Loading...
533, Demo existing SFR & Guest hous, Studies & ReportsUNDERGROUND TENNIS COURT # 1 Buggy Whip Drive Rolling Hills, California Project No.: 3-1396-06 August 5, 1996 Prepared for: Mr. John Blazevich P.O. Box 1660 San Pedro, California 90733 ac a A.G.I. GEOTECHNICAL, INC. 0 A.G.I. OEOTECHHICAL, INC. 7247 Hayvenhurst Avenue, Unit A-2 • Van Nuys, CA 91406 • (818) 785-5244 • FAX (818) 785-6251 August 5, 1996 Mr. John Blazevich P.O. Box 1660 San Pedro, California 90733 Subject: UNDERGROUND TENNIS COURT #1 Buggy Whip Drive Rolling Hills, California References: Report of Geotechnical Investigation for Proposed Residential Construction, #1 Buggy Whip Drive, Rolling Hills, California, by A.G.I. Geotechnical, Inc., dated December 10, 1993. Project No.: 3-1396-06 Response to County of Los Angeles Geologic and Geotechnical Engineering Review Sheets Proposed Residential Construction #1 Buggy Whip Drive, Rolling Hills, California by A.G.I. Geotechnical, Inc., dated April 21, .1995 Response to County of Los Angeles Geologic and Geotechnical Engineering Review Sheets Proposed Residential Construction #1 Buggy Whip Drive, Rolling Hills, California by A.G.I. Geotechnical, Inc., dated June 23, 1995 Dear Mr. Blazevich: This Report has been prepared to present our opinions regarding the geotechnical engineering factors affecting the design and construction of the underground tennis court at the subject site. It is our understanding that the grade of the basement for the tennis court will be at elevation 1056, about 35 feet below the building pad grade. Engineering Geology • Soil Engineering • Environmental Studies 1 TABLE OF CONTENTS 1 FIELD EXPLORATION LABORATORY TESTING 2 DIRECT SHEAR TESTS - ASTM:D-3080 2 EXPANSION TEST - U.B.C.: 18-2 3 CONCLUSIONS AND RECOMMENDATIONS 3 GENERAL 3 FOUNDATION RECOMMENDATIONS 3 LATERAL LOADS 4 BACKFILL SUBDRAINS AND WATERPROOFING 5 BACKFILL PLACEMENT 6 TEMPORARY CUTS 7 TENNIS COURT SLAB 7 PLAN REVIEW 8 RECOMMENDED INSPECTIONS 8 ADDITIONAL CONSULTING 8 EXCAVATION REVIEW 8 STATEMENT 111 9 COMMENTS 9 Project No. 3-1396-06 Page 2 FIELD EXPLORATION For the preparation of the report of December 10, 1993, we drilled two exploratory borings to a maximum depth of 50 feet and three hand dug test pits. The results of the exploration were submitted in the referenced report. An additional exploratory boring was drilled on July, 1996 at the location of the proposed underground tennis court and to a depth of 50 feet. The borings were drilled using a 30 inch bucket auger drilling rig under the direction of personnel of the office of Keith W. Ehlert Engineering Geologist Our field personnel collected both undisturbed and bulk samples of the materials encountered in the boring. The undisturbed samples were sealed immediately in watertight containers for shipment to our laboratory. The soil sampler utilized in our investigation included our 2.62 inch I.D. drive barrel lined with 1 inch brass rings. The sampler used was driven to a depth of 12 inches with a 3800 pound kelly falling through a height of 12 inches. The blow counts noted on the boring logs represent the accumulated number of blows that were required to drive the sampler 12 inches. A description of the materials encountered in the backhoe trenches is shown on the log of boring prepared by the Keith W. Ehlert's office and attached to this report. LABORATORY TESTING The laboratory testing conducted on the collected samples consisted of field moisture content, unit dry weight, expansion and direct shears on undisturbed samples of the bedrock. DIRECT SHEAR TESTS- ASTM:D-3080 In order to determine the shear strength of the bedrock, direct shear tests were performed on representative undisturbed samples. The samples were sheared at a rate of 0.05 inches per minute. To simulate possible adverse field conditions, the samples were saturated prior to shearing. Graphic summaries of the test results, including moisture content at the time of shearing, are attached. Project No. 3-1396-06 Page 3 EXPANSION TESTS -U.B.C.: 18-2 Expansion tests were performed on typical samples of the earth materials. The tests were performed in accordance with the Uniform Building Code standard 18-2. The following results were obtained: Excavation BT-1 BT-1 GENERAL Depth Expansion Potential (Ft.) Index Expansion 6-9 73 Medium 18-21 17 Very Low CONCLUSIONS AND RECOMMENDATIONS From a geotechnical engineering standpoint, construction of the underground tennis court is feasible. The foundation plans should take into account the appropriate geotechnical engineering features of the site. The bedrock at the site is hard to very hard and difficulties should be expected during excavation of the bedrock for the basement, special grading equipment or techniques may be needed. The bedrock is overlain by about 15 feet of fill in parts of the construction area. The on -site materials are considered expansive. FOUNDATION RECOMMENDATIONS The footings for the retaining walls should have a minimum embedment of 24 inches below lowest adjacent grade. A bearing value of 5000 lbs./sq.ft. may be utilized for conventional footings placed on bedrock. The bearing value may be increased by one third when designing for lateral forces of Project No. 3-1396-06 Page 4 short duration. A passive pressure of 4001bs./sq.ft. per foot of depth up to a maximum of 6000 lbs./sq.ft. and a coefficient of friction of 0.35 may be used in design. If piles are necessary to provide lateral resistance, a skin friction of 550 lbs./sq.ft. and a passive pressure of 800 lbs./sq.ft. per foot of depth up to a maximum 12,000 lbs./sq.ft. may be used. Under the recommended bearing pressures total and differential settlements are expected to be negligible. LATERAL LOADS. Cantilevered retaining walls should be designed for the following active earth pressures: Slone of Retained Material Earth Pressure (EFP) Level 45 5 to 1 49 4to1 55 3 to 1 60 2to 1 70 The top of the proposed underground retaining walls will be tied to the floor above and therefore, restrained and unable to deflect. The wall should be designed for the at -rest pressure. Where the on - site expansive soils are utilized for backfill, as expected, the wall should be designed for an at -rest pressure equivalent to that of a fluid weighing 65 pounds per cubic foot. If the wall is backfilled with free draining, non -expansive materials, the at -rest pressure may be taken as equivalent to that of the fluid weighing 45 pounds per cubic foot. The minimum profile of non - expansive materials behind the wall shall be no less than two feet at the base and 60 percent of the height of the wall at the top. Project No. 3-1396-06 Page 5 Walls subjected to surcharge loads should be designed for the additional lateral pressure. If wheel loads will be within a distance from the wall equal to the retained height of wall, then the wall should be considered as surcharged by wheel loads. This may be considered by adding a surcharge load equivalent to one foot of earth. To prevent the build-up of lateral soil pressures in excess of the recommended design pressures, overloading of the walls by heavy compaction equipment and over - compaction of the fill behind the walls should be avoided. This can be accomplished by placement of the backfill with hand operate or small equipment. BACKFILL SUBDRAINS AND WATERPROOFING Retaining wall backfill should be compacted under the inspection and testing of the Geotechnical Engineer. All backfill behind walls should be adequately drained to prevent build-up of hydrostatic pore pressure. A positive subdrain system should be provided. One such system may consist of a 4-inch diameter, perforated pipe, laid in at least three cubic feet of gravel or crushed rock per lineal foot of drain. The gravel or crushed rock should be wrapped with a suitable geotextile fabric to minimize the potential for clogging. Perforated pipe is typically supplied with two rows of perforations located 90 degrees to 120 degrees apart. Pipe should be placed with the rows facing downward. The subdrains should outlet to the atmosphere or to a sump for proper disposal of water. Moist penetration through retaining walls is a common occurrence. The retaining walls should be properly sealed against moisture penetration. Project No. 3-1396-06 Page 6 BACKFILL PLACEMENT The following specifications for backfill placement constitute our definition of an engineered fill. As a condition for use of this report, these minimum recommendations shall be incorporated into plans and specifications for retaining wall backfill: 1. Prior to placement of compacted fill, the backfill area shall be cleared of debris and any other deleterious materials. 2. The backfill should be benched on the backcut slope. 3. All backfill bottoms shall be observed by a field representative of this office and accepted before any backfill is placed. 4. The moisture content of the fill soils should be 4 percent above optimum moisture content. 5. The fill soils shall be placed in lifts of no more than six to eight inches in thickness and compacted until field density tests indicate that a compaction of not less than 90% of the maximum density as determined by ASTM:D-1557 has been obtained. 6. Field density tests shall be made in accordance with ASTM:D-2922 (Nuclear Method) and ASTM:D-1556 (Sand Cone Method). Field density tests should be made every 2 foot intervals and not less than one test per 500 cubic yards of fill placed. 7. Rocks less than 6 inches in greatest dimension may be placed in the fill, provided: 1. They are not placed in concentrated pockets; and 2. The fine-grained materials surrounding the rocks are sufficiently compacted. Project No. 3-1396-06 Page 7 8. Rocks larger than 6 inches in greatest dimension shall be removed from the site or placed in accordance with specific recommendations of the soils engineer. 9. No fill soils shall be placed during unfavorable weather conditions. When work is interrupted by rains, fill operations shall not be resumed until the field tests by the soil engineer indicate that the moisture content and density of the fill are as previously specified. TEMPORARY CUTS J Temporary construction cuts should be constructed in accordance with OSHA guidelines. Vertical construction cuts up to ten (10) feet in height may be made. Any cuts over ten feet high should be trimmed to a gradient no steeper than 1:1 (horizontal to vertical). TENNIS COURT SLAB The tennis court slab should be considered resting on expansive bedrock. The structural engineer should design the slab thickness and reinforcement. In our opinion, the tennis court should be at least 5 inches thick with minimum reinforcement consisting of No. 3 bars spaced at 12 inches on center, both ways and placed at slab midheight. Chairs or other supporting devices should be used to ensure proper location of the reinforcement. The slab should be underlain by 6 inches of rounded gravel with an impervious membrane on top of the gravel. The impervious membrane should be lapped adequately to provide a continuous waterproof barrier under the entire slab. Two inches of sand should be placed between the concrete slab and the impervious membrane. The slab subgrade should be sloped in such a way that the rounded gravel can act as an underdrain for the slab. Project No. 3-1396-06 Page 8 PLAN REVIEW This report has been compiled as an aid to site evaluation and to assist the contractor, civil and structural engineers in design and construction of the proposed retaining walls. It is recommended that we be provided with the opportunity to review final design drawings and specifications to determine that the final design complies with the recommendations of this report prior to submittal to review agencies. RECOMMENDED INSPECTIONS It is strongly recommended and a condition of use of this report that each phase of construction be properly inspected and approved by the local Building Department Official, as well as the structural engineer. ADDITIONAL CONSULTING Any additional consulting, such as for foundation reviews, grading reviews, meetings, response to review sheets, etc., will be performed on a time and expense basis. EXCAVATION REVIEW 'All footing excavations should be observed by an Engineering Geologist or Geotechnical Engineer prior to placement of any steel to ensure that the proper foundation material (i.e., bedrock) has been encountered and that all footings are free of loose or disturbed material. The City Inspector should also inspect the excavations. Project No. 3-1396-06 Page 9 STATEMENT 111 Based on the findings summarized in this report, it is our professional opinion that the proposed construction will not be subject to a hazard from settlement, slippage, or landslide, provided the recommendations of this report are incorporated into the proposed construction. It is also our opinion that the proposed construction will not adversely affect the geologic stability of the site adjacent properties provided the recommendations contained in this report are incorporated into the proposed construction. COMMENTS The conclusions and recommendations presented in this report are based on research, site observations and limited subsurface information. The conclusions and recommendations presented are based on the supposition that subsurface conditions do not vary significantly from those indicated. Although no significant variations in subsurface conditions are anticipated, the possibility of significant variations cannot be ruled out. If such conditions are encountered, this consultant should be contacted immediately to consider the need for modification of this project. This report is subject to review by regulatory agencies and these agencies may require their approval before the project can proceed. No guarantee that the regulatory public agency or agencies will approve the project is intended, expressed or implied. One of the purposes of this report is to provide the client with advice regarding geotechnical conditions on the site. It is important to recognize that other consultants could arrive at different conclusions and recommendations. Test findings and statements of professional opinion do not constitute a guarantee or warranty, expressed or implied of future site performance. Project No. 3-1396-06 Page 10 If you have any questions regarding the information presented in this report, please contact this office. Respectfully submitted, A.G.I. eotechnical, Inc. idal, R.G.1 861 Enclosures: Plot Plan Geotechnical Cross Sections A -A' to C-C' Log of Boring Result of Shearing Strength Tests Distribution: (6) Addressee A.G.I. GEOTECHNICAL, INC. Soils Engineers • Geologists I I I u .I a Ile kWYI I.I I 1.01 III i I ill Ill II41u Ili II iilu nlll Ili Oa IW IIL liu I.111Y IIIY. Ilu.11 lid I. III I. a Y. 1.Inl YNII . ib11 ill WI .h.Y.p .ullllll.l.11i 1 w ill Iw hill IY w kiYln iNIYJ.Y..W.YWY�i...r'�1-+r�iifail dElfil 11111,•611 .1 AWE, • • SLOPE EROSION REPAIR #1 Buggy Whip Drive Rolling Hills, California Project No. 3-1396-04 June 3, 1996 Prepared for: Mr. John Blazevich P.O. Box 1660 San Pedro, California 90733 A.G.I Geotechnical, Inc. 1 SIIIS a iil II WI. II�dI Yi Ill Wdl I.� INYII 11 II .I I 1 1 II 1.1111 ki 1 i , 111111i IIr Yil.i..YIrI.iI.11111.riY11..YYIiWYLIrYIYllr41Ju111iir.Y..IIIi�i4iiL YJiiIYJ IIII il.ililiillYW.i..l kill .I..I....i I...rYI.1.!I�! iinc i um. I.IYII. III I. ku ii III I iWelulYlui.irYi�IWIIrYYYY1- .....iy 1 June 3, 1996 1 A.G.I. GEOTECHNICAL, INC. 7247 Hayvenhurst Avenue, Unit A-2 • Van Nuys, CA 91406 • (818) 785-5244 • FAX (818) 785-6251 1 Mr. John Blazevich P.O. Box 1660 San Pedro, California 90733 1 1 1 1 1 1 1 Dear Mr. Blazevich: 1 This Report has been prepared to present our opinions regarding the repair of an eroded area of the Project No.: 3-1396-04 Subject: SLOPE EROSION REPAIR #1 Buggy Whip Drive Rolling Hills, California References: Report of Geotechnical Investigation for Proposed Residential Construction, #1 Buggy Whip Drive, Rolling Hills, California, by A.G.I. Geotechnical, Inc., dated December 10, 1993. Response to County of Los Angeles Geologic and Geotechnical Engineering Review Sheets Proposed Residential Construction #1 Buggy Whip Drive, Rolling Hills, California. by A.G.I. Geotechnical, Inc., dated April 21, 1995 Response to County of Los Angeles Geologic and Geotechnical Engineering Review Sheets Proposed Residential Construction #1 Buggy Whip Drive Rolling Hills, California 1 slope descending from the building pad. It is proposed to repair the eroded area and at the same time obtained a level are above the repair to construct a barn. The new fill slope shall be at a gradient of 2:1 (horizontal:vertical) 1 1 1 Engineering Geology • Soil Engineering • Environmental Studies Project No. 3-1396-04 Page 2 111 ' FIELD EXPLORATION ' The area subject of this report was explored by excavation five backhoe trenches at the locations shown on the attached Plot Plan. The trenches were excavated under the direction of personnel of the office ofKeith W. Ehlert Engineering Geologist. Our field personnel collected both undisturbed and bulk samples of the materials exposed in the backhoe trenches. A description of the materials encountered in the backhoe trenches is shown on the logs of trenches prepared by the Keith W. Ehlert's office and attached to this report. . LABORATORY TESTING The laboratory testing conducted on the collected samples consisted of field moisture content, unit ' dry weight, maximum density -optimum moisture content and direct shears on undisturbed and ' samples remolded to 90 percent of the maximum density. The results of the laboratory testing are attached. STABILITY ANALYSES Stability analyses were performed on the slope using the results of our laboratory testing. Both static and seismic conditions were analyzed utilizing the ultimate shearing strength of the earth materials. In addition a surficial stability analyses was conducted for the proposed new compacted fill. The surficial stability of the old compacted fill and the bedrock was analyzed in our previous report. The results of our stability analyses indicate factors of safety above the minimum required by the building code. Our calculations are attached. Project No. 3-1396-04 Page 3 CONCLUSIONS AND RECOMMENDATIONS The proposed 2:1 fill slope is feasible from a geotechnical engineering standpoint. Before placement of any fill, all vegetation, debris and other deleterious materials should be removed from the proposed grading area. After site clearance all soil material should be removed to expose firm bedrock. The new fill should be properly keyed and benched into the bedrock. The minimum width of the keyway should be 15 feet and embedded 2 feet into the bedrock. The fill soils should be brought to about four percent (4%) above optimum moisture, placed in thin layers, not exceeding six to eight inches in thickness and compacted to at least 90 percent of the maximum density as determined by ASTM:D-1557. The compaction to 90 percent should be carried out to the slope face. A subdrain should be installed under the fill to outlet about one foot above the toe of the slope. The placement and compaction of the fill should be performed under our observation and testing. FOUNDATION RECOMMENDATIONS The on -site earth materials are highly expensive. The footings for the barn should be continuous with a minimum embedment of 24 inches below lowest adjacent grade but not less than the embedment required to comply with the building code setback from slopes. The continuous footings should be reinforced with at least four #4 bars; two placed about 4 inches from the top and two placed about 4 inches from the bottom. A bearing value of 2000 lbs./sq.ft. may be utilized for conventional footings. The bearing value may be increased by 400 lbs./sq.ft., per each additional 12 inches of embedment up to a maximum of 4000 lbs./sq.ft. and by one-third when designing for wind and seismic forces. If caissons are necessary to meet the setback from descending slopes, a skin friction of 550 lbs./sq.ft. may be used. Alternatively, end bearing caissons founded at least 5 feet below lowest adjacent grade may be designed using a bearing value of 4000 lbs./sq.ft. Under the recommended bearing pressures differential settlements are not expected to exceed 0.25 inches. Total settlements are anticipated to be less than 0.75 inches. Project No. 3-1396-04 Page 4 LATERAL LOADS The westerly wall of the barn as well as the western ends of the northerly and southerly walls will serve also as retaining wall. The westerly wall should be designed using an earth pressure of 83 pounds per cubic foot, equivalent fluid pressure. The western ends of the northerly and southerly retaining walls should be designed using an earth pressure of 45 pounds per cubic foot, equivalent fluid pressure. The retaining walls should be adequately drained to prevent built-up of hydrostatic pressure. A passive pressure of 250 lbs./sq.ft., per foot of depth up to a maximum of 2000 lbs./per square foot and a coefficient of friction of 0.3 may be assumed. In designing caissons, the recommended lateral pressure may be increased to twice the given values. CONCRETE SLABS Concrete slab -on -grade should be a minimum of 4 inches thick (full) with minimum reinforcement consisting of No. 3 bars placed at 18 inches on center placed at about slab mid -height. Chairs or other supporting devices are recommended for proper location of the reinforcement. ' The concrete slabs should be underlain by 6 inches of clean sand. A 6-mil visqueen should be placed on the granular base with one inch of sand placed between the visqueen and the slab to aid in curing ' and to prevent puncture of the visqueen. The subgrade soils should be moistened prior to placement of the sand base. It is important to recognize that it is not uncommon for slabs -on -grade to crack with time. The greater amount of expansive soil that is removed and replaced with non -expansive material and the greater the slab reinforcement, the less the risk of adverse expansive soil influences ' on the slab. Crack control joints, as designed by the structural engineer should be provided in the slab to avoid random cracking. Usually, the crack control joints are spaced 10 to 12 feet apart. ' Project No. 3-1396-04 Page 5 DRAINAGE AND EROSION ' The project civil engineers should make appropriate recommendations with regard to drainage and erosion control. Proper drainage is critical with respect to the future performance of the proposed ' construction and the slope. Site drainage is a very important factor with regard to long-term performance. Planters adjacent to the building should be avoided. If planters are planned adjacent to the building, they should have the bottom and walls waterproofed and a drain installed to carry irrigation water away from the footing areas.. OBSERVATIONS Footing excavations should be observed by the geotechnical consultant prior to placement of reinforcement to verify conditions of the earth material and depth of the excavations. The concrete t should be placed as soon as possible after the excavations have been examined by us and approved by the governmental inspector. REGULATORY AGENCY REVIEW This report is subject to review by the regulatory ry agencies (i.e., Los Angeles County , etc.). No guarantee is expressed or implied that the regulatory agency will grant building or other permits based on the contents of this report. Any further work required to respond to regulatory agency review questions or concerns will be performed on a time and expense basis. WORKMAN SAFETY -EXCAVATIONS It is necessary for the contractor to provide adequate shoring and safety equipment as required by the State or Federal OSHA regulations. All regulations of the State or Federal OSHA should be followed Project No. 3-1396-04 Page 6 before allowing workmen into a trench or other excavation. Temporary excavations up to 10 feet in may be cut vertically for their entire length provided they do not expose unsupported bedding. If the cuts expose unsupported bedding, the geologist and the geotechnical engineer shall review the cuts for further recommendations. If excavations are to be made during the rainy season, particular care should be given to insure that berms or other devices will prevent surface water from flowing over the top of the excavation or ponding at the top of the excavations. ADDITIONAL CONSULTING Any additional consulting, such as for foundation reviews, grading reviews, meetings, response to review sheets, etc., will be performed on a time and expense basis. 111 STATEMENT Our findings indicate that the proposed structures, if built according to our recommendations, will be safe against the hazards of landsliding, settlement or slippage per section 309 and such construction will not adversely affect adjacent properties. COMMENTS The conclusions and recommendations presented in this report are base on research, site observations and limited subsurface information. The conclusions and recommendations presented are based on the supposition that subsurface conditions do not very significantly from those indicated. Although no significant variations in subsurface conditions are anticipated, the possibility of significicant Project No. 3-1396-04 Page 7 variations cannot be ruled out. If such conditions are encountered, this consultant should be contacted immediately to consider the need for modification of this project. This report is subject to review by regulatory agencies and these agencies may require their approval before the project can proceed. No guarantee that the regulatory public agency or agencies will approve the project is intended, expressed or implied. One of the purposes of this report is to provide the client with advice regarding geotechnical conditions on the site. It is important to recognize that other consultants could arrive at different conclusions and recommendations. No warranties of father site performance are intended, expressed or implied. If you have any question concerning this report, please do not hesitate to contact this office. Respectfully submitted, A.G.I. GEOTECHNICAL, 4 -CS an A. Vidal, Enclosures: Distribution: R.G.E. No. 861 Exp.12-31-87 a ''‹OF Logs of Trenches Lab Test Data Cross Sections A -A' and B-B' Stability Analysis Calculations Geotechnical Map 61 (6) Mr. John Blazevich MAXIMUM DENSITY CURVE MOISTURE CONTENT (% OF DRY WEIGHT) 1200 110 100 90 10 20 30 PROJECT NO. 3-1396-04 BORING NO. TT-1 DEPTH (FT.) 2-4 REPRESENTATIVE FOR Alluvium SOIL TYPE AND DESCRIPTION (CH) Dark brown silty clay MAXIMUM DRY DENSITY OPTIMUM MOISTURE CONTENT METHOD OF COMPACTION ASTM Standard Test Method D-1557 108.0 18.5 (LBSiCU FT) (% OF DRY WEIGHT) A.G.I. GEOTECHNICAL, INC. DRY DENSITY MAXIMUM DENSITY CURVE MOISTURE CONTENT (% OF DRY WEIGHT) 90 10 80 70 60 20 30 PROJECT NO. 3-1396-04 BORING NO. TT-1 REPRESENTATIVE FOR Bedrock SOIL TYPE AND DESCRIPTION MAXIMUM DRY DENSITY OPTIMUM MOISTURE CONTENT METHOD OF COMPACTION ASTM Standard Test Method D-1557 40 DEPTH (FT.) 15-17 Light yellow siltstone 36.5 76.0 (LBSiCU FT) (% OF DRY WEIGHT) A.G.I. GEOTECHNICAL, INC. DRY DENSITY (LBS/CU FT) MAXIMUM DENSITY CURVE MOISTURE CONTENT (% OF DRY WEIGHT.) 110. 100 90 80 10 20 30 TT-1 1 2-4 50% PROJECT NO. 3-1396-04 BORING NO. TT-1 J DEPTH (FT.) 15-17 REPRESENTATIVE FOR Blended: Alluvium/Bedrock SOIL TYPE AND DESCRIPTION (CH) Silty clay MAXIMUM DRY DENSITY 95.0 OPTIMUM MOISTURE CONTENT METHOD OF COMPACTION ASTM Standard Test Method D-1557 22.0 (LBSiCU FT) (% OF DRY WEIGHT) A.G.I. GEOTECHNICAL, INC. NORMAL LOAD (LBS/SQ FT) 0 1000 2000 3000 4000 5000 6000 7000 0 RESULT OF SHEARING STRENGTH TESTS Undisturbed, Saturated Samples SHEARING STRENGTH (LBS/SQ FT) 1000 2000 3000 4000 w =36.2% w = Moisture Content at Time of Shearing 5000 6000 TT-3 @ 1' Alluvium = 20° c = 950psi Ultimate PROJECT NO. 3-1396-04 A.G.I. GEOTECHNICAL, INC. NORMAL LOAD (LBS/SQ FT) 0 1000 2000 3000 4000 5000 6000 7000 0 RESULT OF SHEARING STRENGTH TESTS Undisturbed, Saturated Samples SHEARING STRENGTH (LBS/SQ FT) 1000 2000 3000 4000 5000 6000 w= Moisture Content at Time of Shearing TP-3 @ 8' Bedrock = 28° c = 1100ps-. Ultimate PROJECT NO. 3-1396-04 A.G.I. GEOTECHNICAL, INC. 0 1000 2000 LL cn 3000 J 0 0 J 4000 -J 2 Q: O Z 5000 6000 70.0 0 RESULT OF SHEARING STRENGTH TESTS Bulk Samples Remolded To 90% And Saturated SHEARING STRENGTH (LBS/SQ FT) 1000 2000 3000 4000 5000 6000 TT-1 @ 2'- 4' } 50% Blend TT-1 @ 15' - 17' w = Moisture Content at Time of Shearing = 22° c = 600psf Ultimate PROJECT NO. 3-1396-04 A.G.I. GEOTECHNICAL, INC. LOG OF TRENCH/TEST. PIT .— 7-7/PROJECT NO. 3 / 3, — %� LOG NO /9 Project 1 / z'a6ey J//f' Method of Excavation eS4C Ir /y°E I7 GI r 7-2F".YCW Date Observed s /5? Location,lC� (.S/7- PL' ' 1 . Logged by 4 �.� °c c` m Q � o� y� ) ny �O , fi J ,�� :'� V �`fi �� oy `mac O0`�J, co A co 0 rlY p _` '31.6 ' 84 5 - CH 10 - CH 15- 20 - Scale: 1 1 1 1 i 1 1 1- 1 1 1 1. i 1 1 1 lit 1 I I 1 I_ I 1 1 / I► I I I 1 i 1 1 1 1 1 1 1 1 I I 1 I; i 1 1 1 1 1 35.1 80 Description /V// ✓/vti /,v97v2i9L Soil = 2- /92 /C-,&'i2 D tr1.-1/6 /L TyCL/9// S 7iAc; 7. Geti--- ,5evA Trt-ztb i C'adTACTtat 3LaPr c.v4.5,/, I ?4.8 92 �o//v✓ +� /U✓i /. OEc..,,&$/i L/G'T &eo4v/vC'2.4ynMTig�x ?9.0 0 do•drivyw.06 "id Ucup ,q,t/Tlz©C 4- ,1=2ilG MEA)r5 Ta / 0.",4 D/AeffE?2. 19.6 88 %/ 64/ 7 , ,0/ 30.6 78 'SigneoGis-' / 6H7 yel-Low ro okANG-E-giaorc,rti St G73Tai'a j 23.5 V8 14,2.0/ -72.6./tr/ L tZ8eive1) /Vy 0 CA., p-0S4.9 Al yzw /g5Li) Remarks -jloPE _. �✓�SrI i l l 1 1 1 ; i Bearing: �---- 1 1►, t 1 1 i i , I 1 I KEITH W. EHLERT LOG OF TRENCH/TEST PIT PROJECT NO. 3 - / 37,ti - %'6,/'i Project '8J6ey «/Yf' LOG NO. 7-7;,2 Method of Excavation 23,9c k` //06- )& 7?37- 72EA/CW Location `s/7 PAN - CH i 5- I 3aD 2DC1r : Gle,& 2 /$1/4.6./egTN� z' 10 - /Gfi�T ybZLa 42, C3 et, 6727S7-44/E NIV0e0/ T/G/fT/ t. 'tzL 3ev 1 Logged by 4 • Date Observed Description Remarks 1V.9 T"d l-- Sail : D/Pi2� 43/eow.f 6/2:7 /dI4 y, T/ 77&NT 5c'47 -ereev G/P4 4 Ti oiv 9 L CDiV7 9GT r v/ TH 15- Scale: 1 1 1 I 4/ Sly E" 3 /VGc1 116 w //5 ) =,5-1 Bearing: -a- 1 1 1 1 I I I 1 1 1 1 1 1 1 1 I 1 I I 1 1 1 I Sod.- 1 1 1 1 1 1 1 1 1 1 1 1 1 i i I I I 1 1 1 1 1 I I I (i I I i i i i II I i I 1 i - EeD OC. 1 1 1 I 1 I 1 1 1 I I 1 I 1 I 1 1 1 1 1 I 1 1 KEITH W. EHLERT 1 1 1 1 1 1 ,CH 0 LOG OFqTRENCH/TEST PIT PROJECT NO. 3 /'3/ — 76„, Project / '8v6e5/ G4J/‘1//� Method of Excavation Location $eE S/7 P 4N 15- 20 CH / Scale: 33.3 83 /j// 70/2, 4- j 0, - Z ,91eA- ,3,eocvt/ 31.4 -74 S/Z_ Ty CL 41 76>77: 6L o/°E ,.5/ 77-4c-4/G-f/7- 19.8 86 52oWrt/ b%1ir921 I3R-owN CL/¢/ 26.3 \83 '471r, ,)( 7:9 e ,4e , P- 30.7 1 7� '9 'T ,vc k—FX fi G/frt t r✓TS 7/r or 5 7, LOG NO T!� es c I` A.- 7-&-3 T 7-2 FAle Logged by v Date Observed Description Remarks S iL 7.5r e, fifi24 Tc; ' It)c"ZL,25.eip,pa-.v //$4J 9 3 w //5k) I I I 1 I 1 1 I 1 Bearing: '4- I• 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 i I I I I f I t 1 1 1 i 11 1 1 I I I! 1 t t 1 1 1 1 1 1 1 1 1 1 1 t 1 1 1 I I I I 1 1 1 1 KEITH W. EHLERT LOG OF TRENCH/TEST PIT PROJECT NO. 3 / 3' — 76. 4 Project / &eY6oy efah/f' Method of Excavation 4C k- /'oE 7 )& 7a3T 77 EA'C 7/ .5/7 PC.,1'tI Logged by 4 . L Date Observed LOG NO Tr`/ Location $t E 0 - CH 5 CH 10 Description / �" / Remarks /V47-a/L9 L v©iL g,ea te)"f 5;LT'/ eL •9y/ .5Cr9 , '' e&-+V ..----- 54©'E�F454/: 44D7-77.00 L i 6;17 ;.- 0/Mk- FLVN S/LTyc2L4/ C'bg/ ,;,-y/i.4/G 4,t3orv4ppyr ar-F44G-e. E-eli7-5, tri i'M 7 '/ p' 55210. b ck ', 4/ Ghi zJc wet) S/I 376,,,c /-I42,0, 7 Get/7/ et.) k-ut5 CaD&w 15- /I/ 12 w 5"5 t v\ii N a©tw /;L S 1.✓ 20 - Scale: 1 1 1 1 I I I I I 1 1 1 i 1 I I I 1 1 1 Bearing: •4 1 1 1 1 1 1 I I 1 1 1 1 1 1 I 1 I I I 1 1 1 1 I 1 1 1 1 1 1 1 I 1 1 1 1 I I I I ! I I I IIII KEITH W. EHLERT LOG OF TRENCH/TEST PIT PROJECT NO. ` ' • / 3f ' — 7 %' Project / •67v6o 44,// /./4) Method of Excavation ___23r9G h/06- 7-&--3T 7- E- '/C'hi Location,$ $/7 P4N Logged by db • L • CH _ CH LOG NO. 7 ' Date Observed Description •/ �c / Remarks /y117 "" jOIL: 2 g.r Rgou1�t' SILTY iLr4y/ 6 Ti , 7/61hT x. 097T&Et) 'Zoe_ Ni" F29 6.31 ma`s /SL©PE 4)4SN : 41o7TLG-W t.,&;f7 ©84 6 434 v v- Pmtlr,s/LT'/ ' 44 A/ts-tr¢Tie/x C'o�1/7;¢,t i//.J6r /2 "1.), 0 psi kre. 8 er012ezes Fi96- - /pi�v?S. .STieer"/ 7-rGAir /-8Cvrzocir G, k/r 4044 evere- 5 Eck.) ev Si -r Ton/E1 //444 TG-NT 0EZL SEW 1 N3 w SSW ,) zocc /?4' La /ll —/DI Scale: Bearing: -4-- I I I I 1 I I I I I '"I, T- 1 1 1 1 I I I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 { I 1 1 1 1 1 1 1 1 i i 11 I r i i I i 1 1 1 1 I 1 1 1 I I 1 I 1 1 1 1 1 I i 1 1 1 i 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 I� KEITH W. EHLERT STABILITY OF SLOPE SURFACE IJ�.\N Co M 5'Ac CT D F l L L EOUIPOTENTIAL LINES T = CT = F.S. = F.S. _ UNIT STRESSES tsar 6 sin h/cos - 0o5 N b/cos /SAT 600 214/7 = Z 'Z_ DEGREES F.S. = f = c� )4- z/Z 77 = 33.7° TQrn = 0•(o(4c,'T FACTOR OF SAFETY = 3 , / 0. k C052 C. = 0 . 4' 9 2. JOB NO.: .� --I 3 I & —04 DATE: (4) - 1, FLOW LINES = SAT H sin cos G = TANGENTIAL - h% /W = /SAT f/c0 SzL — hw / =y1//COS2G = NORMAL H cos ran YSAT—O/7L O 0 ,j 3X b, W71/ PARAMETERS lI5k 4 140,02xo467 //s o.(4 7 C _‘00 PSF H = 4 FT /SAT _ t1 CS PCF :3 P C F (SUBMERGED) A.G.I. GEOTECHNICAL, INC. Project No. 3 _ (3 C / . 0 4 STABILITY OF SLOPES (Taylor's Method) T\f-k't'vD� Soil Parameters Unit Weight Cohesion Angle of Internal Friction Slope Height 10 ft. Slope Gradient 9 0° Calculations Assumed Factor of Safety Ns = Tan -1 tan 4 1. S _ - 4.9 c Factor of Safety: c C' 1Ar Y = C = Date lbs/cu.ft. lbs/sq . ft. degrees From Taylor's Curves C' = 2. 3 113 \,b 5 ..� = 4- 0 O • K A.G.I. GEOTECHNICAL, INC. 1E11 MN MN MIN NM NMI 1E1 EN INN NMI 1E11 1 Case 1 1 1 ** PCSTABLSM ** Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface by No. (pcf) (pcf) (psf) (deg) Param. (psf) No. Purdue University 1 105.0 115.0 600.0 22.0 .00 .0 1 2 105.0 115.0 1100.0 28.0 .00 .0 1 --Slope Stability Analysis-- 3 105.0 115.0 525.0 22.0 .00 .0 1 Simplified Janbu, Simplified Bishop 1 or Spencer's Method of Slices Run Date: 6-3-96 Time of Run: 2:15 Run By: jcv Input Data Filename: a:1396.in Output Filename: a:1396.out Plotted Output Filename: n PROBLEM DESCRIPTION CROSS SECTION A -A' A Critical Failure Surface Searching Method, Using A Random Technique For Generating Circular Surfaces, Has Been Specified. 100 Trial Surfaces Have Been Generated. 100 Surfaces Initiate From Each Of 1 Points Equally Spaced Along The Ground Surface Between X = 121.00 ft. and X = 121.00 ft. Each Surface Terminates Between X = 212.00 ft. and X = 322.00 ft. Unless Further Limitations Were Imposed, The Minimum Elevation BOUNDARY COORDINATES At Which A Surface Extends Is Y = .00 ft. 10 Top Boundaries 15 Total Boundaries 15.00 ft. Line Segments Define Each Trial Failure Surface. Boundary X-Left Y-Left X-Right Y-Right Soil Type No. (ft) (ft) (ft) (ft) Below End Following Are Displayed The Ten Most Critical Of The Trial 1 .00 135.00 5.00 136.00 2 Failure Surfaces Examined. They Are Ordered - Most Critical 2 5.00 136.00 24.00 143.00 1 - First. 3 24.00 143.00 25.00 145.00 1 4 25.00 145.00 99.00 181.00 1 5 99.00 181.00 121.00 181.00 1 * * Safety Factors Are Calculated By The Modified Bishop Method * * 6 121.00 181.00 122.00 182.00 1 7 122.00 182.00 151.00 195.00 1 8 151.00 195.00 189.00 221.00 3 9 189.00 221.00 212.00 230.00 3 Failure Surface Specified By 9 Coordinate Points 10 212.00 230.00 322.00 230.00 3 11 5.00 136.00 17.00 123.00 2 12 17.00 123.00 151.00 178.00 2 Point X-Surf Y-Surf 13 151.00 178.00 152.00 195.00 3 No. (ft) (ft) 14 151.00 178.00 250.00 220.00 2 15 250.00 220.00 322.00 220.00 2 1 121.00 181.00 2 135.99 180.35 3 150.89 182.05 4 165.34 186.06 ISOTROPIC SOIL PARAMETERS 5 178.99 192.28 6 191.50 200.56 7 202.56 210.69 3 Type(s) of Soil 8 211.90 222.43 9 216.18 230.00 1 MI MN INN NM OM EN MN NM NM INN 1 Circle Center At X = 132.6 ; Y = 275.9 and Radius, 95.6 *** 1.887 *** Individual data on the 14 slices No. (ft) (ft) 1 121.00 181.00 2 136.00 181.33 3 150.85 183.46 4 165.33 187.35 5 179.25 192.95 6 192.39 200.18 7 204.58 208.93 8 215.63 219.07 9 224.98 230.00 Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge Circle Center At X = 125.7 ; Y = 305.9 and Radius, 125.0 Slice Width Weight Top Bot Norm Tan Hor Ver Load No. Ft(m) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) 1 1.0 54.7 .0 .0 .0 .0 .0 .0 .0 *** 1.895 *** 2 14.0 6582.4 .0 .0 .0 .0 .0 .0 .0 3 14.9 16293.1 .0 .0 .0 .0 .0 .0 .0 4 .1 149.5 .0 .0 .0 .0 .0 .0 .0 5 .2 332.2 .0 .0 .0 .0 .0 .0 .0 6 .8 1045.9 .0 .0 .0 .0 .0 .0 .0 Failure Surface Specified By 10 Coordinate Points 7 13.3 22476.5 .0 .0 .0 .0 .0 .0 .0 8 13.6 29114.2 .0 .0 .0 .0 .0 .0 .0 9 10.0 23101.0 .0 .0 .0 .0 .0 .0 .0 Point X-Surf Y-Surf 10 2.5 5713.2 .0 .0 .0 .0 .0 .0 .0 No. (ft) (ft) 11 11.1 21501.3 .0 .0 .0 .0 .0 .0 .0 12 9.3 11344.8 .0 .0 .0 .0 .0 .0 .0 1 .121.00 181.00 13 .1 80.1 .0 .0 .0 .0 .0 .0 .0 2 135.99 181.61 14 4.2 1621.1 .0 .0 .0 .0 .0 .0 .0 3 150.83 183.80 4 165.35 187.55 Failure Surface Specified By 10 Coordinate Points 5 179.40 192.81 6 192.82 199.52 7 205.45 207.60 Point X-Surf Y-Surf 8 217.16 216.98 No. (ft) (ft) 9 227.81 227.54 10 229.82 230.00 1 121.00 181.00 2 135.98 180.25 3 150.93 181.53 4 165.57 184.80 5 179.63 190.00 6 192.87 197.05 7 205.05 205.82 8 215.93 216.14 9 225.34 227.83 10 226.65 230.00 Circle Center At X = 134.1 ; Y = 291.2 and Radius, 110.9 *** 1.889 *** 1 Circle Center At X = 122.8 ; Y = 322.2 and Radius, 141.2 *** 1.909 *** Failure Surface Specified By 10 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 121.00 181.00 2 136.00 180.92 3 150.92 182.44 4 165.60 185.54 Failure Surface Specified By 9 Coordinate Points 5 179.86 190.19 6 193.54 196.34 7 206.49 203.91 Point X-Surf Y-Surf 8 218.56 212.82 NE MIN NM MEI NM NE INN OM 1E1 1E11 11111 9 229.61 222.96 Failure Surface Specified By 11 Coordinate Points 10 235.79 230.00 Circle Center At X = 129.4 ; Y = 320.3 and Radius, 139.5 Point X-Surf Y-Surf No. (ft) (ft) *** 1.916 *** 1 121.00 181.00 2 135.84 183.18 3 150.56 186.07 4 165.12 189.67 5 179.49 193.97 Failure Surface Specified By 9 Coordinate Points 6 193.64 198.96 7 207.53 204.62 8 221.13 210.95 Point X-Surf Y-Surf 9 234.41 217.93 No. (ft) (ft) 10 247.33 225.54 11 254.14 230.00 1 121.00 181.00 2 135.97 181.95 3 150.73 184.64 4 165.07 189.04 5 178.79 195.09 6 191.71 202.71 7 203.65 211.79 8 214.45 222.21 9 220.83 230.00 1 Circle Center At X = 83.3 ; Y = 489.3 and Radius, 310.6 *** 2.198 *** Circle Center At X = 120.4 ; Y = 308.8 and Radius, 127.8 Failure Surface Specified By 10 Coordinate Points *** 1.960 *** Point X-Surf Y-Surf No. (ft) (ft) 1 121.00 181.00 2 135.90 179.25 3 150.88 179.92 Failure Surface Specified By 9 Coordinate Points 4 165.56 182.99 5 179.56 188.39 6 192.50 195.98 Point X-Surf Y-Surf 7 204.05 205.55 No. (ft) (ft) 8 213.91 216.85 9 221.82 229.60 1 . 121.00 181.00 10 221.99 230.00 2 135.97 182.03 3 150.70 184.86 Circle Center At X = 139.3 ; Y = 271.9 and Radius, 92.7 4 164.98 189.45 5 178.60 195.73 6 191.36 203.61 *** 2.209 *** 7 203.08 212.98 8 213.57 223.69 9 218.41 230.00 Circle Center At X = 120.0 ; Y = 304.8 and Radius, 123.8 Failure Surface Specified By 10 Coordinate Points *** 1.988 *** Point X-Surf Y-Surf No. (ft) (ft) 1 121.00 181.00 2 135.61 184.40 EN N- M N N- r-- M-- I-- E I MN 1 3 150.03 188.53 4 164.22 193.38 5 178.15 198.95 6 191.78 205.21 7 205.08 212.16 - 8 218.00 219.77 F 354.20 + 9 230.53 228.02 - 10 233.22 230.00 Circle Center At X = 61.7 ; Y = 469.8 and Radius, 294.8 *** 2.307 *** Y A X I S F T .00 50.60 101.20 151.80 202.40 253.00 X .00+ + + * + + + - * - * - ** 50.60 + A 101.20 + * * .91. X 151.80 + ..*17.* - 0.. ..91. 916.. . * - 210 I 202.40 + 521.. 8 91* - 52.1 - 52 85 ........ .... ..8 S 253.00 + * 8 T 404.80 + *,* 303.60 + i N M MN M M E EN --- M ! M-- E NM M 1 1 ** PCSTABL5M ** by Purdue University --Slope Stability Analysis -- Simplified Janbu, Simplified Bishop or Spencer's Method of Slices Run Date: Time of Run: Run By: Input Data Filename: Output Filename: Plotted Output Filename: 6-3-96 2:45 PM JCV A:1396.IN A:1396.OUT N PROBLEM DESCRIPTION CROSS SECTION A -A' BOUNDARY COORDINATES 10 Top Boundaries 15 Total Boundaries Case 1 Boundary X-Left Y-Left X-Right Y-Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 .00 135.00 5.00 136.00 2 2 5.00 136.00 24.00 143.00 1 3 24.00 143.00 25.00 145.00 1 4 25.00 145.00 99.00 181.00 1 5 99.00 181.00 121.00 181.00 1 6 121.00 181.00 122.00 182.00 1 7 122.00 182.00 151.00 195.00 1 8 151.00 195.00 189.00 221.00 3 9 189.00 221.00 212.00 230.00 3 10 212.00 230.00 322.00 230.00 3 11 5.00 136.00 17.00 123.00 2 12 17.00 123.00 151.00 178.00 2 13 151.00 178.00 152.00 195.00 3 14 151.00 178.00 250.00 220.00 2 15 250.00 220.00 322.00 220.00 2 ISOTROPIC SOIL PARAMETERS 3 Type(s) of Soil 1 1 Soil Total Saturated Cohesion Type Unit Wt. Unit Wt. Intercept No. (pcf) (pcf) (psf) 1 2 3 105.0 105.0 105.0 115.0 115.0 115.0 600.0 1100.0 525.0 Friction Pore Pressure Piez. Angle Pressure Constant Surface (deg) Param. (psf) No. 22.0 .00 .0 1 28.0 .00 .0 1 22.0 .00 .0 1 A Horizontal Earthquake Loading Coefficient Of .150 Has Been Assigned A Vertical Earthquake Loading Coefficient Of .000 Has Been Assigned Cavitation Pressure = .0 psf A Critical Failure Surface Searching Method, Using A Random Technique For Generating Circular Surfaces, Has Been Specified. 100 Trial Surfaces Have Been Generated. 100 Surfaces Initiate From Each Of 1 Points Equally Spaced Along The Ground Surface Between X = 121.00 ft. and X = 121.00 ft. Each Surface. Terminates Between X = 212.00 ft. and X = 322.00 ft. Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is Y = .00 ft. 15.00 ft. Line Segments Define Each Trial Failure Surface. Following Are Displayed The Ten Most Critical Of The Trial Failure Surfaces Examined. They Are Ordered _ Most Critical First. * * Safety Factors Are Calculated By The Modified Bishop Method * * Failure Surface Specified By 10 Coordinate Points Point No. X-Surf (ft) Y-Surf (ft) 1 121.00 181.00 2 136.00 180.92 3 150:92 182.44 4 165.60 185.54 5 179.86 190.19 6 193.54 196.34 7 206.49 203.91 8 218.56 212.82 9 229.61 222.96 10 235.79 230.00 Circle Center At X = 129.4 ; Y = 320.3 and Radius, 139.5 *** 1.416 *** 1 Circle Center At X = 134.1 ; Y = 291.2 and Radius, 110.9 *** 1.424 *** Failure Surface Specified By 10 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 121.00 181.00 2 135.99 181.61 3 150.83 183.80 Individual data on the 17 slices 4 165.35 187.55 5 179.40 192.81 6 192.82 199.52 Water Water Tie Tie Earthquake. 7 205.45 207.60 Force Force Force Force Force Surcharge 8 217.16 216.98 Slice Width Weight Top Bot Norm Tan Hor Ver Load 9 227.81 227.54 No. Ft(m) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) 10 229.82 230.00 1 1.0 52.7 .0 .0 .0 .0 7.9 .0 .0 2 14.0 6147.1 .0 .0 .0 .0 922.1 .0 .0 Circle Center At X = 122.8 ; Y = 322.2 and Radius, 141.2 3 14.9 15580.9 .0 .0 .0 .0 2337.1 .0 .0 4 .1 101.1 .0 .0 .0 .0 15.2 .0 .0 5 .3 351.2 .0. .0 .0 .0 52.7 .0 .0 . *** 1.429 *** 6 .7 991.1 .0 .0 .0 .0 148.7 .0 .0 7 13.6 23181.8 .0 .0 .0 .0 3477.3 .0 .0 8 13.7 31536.8 .0 .0 .0 .0 4730.5 .0 .0 9 .5 1410.3 .0 .0 .0 .0 211.6 .0 .0 10 2.2 5626.2 .0 .0 .0 .0 843.9 .0 .0 Failure Surface Specified By 9 Coordinate Points 11 7.0 18972.5 .0 .0 .0 .0 2845.9 .0 .0 12 4.5 12674.7 .0 .0 .0 .0 1901.2 .0 .0 13 12.9 34248.6 .0 .0 .0 .0 5137.3 .0 .0 Point X-Surf Y-Surf 14 5.5 13292.2 .0' .0 .0 .0 1993.8 .0 .0 No. (ft) (ft) 15 6.6 13500.2 .0 .0 .0 .0 2025.0 .0 .0 16 11.0 14046.2 .0 .0 .0 .0 2106.9 .0 .0 1 121.00 181.00 17 6.2 2283.7 .0 .0 .0 .0 342.6 .0 .0 2 136.00 181.33 3 150.85 183.46 Failure Surface Specified By 10 Coordinate Points 4 165.33 187.35 5 179.25 192.95 6 192.39 200.18 Point X-Surf Y-Surf 7 204.58 208.93 No. (ft) (ft) 8 215.63 219.07 9 224.98 230.00 1 121.00 181.00 2 135.98 180.25 3 150.93 181.53 4 165.57 184.80 5 179.63 190.00 6 192.87 197.05 7 205.05 205.82 8 215.93 216.14 9 225.34 227.83 10 226.65 230.00 1 Circle Center At X = 125.7 ; Y = 305.9 and Radius, 125.0 *** 1.432 *** NMI Ell NMI NMI NM ME 1 Failure Surface Specified By 9 Coordinate Points 6 191.36 203.61 7 203.08 212.98 8 213.57 223.69 Point X-Surf Y-Surf 9 218.41 230.00 No. (ft) (ft) 1 121.00 181.00 2 135.99 180.35 3 150.89 182.05 4 165.34 186.06 5 178.99 192.28 6 191.50 200.56 7 202.56 210.69 8 211.90 222.43 9 216.18 230.00 Circle Center At X = 120.0 ; Y = 304.8 and Radius, 123.8 *** 1.520 *** Failure Surface Specified By 11 Coordinate Points Circle Center At X = 132.6 ; Y = 275.9 and Radius, 95.6 Point X-Surf Y-Surf No. (ft) (ft) *** 1.447 *** 1 121.00 181.00 2 135.84 183.18 3 150.56 186.07 4 165.12 189.67 5 179.49 193.97 Failure Surface Specified By 9 Coordinate Points 6 193.64 198.96 7 207.53 204.62 8 221.13 210.95 Point X-Surf Y-Surf 9 234.41 217.93 No. (ft) (ft) 10 247.33 225.54 11 254.14 230.00 1 121.00 181.00 • 2 135.97 181.95 Circle Center At X = 83.3 ; Y = .489.3 and Radius, 310.6 3 150.73 184.64 . 4 165.07 189.04 5 178.79 195.09 *** 1.550 *** 6 191.71 202.71 7 203.65 211.79 8 214.45 222.21 9 220.83 230.00 1 Circle Center At X = 120.4 ; Y = 308.8 :and Radius, 127.8 Failure Surface Specified By 10 Coordinate Points *** 1.493 *** Point X-Surf Y-Surf No. (ft) (ft) 1 121.00 181.00 2 135.90 179.25 3 150.88 179.92 Failure Surface Specified By 9 Coordinate Points 4 165.56 182.99 5 179.56 188.39 6 192.50 195.98 Point X-Surf Y-Surf 7 204.05 205.55 No. (ft) (ft) 8 213.91 216.85 9 221.82 229.60 1 121.00 181.00 10 221.99 230.00 2 135.97 182.03 3 150.70 184.86 Circle Center At X = 139.3 ; Y = 271.9 and Radius, 92.7 4 164.98 189.45 5 178.60 195.73 UN N EMI MEI MN EMI II= E 1 *** 1.683 *** Failure Surface Specified By 10 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) I 202.40 + ...... .. ..125.. 8 95* - 12.5 - 12 81 ........ .... .8 S 253.00 + * 8 1 121.00 181.00 - 2 135.61 184.40 303.60 + 3 150.03 188.53 - 4 164.22 193.38 5 178.15 198.95 6 191.78 205.21 7 205.08 212.16 - 8 218.00 219.77 F 354.20 + 9 230.53 228.02 - 10 233.22 230.00 Circle Center At X = 61.7 ; Y = 469.8 and Radius, 294.8 *** 1.708 *** Y A • X I S F T .00 50.60 .101.20 151.80 202.40 253.00 X .00+ + + * + + + - * - * ** 50.60 + A 101.20 + - .91. X 151.80 + ..*17.* - 0.. ..91. 916. T 404.80 + *.* .* 140 1 1 ** PCSTABL5M ** by Purdue University --Slope Stability Analysis -- Simplified Janbu, Simplified Bishop or Spencer's Method of Slices Run Date: 6-3-96 Time of Run: 2:20 PM Run By: JCV Input Data Filename: A:1396.IN Output Filename: A:1396.OUT Plotted Output Filename: N PROBLEM DESCRIPTION CROSS SECTION A -A' Case 2 1 Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 105.0 115.0 600.0 22.0 .00 .0 1 2 105.0 115.0 1100.0 28.0 .00 .0 1 3 105.0 115.0 525.0 22.0 .00 .0 1 A Critical Failure Surface Searching Method, Using A Random Technique For Generating Circular Surfaces, Has Been Specified. 100 Trial Surfaces Have Been Generated. 100 Surfaces Initiate From Each Of 1 Points Equally Spaced Along The Ground Surface Between X = 24.00 ft. and X = 43.00 ft. Each Surface Terminates Between X = 212.00 ft. and X = 322.00 ft. Unless Further Limitations Were Imposed, The Minimum Elevation BOUNDARY COORDINATES At Which A Surface Extends Is Y = .00 ft. 10 Top Boundaries 15 Total Boundaries 15.00 ft. Line Segments Define Each Trial Failure.Surface. Boundary X-Left Y-Left X-Right Y-Right Soil Type 1 No. (ft) (ft) (ft) (ft) Below Bnd Following Are Displayed The Ten Most Critical Of The Trial 1 .00 135.00 5.00 136.00 2 Failure Surfaces Examined. They Are Ordered - Most Critical 2 5.00 136.00 24.00 143.00 1 First. 3 24.00 143.00 25.00 145.00 1 4 25.00 145.00 99.00 181.00 1 5 99.00 181.00 121.00 181.00 1 * * Safety Factors Are Calculated By The Modified Bishop Method * * 6 121.00 181.00 122.00 182.00 1 7 122.00 182.00 151.00 195.00 1 8 151.00 195.00 189.00 221.00 3 9 189.00 221.00 212.00 230.00 3 Failure Surface Specified By 16 Coordinate Points 10 212.00 230.00 322.00 230.00 3 11 5.00 136.00 17.00 123.00 2 12 17.00 123.00 151.00 178.00 2 Point X-Surf Y-Surf 13 151.00 178.00 152.00 195.00 3 No. (ft) (ft) 14 151.00 178.00 250.00 220.00 2 15 250.00 220.00 322.00 220.00 2 1 24.00 143.00 2 38.92 144.51 3 53.76 146.70 4 68.49 149.54 ISOTROPIC SOIL PARAMETERS 5 83.08 153.05 6 97.49 157.21 7 111.70 162.01 3 Type(s) of Soil 8 125.68 167.44 9 139.40 173.50 10 152.84 180.17 MN 11 165.96 187.44 6 96.99 159.82 12 178.74 195.29 7 111.15 164.76 13 191.16 203.70 8 125.13 170.20 14 203.19 212.67 9 138.90 176.16 15' 214.80 222.16 10 152.44 182.61 16 223.54 230.00 11 165.74 189.54 12 178.78 196.96 Circle Center At X = -2.0 ; Y = 475.1 and Radius, 333.1 13 191.54 204.84 14 204.01 213.19 15 216.16 221.97 *** 2.092 *** 16 226.45 230.00 Circle Center At X = -31.7 ; Y = 551.7 and Radius, 412.5 Individual data on the 26 slices *** 2.127 *** Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge 1 Slice Width Weight Top Bot Norm Tan Hor Ver Load No. Ft(m) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Failure Surface Specified By 16 Coordinate Points 1 1.0 99.6 .0 .0 .0 .0 .0 .0 .0 2 13.9 6694.7 .0 .0 .0 .0 .0 .0 .0 3 . 14.8 15238.8 .0 .0 .0 .0 .0 .0 .0 Point X-Surf Y-Surf 4 14.7 22356.6 .0 .0 .0 .0 .0 .0 .0 No. (ft) (ft) 5 14.6 28194.4 .0 .0 .0 .0 .0 .0 .0 6 14.4 32736.2 .0 .0 .0 .0 .0 .0 .0 1 24.00 143.00 7 1.5 3676.9 .0 .0 .0 .0 .0 .0 .0 2 38.73 145.82 8 12.7 28187.0 .0 .0 .0 .0 .0 .0 .0 3 53.37 149.09 9 6.4 11860.6 .0 .0 .0 .0 .0 .0 .0 4 67.90 .152.82 10 2.9 4921.5 .0 .0 .0 .0 .0 .0 .0 5 82.30 -157.01 11 1.0 1646.7 .0 .0 .0 .0 .0 . .0 .0 6 96.57 :161.64 12 3.7 6220.3 .0 .0 .0 .0 .0 .0 .0 7 110.68 166.72 13 5.3 9052.1 .0 .0 .0 .0 .0 .0 .0 8 124.63 1172.24 14 8.4 14366.5 .0 .0 .0 .0 .0 .0 .0 9 138.40 178.20 15 11.6 19510.3 .0 .0 .0 .0 .0 .0 .0 10 151.98 :184.58 16 .1 126.0 .0 .0 .0 .0 .0 .0 .0 ' 11 165.34 -191.38 17 .9 1536.8 .0 .0 .0 .0 .0 .0 .0 12 178.49 198.60 18 .8 1408.6 .0 .0 .0 .0 .0 .0 .0 13 191.41 '206.23 19 13.1 23346.2 .0 .0 .0 .0 .0 .0 .0 14 204.08 -214.26 20 12.8 24492.5 .0 .0 .0 .0 .0 .0 .0 15 216.49 222.68 21 10.3 20171.8 .0 .0 .0 .0 .0 .0 .0 16 226.59 .230.00 22 2.2 4185.3 .0 .0 .0 .0 .0 .0 .0 23 12.0 20222.4 .0 .0 .0 .0 .0 .0 .0 Circle Center At X = -58.3 ; Y = 614.1 and Radius, 478.2 24 8.8 11110.3 .0 .0 .0 .0 .0 .0 .0 25 2.8 2637.5 .0 .0 .0 .0 .0 .0 .0 26 8.7 3599.5 .0 .0 .0 .0 .0 .0 .0 *** 2.255 *** Failure Surface Specified By 16 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) Failure Surface Specified By 17 Coordinate Points 1 24.00 143.00 Point X-Surf Y-Surf 2 38.82 145.30 No. (ft) (ft) 3 53.55 148.13 4 68.17 151.50 1 24.00 143.00 5 82.66 155.40 2 38.86 145.08 NE INN NEI EN 111111 ININ NEI NMI INN NMI EN IININ INN INN NM INN MIN INN 3 53.64 147.63 4 68.33 150.65 5 82.92 154.14 6 97.39 158.09 7 111.73 162.49 8 125.92 167.36 9 139.95 172.67 10 153.80 178.42 11 167.46 184.61 12 180.92 191.24 13 194.16 198.29 14 207.17 205.75 15 219.93 213.63 16 232.44 221.91 17 243.85 230.00 Circle Center At X = -33.9 ; Y = 610.6 and Radius, 471.2 *** 2.265 *** No. (ft) (ft) 1 24.00 143.00 2 39.00 142.83 3 53.98 143.54 4 68.90 145.15 5 83.69 147.63 6 98.31 150.99 7 112.70 155.21 8 126.82 160.28 9 140.61 166.18 10 154.03 172.88 11 167.03 180.37 12 179.55 188.62 13 191.57 197.60 14 203.04 207.27 15 213.91 217.61 16 224.14 228.57 17 225.32 230.00 Circle Center At X = 34.4 ; Y = 395.4 and Radius, 252.6 1 *** 2.441 *** Failure Surface Specified By 16 Coordinate Points 1 Point X-Surf Y-Surf No. (ft) (ft) Failure Surface Specified By 17 Coordinate Points 1 24.00 143.00 2 39.00 143.40 • Point X-Surf Y-Surf 3 53.94 144.64 No. (ft) (ft) 4 68.80 146.72 5 83.52 149.63 1 24.00 143.00 6 98.05 153.35 2 38.97 141.99 7 112.34 157.88 3 53.97 141.93 8 126.37 163.21 4 68.94 142.83 9 140.07 169.31 5 83.82 144.69 10 153.41 176.17 6 98.56 147.49 11 166.34 183.77 7 113.09 151.22 12 178.83 192.08 8 127.35 155.88 13 190.83 201.07 9 141.28 161.43 14 202.32 210.73 10 154.83 167.86 15 213.24 221.01 11 167.95 175.14 16 221.78 230.00 12 180.57 183.24 13 192.65 192.13 Circle Center At X = 24.4 ; Y = 410.4 and Radius, 267.4 14 204.14 201.78 15 214.99 212.13 16 225.16 223.16 *** 2.423 *** 17 230.70 230.00 Circle Center At X = 47.3 ; Y = 376.9 and Radius, 235.1 Failure Surface Specified By 17 Coordinate Points *** 2.447 *** Point X-Surf Y-Surf E NM- I N N I UM M MN M 1 MI- r ■■I MN 1 INN 1 Failure Surface Specified By 17 Coordinate Points *** 2.470 *** Point X-Surf Y-Surf No. (ft) (ft) 1 24.00 143.00 2 38.78 140.42 Failure Surface Specified By 18 Coordinate Points 3 53.71 138.98 Point X-Surf Y-Surf 4 68.70 138.67 No. (ft) (ft) 5 83.68 139.49 6 98.55 141.46 1 24.00 143.00 7 113.23 144.54 2 38.96 141.89 8 127.64 148.73 3 53.96 141.65 9 141.68 154.00 4 68.94 142.28 10 155.28 160.32 5 83.87 143.78 11 168.37 167.65 6 98.68 146.14 12 180.86 175.96 7 113.33 149.36 13 192.68 185.19 8 127.77 153.42 14 203.77 195.29 9 141.95 158.32 15 214.06 206.20 10 155.82 164.03 16 223.50 217.86 11 169.34 170.54 17 231.88 230.00 12 182.45 177.82 13 195.12 185.84 Circle Center At X = 65.3 ; Y = 336.2 and Radius, 197.6 14 207.30 194.60 15 .218.96 204.04 16 230.04 214.14 *** 2.466 *** 17 240.52 224.88 18 244.98 230.00 Circle Center At X = 50.7 ; Y = 399.4 and Radius, 257.8 Failure Surface Specified By 17 Coordinate Points *** 2.472 *** Point X-Surf Y-Surf No. (ft) (ft) 1 1 24.00 143.00 Y A X I S F T 2 38.83 140.76 3 53.79 139.66 4 68.79 139.71 .00 50.60 101.20 151.80 202.40 253.00 5 83.74 140.90 6 98.56 143.23 X .00 + -+ -+ * -+ -+ _-+ 7 113.16 146.68 - * 8 127.45 151.24 - * 9 141.35 156.88 - ** 10 154.78 163.56 - _ 11 167.66 171.25 - . .51 12 179.92 179.89 50.60 + ...861. 13 191.48 189.45 - 14 202.28 199.86 - . ...8751. 15 212.25 211.07 - .... 16 221.34 223.00 - ....8612. 17 225.86 230.00 - 3.. A 101.20 + ...87512 * Circle Center At X = 60.7 ; Y = 335.9 and Radius, 196.3 - 87512.. - * MN MO NMI MINI MIN MIN IMO MINI 1111111 MN INN IMO IIIIII MEI MIMI MINI MIMI IIIIIII INN 897512. - 2.. 89751. X 151.80 + 876*1..* 897413 87641. 0 87413. I 202.40 + 8761. 0 4761* ..04.25 ........ - 0871 4 04 S 253.00 + 303.60 + F 354.20 + T 404.80 + Mil M En - - - - - - - - N i - 1 - - 1 EN 1 1 ** PCSTABL5M ** by Purdue University --Slope Stability Analysis -- Simplified Janbu, Simplified Bishop or Spencer's Method of Slices Run Date: Time of Run: Run 8y: Input Data Filename: Output Filename: Plotted Output Filename: 6-3-96 2:30 PM JCV A:1396.IN A:1396.OUT N PROBLEM DESCRIPTION CROSS SECTION A -A' BOUNDARY COORDINATES 10 Top Boundaries 15 Total Boundaries Boundary X-Left Y-Left X-Right Y-Right No. (ft) (ft) (ft) (ft) Case 2 Soil Type Below Bnd 1 .00 135.00 5.00 136.00 2 2 5.00 136.00 24.00 143.00 1 3 24.00 143.00 25.00 145.00 1 4 25.00 145.00 99.00 181.00 1 5 99.00 181.00 121.00 181.00 1 6 121.00 181.00 122.00 182.00 1 7 122.00 182.00 151.00 195.00 1 8 151.00 195.00 189.00 221.00 3 9 189.00 221.00 212.00 230.00 3 10 212.00 230.00 322.00 230.00 3 11 5.00 136.00 17.00 123.00 2 12 17.00 123.00 151.00 178.00 2 13 151.00 178.00 152.00 195.00 3 14 151.00 178.00 250.00 220.00 2 15 250.00 220.00 322.00 220.00 2 ISOTROPIC SOIL PARAMETERS 3 Type(s) of Soil 1 1 Soil Total Saturated Cohesion Friction Type Unit Wt. Unit Wt. Intercept Angle No. (pcf) (pcf) (psf) (deg) 1 105.0 2 105.0 3 105.0 115.0 115.0 115.0 600.0 1100.0 525.0 22.0 28.0 22.0 Pore Pressure Pa ram. .00 .00 .00 A Horizontal Earthquake Loading Coefficient Of .150 Has Been Assigned A Vertical Earthquake Loading Coefficient Of .000 Has Been Assigned Cavitation Pressure = .0 psf Pressure Piez. Constant Surface (psf) No. .o .0 .0 A Critical Failure Surface Searching Method, Using A Random Technique For Generating Circular Surfaces, Has Been Specified. 100 Trial Surfaces Have Been Generated. 100 Surfaces Initiate From Each Of 1 Points Equally Spaced Along The Ground Surface Between X = 24.00 ft. and X = 43.00 ft. Each Surface Terminates Between -X = 212.00 ft. and X = 322.00 ft. Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is Y = .00 ft. 15.00 ft. Line Segments Define Each Trial Failure Surface. Following Are Displayed The Ten Most Critical Of The Trial Failure Surfaces Examined. They Are Ordered - Most Critical First. 1 1 1 * * Safety Factors Are Calculated By The Modified Bishop Method * * Failure Surface Specified By 16 Coordinate Points Point No. X-Surf (ft) Y-Surf (ft) Ell Ell Ma NIB N NM 1E1 MIMI MIN 1E1 111111 NMI 1 NM NM all Ell NM 111111 1 24.00 143.00 2 38.92 144.51 3 53.76 146.70 Point X-Surf Y-Surf 4 68.49 149.54 No. (ft) (ft) 5 83.08 153.05 6 97.49 157.21 1 24.00 143.00 7 111.70 162.01 2 38.82 145.30 8 125.68 167.44 3 53.55 148.13 9 139.40 173.50 4 68.17 151.50 10 152.84 180.17 5 82.66 155.40 11 165.96 187.44 6 96.99 159.82 12 178.74 195.29 7 111.15 164.76 13 191.16 203.70 8 125.13 170.20 14 203.19 212.67 9 138.90 176.16 15 214.80 222.16 10 152.44 182.61 16 223.54 230.00 11 165.74 189.54 12 178.78 196.96 Circle Center At X = -2.0 ; Y = 475.1 and Radius, 333.1 13 191.54 204.84 14 204.01 213.19 15 216.16 221.97 *** 1.511 *** 16 226.45 230.00 Circle Center At X = -31.7 ; Y = 551.7 and Radius, 412.5 Individual data on the 26 slices *** 1.537 *** Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge 1 Slice Width Weight Top Bot Norm Tan Hor Ver Load No. Ft(m) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Failure Surface Specified By 17 Coordinate Points 1 1.0 99.6 .0 .0 .0 .0 .14.9 .0 .0 2 13.9 6694.7 .0 .0 .0 .0 1004.2 .0 .0 3 14.8 15238.8 .0 .0 .0 .0 2285.8 .0 .0 Point X-Surf Y-Surf 4 14.7 22356.6 .0 .0 .0 .0 3353.5 .0 .0 No. (ft) (ft) 5 14.6 28194.4 .0 .0 .0 .0 4229.2 .0 .0 6 14.4 32736.2 .0 .0 .0 .0 4910.4 .0 .0 1 24.00 143.00 7 1.5 3676.9 .0 .0 .0 .0 551.5 .0 .0 2 38.86 145.08 8 12.7 28187.0 .0 .0 .0 .0 4228.1 .0 .0 3 53.64 147.63 9 6.4 11860.6 .0 .0 .0 .0 1779.1 .0 .0 4 68.33 150.65 10 2.9 4921.5 .0 .0 .0 .0 738.2 .0 .0 5 82.92 154.14 11 1.0 1646.7 .0 .0 .0 .0 247.0 .0 .0 6 97.39 158.09 12 3.7 6220.3 .0 .0 .0 .0 933.0 .0 .0 7 111.73 162.49 13 5.3 9052.1 .0 .0 .0 .0 1357.8 .0 .0 8 125.92 167.36 14 8.4 14366.5 .0 .0 .0 .0 2155.0 .0 .0 9 139.95 172.67 15 11.6 19510.3 .0 .0 .0 .0 2926.5 .0 .0 10 153.80 178.42 16 .1 126.0 .0 .0 .0 .0 18.9 .0 .0 11 167.46 184.61 17 .9 1536.8 .0 .0 .0 .0 230.5 .0 .0 12 180.92 191.24 18 .8 1408.6 .0 .0 .0 .0 211.3 .0 .0 13 194.16 198.29 19 13.1 23346.2 .0 .0 .0 .0 3501.9 .0 .0 14 207.17 205.75 20 12.8 24492.5 .0 .0 .0 .0 3673.9 .0 .0 15 219.93 213.63 21 10.3 20171.8 .0 .0 .0 .0 3025.8 .0 .0 16 232.44 221.91 22 2.2 4185.3 .0 .0 .0 .0 627.8 .0 .0 17 243.85 230.00 23 12.0 20222.4 .0 .0 .0 .0 3033.4 .0 .0 24 8.8 11110.3 .0 .0 .0 .0 1666.5 .0 .0 Circle Center At X = -33.9 ; Y = 610.6 and Radius, 471.2 25 2.8 2637.5 .0 .0 .0 .0 395.6 .0 .0 26 8.7 3599.5 .0 .0 .0 .0 539.9 .0 .0 *** 1.614 *** Failure Surface Specified By 16 Coordinate Points I MO Failure Surface Specified By 16 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) *** 1.751 *** Failure Surface Specified By 17 Coordinate Points 1 24.00 143.00 Point X-Surf Y-Surf 2 38.73 145.82 No. (ft) (ft) 3 53.37 149.09 4 67.90 152.82 1 24.00 143.00 5 82.30 157.01 2 38.97 141.99 6 96.57 161.64 3 53.97 141.93 7 110.68 166.72 4 68.94 142.83 8 124.63 172.24 5 83.82 144.69 9 138.40 178.20 6 98.56 147.49 10 151.98 184.58 7 113.09 151.22 11 165.34 191.38 8 127.35 155.88 12 178.49 198.60 9 141.28 161.43 13 191.41 206.23 10 154.83 167.86 14 204.08 214.26 11 167.95 175.14 15 216.49 222.68 12 180.57 183.24 16 226.59 230.00 13 192.65 192.13 14 204.14 201.78 Circle Center At X = -58.3 ; Y = 614.1 and Radius, 478.2 15 .214.99 212.13 16 225.16 223.16 17 230.70 230.00 *** 1.632 *** Circle Center At X = 47.3 ; Y = 376.9 and Radius, .235.1 1 *** 1.761 *** Failure Surface Specified By 16 Coordinate Points 1 Point X-Surf Y-Surf No. ° (ft) (ft) Failure Surface Specified By 18 Coordinate Points 1 24.00 143.00 2 39.00 143.40 Point X-Surf Y-Surf 3 53.94 144.64 No. (ft) (ft) 4 68.80 146.72 5 83.52 149.63 1 24.00 143.00 6 98.05 153.35 2 38.96 141.89 7 112.34 157.88 3 53.96 141.65 8 126.37 163.21 4 68.94 142.28 9 140.07 169.31 5 83.87 143.78 10 153.41 176.17 6 98.68 146.14 11 166.34 183.77 7 113.33 149.36 12 178.83 192.08 8 127.77 153.42 13 190.83 201.07 9 141.95 158.32 14 202.32 210.73 10 155.82 164.03 15 213.24 221.01 11 169.34 170.54 16 221.78 230.00 12 182.45 177.82 13 195.12 185.84 Circle Center At X = 24.4 ; Y = 410.4 and Radius, 267.4 14 207.30 194.60 15 218.96 204.04 N NM NM 1 16 230.04 214.14 10 154.12 177.96 17 240.52 224.88 11 168.04 183.57 18 244.98 230.00 12 181.81 189.51 13 195.44 195.78 Circle Center At X = 50.7 ; Y = 399.4 and Radius, 257.8 14 208.91 202.37 15 222.22 209.29 16 235.36 216.53 *** 1.761 *** 17 248.32 224.08 18 257.93 230.00 Circle Center At X = -71.3 ; Y = 757.2 and Radius, 621.6 Failure Surface Specified By 17 Coordinate Points *** 1.766 *** Point X-Surf Y-Surf No. (ft) (ft) 1 24.00 143.00 Failure Surface Specified By 17 Coordinate Points 2 39.00 142.83 3 53.98 143.54 4 68.90 145.15 Point X-Surf Y-Surf 5 83.69 147.63 No. (ft) (ft) 6 98.31 150.99 7 112.70 155.21 1 24.00 143.00 8 126.82 160.28 2 38.78 140.42 9 140.61 166.18 3 . 53.71 138.98 10 154.03 172.88 4 68.70 138.67 11 167.03 180.37 5 83.68 139.49 12 179.55 188.62 6 98.55 141.46 13 191.57 197.60 7 113.23 144.54 14 203.04 207.27 8 127.64 148.73 15 213.91 217.61 9 141.68 154.00 16 224.14 228.57 10 155.28 160.32 17 225.32 230.00 11 168.37 167.65 12 180.86 175.96 Circle Center At X = 34.4 ; Y = 395.4 and Radius, 252.6 13 192.68 185.19 14 203.77 195.29 15 214.06 206.20 *** 1.762 *** 16 223.50 217.86 17 231.88 230.00 Circle Center At X = 65.3 ; Y = 336.2 and Radius, 197.6 Failure Surface Specified By 18 Coordinate Points *** 1.774 *** Point X-Surf Y-Surf No. (ft) (ft) 1 1 24.00 143.00 Y A X I S F T 2 38.79 145.48 3 53.52 148.32 4 68.18 151.51 .00 50.60 101.20 151.80 202.40 253.00 5 82.76 155.05 6 97.24 158.94 X .00 + + + * + + + 7 111.63 163.18 - * 8 125.91 167.77 - * 9 140.08 172.69 - ** NEI MIN 11E1 EN ME Ell 11E1 111M =I MEI ME =1 M111 1E1 11M1 1MM 1E1 - . .51 50.60 + ...061. . ...0651. ....7612. 4.. A 101.20 + ...06512 * 06512.. - * 076512. 2.. 07651. X 151.80 + 768*1..* 076314 06831. 7 9 76314. 202.40 + 0681. 7 93681* .... ..793.25 7061 93. 73 S 253.00 + 9 303.60 + F 354.20 + T 404.80 + 1 1 ** PCSTABL5M ** by Purdue University --Slope Stability Analysis -- Simplified Janbu, Simplified Bishop or Spencer's Method of Slices Run Date: 6-3-96 Time of Run: 4:00 PM Case 1 1 Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 105.0 115.0 600.0 22.0 .00 .0 1 2 105.0 115.0 1100.0 28.0 .00 .0 1 3 105.0 115.0 525.0 22.0 .00 .0 1 A Critical Failure Surface Searching Method, Using A Random Technique For Generating Circular Surfaces, Has Been Specified. Run By: JCV 100 Trial Surfaces Have Been Generated. Input Data Filename: A:1396.IN Output Filename: A:1396.0UT Plotted Output Filename: N 100 Surfaces Initiate From Each Of 1 Points Equally Spaced Along The Ground Surface Between X = 102.00 ft. and X = 102.00 ft. PROBLEM DESCRIPTION CROSS SECTION B-B' Each Surface Terminates Between X = 130.00 ft. and X = 280.00 ft. Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is Y = .00 ft. BOUNDARY COORDINATES 7 Top Boundaries 15.00 ft. Line Segments Define Each Trial Failure Surface. 14 Total Boundaries 1 Boundary X-Left Y-Left X-Right Y-Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd Following Are Displayed The Ten Most Critical Of The Trial Failure Surfaces Examined. They Are Ordered - Most Critical 1 .00 49.00 2.00 49.00 2 First. 2 2.00 49.00 10.00 49.00 1 3 10.00 49.00 76.00 81.00 1 -4 76.00 81.00 101.00 81.00 1 * * Safety Factors Are Calculated By The Modified°Bishop Method * * 5 101.00 81.00 102.00 88.00 3 6 102.00 88.00 170.00 130.00 3 .7 170.00 130.00 280.00 130.00 3 8 2.00 49.00 7.00 30.00 2 Failure Surface Specified By 6 Coordinate Points 9 7.00 30.00 28.00 30.00 2 10 28.00 30.00 29.00 35.00 2 11 29.00 35.00 81.00 69.00 2 Point X-Surf Y-Surf 12 81.00 69.00 101.00 81.00 3 No. (ft) (ft) 13 81.00 69.00 200.00 120.00 2 14 200.00 120.00 280.00 120.00 2 1 102.00 88.00 2 116.96 86.93 3 131.52 90.55 4 144.23 98.51 ISOTROPIC SOIL PARAMETERS 5 153.86 110.01 6 159.19 123.32 3 Type(s) of Soil Circle Center At X = 112.9 ; Y = 134.4 and Radius, 47.6 Soil Total Saturated Cohesion Friction Pore Pressure Piez. *** 2.310 *** MIN 11111 MN MI NM. N 111111 NE UN 1 MIN NM NIB MN NMI NM 111111 NEI 11E1 1 Slice Width No. Ft(m) 1 15.0 2 14.0 3 .6 4 .5 5 12.2 6 9.6 7 5.3 Individual data on the 7 slices Weight Lbs(kg) 8100.1 18949.2 915.8 840.9 20029.4 12930.6 2805.3 Water Force Top Lbs(kg) .0 .0 .0 .0 .0 .0 .0 Water Tie Tie Earthquake Force Force Force Force Surcharge Bot Norm Tan Hor Ver Load Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 Failure Surface Specified By 9 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 102.00 88.00 2 116.47 91.96 3 130.73 96.60 4 144.77 101.90 5 158.54 107.84 6 172.01 114.43 7 185.17 121.64 8 197.97 129.46 9 198.76 130.00 Circle Center At X = 24.7 ; Y = 398.8 and Radius, 320.3 *** 2.349 *** Failure Surface Specified By 8 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 102.00 88.00 2 116.43 92.08 3 130.50 97.29 4 144.11 103.59 5 157.19 110.94 6 169.65 119.29 7 181.41 128.60 8 182.91 130.00 Circle Center At X = 57.8 ; Y = 272.1 and Radius, 1 2.386 *** Failure Surface Specified By 6 Coordinate Points Point No. X-Surf (ft) 1 102.00 2 116.97 3 131.27 4 142.97 5 150.54 6 151.26 Y-Surf (ft) 88.00 87.12 91.68 101.06 114.01 118.42 Circle Center At X = 112.0 ; Y = 126.9 and Radius, 40.2 *** 2.473 *** Failure Surface Specified By 6 Coordinate Points Point X-Surf No. (ft) 1 102.00 2 116.88 3 130.96 4 143.57 5 154.09 6 160.40 Y-Surf (ft) 88.00 89.93 95.09 103.21 113.91 124.07 Circle Center At X = 100.9 ; Y = 155.0 and Radius, 67.0 *** 2.523 *** Failure Surface Specified By 6 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 102.00 88.00 2 116.94 89.31 3 130.95 94.67 189.3 4 142.95 103.68 NMI MINI N NM MR N INN 1 5 152.02 115.63 6 153.69 119.92 Point X-Surf Y-Surf No. (ft) (ft) Circle Center At X = 105.1 ; Y = 140.8 and Radius, 52.9 *** 2.598 *** Failure Surface Specified By 7 Coordinate'Points Point X-Surf Y-Surf No. (ft) (ft) 1 102.00 88.00 2 116.90 86.28 3 131.71 88.66 4 145.32 94.97 5 156.70 104.74 6 165.02 117.22 7 168.93 129.34 1 102.00 88.00 2 116.38 92.28 3 130.69 96.78 4 144.92 101.50 5 159.09 106.44 6 173.17 111.59 7 187.18 116.97 8 201.10 122.55 9 214.93 128.36 10 218.69 130.00 Circle Center At X = -166.9 ; Y = 1018.2 and Radius, 968.3 *** 2.653 *** Failure Surface Specified By 8 Coordinate Points Circle Center At X = 115.7 ; Y = 141.0 and Radius, 54.8 Point .X-Surf Y-Surf No. (ft) (ft) *** 2.605 *** Failure Surface Specified By 8 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 102.00 88.00 2 116.56 84.40 3 131.56 84.59 4 146.02 88.56 5 159.02 96.06 6 169.69 106.60 7 177.36 119.49 8 180.40 130.00 Circle Center At X = 123.3 ; Y = 142.4 and Radius, 58.4 1 102.00 88.00 2 116.79 85.48 *** 2.790 *** 3 131.74 86.72 4 145.90 91.64 5 158.40 99.94 6 168.44 111.09 1 7 175.38 124.38 8 176.69 130.00 Y A X I S F T Circle Center At X = 119.4 ; Y = 144.4 and Radius, 59.1 *** 2.649 *** .00 35.00 70.00 105.00 140.00 175.00 X .00 + + * + + -+ + - * - * ** Failure Surface Specified By 10 Coordinate Points 35.00 + INN MI 11111 r A 70.00 + * X 105.00 + ** .812. - .... .52. .071. .. 140.00 + 087123 1 44 ...... ..0 8723. 1 7 . - . .0 823. * s 175.00 + 9.0 88 . 3 .9 2 . 210.00 + F 245.00 + T 280.00 + *9 2 9 * * 1 N - - M 1 - - - s r - - - - I; - 11111 1 1 ** PCSTABL5M ** by Purdue University --Slope Stability Analysis -- Simplified Janbu, Simplified Bishop or Spencer's Method of Slices Run Date: Time of Run: Run By: Input Data Filename: Output Filename: Plotted Output Filename: 6-3-96 3:50 PM JCV A:1396.IN A:1396.OUT N PROBLEM DESCRIPTION CROSS SECTION B-B' BOUNDARY COORDINATES 7 Top Boundaries 14.Total Boundaries Case 1 Boundary X-Left Y-Left X-Right Y-Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 .00 49.00 2.00 49.00 2 2 2.00 49.00 10.00 49.00 1 3 10.00 49.00 76.00 81.00 1 4 76.00 81.00 101.00 81.00 1 5 101.00 81.00 102.00 88.00 3 6 102.00 88.00 170.00 130.00 3 7 170.00 130.00 280.00 130.00 3 8 2.00 49.00 7.00 30.00 2 9 7.00 30.00 28.00 30.00 2 10 28.00 30.00 29.00 35.00 2 11 29.00 35.00 81.00 69.00 2 12 81.00 69.00 101.00 81.00 3 13 81.00 69.00 200.00 120.00 2 14 200.00 120.00 280.00 120.00 2 ISOTROPIC SOIL PARAMETERS 3 Type(s) of Soil 1 Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) 1 105.0 115.0 600.0 22.0 2 105.0 115.0 1100.0 28.0 3 105.0 115.0 525.0 22.0 A Horizontal Earthquake Loading Coefficient Of .150 Has Been Assigned A Vertical Earthquake Loading Coefficient Of .000 Has Been Assigned Cavitation Pressure = .0 psf • Param. (psf) No. .00 .0 1 .00 .0 1 .00 .0 1 A Critical Failure Surface Searching Method, Using A Random Technique For Generating Circular Surfaces, Has Been Specified. 100 Trial Surfaces Have Been Generated. 100 Surfaces. Initiate From Each Of 1 Points Equally Spaced Along The Ground Surface Between X = 102.00 ft. and X = 102.00 ft. Each Surface Terminates Between X = 130.00 ft. and X = 280.00 ft. Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is Y = .00 ft. 15.00 ft. Line Segments Define Each Trial Failure Surface. Following Are Displayed The Ten Most Critical Of The Trial Failure Surfaces Examined. They Are Ordered - Most Critical First. * * Safety Factors Are Calculated By The Modified Bishop Method * * Failure Surface Specified By 9 Coordinate Points Point No. X-Surf (ft) Y-Surf (ft) Soil Total Saturated Cohesion Friction Pore Pressure Piez. 1 102.00 88.00 s MN N M UN 1 MN- 1---- -, 1 1--- 1 2 116.47 91.96 No. (ft) (ft) 3 130.73 96.60 4 144.77 101.90 1 102.00 88.00 5 158.54 107.84 2 116.43 92.08 6 172.01 114.43 3 130.50 97.29 7 185.17 121.64 4 144.11 103.59 8 197.97 129.46 5 157.19 110.94 9 198.76 130.00 6 169.65 119.29 7 181.41 128.60 Circle Center At X = 24.7 ; Y = 398.8 and Radius, 320.3 8 182.91 130.00 *** 1.723 *** Individual data on the 9 slices Circle Center At X = 57.8 ; Y = 272.1 and Radius, 189.3 *** 1.831 *** Failure Surface Specified By 10 Coordinate Points Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge Slice Width Weight Top Bot Norm Tan Hor Ver Load Point X-Surf Y-Surf No. Ft(m) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) No. (ft) (ft) 1. 14.5 3777.5 .0 .0 .0 .0 566.6 .0 .0 2 14.3 10577.7 .0 .0 .0 .0 1586.7 .0 .0 1 102.00 88.00 3 14.0 15964.5 .0 .0 .0 .0 2394.7 .0 .0 2 .116.38 92.28 4 13.8 19948.4 .0 .0 .0 .0 2992.3 .0 .0 3 130.69 96.78 5 11.5 19033.9 .0 .0 .0 .0 2855.1 .0 .0 4 144.92 101.50 € 6 2.0 3394.3 .0 .0 .0 .0 509.1 .0 .0 5 159.09 106.44 7 13.2 16521.0 .0 .0 .0 .0 2478.2 .0 .0 6 173.17 111.59 8 12.8 5978.0 .0 .0 .0 .0 896.7 .0 .0 7 187.18 116.97 - 9 .8 22.5 .0 .0 .0 .0 3.4 .0 ..0 8 201.10 122.55 9 214.93 128.36 Failure Surface Specified By 6 Coordinate Points . 10 218.69 130.00 Point X-Surf Y-Surf No. (ft) (ft) 1 102.00 88.00 2 116.96 86.93 3 131.52 90.55 4 144.23 98.51 5 153.86 110.01 6 159.19 123.32 Circle Center At X = 112.9 ; Y = 134.4 and Radius, 47.6 *** 1.799 *** Failure Surface Specified By 8 Coordinate Points 1 Circle Center At X = =166.9 ; Y = 1018.2 and Radius, 968.3 *** 1.838 *** Failure Surface Specified By 6 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 102.00 88.00 2 116.97 87.12 3 131.27 91.68 4 142.97 101.06 5 150.54 114.01 6 151.26 118.42 Point X-Surf Y-Surf Circle Center At X = 112.0 ; Y = 126.9 and Radius, 40.2 ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! 1 *** 1.927 *** 6 165.02 117.22 7 168.93 129.34 Circle Center At X = 115.7 ; Y = 141.0 and Radius, 54.8 Failure Surface Specified By 6 Coordinate Points *** 2.034 *** Point X-Surf Y-Surf No. (ft) (ft) 1 1 102.00 88.00 Failure Surface -Specified By 9 Coordinate Points 2 116.88 89.93 3 130.96 95.09 4 143.57 103.21 Point X-Surf Y-Surf 5 154.09 113.91 No. (ft) (ft) 6 160.40 124.07 1 102.00 88.00 Circle Center At X = 100.9 ; Y = 155.0 and Radius, 67.0 2 116.99 88.46 3 131.85 90.53 4 146.40 94.18 *** 1.975 *** 5 160.47 99.37 6 173.91 106.04 7 186.55 114.12 8 198.25 123.50 9 .204.77 130.00 Failure Surface Specified By 6 Coordinate Points Circle Center At X = 105.2 ; Y = 227.5 and Radius, 139.5 Point X-Surf Y-Surf No. (ft) (ft) *** 2.045 *** 1 102.00 88.00 2 116.94 89.31 3 130.95 94.67 Failure Surface Specified By 8 Coordinate Points 4 142.95 103.68 5 152.02 115.63 6 153.69 119.92 Point X-Surf Y-Surf No. (ft) (ft) Circle Center At X = 105.1 ; Y = 140.8 and Radius, 52.9 *** 2.033 *** Failure Surface Specified By 7 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 102.00 88.00 2 116.90 86.28 3 131.71 88.66 4 145.32 94.97 5 156.70 104.74 1 1 102.00 88.00 2 116.79 85.48 3 131.74 86.72 4 145.90 91.64 5 158.40 99.94 6 168.44 111.09 7 175.38 124.38 8 176.69 130.00 Circle Center At X = 119.4 ; Y = 144.4 and Radius, 59.1 *** 2.061 *** M E N i = OM M OM I M- I 1 NM N i = NM Y A X I S F T .00 35.00 70.00 105.00 140.00 175.00 x .00+ + * + + + + - * _ * ** 35.00 + A 70.00 + X 105.00 + * * * * .021. - .... .61. ..82. I 140.00 + - 08213. 2 55 - ...... 0413. 2 9 8 . - 013. * S 175.00 + 9 4.. 00 - . . 3 .41 . *4 1 9 210.00 + , F 245.00 + T 280.00 + 4 * * = NM M N------- 1 - i M M M IIIIIII 1 1 ** PCSTABL5M ** by Purdue University --Slope Stability Analysis -- Simplified Janbu, Simplified Bishop or Spencer's Method of Slices Run Date: Time of Run: Run By: Input Data Filename: Output Filename: Plotted Output Filename: 6-3-96 3:40 PM JCV A:1396.IN A:1396.OUT N PROBLEM DESCRIPTION CROSS SECTION B-B' BOUNDARY COORDINATES 7 Top Boundaries 14 Total Boundaries Boundary X-Left Y-Left X-Right Y-Right No. (ft) (ft) (ft) (ft) Case 2 Soil Type Below Bnd 1 .00 49.00 2.00 49.00 2 2 2.00 49.00 10.00 49.00 1 3 10.00 49.00 76.00 81.00 1 4 76.00 81.00 101.00 81.00 1 5 101.00 81.00 102.00 88.00 3 6 102.00 88.00 170.00 130.00 3 7 170.00 130.00 280.00 130.00 3 8 2.00 49.00 7.00 30.00 2 9 7.00 30.00 28.00 30.00 2 10 28.00 30.00 29.00 35.00 2 11 29.00 35.00 81.00 69.00 2 12 81.00 69.00 101.00 81.00 3 13 81.00 69.00 200.00 120.00 2 14 200.00 120.00 280.00 120.00 2 ISOTROPIC SOIL PARAMETERS 3 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. 1 1 Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 105.0 115.0 600.0 22.0 .00 2 105.0 115.0 1100.0 28.0 .00 3 105.0 115.0 525.0 22.0 .00 A Horizontal Earthquake Loading Coefficient Of .150 Has Been Assigned A Vertical Earthquake Loading Coefficient Of .000 Has Been Assigned Cavitation Pressure = .0 psf .0 .0 .0 A Critical Failure Surface Searching Method, Using A Random Technique For Generating Circular Surfaces, Has Been Specified. 100 Trial Surfaces Have Been Generated. 100 Surfaces.Initiate From Each Of 1 Points Equally Spaced Along The Ground Surface Between X = 10.00 ft. and X = 10.00 ft. Each Surface Terminates Between X = 130.00 ft. and X = 280.00 ft. Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is Y = .00 ft. 15.00 ft. Line Segments Define Each Trial Failure Surface. Following Are Displayed The Ten Most Critical Of The Trial Failure Surfaces Examined. They Are Ordered - Most Critical First. 1 1 1 * * Safety Factors Are Calculated By The Modified Bishop Method * * Failure Surface Specified By 17 Coordinate Points Point No. X-Surf (ft) 1 10.00 Y-Surf (ft) 49.00 INN - EN ■ei - no no EN um ummil um um um um so mu um 2 24.62 45.66 Point X-Surf Y-Surf 3 39.47 43.50 No. (ft) (ft) 4 54144 42.53 5 69.43 42.76 1 10.00 49.00 6 - 84.37. 44.19 2 24.94 47.68 7 99.14 46.80 3 39.94 47.52 8 113.65 50.59 4 54.91 48.52 9 127.82 55.52 5 69.75 50.68 10 141.55 61.56 6 84.38 53.98 11 154.75 68.69 7 98.72 58.40 12 167.34 76.84 8 112.66 63.92 13 179.24 85.97 9 126.14 70.50 14 190.37 96.03 10 139.07 78.11 15 200.66 106.94 11 151.37 86.70 16 210.05 118.64 12 162.97 96.21 17 217.77 130.00 13 173.79 106.59 14 183.78 117.78 Circle Center At X = 59.1 ; Y = 230.2 and Radius, 187.7 15 192.88 129.71 16 193.06 130.00 *** 1.752 *** Circle Center At X = 34.5 ; Y = 240.9 and Radius, 193.5 *** 1.767 *** Individual data on the 24 slices 1 Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge Failure Surface Specified By 17 Coordinate Points Slice Width Weight Top Bot Norm Tan Hor Ver Load No. Ft(m) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) 1 14.6 8006.6 -.0 .0 -.0 .0 1201.0 .0 .0 Point X-Surf Y-Surf 2 14.8 23546.0 .0 .0 .0 .0 3531.9 .0 .0 No. (ft) (ft) 3 2.3 4944.5 ..0 .0 .0 .0 741.7 .0 .0 4 12.7 32617.8 .0 .0 .0 .0 4892.7 .0 .0 1 10.00 49.00 5 15.0 49658.9 .0 .0 .0 .0 7448.8 .0 .0 2 24.51 45.21 6 6.6 25045.4 .0 .0 .0 .0 3756.8 .0 .0 - 3 39.32 42.79 7 5.0 19620.1 .0 .0 .0 .0 2943.0 .0 .0 4 54.28 41.77 8 3.4 13070.5 °.0 .0 .0 .0 1960.6 .0 .0 5 69.28 42.16 9 14.8 55064.1 .0 .0 .0 .0 8259.6 .0 .0 6 84.17 43.94 10 1.9 6640.6 .0 .0 .0 .0 996.1 .0 .0 7 98.83 47.11 11 1.0 3893.6 .0 .0 .0 .0 584.0 .0 .0 8 113.13 51.64 12 11.7 52035.4 .0 .0 .0 .0 7805.3 .0 .0 9 126.94 57.49 13 14.2 69196.0 .0 .0 .0 .0 10379.4 .0 .0 10 140.15 64.61 14 13.7 71557.5 .0 .0 .0 .0 10733.6 .0 .0 11 152.63 72.93 15 13.2 71213.2 .0 .0 .0 .0 10682.0 .0 .0 12 164.28 82.38 16 12.6 68350.2 .0 .0 .0 .0 10252.5 .0 .0 13 174.99 92.88 17 2.7 14347.8 .0 .0 .0 .0 2152.2 .0 .0 14 184.67 104.34 18 9.2 46134.1 .0 .0 .0 .0 6920.1 .0 .0 15 193.23 116.66 19 11.1 45584.8 .0 .0 .0 .0 6837.7 .0 .0 16 200.61 129.72 20 9.6 29195.3 .0 .0 .0 .0 4379.3 .0 .0 17 200.74 130.00 21 .7 1627.8 .0 .0 .0 .0 244.2 .0 .0 22 9.4 16971.7 .0 .0 .0 .0 2545.8 .0 .0 Circle Center At X = 57.7 ; Y = 201.8 and Radius, 160.1 23 .9 1039.4 .0 .0 .0 .0 155.9 .0 .0 24 6.8 3564.8 .0 .0 .0 .0 534.7 .0 .0 *** 1.767 *** Failure Surface Specified By 16 Coordinate Points MO 1E1 M MEI.1E1 Ell NM 1E1 1 Failure Surface Specified By 18 Coordinate Points *** 1.789 *** Point X-Surf Y-Surf No. (ft) (ft) 1 10.00 49.00 Failure Surface Specified By 19 Coordinate Points 2 24.37 44.69 3 39.06 41.64 4 53.95 39.88 Point X-Surf Y-Surf 5 68.94 39.42 No. (ft) (ft) 6 83.92 40.26 7 98.77 42.39 1 10.00 49.00 8 113.37 45.81 2 24.92 47.47 9 127.63 50.48 3 39.90 46.70 10 141.43 56.37 4 54.90 46.69 11 154.66 63.43 5 69.88 47.44 12 167.23 71.61 6 84.81 48.95 13 179.04 80.86 7 99.64 51.21 14 190.01 91.09 8 114.33 54.22 15 200.05 102.23 9 128.85 57.98 16 209.08 114.21 10 143.17 62.46 17 217.05 126.92 11 157.23 67.67 18 218.62 130.00 12 171.02 73.58 13 184.49 80.19 Circle Center At X = 66.8 ; Y = 211.9 and Radius, 172.5 14 .197.60 87.46 15 210.33 95.40 16 222.65 103.97 *** 1.776 *** 17 234.51 113.15 18 245.89 122.92 19 253.33 130.00 Failure Surface Specified By 17 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 Circle Center At X = 47.6 ; Y = 342.3 and Radius, 295.7 *** 1.800 *** 1 10.00 49.00 2 24.28 44.41 Failure Surface Specified By 19 Coordinate Points 3 38.94 41.23 4 53.84 39.49 5 68.84 39.22 Point X-Surf Y-Surf 6 83.79 40.40 No. (ft) (ft) 7 98.56 43.04 8 112.99 47.10 1 10.00 49.00 9 126.97 52.55 2 24.45 44.97 10 140.35 59.34 3 39.15 42.00 11 153.00 67.40 4 54.03 40.11 12 164.80 76.65 5 69.01 39.31 13 175.65 87.01 6 84.01 39.61 14 185.44 98.38 7 98.94 40.99 15 194.07 110.64 8 113.74 43.47 16 201.47 123.69 9 128.31 47.01 17 204.28 130.00 10 142.59 51.61 11 156.50 57.24 Circle Center At X = 64.2 ; Y = 192.9 and Radius, 153.8 12 169.95 63.86 EN 1111 r - - - OM 1 13 182.89 71.45 7 99.49 55.73 14 195.24 79.96 8 114.09 59.15 15 206.94 89.35 9 128.53 63.22 16 217.92 99.57 10 142.78 67.92 17' 228.13 110.56 11 156.80 73.24 18 237.51 122.27 12 170.57 79.19 19 242.83 130.00 13 184.07 85.73 14 197.26 92.87 Circle Center At X = 72.5 ; Y = 244.9 and Radius, 205.6 15 210.13 100.59 16 222.63 108.86 17 234.76 117.69 *** 1.800 *** 18 246.49 127.04 19 249.88 130.00 Circle Center At X = 29.6 ; Y = 387.0 and Radius, 338.6 Failure Surface Specified By 16 Coordinate Points *** 1.814 *** Point X-Surf Y-Surf No. (ft) (ft) 1 10.00 49.00 Failure Surface Specified By 18 Coordinate Points 2 25.00 49.25 3 39.96 50.38 4 54.82 52.40 Point X-Surf Y-Surf 5 69.54 55.29 No. . (ft) (ft) 6 84.06 59.05 7 98.33 63.66 1 10.00 49.00 8 112.31 69.11 2 23.99 43.60 9 125.93 75.38 3 38.45 39.59 10 139.17 82.44 4 53.22 37.01 11 151.96 90.28 5 68.18 35.88 12 164.26 98.85 6 83.18 36.22 13 176.04 108,15 7 98.07 38.02 14 187.25 118.12 8 112.71 41.27 15 197.84 128.74 9 126.97 45.93 16 198.96 130.00 - 10 140.71 51.96 11 153.79 59.30 Circle Center At X = 13.4 ; Y = 302.0 and Radius, 253.0 12 166.09 67.89 13 177.49 77.63 14 187.89 88.44 *** 1.809 *** 15 197.18 100.22 16 205.28 112.84 17 212.11 126.20 18 213.60 130.00 Failure Surface Specified By 19 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 10.00 49.00 2 24.99 48.46 3 39.99 48.59 4 54.97 49.39 5 69.90 50.84 6 84.75 52.96 1 Circle Center At X = 72.2 ; Y = 189.0 and Radius, 153.2 *** 1.821 *** A X IS F T .00 35.00 70.00 105.00 140.00 175.00 an N r am um am m— -- -- mu um No me r am am X .00 + * * .012. - ** 35.00 + 0162... A 70.00 + ,. .041.298... - * - ....0741.2.8..*. .69. 041.6928... * X 105.00 +.... 7413..2.8.... .6 9. . * ...745169.2.8. I 140.00 + 74519..2 8 .0 5 3 28.... .. .... 7 4619... . .. .. - 0. 5 3 28 7 4619. ... . * S 175.00 + . 0 5 3 28... . - 7..4 1 . ... . . 690. 5 3. 2 . . . . ... .7 41. ..53.. 2 - ........ . ... . 6.9 4 1. * 3 - 7 ..0 5.5 210.00 + ........... . ..6.9. .41.0. 7 ... 41 69 .... 7. . 69.. - 7 F 245.00 + 697 T 280.00 + * * N- M all U- -- UN 1-- NM NM 1 1 1 ** PCSTABL5M ** by Purdue University --Slope Stability Analysis -- Simplified Janbu, Simplified Bishop or Spencer's Method of Slices Run Date: 6-3=96 Time of Run: 4:10 PM Case 2 1 Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 105.0 115.0 600.0 22.0 .00 .0 1 2 105.0 115.0 1100.0 28.0 .00 .0 1 3 105.0 115.0 525.0 22.0 .00 .0 1 A Critical Failure Surface Searching Method, Using A Random Technique For Generating Circular Surfaces, Has Been Specified. Run By: JCV 100 Trial Surfaces Have Been Generated. Input Data Filename: A:1396.IN Output Filename: A:1396.OUT Plotted Output Filename: N 100 Surfaces Initiate From Each Of 1 Points Equally Spaced Along The Ground Surface Between X = 10.00 ft. and X = 10.00 ft. PROBLEM DESCRIPTION CROSS SECTION B-B' Each Surface Terminates Between X = 130.00 ft. and X = 280.00 ft. Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is Y = .00 ft. BOUNDARY COORDINATES 7 Top Boundaries 15.00 ft. Line Segments Define Each Trial Failure Surface. 14 Total Boundaries 1 Boundary X-Left Y-Left X-Right Y-Right Soil Type No. (ft) (ft)_ (ft) (ft) Below Bnd Following Are Displayed The Ten Most Critical Of The Trial Failure Surfaces Examined. They Are Ordered - Most Critical 1 .00 49.00 2.00 49.00 2 First. 2 2.00 49.00 10.00 49.00 1 3 10.00 49.00 .76.00 81.00 1 4 76.00 81.00 101.00 81.00 1 * * Safety Factors Are Calculated By The Modified Bishop Method * * 5 101.00 81.00 102.00 88.00 3 6 102.00 88.00 170.00 130.00 3 7 170.00 130.00 280.00 130.00 3 8 2.00 49.00 7.00 30.00 2 Failure Surface Specified By 16 Coordinate Points 9 7.00 30.00 28.00 30.00 2 10 28.00 30.00 29.00 35.00 2 11 29.00 35.00 81.00 69.00 2 Point X-Surf Y-Surf 12 81.00 69.00 101.00 81.00 3 No. (ft) (ft) 13 81.00 69.00 200.00 120.00 2 14 200.00 120.00 280.00 120.00 2 1 10.00 49.00 2 ' 24.94 47.68 3 39.94 47.52 4 54.91 48.52 ISOTROPIC SOIL PARAMETERS 5 69.75 50.68 6 84.38 53.98 7 98.72 58.40 3 Type(s) of Soil 8 112.66 63.92 9 126.14 70.50 10 139.07 78.11 Soil Total Saturated Cohesion Friction Pore Pressure Piez. 11 151.37 86.70 OM 1 M- I N N- NMI 1E11- M r MI I; I- MI I 12 162.97 96.21 11 152.63 72.93 13 173.79 106.59 12 164.28 82.38 14 183.78 117.78 13 174.99 92.88 15 192.88 129.71 14 184.67 104.34 16- 193.06 130.00 15 193.23 116.66 16 200.61 129.72 Circle Center At X = 34.5 ; Y = 240.9 and Radius, 193.5 17 200.74 130.00 *** 2.397 *** Individual data on the 22 slices 1 Circle Center At X = 57.7 ; Y = 201.8 and Radius, 160.1 *** 2.409 *** Water Water Tie Tie Earthquake Failure Surface Specified By 17 Coordinate Points Force Force Force Force Force Surcharge Slice Width Weight Top Bot Norm Tan Nor Ver Load No. Ft(m) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Point X-Surf Y-Surf 1 14.9 6719.7 .0 .0 .0 .0 .0 .0 .0 No. (ft) (ft) 2 15.0 19344.3 .0 .0 .0 .0 .0 .0 .0 3 9.1 17184.4 .0 .0 .0 .0 .0 .0 .0 1 10.00 49.00 4 5.8 12873.2 .0 .0 .0 .0 .0 .0 .0 2 24.62 45.66 5 14.8 38614.0 .0 .0 .0 .0 .0 .0 .0 3 39.47 43.50 6 6.2 18437.9 .0 .0 .0 .0 .0 .0 .0 4 54.44 42.53 7 5.0 14884.0 .0 .0 .0 .0 .0 .0 .0 5 69.43 42.76 8 3.4 9738.4 .0 .0 .0 .0 .0 .0 .0 6 84.37 44.19 9 14.3 37340.0 .0 .0 .0 .0 .0 .0 .0 7 99.14 46.80 10 2.3 5308.8 .0 .0 .0 .0 .0 .0 .0 8 113.65 50.59 11 _ 1.0 2624.8 .0 .0 .0 .0 .0 .0 .0 9 127.82 55.52 12 10.7 33014.3 .0 .0 .0 .0 .0 :0 .0 10 141.55 61.56 13 13.5 44629.8 .0 .0 .0 .0 .0 .0 .0 11 154.75 68.69 14 12.9 44244.6 .0 .0 .0 .0 .0 .0 .0 12 167.34 76.84 15 12.3 41699.8 .0 .0 .0 .0 .0 .0 .0 13 179.24 85.97 16 11.6 37287.4 .0 .0 .0 .0 .0 :0 .0 14 190.37 96.03 17 7.0 20857.3 .0 .0 .0 .0 .0 .0 .0 15 200.66 106.94 18 3.8 10047.0 .0 .0 .0 .0 .0 .0 .0 16 210.05 118.64 19 : 3.1 7147.7 .0 .0 .0 .0 .0 0 .0 17 217.77 130.00 20 6.8 11535.1 .0 .0 .0 .0 .0 .0 .0 21 9.1 5969.2 .0 .0 .0 .0 .0 .0 .0 Circle Center At X = 59.1 ; Y = 230.2 and Radius, 187.7 22 .2 2.8 .0 .0 .0 .0 .0 .0 .0 Failure Surface Specified By 17 Coordinate Points *** 2.427 *** Point X-Surf Y-Surf No. (ft) (ft) Failure Surface Specified By 17 Coordinate Points 1 10.00 49.00 2 24.51 45.21 3 39.32 42.79 Point X-Surf Y-Surf 4 54.28 41.77 No. (ft) (ft) 5 69.28 42.16 6 84.17 43.94 1 10.00 49.00 7 98.83 47.11 2 24.28 44.41 8 113.13 51.64 3 38.94 41.23 9 126.94 57.49 4 53.84 39.49 10 140.15 64.61 5 68.84 39.22 N M I MI- NM M r OM E M MIMI-- M I NM 111111 1 6 83.79 40.40 7 98.56 43.04 1 10.00 49.00 8 112.99 47.10 2 25.00 49.25 9 126.97 52.55 3 39.96 50.38 10' 140.35 59.34 4 54.82 52.40 11 153.00 67.40 5 69.54 55.29 12 164.80 76.65 6 84.06 59.05 13 175.65 87.01 7 98.33 63.66 14 185.44 98.38 8 112.31 69.11 15 194.07 110.64 9 125.93 75.38 16 201.47 123.69 10 139.17 82.44 17 204.28 130.00 11 151.96 90.28 12 164.26 98.85 Circle Center At X = 64.2 ; Y = 192.9 and Radius, 153.8 13 176.04 108.15 14 187.25 118.12 15 197.84 128.74 *** 2.444 *** 16 198.96 130.00 Failure Surface Specified By 18 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 10.00 49.00 2 24.37 44.69 1 Circle Center At X = 13.4 ; Y = 302.0 and Radius, 253.0 2.464 *** Failure Surface Specified By 16 Coordinate Points 3 39.06 41.64. Point X-Surf Y-Surf 4 53.95 39.88 No. (ft) (ft) 5 68.94 39.42 - 6 83.92 40.26 1 10.00 49.00 7 98.77 42.39 2 24.19 44.14 8 113.37 45.81 3 38.84 40.92 9 127.63 50.48. 4 53.76 39.38 10 141.43 56.37 5 68.76 39.55 11 154.66 63.43 6 83.64 41.42 12 167.23 71.61' 7 98.22 44.96 13 179.04 80.86- 8 112.30 50.14 14 190.01 91.09 9 125.70 56.88 15 200.05 102.23. 10 138.25 65.09 16 209.08 114.21 11 149.78 74.68 17 217.05 126.92 12 160.16 85.52 18 218.62 130.00 13 169.23 97.46 14 176.89 110.35 Circle Center At X = 66.8 ; Y = 211.9 and Radius, 172.5 15 183.04 124.04 16 184.94 130.00 *** 2.460 *** Circle Center At X = 59.8 ; Y = 170.9 and Radius, 131.6 Failure Surface Specified By 16 Coordinate Points *** 2.480 *** Point X-Surf Y-Surf No. (ft) (ft) Failure Surface Specified By 15 Coordinate Points 8 NM r--- MB EN r MN i N EN pm um no me as um 1 Point X-Surf Y-Surf No. (ft) (ft) Failure Surface Specified By 15 toordinate Points 1 10.00 49.00 2 24.95 47.78 Point X-Surf Y-Surf 3 39.95 47.88 No. (ft) (ft) 4 54.88 49.31 5 69.63 52.06 1 10.00 49.00 6 84.07 56.10 2 24.65 45.76 7 98.10 61.41 3 39.56 44.14 8 111.61 67.93 4 54.56 44.16 9 124.49 75.63 5 69.47 45.82 10 136.63 84.43 6 84.10 49.10 11 147.95 94.27 7 98.29 53.96 12 158.35 105.08 8 111.87 60.35 13 167.76 116.77 9 124.66 68.18 14 176.09 129.24 10 136.52 77.36 15 176.50 130.00 11 147.30 87.79 12 156.88 99.33 Circle Center At X = 31.3 ; Y = 217.0 and Radius, 169.3 13 165.14 111.85 14 171.99 125.20 15 173.81 130.00 *** 2.500 *** Failure Surface Specified By 18 Coordinate Points 1 Circle Center At X = 46.9 ; Y = 180.9 and Radius, 137.0 *** 2.515 *** Point X-Surf Y-Surf No. (ft) (ft) Y A X I S F T 1 10.00 49.00 2 23.99 43.60 .00 35.00 70.00 105.00 140.00 175.00 3 38.45 39.59 4 53.22 37.01 X .00 +-+---*-----+ -+ + + 5 68.18 35.88 - * 6 83.18 36.22 - 7 98.07 38.02 - 8 112.71 41.27 - .921.. 9 126.97 45.93 - ** 10 140.71 51.96 35.00 + .... 11 153.79 59.30 - 9201... 12 166.09 67.89 - ... 13 177.49 77.63 - ...42016... 14 187.89 88.44 - 15 197.18 100.22 - 16 205.28 112.84 A 70.00 + .. .9420186... 17 212.11 126.20 - .... * 18 213.60 130.00 - ....9.420186..*. Circle Center At X = 72.2 ; Y = 189.0 and Radius, 153.2 *** 2.505 *** ...942.0.16... * * X 105.00 +.... . 9432.0186.... .0. 8 IIIIII INN ME ION MO MIN ROI MN MIN MIMI.NMI NM MEI 111111 NMI MN =I INN ....9542...1.6. . . ..0.8..... . I 140.00 + . 95427..1 6 - .0.8 . ... 9 4 2 16.. .. 5.3...7 0 8. .. 9. 4 2 16 ..0.. 53 .7. .8.0* S 175.00 + . 9 4 2 167.. 8 53. ... 7. .9. 4 2. 1 7 .. 53. ..42.. 1 - ........ . ... 5 3* 2 - 9 4.4 210.00 + 53.9. - 53 F 245.00 + T 280.00 + * * 1100- AA 1100 1080- 1060- 1040- 1020-. iooa 960- PL 31 TEST TRENCH 1,.- / I r '!- PROPOSED r TEST TRENCH 5 ! BARN Sp1 TRUE DIP OF BEDDING BEDROCK (Tm) Case 1 CRITICAL CIRCLES TRUE DIP OF BEDDING BEDROCK (Tm) A.G.I. GEOTECHNICAL, INC. ESTIMATED LIMITS OFJ EXISTING FILL r J J GEOTECHNICAL CROSS SECTION Project No. 3-1396-04 Scale: 1" = 20'± Approved by: 1080 -1060 -1040 - 1020 - 1000 - 980 - 960 Date: 6-3-96 Revised: Drawn by: HT B 1120 1100 - 1080- 1060- 1040- 1020- 1000- 980- 960-- PROPOSED BARN I PR9.PL SEC CUT TEST TRENCH 4 I Q�Oe�S� / TEST TRENCH 1 BEDROCK (Tm) �� � ppMepQE v1PS�� EW S‘'o� OZ‘ P/ APPARENT DIP OF BEDDING TEST PIT 1 s - FILL .-1-- BEDROCK (Tm) ---1- APPARENT DIP .OF BEDDING ESTIMATED LIMITS 7 OF EXISTING FILL.,F J— BEDROCK (Tm) CRITICAL CIRCLES s GEOTECHNICAL CROSS SECTION Q� 0 A.G.I. GEOTECHNICAL, INC. B' -1120 -1100 -1060 -1040 -1020 -1000 - 980 - 960 Project No. 3-1396-04 Scale: 1" = 20' ± Approved by: Date: 6-3-96 Revised: Drawn by: HT