -.176D+03 -.173D+03 -.176D+03 -.179D+03 -.182D+03 -.184D+03 -.186D+03 -.178D+03 -.166D+03 -.155D+03 -.144D+03 -.133D+03 -.122D+03 -.111D+03 -.100D+03 -.898D+02 -.796D+02 -.696D+02 -.599D+02 -.505D+02 -.414D+02 -.327D+02 -.243D+02 -.162D+02 -.853D+01 -.122D+01 .571D+01 .123D+02 .184D+02 .242D+02 .296D+02 .346D+02 .392D+02 .435D+02 .473D+02 .509D+02 .540D+02 .568D+02 .593D+02 .375D+03 .392D+03 .408D+03 .425D+03 .441D+03 .458D+03 .475D+03 .491D+03 .508D+03 .524D+03 .541D+03 .557D+03 .574D+03 .590D+03 .607D+03 .623D+03 .640D+03 .656D+03 .673D+03 .687D+03 .700D+03 .710D+03 .719D+03 .726D+03 .732D+03 .736D+03 .738D+03 .739D+03 .739D+03 .737D+03 .734D+03 .729D+03 .723D+03 .715D+03 .706D+03 .696D+03 .684D+03 .672D+03 .659D+03 .644D+03 .629D+03 .613D+03 .597D+03 .579D+03 .562D+03 .544D+03 .526D+03 .507D+03 .488D+03 .469D+03 .450D+03 .431D+03 .412D+03 .394D+03 .375D+03 .356D+03 .338D+03 .320D+03 .303D+03 .285D+03 .268D+03 .252D+03 .236D+03 .220D+03 .129D+ll .129D+ll .129D+ll .129D+ll 129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll 262.80 264.60 266.40 268.20 270.00 271.80 273.60 275.40 277.20 279.00 280.80 282.60 284.40 286.20 288.00 289.80 291.60 293.40 295.20 297.00 298.80 300.60 302.40 304.20 306.00 307.80 309.60 311.40 313.20 315.00 316.80 318.60 320.40 322.20 324.00 325.80 327.60 329.40 331.20 333.00 334.80 336.60 338.40 340.20 342.00 343.80 345.60 347.40 349.20 351.00 352.80 354.60 356.40 358.20 360.00 -.368D-02 .824D+05 -.374D-02 .765D+05 -.379D-02 .708D+05 -.381D-02 .653D+05 -.381D-02 .601D+05 -.381D-02 .550D+05 -.378D-02 .502D+05 -.375D-02 .456D+05 -.370D-02 .412D+05 -.364D-02 .370D+05 -.358D-02 .331D+05 -.35OD-02 .294D+05 -.342D-02 .259D+05 -.333D-02 .226D+05 -.324D-02 .195D+05 -.314D-02 .166D+05 -.304D-02 .140D+05 -.293D-02 .115D+05 -.282D-02 .922D+04 -.271D-02 .713D+04 -.259D-02 .524D+04 -.248D-02 .352D+04 -.236D-02 .197D+04 -.225D-02 .583D+03 -.213D-02-.641D+03 -.201D-02-.171D+04 -.190D-02-.264D+04 -.178D-02-.343D+04 -.167D-02-.408D+04 -.155D-02-.462D+04 -.144D-02-.503D+04 -.133D-02-.534D+04 -.122D-02-.554D+04 -.111D-02-.565D+04 -.100D-02-.567D+04 -.899D-03-.562D+04 -.794D-03-.549D+04 -.692D-03-.530D+04 -.590D-03-.505D+04 -.490D-03-.476D+04 -.391D-03-.442D+04 -.293D-03-.405D+04 -.197D-03-.366D+04 -.101D-03-.325D+04 -.564D-05-.283D+04 .887D-04-.241D+04 .182D-03-.200D+04 .276D-03-.160D+04 .369D-03-.123D+04 .461D-03-.894D+03 .553D-03-.598D+03 .646D-03-.351D+03 .738D-03-.163D+03 .830D-03-.431D+02 .922D-03 .000D+00 OUTPUT VERIFICATION -.333D+04 .615D+02 -.322D+04 .633D+02 -.310D+04 .649D+02 -.298D+04 .661D+02 -.286D+04 .671D+02 -.274D+04 .678D+02 -.262D+04 .682D+02 -.250D+04 .684D+02 -.237D+04 .684D+02 -.225D+04 .682D+02 -.213D+04 .678D+02 -.201D+04 .671D+02 -.189D+04 .663D+02 -.177D+04 .654D+02 -.165D+04 .642D+02 -.154D+04 .630D+02 -.143D+04 .616D+02 -.132D+04 .601D+02 -.121D+04 .585D+02 -.111D+04 .567D+02 -.101D+04 .549D+02 -.908D+03 .531D+02 -.814D+03 .511D+02 -.724D+03 .491D+02 -.638D+03 .470D+02 -.555D+03 .449D+02 -.476D+03 .427D+02 -.401D+03 .405D+02 -.330D+03 .383D+02 -.263D+03 .360D+02 -.200D+03 .338D+02 -.142D+03 .315D+02 -.873D+02 .291D+02 -.369D+02 .268D+02 .916D+01 .244D+02 .510D+02 .221D+02 .886D+02 .197D+02 .122D+03 .173D+02 .151D+03 .149D+02 .176D+03 .125D+02 .196D+03 .100D+02 .212D+03 .760D+01 .223D+03 .514D+01 .230D+03 .265D+01 .233D+03 .150D+00 .231D+03-.238D+01 .224D+03-.493D+01 .213D+03-.752D+01 .197D+03-.101D+02 .176D+03-.128D+02 .151D+03-.155D+02 .121D+03-.182D+02 .855D+02-.209D+02 .453D+02-.237D+02 .GOOD+00-.266D+02 .205D+03 .190D+03 .176D+03 .162D+03 .149D+03 .137D+03 .125D+03 .113D+03 .102D+03 .921D+02 .823D+02 .730D+02 .643D+02 .561D+02 .485D+02 .413D+02 .347D+02 .286D+02 .229D+02 .177D+02 .130D+02 .874D+01 .489D+01 .145D+01 .159D+01 .426D+O1 .656D+01 .852D+01 .102D+02 .115D+02 .125D+02 .133D+02 .138D+02 .141D+02 .141D+02 .140D+02 .137D+02 .132D+02 .126D+02 .118D+02 .110D+02 .101D+02 .910D+01 .808D+01 .704D+01 .599D+01 .497D+01 .399D+01 .306D+01 .222D+01 .149D+01 .872D+00 .405D+00 .107D+00 .GOOD+00 .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll .129D+ll THE MAXIMUM MOMENT IMBALANCE FOR ANY ELEMENT = .276D-05 IN-LBS THE MAX. LATERAL FORCE IMBALANCE FOR ANY ELEMENT =-.849D-06 LBS OUTPUT SUMMARY PILE -HEAD DEFLECTION = .362D+00 IN COMPUTED SLOPE AT PILE HEAD = .216D-15 MAXIMUM BENDING MOMENT =-.671D+06 LBS-IN MAXIMUM SHEAR FORCE _ .100D+05 LBS NO. OF ITERATIONS = 15 NO. OF ZERO DEFLECTION POINTS = 2